HomeMy WebLinkAbout3338; Agua Hedionda & Calavera Creek Dredging; Robertson Ranch Conditional Letter of Map Revision; 2007-05-14CONDITIONAL LETTER OF MAP REVISION
REQUEST FOR
ROBERTSON RANCH
m May 14, 2007
•I
i
Wayne W. Chang, MS, PE
Chug
Civil Engineering ° Hydrology ° Hydraulics ° Sedimentation
P.O. Box 9496
Rancho Santa Fe, CA 92067
(858) 692-0760
m
m
m
m
-TABLE OF CONTENTS -
Introduction 1
CLOMR Improvements 2
Engineering Analyses 3
Conclusion 5
APPENDIX A
A. 100-Year HEC-1 Analysis and Support Material
B. 100-Year WSGPW Analyses for 84" RCP and Plans
C. 100-Year HEC-RAS Analysis for Calavera Creek Main Channel
D. 100-Year Flow Split HEC-RAS Analyses and Plans
MAP POCKET
HEC-RAS Work Map and CD Containing Effective and Post-Project Analyses Files
INTRODUCTION
Robertson Ranch is a proposed project by Calavera Hills II, LLC located in the city of Carlsbad
(see Figure 1 and the HEC-RAS Work Map in the map pocket at the back of this report). The
easterly portion of Robertson Ranch is named the East Village. The East Village is immediately
north of the Rancho Carlsbad Mobile Home Park (RCMHP) and west of College Boulevard.
Cannon Road follows an east-west alignment near the southerly boundary of the East Village.
The area north of Cannon Road is the main development area, and will be developed with single-
and multi-family residential units. The area south of Cannon Road (Planning Area 22) will
contain an approximately 4.4 acre pad developed with residential units. Finally, a park site and
5:1 slope grading (for a wildlife corridor) will be constructed within a portion of Robertson
Ranch West Village, which is just west of the East Village, north of Cannon Road, and east of El
Camino Real.
CITY OF OCEANSIDF.
HIGHWAY
SITE
OF VISTA
fl
m
*
CITY OF
SAN MARCOS
CITY OF ENdNITAS
Figure 1. Vicinity Map
Calavera Creek currently flows along the easterly then southerly portions of the proposed
Robertson Ranch project. The relevant Flood Insurance Rate Maps (FIRM Number 06073C0766
F and 06073C0768 F)) are included in Figures 2 and 3, which are located after this report text.
FIRM 06073C0768 F shows that an existing floodwall is located within a portion of Calavera
Creek. The wall is generally aligned along the direction of flow. The main channel of the creek is
south of the wall, while the area north of the wall is an overbank area subject to inundation under
pre-project conditions. The RCMHP is south of the wall (and south of the main channel) and
north of El Camino Real. Figure 4 contains a photograph taken in the downstream direction of
the Calavera Creek main channel within RCMHP. RCMHP is on the left side of the photograph
and the wall is on the right. The FIRM indicates that the 100-year water surface elevations are
not equal on opposite sides of the wall. The FIRM also shows that the main channel of Calavera
Creek confluences with Agua Hedionda Creek near the west end of RCMHP. This Conditional
Letter of Map Revision revises the entire reach of Calavera Creek from Agua Hedionda Creek to
the upstream FIRM limits due to improvements by Robertson Ranch and/or its developer (some
of the improvements modeled in this CLOMR are not specifically part of the Robertson Ranch
project, but are next to the site and by the same developer. This CLOMR includes all of the
related projects within and adjacent to Robertson Ranch).
CLOMR IMPROVEMENTS
The improvements included in this CLOMR are intended to remove the Robertson Ranch
development from the Calavera Creek floodplain and floodway and reduce the floodplain limits
within the RCHMP. This is accomplished by reducing the 100-year flow rate through detention
and also by constructing underground drainage facilities to convey some of the creek flow. The
HEC-RAS Work Map in the map pocket provides an overview of the improvements.
The upstream most improvement is Detention Basin BJB, which is a flow-by (only higher flows
enter the basin) detention basin located immediately north of the intersection of Cannon Road
and College Boulevard. Calavera Creek flows entirely into Detention BJB. The flow in
Detention Basin BJB will primarily outlet near the southerly end of the basin in an 1 1-foot wide
by 7-foot high reinforced concrete box (RGB) culvert.
A wall will be constructed within the 1 1-foot by 7-foot RCB approximately 350 feet below the
upper end of the RCB. The wall will split the flow in the RCB in two directions. A portion of the
flow will be directed into an 84-inch reinforced concrete pipe (RCP) aligned westerly in Cannon
Road and the remainder will continue south in the 1 1-foot by 7-foot RCB.
The flow in the 84-inch pipe will ultimately be conveyed to a low lying area on the west end of
Robertson Ranch (near the park site and habitat corridor) north of the intersection of El Camino
Real and Cannon Road. The 100-year flow will pond in this area before exiting southwesterly
through an existing 8-foot by 8-foot RCB under El Camino Real and ultimately confluencing
with Agua Hedionda Creek.
The flow remaining in the 1 1-foot by 7-foot RCB below the flow split wall will continue to the
Calavera Creek main channel, which is along the northern portion of RCMHP. The flow will
then be conveyed southwesterly in the main channel and ultimately confluence with Agua
•*« Hedionda Creek. A weir exists in the floodwall along the north side of the main channel (see
Figure 5). The weir allows flow to be conveyed through the floodwall and into the main channel.
The weir has a triangular cross-section. The weir will be widened to a rectangular cross-section
« to better convey flow through the floodwall.
The engineering plans for Detention Basin BJB and its 11-foot by 7-foot RGB outlet, the flow
_ divider wall in the RGB, the 84-inch RCP and Cannon Road, the weir modification, and the park
and habitat corridor grading are included in the appendices. Each appendix contains engineering
*" analyses for the CLOMR and the related plans.
~ ENGINEERING ANALYSES
Several engineering analyses were performed to analyze the 100-year floodplain and floodway
"* associated with the proposed improvements. Since the Flood Insurance Study only includes a
100-year analysis for Calavera Creek, this CLOMR only includes 100-year analyses. The
analyses are described below and electronic files are included on the CD at the back of this
"• report.
HEC-1 Analysis
*• An updated 100-year hydrologic analysis for the Calavera Creek watershed was performed using
HEC-1. The watershed was originally delineated by Rick Engineering Company (under contract
m with the city of Carlsbad) using the United States Geological Survey's quadrangle maps (see the
tH HEC-1 Workmap in Appendix A). Rick performed field investigations to verify the watershed
boundaries. The HEC-1 Work Map also includes the Agua Hedionda Creek watershed; however,
^ this CLOMR and the HEC-1 analysis is only for the Calavera Creek watershed (Drainage Basins
Hi C1-C4, RCC, RRC2 and RRCH). Furthermore, the work map shows a Basin BJ in the Calavera
Creek watershed. This is a future project that has not been designed, and is not part of thism CLOMR.m
In order to model this CLOMR's improvements, Rick's HEC-1 analysis was modified based on
m the attenuation at Detention Basin BJB, the flow split within the 11-foot by 7-foot RGB, and the
g| ponding that will occur in the low lying area at the outlet of the 84-inch RCP. The current
conditions at Lake Calavera (current dam and spillway) are included in the model. The HEC-1
m analysis and support material is included in Appendix A. The Detention Basin BJB, park site,
^f and habitat corridor grading plans are also included in Appendix A. The park site and habitat
corridor grading affect the ponding characteristics of the low lying area. Table 1 summarizes the
«• relevant results from the HEC-1.
m
m
Location
Upstream of Detention Basin BJB
Exiting Detention Basin BJB
Entering 84" RCP below Split
Continuing in 1 1 'x 17' RGB below Split
Calavera Creek at Confluence with
Agua Hedionda Creek
Exiting 84" RCP
Low Lying Area at 84" RCP Outlet
Entering 8'x8' RCB under El Camino Real
100- Year Flow
Rate, cfs
1,501
971
473
498
909
497
545
Ponded Water
Surface Elevation,
feet MSL
76.4
35.3
Table 1. 100-Year HEC-RAS Flow Rates
The post-project floodplain within Detention Basin BJB is based on the ponded water surface
elevation from the HEC-1 results rather than a hydraulic analysis since the ponding will govern.
Furthermore, under post-project conditions, a floodway is not delineated within Detention Basin
BJB or its 11-foot by 7-foot RCB outlet because these will be permanent drainage control
facilities.
84-Inch RCP Analysis
A 100-year WSPGW hydraulic analysis was performed to determine the hydraulic grade line in
the 84-inch RCP. The analysis was based on storm drain plans by O'Day Consultants. There is a
segment between WSPGW Stations 19+51.18 and 20+37.34 where the pipe transitions to a 10-
foot wide by 4-foot high box culvert to accommodate utility crossings. From the HEC-1 results
in Table 1, the flow rate in the pipe increases from 473 cfs at the upper end to 497 cfs at the
lower end. The WSPGW results and storm drain plans are included in Appendix B, and show
that open channel flow will exist in the lower portions of the pipe (below WSPGW Station
19+46.18). Pressure flow occurs above this station, but the hydraulic grade line does not rise
above the ground surface. Therefore, the post-project floodplain has been delineated as being
contained in the pipe.
Calavera Creek Main Channel Analysis
A HEC-RAS analysis was performed for the main channel of Calavera Creek in order to
establish an updated floodplain and floodway. Improvements are not proposed in the main
channel. However, the Robertson Ranch improvements will affect the main channel because the
improvements will lower the 100-year flow rate.
The HEC-RAS input is as follows. The post-project HEC-RAS cross-sections (5.11 to 3410) are
generally in the same location as the cross-sections in FEMA's effective model. The following
relates the HEC-RAS cross-section numbers to the letter designations on the FIRM: 5.11 is A,
400 is B, 580 is C, 1000 is D, 1230 is E, 1470 is F, 1810 is G, 2100 is H, 2420 is I, and 2700 is J.
The cross-sections were created using topographic mapping from May 12, 2005. The cross-
sections were encroached along the floodwall on the right overbank and the mobile homes along
the left overbank to properly model the effective flow area, but the floodplain delineation
assumed the wall did not act as a levee. Since Calavera Creek confluences with Agua Hedionda
Creek (Agua Hedionda Creek is a much larger watercourse), the starting water surface elevations
were based on the floodplain (44.0 feet) and floodway elevations (44.7 feet) at the confluence
from the Flood Insurance Study. This will ensure a proper tie-in at the downstream study limit
and account for the 100-year backwater from Aqua Hedionda Creek. A roughness coefficient of
0.05 for the channel and overbanks was selected based on a field investigation. The 100-year
flow rate was obtained from the HEC-1 analysis in this CLOMR and varies from 629 to 909 cfs.
The HEC-RAS results are included in Appendix C and the revised floodplain and floodway are
delineated on the HEC-RAS Work Map in the map pocket at the back of this report.
Flow Split Analysis
Two separate HEC-RAS analyses were performed to analyze the flow split caused by the wall
within the 11-foot by 7-foot RGB. A portion of the flow will be directed into the 84-inch RCP
and a portion will continue downstream in the 11-foot by 7-foot RCB. Therefore, a HEC-RAS
analysis was created starting in the 84-inch RCP, continuing upstream to the split, and ending at
the upper end of the 11-foot by 7-foot RCB (HEC-RAS cross-sections 0.1 to 9). The starting
water surface elevation was obtained from the 84-inch RCP WSPGW analysis. A lid was added
to the cross-sections to model the closed conduits and cross-section interpolation was performed
to increase the number of cross-sections.
A second HEC-RAS analysis started at the weir (based on the proposed weir modification) near
the Calavera Creek main channel then extended up the entire length of the 11-foot by 7-foot
RCB (HEC-RAS cross-sections 1 to 9), which included the flow split wall. The starting water
surface elevation was obtained from the Calavera Creek HEC-RAS analysis. The cross-sections
upstream of the wall are the same in both HEC-RAS analyses.
An iterative procedure was used to determine how the 971 cfs approaching the split would be
divided between the 84-inch RCP and the 11-foot by 7-foot RCB. In both HEC-RAS analyses,
the wall that splits the flow is located between cross-sections 5 and 6. Cross-section 7 is just
upstream of cross-section 6 and the wall. The individual flow rates in the RCB and RCP below
the split must add up to 971 cfs since this is the flow rate approaching the split. Therefore, the
total flow rate below the split was maintained at 971 cfs, but the individual flow rates were
varied in the RCB and RCP until the hydraulic grade lines above the split (above cross-section 7)
matched in each analysis. This procedure determined that approximately 473 cfs will be directed
to the 84-inch RCP and 498 cfs will continue in the 11-foot by 7-foot RCB.
The HEC-RAS analyses are included in Appendix D along with the plans for the flow split wall,
11-foot by 7-foot RCB, and weir modification. The analyses show that the 100-year flows will
be contained in the 11-foot by 7-foot RCB and upper portion of the 84-inch RCP. Therefore, the
post-project floodplain is shown as being contained in the drainage facilities.
CONCLUSION
This Conditional Letter of Map Revision for Robertson Ranch includes updated hydrologic and
hydraulic analyses for Calavera Creek. The project proposes a rather intricate system including
detention, a flow split, and culverts/pipes. This system will protect the project from flood
inundation and reduce the floodplain along the Rancho Carlsbad Mobile Home Park. An
Annotated FIRM showing the post-project floodplain and floodway is included in Figure 6. The
entire Calavera Creek floodplain and floodway will be modified by the project. The pre-project
Calavera Creek floodplain and floodway on the Annotated FIRM have been screened into the
background. The downstream portion of the post-project floodplain and floodway tie into the
Agua Hedionda Creek floodplain and floodway. The upstream ends of the detailed study end at
the same location as the effective study. The Annotated FIRM indicates where the 100-year
flows will be contained in culverts and pipes. The required CLOMR forms are included after the
figures.
II
D
D
D
I
I
C
P
U
I
I
I
I
Calavera Creek
Split Flow
OWN ON THIS PANEL IS LOCATED WITHIN
, RANGE 4 WEST AND TOWNSHIP 12 SOUTH,-Calavera Creek
JOINS PANEL 0768 33°09'22"
II7°I6'52"
APPROXIMATE SCALE IN FEET
500 0 500
NATIONAL FLOOD INSURANCE PROGRAM
FIRM
FLOOD INSURANCE RATE MAP
SAN DIEGO COUNTY,
CALIFORNIA AND
INCORPORATED AREAS
PANEL 766 OF 2375
(SEE MAP INDEX FOR PANELS NOT PRINTED)
CONTAINS:
COMMUNITY
CARLSBAD, CITY OF
OCEANSIDE. CITY OF
VISTA. CITY OF
NUMBER PANEL SUFFIX
060285 0766 F
060294 0766 F
060297 0766 F
MAP NUMBER
06073C0766 F
EFFECTIVE DATE:
JUNE 19,1997
Federal Emergency Management Agency
J
FIGURE 2
This is an official copy of a portion of the above referenced flood map. It
was extracted using F-MIT On-Line. This map does not reflect changes
or amendments which may have been made subsequent to the date on the
title block. For the latest product information about National Flood Insurance
Program flood maps check the FEMA Flood Map Store at www. msc.fema.gov
y
APPROXIMATE SCALE IN
n
FEET
i
NATIONAL FLOOD INSURANCE PROGRAM
FIRM
FLOOD INSURANCE RATE MAP
SAN DIEGO COUNTY,
CALIFORNIA AND
INCORPORATED AREAS
PANEL 768 OF 2375
(SEE MAP INDEX FOR PANELS NOT PRINTED)
CONTAINS:
COMMUNITY
CARLSBAD. CITY OF
NUMBER PANEL SUFFIX
060285 0768
MAP NUMBER
06073C0768 F
EFFECTIVE DATE:
JUNE 19,1997
Federal Emergency Management Agency
FIGURE 3
This is an official copy of a portion of the above referenced flood map. It
was extracted using F-MIT On-Line. This map does not reflect changes
or amendments which may have been made subsequent to the date on the
title block. For the latest product information about National Flood Insurance
Program flood maps check the FEMA Flood Map Store at www.msc.fema.gov
I
I
I
I
I
I
I
I
I
I
I
I
* ' ;-?-
Figure 4. Looking Downstream in Calavera Creek Main Channel
Figure 5. Looking Downstream at Weir to be Modified
•LIMIT OF DETAILED STUDY
. M
PROPOSED 100-YEAR FLOODPLAIN ZONE
FIRM PANEL 766'//// PROPOSED 100- YEAR FLOODWA Y
100-YEAR FLOW CONTAINED IN PROPOSED CULVERT/PIPE
APPROXIMATE SCALE IN FEET
500 0 500FIRM PANEL 768
NATIONAL FLOOD INSURANCE PROGRAM
^ LIMIT OF DETAILED STUDY
ZONE XTIE IN WITH AQUA HEDIONDA
CREEK FLOODWAY
0 ZONE X ___..
— — — """"
FIRM
FLOOD INSURANCE RATE MAP
SAN DIEGO COUNTY,
CALIFORNIA AND
INCORPORATED AREAS
TIE IN WITH AQUA HEDIONDA
~n'-r"' FLOODPLAIN
PANEL 768 OF 2375
(SHE MAP INDEX FOR PANELS NOT PRINTFD
TIE INWITH AQUA HEIONDA Agua
Hedionda
Creek
ZONE AE
UMlT OF '
ETAiLED STUDV7 MAP NUMBER
06073C0768 F
46548
. 6/30/07
EFFECTIVE DATE:
JUNE 19,19976/30/07 }}
FIGURE 6. ANNOTATED FIRM
U.S. DEPARTMENT OF HOMELAND SECURITY - FEDERAL EMERGENCY MANAGEMENT AGENCY
OVERVIEW & CONCURRENCE FORM
O.M.B No. 1660-0016
Expires: August 31, 2007
PAPERWORK BURDEN DISCLOSURE NOTICE
Public reporting burden for this form is estimated to average 1 hour per response. The burden estimate includes the time for reviewing instructions,
searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not required
to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send comments regarding
the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, U.S. Department of
Homeland Security, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction Project (1660-0016).
Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed
survey to the above address.
A. REQUESTED RESPONSE FROM DHS-FEMA
This request is for a (check one):
E>3 CLOMR: A letter from DHS-FEMA commenting on whether a proposed project, if built as proposed, would justify a map revision, or
proposed hydrology changes (See 44 CFR Ch. 1, Parts 60, 65 & 72).
D LOMR: A letter from DHS-FEMA officially revising the current NFIP map to show the changes to floodplains, regulatory floodway or
flood elevations. (See Parts 60 & 65 of the NFIP Regulations.)
B. OVERVIEW
1. The NFIP map panel(s) affected for all impacted communities is (are):
Community No.
Ex: 480301
480287
060285
060285
Community Name
City of Katy
Harris County
City of Carlsbad
City of Carlsbad
State
TX
TX
CA
CA
Map No.
480301
4820 1C
06073C
06073C
Panel No.
0005D
0220G
0768F
0766F
Effective Date
02/08/83
09/28/90
06/19/97
06/19/97
2. Flooding Source: Calavera Creek
3. Project Name/Identifier: Robertson's Ranch CLOMR
4. FEMA zone designations affected: AE, X (choices: A, AH, AO, A1-A30, A99, AE, AR, V, V1-V30, VE, B, C, D, X)
5. Basis for Request and Type of Revision:
a. The basis for this revision request is (check all that apply)
F^ Physical Change ^ Improved Methodology/Data
^ Regulatory Floodway Revision D Other (Attach Description)
Note: A photograph and narrative description of the area of concern is not required, but is very helpful during review.
b. The area of revision encompasses the following types of flooding and structures (check all that apply)
Types of Flooding: ^ Riverine D Coastal D Shallow Flooding (e.g., Zones AO and AH)
D Alluvial fan Q Lakes D Other (Attach Description)
Structures: D Channelization H Levee/Floodwall ^ Bridge/Culvert
D Dam Fill Other, Attach Description (Prop. Detention Basin,
floodwall is existing)
DHS- FEMA Form 81-89, FEB 06 Overview & Concurrence Form MT-2 Form 1 Page 1 of 2
C. REVIEW FEE
Has the review fee for the appropriate request category been included? ^ Yes Fee amount: $5.000.00
D No, Attach Explanation
Please see the DHS-FEMA Web site at http://www.fema.gov/fhm/frn\Jees.shtm for Fee Amounts and Exemptions.
D. SIGNATURE
All documents submitted in support of this request are correct to the best of my knowledge. I understand that any false statement may be punishable by
fine or imprisonment under Title 18 of the United States Code, Section 1001.
Name: Wayne W. Chang Company: Chang Consultants
Mailing Address:
P.O. Box 9496
Rancho Santa Fe, CA 92067
Daytime Telephone No.:
858-692-0760
Fax No.:
858-832-1402
E-Mail Address: wayne@changconsultants.com
Signature of Requester (required):Date: 4/02/07
As the community official responsible for floodplain management, I hereby acknowledge that we have received and reviewed this Letter of Map Revision
(LOMR) or conditional LOMR request. Based upon the community's review, we find the completed or proposed project meets or is designed to meet all
of the community floodplain management requirements, including the requirement that no fill be placed in the regulatory floodway, and that all necessary
Federal, State, and local permits have been, or in the case of a conditional LOMR, will be obtained. In addition, we have determined that the land and
any existing or proposed structures to be removed from the SFHA are or will be reasonably safe from flooding as defined in 44CFR 65.2(c), and that we
have available upon request by FEMA, all analyses and documentation used to make this determination.
Community Official's Name and Title:Telephone No.:
Community Name: County of Riverside Community Official's Signature (required):Date:
CERTIFICATION BY REGISTERED PROFESSIONAL ENGINEER AND/OR LAND SURVEYOR
This certification is to be signed and sealed by a licensed land surveyor, registered professional engineer, or architect authorized by law to certify
elevation information. All documents submitted in support of this request are correct to the best of my knowledge. I understand that any false
statement may be punishable by fine or imprisonment under Title 18 of the United States Code, Section 1001.
Certifier's Name: Wayne W. Chang License No.: 46548 Expiration Date:
6/30/07
Company Name: Chang Consultants Telephone No.: 858-692-0760 Fax No.:
858-832-1402
Signature:Date: 04/02/07
Ensure the forms that are appropriate to your revision request are included in your submittal.
Form Name and (Number) Required if...
£3 Riverine Hydrology and Hydraulics Form (Form 2) New or revised discharges or water-surface elevations
^ Riverine Structures Form (Form 3)
d Coastal Analysis Form (Form 4)
D Coastal Structures Form (Form 5)
D Alluvial Fan Flooding Form (Form 6)
Channel is modified, addition/revision of bridge/culverts,
addition/revision of levee/floodwall, addition/revision of dam
New or revised coastal elevations
Addition/revision of coastal structure
Flood control measures on alluvial fans
Seal (Optional)
DHS- FEMA Form 81-89, FEB 06 Overview & Concurrence Form MT-2 Form 1 Page 2 of 2
U.S. DEPARTMENT OF HOMELAND SECURITY - FEDERAL EMERGENCY MANAGEMENT AGENCY
RIVERINE HYDROLOGY & HYDRAULICS FORM
O.M.B No. 1660-0016
Expires: August 31, 2007
PAPERWORK REDUCTION ACT
Public reporting burden for this form is estimated to average 3.25 hours per response. The burden estimate includes the time for reviewing
instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You
are not required to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send
comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, U.S.
Department of Homeland Security, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction
Project (1660-0016). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not
send your completed survey to the above address.
Flooding Source: Calavera Creek
Note: Fill out one form for each flooding source studied
A. HYDROLOGY
1. Reason for New Hydrologic Analysis (check all that apply)
D Not revised (skip to section 2)
D Alternative methodology
No existing analysis
Proposed Conditions (CLOMR)
Improved data
Changed physical condition of watershed
2. Comparison of Representative 1%-Annual-Chance Discharges
Location
Upstream of Rancho Carlsbad
Mobile Home Park
Confluence with Agua Hedionda
Creek
Drainage Area (Sq. Mi.)
4.5
5.9 FIS / 5.8 Revised
FIS (cfs)Revised (cfs)
1,350
1,740
498
909
3. Methodology for New Hydrologic Analysis (check all that apply)
H Statistical Analysis of Gage Records
Regional Regression Equations
Precipitation/Runoff Model [TR-20, HEC-1, HEC-HMS etc.]
Other (please attach description)
Please enclose all relevant models in digital format, maps, computations (including computation of parameters) and documentation to support the
new analysis. The document, "Numerical Models Accepted by FEMA for NFIP Usage" lists the models accepted by DHS-FEMA. This document
can be found at: http://www.fema.gov/fhm/en_rnodl.shtm.
4. Review/Approval of Analysis
If your community requires a regional, state, or federal agency to review the hydrologic analysis, please attach evidence of approval/review.
5. Impacts of Sediment Transport on Hydrology
Was sediment transport considered? D Yes ^ No If yes, then fill out Section F (Sediment Transport) of Form 3. If No, then attach your
explanation for why sediment transport was not considered.
There has not been a history of sediment transport issues on Calavera Creek. In addition, Lake Calavera is a short distance upstream of the
study area and prevents adverse sediment deposition in the creek.
B. HYDRAULICS
1. Reach to be Revised
Downstream Limit
Upstream Limit
Description Cross Section
Confluence with Agua Hedionda 5.11
Creek
Approximately 800 feet upstream In Detention Basin
of Cannon Road BJB
Water-Surface Elevations (ft.)
Effective Proposed/Revised
44.0/44.7 (floodway) 44.0/44.7 (floodway)
74 76.4
2. Hydraulic Method Used
Hydraulic Analysis: HEC-RAS [HEC-2 , HEC-RAS, Other (Attach description)]
DHS - FEMA Form 81-89A, FEB 06 Riverine Hydrology & Hydraulics Form MT-2 Form 2 Page 1 of 2
B. HYDRAULICS (CONTINUED)
3. Pre-Submittal Review of Hydraulic Models
DHS-FEMA has developed two review programs, CHECK-2 and CHECK-RAS, to aid in the review of HEC-2 and HEC-RAS hydraulic models,
respectively. These review programs verify that the hydraulic estimates and assumptions in the model data are in accordance with NFIP
requirements, and that the data are comparable with the assumptions and limitations of HEC-2/HEC-RAS. CHECK-2 and CHECK-RAS identify
areas of potential error or concern. These tools do not replace engineering judgment. CHECK-2 and CHECK-RAS can be downloaded from
http://wvyw.fema.gov/fhm/frm_soft.shtm. We recommend that you review your HEC-2 and HEC-RAS models with CHECK-2 and CHECK-RAS.
If you disagree with a message, please attach an explanation of why the message is not valid in this case. Review of your submittal and
resolution of valid modeling discrepancies will result in reduced review time.
4.
HEC-2/HEC-RAS models reviewed with CHECK-2/CHECK-RAS?
Models Submitted x Diskette Submitted Natural Run
Yes D No
Floodwav Run
Duplicate Effective Model*
Corrected Effective Model*
Existing or Pre-Project
Conditions Model
Revised or Post-Project
Conditions Model File
File Name: (all HEC-2s) calaver1.h2i, calaverS.tst, calaverS.fld, calaverQ.fld, calaver9.h2i
File Name: N/A Plan Name:
File Name: N/A Plan Name:
File Name: calveraclomr.prj Plan Name: PropFullEncr, Box Culvert, 84" RCP
File Name: 84insd.wsw (wspgw analysis)
Other - (attach description) File Name: Plan Name: File Name: Plan Name:
Datum
NGVD 29
NGVD 29
*Not required for revisions to approximate 1 %-annual-chance floodplains (Zone A) - for details, refer to the corresponding section of the instructions.
The document "Numerical Models Accepted by FEMA for NFIP Usage" lists the models accepted by DHS-FEMA. This document can be found at:
http://www.fema. gov/fhm/en_modl.shtm.
C. MAPPING REQUIREMENTS
A certified topographic map must be submitted showing the following information (where applicable): the boundaries of the effective, existing, and
proposed conditions 1 %-annual-chance floodplain (for approximate Zone A revisions) or the boundaries of the 1%- and 0.2%-annual-chance
floodplains and regulatory floodway (for detailed Zone AE, AO, and AH revisions); location and alignment of all cross sections with stationing control
indicated; stream, road, and other alignments (e.g., dams, levees, etc.); current community easements and boundaries; boundaries of the requester's
property; certification of a registered professional engineer registered in the subject State; location and description of reference marks; and the
referenced vertical datum (NGVD, NAVD, etc.).
Note that the boundaries of the existing or proposed conditions floodplains and regulatory floodway to be shown on the revised FIRM and/or FBFM
must tie-in with the effective floodplain and regulatory floodway boundaries. Please attach a copy of the effective FIRM and/or FBFM, annotated to
show the boundaries of the revised 1%- and 0.2%-annual-chance floodplains and regulatory floodway that tie-in with the boundaries of the effective
1 %- and 0.2%-annual-chance floodplain and regulatory floodway at the upstream and downstream limits of the area of revision.
E3 Annotated FIRM and/or FBFM Included Q Digital Mapping (GIS/CADD) Data Submitted (Recommended)
D. COMMON REGULATORY REQUIREMENTS*
1. For CLOMR requests, do Base Flood Elevations (BFEs) increase? Increase in detention basin | Yes D No
For CLOMR requests, if either of the following is true, please submit evidence of compliance with Section 65.12 of the NFIP regulations:
• The proposed project encroaches upon a regulatory floodway and would result in increases above 0.00 foot.
• The proposed project encroaches upon a SFHA with or without BFEs established and would result in increases above 1.00 foot.
2. Does the request involve the placement or proposed placement of fill?Yes D No
If Yes, the community must be able to certify that the area to be removed from the special flood hazard area, to include any structures or
proposed structures, meets all of the standards of the local floodplain ordinances, and is reasonably safe from flooding in accordance with the
NFIP regulations set forth at 44 CFR 60.3(a)(3), 65.5(a)(4), and 65.6(a)(14). Please see the MT-2 instructions for more information.
3. For LOMR/CLOMR requests, is the regulatory floodway being revised?Yes D No
If Yes, attach evidence of regulatory floodway revision notification. As per Paragraph 65.7(b)(1) of the NFIP Regulations, notification is required
for requests involving revisions to the regulatory floodway. (Not required for revisions to approximate 1 %-annual-chance floodplains [studied
Zone A designation] unless a regulatory floodway is being added. Elements and examples of regulatory floodway revision notification can be
found in the MT-2 Form 2 Instructions.)
4. For LOMR/CLOMR requests, does this request have the potential to impact an endangered species?D Yes No
If Yes, please submit documentation from the community to show that they have complied with Sections 9 and 10 of the Endangered Species
Act (ESA). Section 9 of the ESA prohibits anyone from "taking" or harming an endangered species. If an action might harm an endangered
species, a permit is required from U.S. Fish and Wildlife Service or National Marine Fisheries Service under Section 10 of the ESA.
For actions authorized, funded, or being carried out by Federal or State agencies, please submit documentation from the agency showing its
compliance with Section 7(a)(2) of the ESA.
For LOMR requests, does this request require property owner notification and acceptance of BFE increases? N/A D Yes D No
If Yes, please attach proof of property owner notification and acceptance (if available). Elements of and examples of property owner notification
can be found in the MT-2 Form 2 Instructions.
* Not inclusive of all applicable regulatory requirements. For details, see 44 CFR parts 60 and 65.
DHS - FEMA Form 81-89A, FEB 06 Riverine Hydrology & Hydraulics Form MT-2 Form 2 Page 2 of 2
U.S. DEPARTMENT OF HOMELAND SECURITY - FEDERAL EMERGENCY MANAGEMENT AGENCY
RIVERINE STRUCTURES FORM
O.M.BNo. 1660-0016
Expires: August 31, 2007
PAPERWORK REDUCTION ACT
Public reporting burden for this form is estimated to average 7 hours per response. The burden estimate includes the time for reviewing instructions,
searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form. You are not
required to respond to this collection of information unless a valid OMB control number appears in the upper right corner of this form. Send
comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, U.S.
Department of Homeland Security, Federal Emergency Management Agency, 500 C Street, SW, Washington DC 20472, Paperwork Reduction
Project (1660-0016). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send
your completed survey to the above address.
Flooding Source: Calavera Creek
Note: Fill out one form for each flooding source studied
A. GENERAL
Complete the appropriate section(s) for each Structure listed below:
Channelization complete Section B
Bridge/Culvert complete Section C
Dam complete Section D
Levee/Flood wall complete Section E
Sediment Transport complete Section F (if required)
Description Of Structure
1.
2.
Name of Structure: 11' x 17' Reinforced Concrete Box Culvert
Type (check one): D Channelization ^ Bridge/Culvert
Location of Structure: Outlet from Detention Basin BJB
Downstream Limit/Cross Section: 4 (in HEC-RAS plan, Box Culvert - Divided Flow)
Upstream Limit/Cross Section: 9
Name of Structure: 84" Reinforced Concrete Pipe
Type (check one): D Channelization ^ Bridge/Culvert
Location of Structure: Within Cannon Road
Downstream Limit/Cross Section: WSPGW Station 10+00
Upstream Limit/Cross Section: WSPGW Station 42+76.68
CI Levee/Floodwall D Dam
D Levee/Floodwall D Dam
3.Name of Structure:
Type (check one) D Channelization
Location of Structure:
Downstream Limit/Cross Section:
Upstream Limit/Cross Section:
D Bridge/Culvert D Levee/Floodwall D Dam
NOTE: For more structures, attach additional pages as needed.
DHS - FEMA Form 81-89B, FEB 06 Riverine Structures Form MT-2 Form 3 Page 1 of 10
B. CHANNELIZATION
Flooding Source: N/A
Name of Structure:
1. Accessory Structures
The channelization includes (check one):
D Levees [Attach Section E (Levee/Floodwall)]
D Superelevated sections
D Debris basin/detention basin
D Other (Describe):
D Drop structures
O Transitions in cross sectional geometry
D Energy dissipator
2. Drawing Checklist
Attach the plans of the channelization certified by a registered professional engineer, as described in the instructions.
3. Hydraulic Considerations
The channel was designed to carry (cfs) and/or the -year flood.
The design elevation in the channel is based on (check one):
CI Subcritical flow d Critical flow d Supercritical flow O Energy grade line
If there is the potential for a hydraulic jump at the following locations, check all that apply and attach an explanation of how the hydraulic jump is
controlled without affecting the stability of the channel.
D Inlet to channel D Outlet of channel D At Drop Structures D At Transitions
D Other locations (specify):
4. Sediment Transport Considerations
Was sediment transport considered? O Yes d No If Yes, then fill out Section F (Sediment Transport).
If No, then attach your explanation for why sediment transport was not considered.
C. BRIDGE/CULVERT
Flooding Source:
Name of Structure:
1. This revision reflects (check one):
n New bridge/culvert not modeled in the FIS
d Modified bridge/culvert previously modeled in the FIS
n New analysis of bridge/culvert previously modeled in the FIS
2. Hydraulic model used to analyze the structure (e.g., HEC-2 with special bridge routine, WSPRO, HY8): HEC-RAS
If different than hydraulic analysis for the flooding source, justify why the hydraulic analysis used for the flooding source could not analyze the
structures. Attach justification.
3. Attach plans of the structures certified by a registered professional engineer. The plan detail and information should include the following (check
the information that has been provided): This is an existing culvert. Information is based on field measurement and topographic map.
HU Dimensions (height, width, span, radius, length)
D Shape (culverts only)
D Material
D Beveling or Rounding
D Wing Wall Angle
D Skew Angle
D Distances Between Cross Sections
4. Sediment Transport Considerations
d Erosion Protection
D Low Chord Elevations - Upstream and Downstream
D Top of Road Elevations - Upstream and Downstream
D Structure Invert Elevations - Upstream and Downstream
D Stream Invert Elevations - Upstream and Downstream
D Cross-Section Locations
Was sediment transport considered? C] Yes [U No If yes, then fill out Section F (Sediment Transport).
If No, then attach your explanation for why sediment transport was not considered.
DHS - FEMA Form 81-89B, FEB 06 Riverine Structures Form MT-2 Form 3 Page 2 of 10
D. DAM
Flooding Source: N/A
Name of Structure:
1. This request is for (check one): O Existing dam [H New dam d Modification of existing dam
2. The dam was designed by (check one): D Federal agency D State agency D Local government agency D Private organization
Name of the agency or organization:
3. The Dam was permitted as (check one) D Federal Dam Q State Dam D Local Government Dam D None
Provide the permit or identification number (ID) for the dam and the appropriate permitting agency or organization
Permit or ID number Permitting Agency or Organization
4. Does the project involve revised hydrology? D Yes D No
If Yes, complete the Riverine Hydrology & Hydraulics Form (Form 2).
5. Does the submittal include debris/sediment yield analysis? D Yes D No
If yes, then fill out Section F (Sediment Transport).
If No, then attach your explanation for why debris/sediment analysis was not considered.
6. Does the Base Flood Elevation behind the dam or downstream of the dam change?
D Yes D No If Yes, complete the Riverine Hydrology & Hydraulics Form (Form 2) and complete the table below.
Stillwater Elevation Behind the Dam
FREQUENCY (% annual chance) FIS REVISED
10-year (10%)
50-year (2%)
100-year (1%)
500-year (0.2%)
Normal Pool Elevation
7. Please attach a copy of the formal Operation and Maintenance Plan
DHS-FEMAForm81-89B, FEB06 Riverine Structures Form MT-2 Form 3 Page 3 of 10
E. LEVEE/FLOODWALL
2.
System Elements
a. This Levee/Floodwall analysis is based on (check one):
[H upgrading of an existing levee/floodwall system
CD a newly constructed levee/floodwall system
[H reanalysis of an existing levee/floodwall system
b. Levee elements and locations are (check one):
D earthen embankment, dike, berm, etc. Station to
D structural floodwall Station to
D Other (describe): Station to
c. Structural Type (check one):
D monolithic cast-in place reinforced concrete
D reinforced concrete masonry block
D sheet piling
D Other (describe):
d. Has this levee/floodwall system been certified by a Federal agency to provide protection from the base flood?
D Yes D No
If Yes, by which agency?
e. Attach certified drawings containing the following information (indicate drawing sheet numbers):
1. Plan of the levee embankment and floodwall structures. Sheet Numbers:
2. A profile of the levee/floodwall system showing the
Base Flood Elevation (BFE), levee and/or wall crest and
foundation, and closure locations for the total levee system. Sheet Numbers:
3. A profile of the BFE, closure opening outlet and inlet
invert elevations, type and size of opening, and
kind of closure. Sheet Numbers:
4. A layout detail for the embankment protection measures. Sheet Numbers:
5. Location, layout, and size and shape of the levee
embankment features, foundation treatment, floodwall
structure, closure structures, and pump stations. Sheet Numbers:
Freeboard
a. The minimum freeboard provided above the BFE is:
Riverine
3.0 feet or more at the downstream end and throughout
3.5 feet or more at the upstream end
4.0 feet within 100 feet upstream of all structures and/or constrictions
Coastal
1.0 foot above the height of the one percent wave associated with the 1 %-annual-chance
stillwater surge elevation or maximum wave runup (whichever is greater).
2.0 feet above the 1 %-annual-chance stillwater surge elevation
DYes
D Yes
DYes
DYes
DYes
DNo
D No
DNo
DNo
DNo
DHS - FEMA Form 81-89B, FEE 06
E. LEVEE/FLOODWALL (CONTINUED)
Riverine Structures Form MT-2 Form 3 Page 4 of 10
2. Freeboard (continued)
Please note, occasionally exceptions are made to the minimum freeboard requirement. If an exception is requested, attach documentation
addressing Paragraph 65.10(b)(1)(ii) of the NFIP Regulations.
If No is answered to any of the above, please attach an explanation.
b. Is there an indication from historical records that ice-jamming can affect the BFE? l~l Yes d No
If Yes, provide ice-jam analysis profile and evidence that the minimum freeboard discussed above still exists.
a. Openings through the levee system (check one): d exists fj does not exist
If opening exists, list all closures:
Channel Station Left or Right Bank Opening Type Highest Elevation for
Opening Invert
Type of Closure Device
(Extend table on an added sheet as needed and reference)
Note: Geotechnical and geologic data
In addition to the required detailed analysis reports, data obtained during field and laboratory investigations and used in the
design analysis for the following system features should be submitted in a tabulated summary form. (Reference U.S. Army
Corps of Engineers [USAGE] EM-1110-2-1906 Form 2086.)
4. Embankment Protection
a. The maximum levee slope landside is:
b. The maximum levee slope floodside is:
c. The range of velocities along the levee during the base flood is: (min.) to (max.)
d. Embankment material is protected by (describe what kind):
e. Riprap Design Parameters (check one):
Attach references
I I Velocity Tractive stress
Reach Sideslope Flow
Depth Velocity Curve or
Straight
Stone Riprap
D100 J50 Thickness
Depth of
Toedown
Sta to
Sta to
Sta to
Sta to
Sta to
Sta to
(Extend table on an added sheet as needed and reference each entry)
DHS - FEMA Form 81-89B, FEB 06 Riverine Structures Form MT-2 Form 3 Page 5 of 10
E. LEVEE/FLOODWALL (CONTINUED)
4. Embankment Protection (continued)
f. Is a bedding/filter analysis and design attached? D Yes Q No
g. Describe the analysis used for other kinds of protection used (include copies of the design analysis):
Attach engineering analysis to support construction plans.
5. Embankment And Foundation Stability
a. Identify locations and describe the basis for selection of critical location for analysis:
D Overall height: Sta. ; height ft.
D Limiting foundation soil strength:
Sta. , depth to
strength (|> = degrees, c = psf
slope: SS = (h) to (v)
(Repeat as needed on an added sheet for additional locations)
b. Specify the embankment stability analysis methodology used (e.g., circular arc, sliding block, infinite slope, etc.):
c. Summary of stability analysis results:
Case
1
II
III
IV
VI
Loading Conditions
End of construction
Sudden drawdown
Critical flood stage
Steady seepage at flood stage
Earthquake (Case 1)
Critical Safety Factor Criteria (Min.)
1.3
1.0
1.4
1.4
1.0
(Reference: USAGE EM-1110-2-1913 Table 6-1)
d. Was a seepage analysis for the embankment performed? D Yes D No
If Yes, describe methodology used:
e. Was a seepage analysis for the foundation performed? d Yes FJ No
f. Were uplift pressures at the embankment landside toe checked? D Yes D No
g. Were seepage exit gradients checked for piping potential? d Yes rj No
h. The duration of the base flood hydrograph against the embankment is hours.
Attach engineering analysis to support construction plans.
DHS - FEMA Form 81-89B, FEB 06 Riverine Structures Form MT-2 Form 3 Page 6 of 10
E. LEVEE/FLOODWALL (CONTINUED)
6. Floodwall And Foundation Stability
a. Describe analysis submittal based on Code (check one):
D UBC(1988) or Q Other (specify):
b. Stability analysis submitted provides for:
D Overturning Q Sliding If not, explain:
c. Loading included in the analyses were:
D Lateral earth @ PA = psf; Pp = psf
D Surcharge-Slope @ , D surface psf
D Wind @ Pw = psf
D Seepage (Uplift); D Earthquake @ Peq = %g
D 1 %-annual-chance significant wave height: ft.
D 1 %-annual-chance significant wave period: sec.
d. Summary of Stability Analysis Results: Factors of Safety.
Itemize for each range in site layout dimension and loading condition limitation for each respective reach.
Loading Condition
Dead & Wind
Dead & Soil
Dead, Soil, Flood, &
Impact
Dead, Soil, & Seismic
Criteria (Min)
Overturn
1.5
1.5
1.5
1.3
Sliding
1.5
1.5
1.5
1.3
Sta
Overturn
To
Sliding
Sta
Overturn
To
Sliding
(Ref: FEMA 114 Sept 1986; USAGE EM 1110-2-2502)
(Note: Extend table on an added sheet as needed and reference)
e. Foundation bearing strength for each soil type:
Bearing Pressure
Computed design maximum
Maximum allowable
Sustained Load (psf)Short Term Load (psf)
f. Foundation scour protection D is, D is not provided. If provided, attach explanation and supporting documentation:
Attach engineering analysis to support construction plans.
«"• DHS-FEMA Form 81-89B, FEB 06 Riverine Structures Form MT-2Form3 Page 7 of 10
E. LEVEE/FLOODWALL (CONTINUED)
7. Settlement
a. Has anticipated potential settlement been determined and incorporated into the specified construction elevations to maintain the
established freeboard margin? Q Yes Q No
b. The computed range of settlement is ft. to ft.
c. Settlement of the levee crest is determined to be primarily from :
D Foundation consolidation
D Embankment compression
D Other (Describe):
d. Differential settlement of floodwalls D has Q has not been accommodated in the structural design and construction.
Attach engineering analysis to support construction plans.
8. Interior Drainage
a. Specify size of each interior watershed:
Draining to pressure conduit: acres
Draining to ponding area: acres
b. Relationships Established
Ponding elevation vs. storage D Yes Q No
Ponding elevation vs. gravity flow fj Yes n No
Differential head vs. gravity flow Q Yes D No
c. The river flow duration curve is enclosed: D Yes Q No
d. Specify the discharge capacity of the head pressure conduit: cfs
e. Which flooding conditions were analyzed?
• Gravity flow (Interior Watershed) D Yes D No
• Common storm (River Watershed) d Yes Q No
• Historical ponding probability D Yes D No
• Coastal wave overtopping D Yes D No
If No for any of the above, attach explanation.
f. Interior drainage has been analyzed based on joint probability of interior and exterior flooding and the capacities of pumping and outlet
facilities to provide the established level of flood protection. D Yes D No
If No, attach explanation.
g. The rate of seepage through the levee system for the base flood is cfs
h. The length of levee system used to drive this seepage rate in item g: ft.
** DHS-FEMAForm 81-89B, FEB06 Riverine Structures Form MT-2 Form 3 Page 8 of 10
m
E. LEVEE/FLOODWALL (CONTINUED)
Interior Drainage (continued)
i. Will pumping plants be used for interior drainage?
If Yes, include the number of pumping plants:
For each pumping plant, list:
D Yes D No
Plant #1 Plant #2
The number of pumps
The ponding storage capacity
The maximum pumping rate
The maximum pumping head
The pumping starting elevation
The pumping stopping elevation
Is the discharge facility protected?
Is there a flood warning plan?
How much time is available between warning
and flooding?
Will the operation be automatic?
If the pumps are electric, are there backup power sources?
(Reference: USAGE EM-1110-2-3101, 3102, 3103, 3104, and 3105)
D Yes D No
D Yes D No
Include a copy of supporting documentation of data and analysis. Provide a map showing the flooded area and maximum ponding elevations for all
interior watersheds that result in flooding.
9. Other Design Criteria
a. The following items have been addressed as stated:
Liquefaction C] is n is not a problem
Hydrocompaction Q is D is not a problem
Heave differential movement due to soils of high shrink/swell Q is d is not a problem
b. For each of these problems, state the basic facts and corrective action taken:
Attach supporting documentation
c. If the levee/floodwall is new or enlarged, will the structure adversely impact flood levels and/or flow velocities floodside of the structure?
D Yes D No
Attach supporting documentation
d. Sediment Transport Considerations:
Was sediment transport considered? D Yes D No If Yes, then fill out Section F (Sediment Transport).
If No, then attach your explanation for why sediment transport was not considered.
DHS - FEMA Form 81-89B, FEB 06 Riverine Structures Form MT-2Form3 Page 9 of 10
E. LEVEE/FLOODWALL (CONTINUED)
10. Operational Plan And Criteria
a. Are the planned/installed works in full compliance with Part 65.10 of the NFIP Regulations? D Yes D No
b. Does the operation plan incorporate all the provisions for closure devices as required in Paragraph 65.10(c)(1) of the NFIP regulations?
[j Yes D No
c. Does the operation plan incorporate all the provisions for interior drainage as required in Paragraph 65.10(c)(2) of the NFIP regulations?
D Yes D No
If the answer is No to any of the above, please attach supporting documentation.
11. Maintenance Plan
a. Are the planned/installed works in full compliance with Part 65.10 of the NFIP Regulations? D Yes Q No
If No, please attach supporting documentation.
12. Operations and Maintenance Plan
Please attach a copy of the formal Operations and Maintenance Plan for the levee/floodwall.
F. SEDIMENT TRANSPORT
Flooding Source: N/A
Name of Structure:
If there is any indication from historical records that sediment transport (including scour and deposition) can affect the
Base Flood Elevation (BFE); and/or based on the stream morphology, vegetative cover, development of the watershed and bank conditions, there is
a potential for debris and sediment transport (including scour and deposition) to affect the BFEs, then provide the following information along with the
supporting documentation:
Sediment load associated with the base flood discharge: Volume acre-feet
Debris load associated with the base flood discharge: Volume acre-feet
Sediment transport rate (percent concentration by volume)
Method used to estimate sediment transport:
Most sediment transport formulas are intended for a range of hydraulic conditions and sediment sizes; attach a detailed explanation for using the
selected method.
Method used to estimate scour and/or deposition:
Method used to revise hydraulic or hydrologic analysis (model) to account for sediment transport:
Please note that bulked flows are used to evaluate the performance of a structure during the base flood; however, FEMA does not map BFEs based
on bulked flows.
If a sediment analysis has not been performed, an explanation as to why sediment transport (including scour and deposition) will not affect the BFEs
or structures must be provided.
m
m DHS-FEMA Form 81-89B, FEB 06 Riverine Structures Form MT-2 Form 3 Page 10 of 10
APPENDIX A
100-YEAR HEC-1 ANALYSIS
AND SUPPORT MATERIAL
m
m
m
m
m
mi
m
m
• '
*> . i• j^Lj ' •-'•
• .. v"?.
FARADAY
MELROSE
HEC-1 WORKMAP
WITH USGS TOPOGRAPHIC MAP
12-8-04Major Watersheds
Drainage Basins
Detention Basins
County of San Diego
Hydrology Manual
N \ \
JN \ / %j %'\ '•tmiSH 5j$iiMTfe •? Vx« ttraun^MMMi:' "'* •'/Rainfall Isopluvials
100 Year Rainfall Event - 24 Hours
ri;32M51
DPW SGIS
OR M>UED, INCUnNSl BUTNOT UMIQ1TO. THE IWUB1WMUVWTES
OF UEHCHAHTABLirrMD FfTIEaa FORA IWTnCULAR
County of San Diego
Hydrology Manual
Soil Hydrologic Groups
Legend
Soil Groups
Group A
Group B
Group C
GroupD
Undetermined
Data Unavailable
^rv5 %^»S^TC*SanCxlb
VC'c HiH'i: San Diego C.tivcTcil!
,OR KCUEO, INCLUON% BUT NOT UMTEO TO, THE IHVUEDWMWWTESfmfO9 FOR * PARTICULAR puwot
FLOOD HYDFQGRAPH PACKAGE
JUN 1998
VERSION 4.1
(HEC-1)
* RUN DATE 07APR07 TIME 09:01:00
U.S. ARMY CORPS OF ENGINEERS
HYDROIOGIC ENGINEERING CENTER
609 SECOND STREET
DAVIS, CALIFORNIA 95616
(916) 756-1104
***********************************
X X XXXXXXX XXXXX
X XX
X XX
XXXXXXX XXXX
X XX
X XX
X X XXXXXXX
X
X
X
X
X
XXXXX
XXXXX
X
XX
X
X
X
X
XXX
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW.
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
THE DEFINITION OF -AMSKK- ON RM-CAPD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
HEC-1 INPUT PAGE 1
LINE ID 1 2 3 4 5 6 7 8 9 10
FREE ***
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
*DIAGPAM
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
ID
IT
10
KK
KM
IN
PB
PI
PI
PI
PI
PI
BA
LS
UD
BASELINE PER CITY OF CARLSBAD (CALAVERA CREEK ONLY)
BUT WITH 84 INCH INSTEAD OF WEIR MALL. NO HDDS
TO BASIN BJB OUTLET, EXISTING CALAVERA LAKE, NO BASIN BJ.
DETENTION BASIN BJB VOLUME BASED ON ODAY 5-12-2005 TOPO,
MODELS DETENTION AT ECR WITH PARK SITE AND 5:1 SLOPE CONSTRUCTED
ASSUMES 8x8 RCB IN ECR IS NOT PLUGGED WITH SILT, SPLITTER WALL
WILL BE DESIGNED TO DIRECT FLOW TO 84 INCH RCP.
FILENAME: BASE84P8M.HC1
FINAL 100-YR, 24-HR HYDROLCGIC ANALYSIS FOR
RANCHO CARLSBAD MOBILE HOME PARK
INCLUDES DETENTION BASINS AT FARADAY, MELROSE, BJB, AND BJ
INCLUDES DETENTION AT CALAVERA DAM ASSUMING VALVES ARE OPEN DURING STORM
INCLUDES SPLIT FLOW TO NORTH SIDE OF WALL IN CALAVERA CREEK
JN: 13182-D
EN: RC100.HC1
DATE: DECEMBER 1, 2004
5 0 0 300
4
Cl
BASN1 FROM COUNTY OF SAN DIEGO CALCS
30
5.5
0 .009 .007 .009 .009 .011 .009 .011 .012
.014 .016 .017 .02 .023 .03 .045 .067 .088
.082 .041 .027 .023 .021 .02 .019 .017 .016
.01 .016 .015 .014 .015 .012 .013 .01 .01
.01 .011 .01 .009 .009 .009 .009 .01 .009
.87
0 90
.409
.013
.096
.018
.009
KKCCDETMELROSE
KM
RS
SV
SQ
SE
KK
KM
RS
RC
RX
RY
DETAIN NEAR N. MELROSE
1 STOR -1
0 0.32 1.13 3.37 21.53
0 454.2 688.8 770.4 962.9
326.95 335.0 338.0 340.0 345.0
C1-C2
ROUTE Cl THROUGH C2
1 STOR -1
.06 .08 .06 18380 .014
0 80 300 600 650 1000 1350 1700
300 280 260 240 240 260 280 300
HEC-1 INPUT PAGE 2
LINE
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74 KK DETNBJB
75 KM EETAIN AT DOWNSTREAM END OF BASIN C3 AKA BASIN BJB FLCW-TRU BASIN
76 KM EXISTING BASIN WITH 11'X7' BOX & 72" FCP
77 KM INTERPOLATED VALUES FOR SE=77.1'
* KO 0 2 0 0 22
78 RS 1 STOR -1
79 SA 0 0.09 0.31 2.26 5.35 10.12 14.74 20.02 24.13
80 SE 62 64 66 68 70 72 74 76 78
81 SQ 0 100 200 300 400 500 600 700 760 819
82 SQ 855 885 1000 1020
83 SE 62 64.65 66.21 67.52 68.68 70.02 71.58 73.27 74.32 74.59
84 SE 75.0 75.35 76.72 77.1
* SQ 200 400 600 800 1000 1051.6 1120 1200 1250 1292
* SE 64.3 65.7 66.8 67.8 72.5 73.3 74.1 74.8 75.1 75.9
KK C2
PB 5.3
BA 2.72
LS 0
UD .480
KK COMBINE
HC 2
KK DETCALA
KM DETAIN
KM BEFORE
RS 1
SA 21
SE 208
SS 216.5
KK C2-C3
91
AT CALVERA LAKE
DAM IMPROVEMENTS
ELEV 209.0
24 27 30 33 35 38 39.5 41 43
210 212 214 216 217 218 219 220 221
• 150 2.64 1.5
KM ROUTE C2 THROUGH C3
RS 1
RC .05
RX 0
RY 200
KK C3
STOR -1
.06 .05 5620 .021
200 250 300 800 900 1100 1400
160 120 100 100 120 140 160
KM AREA ADJUSTED TO INCLUDE CAIAVERA HILLS ii (+0.03 SQ. MI.)
PB 5.1
BA .88
LS 0
UD .201
KK COMBINE
HC 2
89
HEC-1 INPUT PAGE 3
LINE ID 1 2 3 4 5 6 7 8 9 10
85
86
87
88
89
90
91
92
93
94
95
96
97
98
99
100
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
121
122
123
124
125
126
KK DIVCC
KM PORTION OF BJB FLOW DIVERTED TO NORTH SIDE OF WALL
KM ASSUMES THAT 475 CFS OF A 100-YR STORM WILL BE DIVERTED
KM FLOWS LESS THAN 75 WILL REMAIN IN CAIAVERA CREEK
KM THE MECHANISM FOR DIVERTING THIS 475 CFS WILL BE 84" RCP
DTDIVNORTH
DI 0 75 901 971
CQ 0 0 470 473
KK C4
PB 5.2
BA 1.24
LS 0 88
UD .513
KK COMBINE
HC 2
KK C3&-RCC
KM ROUTE C3 AND C4 THROUGH ROC
RS 1 STCR -1
RC .03 .04 .03 3900 .016
PX 0 190 280 300 310 325 390
RY 48 48.4 48 42 42 46 46
KK ROC
PB 4.8
BA .0545
LS 0 87
UD .108
KK CCTOTAL
KM CALAVEPA CREEK TOTAL DISCHARGE
HC 2
KK RETDIV
DRDIVNORTH
KK RTNOR
KM ROUTE DIVERTED FLOW ALONG THE NORTH SIDE OF THE WALL
RS 1 STCR -1
RC .03 .03 .03 4400 .0125
RX 17 20 20.1 61 108 133 139
RY 50 50 44 40 38 50 50
KK RRC2
PB 4.8
BA .208
LS 0 87
UD .185
820
48
140
50
HEC-1 INPUT PAGE 4
LINE ID 1 2 3 4 5 6 7 8 9 10
127 KK BOX
128 HC 2
129 KK RRCH
130 PB 4.7
131 BA .425
132 LS 0 87
133 UD .167
134 KK EX_8x8
135 HC 2
136 KK NURSERY
137 KM DETAIN AT NURSERY EAST OF EL CAMINO REAL
138 KM EXISTING 8'X8'RCB - CLEAR OPENING
139 KM ASSUMES ROBERTSON'S RANCH PARK GRADING AT NURSERY
140 RS 1 STOR -1
141 SA 0.866 1.613 4.119 5.223
142 SQ 0 350 642 856
143 SE 33.1 34 36 38
144 ZZ
SCHEMATIC DIAGRAM OF STREAM NETWORK
INPUT
LINE
NO.
22
34
40
(V) ROUTING
(.) CONNECTOR
Cl
V
V
CCDETMEL
V
V
C1-C2
( >) DIVERSION OR PUMP FLOW
(< ) RETURN OF DIVERTED OR PUMPED FLOW
46 C2
51
53
60
COMBINE.
V
V
DETCALA
V
V
C2-C3
66 C3
72 COMBINE.
V
V
74 DETNBJB
90
85 DIVCC
->DIVNDRTH
93 C4
100
COMBINE.
V
V
C3&-RCC
106 RCC
111 CCTOTAL.
115
114
116
DIVNCRTH
RETDIV
V
V
RTNOR
122 RRC2
127 BOX.
129 RRCH
134 . EX_8x8..
V
V
136 . NURSERY
(***) RUNOFF ALSO COMPUTED AT THIS LOCATION
FLOOD HYDROGRAPH PACKAGE
JUN 1998
VERSION 4.1
(HEC-1)
PJJN DATE 07APR07 TIME 09:01:00
U.S. ARMY CORPS OF ENGINEERS
HYDROLCGIC ENGINEERING CENTER
609 SECOND STREET
DAVIS, CALIFORNIA 95616
(916) 756-1104
BASELINE PER CITY OF CARLSBAD (CALAVEPA CREEK ONLY)
BUT WITH 84 INCH INSTEAD OF WEIR WALL. NO MODS
TO BASIN BOB OUTLET, HISTORIC CALAVEPA LAKE, NO BASIN BJ.
DETENTION BASIN BJB VOLUME BASED ON ODAY 5-12-2005 TOPO,
MODELS DETENTION AT ECR WITH PARK SITE AND 5:1 SLOPE CONSTRUCTED
ASSUMES 8x8 RCB IN ECR IS NOT PLUGGED WITH SILT, SPLITTER WALL
WILL BE DESIGNED TO DIRECT FLOW TO 84 INCH RCP.
FILENAME: BASE84P8M.HC1
FINAL 100-YR, 24-HR HYDROLCGIC ANALYSIS FOR
RANCHO CARLSBAD MOBILE HCME PARK
INCLUDES DETENTION BASINS AT FARADAY, MELROSE, BJB, AND BJ
INCLUDES DETENTION AT CALAVERA DAM ASSUMING VALVES ARE OPEN DURING STORM
INCLUDES SPLIT FLOW TO NORTH SIDE OF WALL IN CALAVERA CREEK
JN: 13182-D
FN: RC100.HC1
DATE: DECEMBER 1, 2004
21 10
IT
OUTPUT CONTROL VARIABLES
IPRNT 4 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
HYDRCGRAPH TIME DATA
NMIN 5
IDATE 1 0
ITPME 0000
NQ 300
NDDATE 2 0
NDTIME 0055
ICENT 19
MINUTES IN COMPUTATION INTERVAL
STARTING DATE
STARTING TIME
NUMBER OF HYDROGRAPH ORDINATES
ENDING DATE
ENDING TIME
CENTURY MARK
COMPUTATION INTERVAL
TOTAL TIME BASE
.08 HOURS
24.92 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE-FEET
ACRES
DEGREES FAHRENHEIT
22 KK Cl
BASN1 FROM COUNTY OF SAN DIEGO CALCS
24 IN TIME ERTA FOR INPUT TIME SERIES
JXMIN 30 TIME INTERVAL IN MINUTES
JXDATE 1 0 STARTING DATE
JXTIME 0 STARTING TIME
SUBBASIN RUNOFF DATA
31 BA SUBBASIN CHARACTERISTICS
TAREA .87 SUBBASIN AREA
PRECIPITATICN DATA
25 PB STORM 5.50 BASIN TOTAL PRECIPITATION
26 PI INCREMENTAL PRECIPITATION PATTERN
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.01
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
32 LS SCS LOSS RATE
STRTL .22 INITIAL ABSTRACTION
CRVNBR 90.00 CURVE NUMBER
RTIMP .00 PERCENT IMPERVIOUS AREA
33 UD SCS DIMENSIONLESS UNITGRAPH
TLAG . 41 LAG
UNIT HYEOCGRAPH
27 END-OF-PERIOD ORDINATES
83. 255. 535. 805. 925. 918. 805. 653. 462. 336.
249. 188. 136. 102. 75. 56. 41. 31. 23. 17.
12. 9. 7. 5. 4. 2. 0.
34 KK * CCEETMEL * ROSE
DETAIN NEAR N. MELRDSE
HYDROGRAPH ROUTING DATA
36 RS
37 SV
38 SQ
39 SE
STORAGE ROUTING
NSTPS
ITYP
RSVRIC
X
1 NUMBER OF SUEREACHES
STOR TYPE OF INITIAL CONDITION
-1.00 INITIAL CONDITION
. 00 WORKING R AND D COEFFICIENT
STORAGE
DISCHARGE
ELEVATION
.0
0.
326.95
.3
454.
335.00
1.1
689.
338.00
3.4
770.
340.00
21.5
963.
345.00
*** WARNING *** MODIFIED PULS ROUTING MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETWEEN 0. TO 454.
THE ROUTED HYDROGRAPH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS.
THIS CAN BE CORRECTED BY DECREASING THE TIME INTERVAL OR INCREASING STORAGE (USE A LONGER REACH.)
40 KK C1-C2
ROUTE Cl THROUGH C2
HYDROGRAPH ROUTING DATA
42 RS
43 RC
STORAGE ROUTING
NSTPS
ITYP
RSVRIC
X
1 NUMBER OF SUBREACHES
STOR TYPE OF INITIAL CONDITION
-1.00 INITIAL CONDITION
.00 WORKING R AND D COEFFICIENT
NORMAL DEPTH CHANNEL
ANL .060 LEFT OVERBANK N-VALUE
ANCH .080 MAIN CHANNEL N-VALUE
ANR .060 RIGHT OVERBANK N-VALUE
RINTH 18380. REACH LENGTH
SEL .0140 ENERGY SLOPE
EIMAX .0 MAX. ELEV. FOR STORAGE/OUTFLOW CALCULATION
45 RY
44 RX
ELEVATION
DISTANCE
CROSS-SECTION DATA
LEFT OVERBANK + MAIN CHANNEL + RIGHT OVERBANK
300.00 280.00 260.00 240.00 240.00 260.00 280.00 300.00
.00 80.00 300.00 600.00 650.00 1000.00 1350.00 1700.00
COMPUTED STORAGEH3UTFLOW-ELEVATION DATA
STORAGE
OUTFLOW
ELEVATION
.00 135.00
.00 1153.86
240.00 243.16
406.75 815.26 1360.52 2042.53 2861.30 3813.07 4885.71 6078.27
5146.52 13089.18 25976.30 44711.89 70134.98 108385.70 158375.70 218660.80
246.32 249.47 252.63 255.79 258.95 262.11 265.26 268.42
STORAGE 7390.74 8823.15 10375.47 12046.08 13813.70 15671.79 17620.34 19659.36 21788.86 24008.81
OUTFLOW 290153.10 373681.00 470025.30 580577.20 706398.30 846456.201001097.001170690.001355616.001556263.00
ELEVATION 271.58 274.74 277.89 281.05 284.21 287.37 290.53 293.68 296.84 300.00
46 KK * 02
SUBBASIN RUNOFF DATA
48 BA SUBBASIN CHARACTERISTICS
TAREA 2.72 SUBBASIN AREA
PRECIPITATION DATA
47 PB STCFM 5.30 BASIN TOTAL PRECIPITATION
26 PI INCREMENTAL PRECIPITATION PATTERN
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
. .00
.01
.01
.01
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
49 LS SCS LOSS RATE
STRTL .20 INITIAL ABSTRACTION
CRVNBR 91.00 CURVE NUMBER
RT2MP .00 PERCENT IMPERVIOUS AREA
50 UD SCS DIMENSICNLESS UNITGRAPH
TLAG .48 LAG
UNIT HYDRCGRAPH
31 END-OF-PERIOD CRDINATES
181. 538. 1100. 1820. 2339. 2509. 2466. 2205. 1870. 1418.
1058. 810. 635. 494. 373. 292. 226. 173. 132. 102.
79. 62. 47. 36. 28. 23. 18. 13. 9. 5.
1.
51 KK COMBINE
52 HC HYERCGRAPH COMBINATION
TCOMP 2 NUMBER OF HYERCGRAPHS TO COMBINE
53 KK CETCAIA
DETAIN AT CALVERA LAKE
BEFORE DAM IMPROVEMENTS
56 RS
HYDRO3RAPH ROUTING DATA
STORAGE ROUTING
NSTPS
ITYP
RSVRIC
X
1 NUMBER OF SUBREACHES
ELEV TYPE OF INITIAL CONDITION
209.00 INITIAL CONDITION
.00 WORKING R AND D COEFFICIENT
57 SA AREA 21.0 24.0 27.0 30.0 33.0 35.0 38.0 39.5 41.0 43.0
58 SE ELEVATION 208.00 210.00 212.00 214.00 216.00 217.00 218.00 219.00 220.00 221.00
59 S3 SPILLWAY
CREL
SPWID
CCOW
EXPW
216.50 SPILLWAY CREST ELEVATION
150.00 SPILLWAY WIDTH
2.64 WEIR COEFFICIENT
1.50 EXPONENT OF HEAD
COMPUTED STORAGE-ELEVATION DATA
STORAGE .00 44.97 95.94 152.91 215.89 249.88 286.37 325.12 365.37 407.36
ELEVATION 208.00 210.00 212.00 214.00 216.00 217.00 218.00 219.00 220.00 221.00
COMPUTED OUTFLOW-EIEVATION DATA
OUTFLOW
ELEVATION
OUTFLOW
ELEVATION
.00
208.00
472.52
217.63
.00
216.50
648.18
217.89
.65
216.51
862.73
218.18
5.19
216.56
1120.06
218.50
17.50
216.63
1424.06
218.85
41.49
216.72
1778.62
219.22
81.03
216.85
2187.61
219.63
140.01
217.00
2654.95
220.06
222.33
217.18
3184.51
220.51
331.87
217.39
3780.19
221.00
COMPUTED STORAGE-OUTFLOW-ELEVATION DATA
STORAGE
OUTFLOW
ELEVATION
STORAGE
OUTFLOW
.00
.00
208.00
244.56
81.03
44.97
.00
210.00
249.88
140.01
95.94
.00
212.00
256.25
222.33
152.91
.00
214.00
263.72
331.87
215.89
.00
216.00
272.34
472.52
232.63
.00
216.50
282.17
648.18
233.11
.65
216.51
286.37
727.50
234.53
5.19
216.56
293.26
862.73
236.90
17.50
216.63
305.56
1120.06
240.24
41.49
216.72
319.10
1424.06
ELEVATION 216.85 217.00 217.18 217.39 217.63 217.£218.00 218.18 218.50 218.85
STORAGE
OUTFLOW
ELEVATION
325.12
1565.33
219.00
333.93
1778.62
219.22
350.10
2187.61
219.63
365.37
2592.97
220.00
367.65
2654.95
220.06
386.70
3184.51
220.51
407.36
3780.19
221.00
KK C2-C3
ROUTE 02 THROUGH C3
HYDRCGRAPH ROOTING DATA
62 RS
63 RC
STORAGE ROUTING
NSTPS
ITYP
RSVRIC
X
1
STCR
-1.00
NUMBER OF SUBREACHES
TYPE OF INITIAL CONDITION
INITIAL CONDITION
. 00 WORKING R AND D COEFFICIENT
NORMAL DEPTH CHANNEL
ANL . 050 LEFT OVERBANK N-VALUE
ANCH .060 MAIN CHANNEL N-VALUE
ANR .050 RIGHT OVERBANK N-VALUE
RLNTH 5620. REACH LENGTH
SEL .0210 ENERGY SLOPE
ELMAX .0 MAX. ELEV. FOR STORAGE/OUTFLOW CALCULATION
65 RY
64 RX
ELEVATION
DISTANCE
CROSS-SECTION DATA
LEFT OVERBANK + MAIN CHANNEL
200.00 160.00 120.00 100.00 100.00
.00 200.00 250.00 300.00 800.00
120.00
900.00
RIGHT OVERBANK
140.00 160.00
1100.00 1400.00
COMPUTED STORAGE-OUTFDOW-ELEVATICN DATA
STORAGE .00 352.92 732.65 1139.18 1572.78 2042.30 2552.03 3101.96 3693.53 4339.95
OUTFLOW .00 28999.61 93310.91 186085.70 307588.40 466632.80 656751.60 879534.701135227.001426614.00
ELEVATION 100.00 105.26 110.53 115.79 121.05 126.32 131.58 136.84 142.11 147.37
STORAGE 5044.46 5807.04 6620.45 7454.95 8307.33 9177.57 10065.68 10971.66 11895.51 12837.23
OUTFLOW 1758591.002133645.002568418.003060373.003598547.004181839.004809623.005481520.006197308.006956868.00
ELEVATION 152.63 157.89 163.16 168.42 173.68 178.95 184.21 189.47 194.74 200.00
WARNING *** MODIFIED PULS ROUTING NAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETWEEN 307588. TO 6956868.
THE ROUTED HYDRCGRAPH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS.
THIS CAN BE CORRECTED BY DECREASING THE TIME INTERVAL OR INCREASING STORAGE (USE A LONGER REACH.)
66 KK C3
69 BA
AREA ADJUSTED TO INCLUDE CALAVERA HILLS ii (+0.03 SQ. MI.)
SUBBASIN RUNOFF DATA
SUBBASIN CHARACTERISTICS
TAREA .88 SUBBASIN AREA
PRECIPITATION DATA
68 PB STORM 5.10 BASIN TOTAL PRECIPITATION
26 PI INCREMENTAL PRECIPITATION PATTERN
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.01
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
70 IS SCS LOSS RATE
STRTL .25 INITIAL ABSTRACTION
CRVNBR 89.00 CURVE NUMBER
RTIMP .00 PERCENT IMPERVIOUS AREA
71 UD SCS DTMENSICNLESS UNITGRAPH
TLAG .20 LAG
UNIT HYCRCGRAPH
14 END-OF-PERIOD ORDINATES
425. 1401. 1749. 1405. 786. 452. 257. 149. 85.
27. 17. 10. 3.
72 KK * COMBINE
73 HC HYDROGRAPH CCMBINATICN
ICCMP 2 NUMBER OF HYEPCGRAPHS TO COMBINE
74 KK CETNBJB
DETAIN AT DOWNSTREAM END OF BASIN C3 AKA BASIN BOB F10W-TRU BASIN
EXISTING BASIN WITH 10'X7' BOX & 72" RCP
INTERPOLATED VALUES FOR SEX77.1'
HYDROGRAPH ROUTING DATA
78 RS
79 SA
80 SE
81 SQ
83 SE
STORAGE ROUTING
NSTPS
ITYP
RSVRIC
X
ELEVATION
1 NUMBER OF SUBREACHES
STOR TYPE OF INITIAL CONDITION
-1.00 INITIAL CONDITION
. 00 WORKING R AND D COEFFICIENT
AREA
ELEVATION
DISCHARGE
.0
62.00
0.
855.
.1
64.00
100.
885.
.3
66.00
200.
1000.
2.3
68.00
300.
1020.
5.3
70.00
400.
10.1
72.00
500.
14.7
74.00
600.
20.0
76.00
700.
24.1
78.00
760.
62.00
75.00
64.65
75.35
66.21
76.72
67.52
77.10
70.02 71.58 73.27 74.32
819.
74.59
STORAGE
ELEVATION
.00
62.00
.06
64.00
COMPUTED STORAGE-ELEVATION DATA
.44
66.00
2.71
68.00
10.10
70.00
25.32
72.00
50.04
74.00
84.66
76.00
128.75
78.00
COMPUTED STORAGE-OUTFLOW-ELEVATICN DATA
STORAGE
OUTFLOW
ELEVATION
STORAGE
OUTFLOW
ELEVATION
.00
.00
62.00
21.31
600.00
71.58
.06
75.47
64.00
25.32
624.85
72.00
.14
100.00
64.65
39.93
700.00
73.27
.44
186.54
66.00
50.04
741.71
74.00
.52
200.00
66.21
54.88
760.00
74.32
1.78
300.00
67.52
59.16
819.00
74.59
2.71
341.38
68.00
66.03
855.00
75.00
4.54
400.00
72.24
885.00
75.35
10.10
498.51
70.00
10.21
500.00
70.02
84.66 99.59
939.56 1000.00
76.00 76.72
STORAGE
OUTFLOW
ELEVATION
107.89
1020.00
77.10
128.75
1067.37
78.00
WARNING *** MODIFIED PULS FOOTING MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETWEEN 0. TO 100.
THE ROUTED HYDROGRAPH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS.
THIS CAN BE CORRECTED BY DECREASING THE TIME INTERVAL OR INCREASING STORAGE (USE A LONGER REACH.)
85 KK DIVCC
PORTION OF BOB FLOW DIVERTED TO NORTH SIDE OF WALL
ASSUMES THAT 475 CFS OF A 100-YR STORM WILL BE DIVERTED
FLOWS LESS THAN 75 WILL REMAIN IN CAIAVERA CREEK
THE MECHANISM FOR DIVERTING THIS 475 CFS WILL BE 84" RCP
DT DIVERSION
ISTAD DIVNORTH DIVERSION HYDROGRAPH IDENTIFICATION
DI INFLOW .00 75.00 901.00 971.00
DQ DIVERTED FLOW .00 .00 470.00 473.00
93 KK * C4
SUBBASIN RUNOFF DATA
95 BA SUBBASIN CHARACTERISTICS
TAREA 1.24 SUBBASIN AREA
PRECIPITATION DATA
94 PB STORM 5.20 BASIN TOTAL PRECIPITATION
26 PI INCREMENTAL PRECIPITATION PATTERN
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.01
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
96 LS SCS LOSS RATE
STRTL .27 INITIAL ABSTRACTION
CRVNBR 88.00 CURVE NUMBER
RTIMP .00 PERCENT IMPERVIOUS AREA
97 UD SCS DIMENSTONLESS UNITGRAPH
TIAG . 51 LAG
UNIT HYDROGRAPH
70.
548.
47.
4.
206.
419.
37.
2.
422.
328.
29.
0.
33 END-OF-PERIOD ORDINATES
714. 946. 1069. 1074. 1002. 883. 731.
262. 206. 158. 125. 99. 77. 59.
22. 18. 14. 11. 9. 7. 5.
*** *** ***
KK COMBINE
99 HC HYDROGRAPH COMBINATION
ICCMP 2 NUMBER OF HYERCGRAPHS TO COMBINE
100 KK C3&-RCC
ROUTE 03 AND 04 THROUGH ROC
HYCROGRAPH ROUTING DATA
102 RS STORAGE ROUTING
NSTPS
ITYP
RSVRIC
X
1 NUMBER OF SUBREACHES
STOR TYPE OF INITIAL CONDITION
-1.00 INITIAL CONDITION
. 00 WORKING R AND D COEFFICIENT
103 RC NORMAL DEPTH CHANNEL
ANL .030
ANCH .040
ANR .030
RLNTH 3900.
SEL .0160
ELMAX .0
LEFT OVERBANK N-VALUE
MAIN CHANNEL N-VALUE
RIGHT OVERBANK N-VALUE
REACH LENGTH
ENERGY SLOPE
MAX. ELEV. FOR STORAGE/OUTFLCW CALCULATION
105 RY
104 PX
ELEVATION
DISTANCE
CROSS-SECTION DATA
LEFT OVERBANK + MAIN CHANNEL + RIGHT OVERBANK
48.00 48.40 48.00 42.00 42.00 46.00 46.00 48.00
.00 190.00 280.00 300.00 310.00 325.00 390.00 820.00
COMPUTED STORAGE-OUTFLCW-ELEVATION DATA
STORAGE
OUTFLOW
ELEVATION
STORAGE
OUTFLOW
ELEVATION
.00
.00
42.00
6.61
574.92
45.37
.34
8.00
42.34
• 7.67
703.08
45.71
.75
26.64
42.67
9.06
851.16
46.04
1.23
55.11
43.01
13.56
1132.57
46.38
1.78
93.73
43.35
20.28
1601.86
46.72
2.41
143.10
43.68
29.22
2305.50
47.05
3.10
203.89
44.02
40.38
3288.16
47.39
3.87
276.76
44.36
53.75
4591.43
47.73
4.72
362.44
44.69
5.63
461.59
45.03
69.43 90.61
6331.69 8901.05
48.06 48.40
106 KK * RCC *
SUBBASIN RUNOFF DATA
108 BA SUBBASIN CHARACTERISTICS
TAREA .05 SUBBASIN AREA
PRECIPITATION DATA
107 PB STCRM 4.80 BASIN TOTAL PRECIPITATION
26 PI INCREMENTAL PRECIPITATION PATTERN
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.01
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
109 LS SCS LOSS RATE
STRTL .30 INITIAL ABSTRACTION
CRVNBR 87.00 CURVE NUMBER
RTIMP .00 PERCENT IMPERVIOUS AREA
110 UD SCS DIMENSICNLESS UNITGRAPH
TLAG .11 LAG
UNIT HYDROGRAPH
8 END-OF-PERIOD ORDINATES
103. 174. 87. 35. 14. 6. 2.
Ill KK * CCTOTAL
CALAVERA CREEK TOTAL DISCHARGE
113 HC HYDRCGRAPH COMBINATION
ICCMP 2 NUMBER OF HYDROGRAPHS TO COMBINE
114 KK RETDIV
115 DR RETRIEVE DIVERSION HYDRCGRAPH
ISTAD DIVNORTH DIVERSION HYDRCGRAPH IDENTIFICATION
116 KK RTNOR
ROUTE DIVERTED FLOW ALONG THE NORTH SIDE OF THE WALL
HYDRCGRAPH ROUTING DATA
118 RS STORAGE ROUTING
NSTPS
ITYP
RSVRIC
X
1 NUMBER OF SUBREACHES
STOR TYPE OF INITIAL CONDITION
-1.00 INITIAL CONDITION
.00 WORKING R AND D COEFFICIENT
119 RC NORMAL DEPTH CHANNEL
ANL
ANCH
ANR
RLNTH
SEL
ELMAX
.030
.030
.030
4400.
.0125
.0
LEFT OVERBANK N-VALUE
MAIN CHANNEL N-VALUE
RIGHT OVERBANK N-VALUE
BEACH IENGTH
ENERGY SLOPE
MAX. ELEV. FOR STORAGE/OUTFLOW CALCULATION
121 RY
120 RX
ELEVATION
DISTANCE
CROSS-SECTION DATA
LEFT OVERBANK + MAIN CHANNEL + RIGHT OVERBANK
50.00 50.00 44.00 40.00 38.00 50.00 50.00 50.00
17.00 20.00 20.10 61.00 108.00 133.00 139.00 140.00
COMPUTED STORAGEH3UTFLOW-ELEVATION DATA
STORAGE
OUTFLOW
ELEVATION
.00
.00
38.00
.52
13.05
38.63
2.06
82.89
39.26
4.64
244.39
39.89
8.06
546.37
40.53
11.99
971.97
41.16
16.41
1520.95
41.79
21.32
2199.80
42.42
26.74 32.65
3015.63 3975.79
43.05 43.68
STORAGE 39.00 45.49 52.07 58.72 65.47 72.30 79.21 86.21 93.29 100.45
OUTFLOW 5182.82 6635.65 8232.74 9969.34 11841.54 13846.07 15980.22 18241.64 20628.37 23138.66
ELEVATION 44.32 44.95 45.58 46.21 46.84 47.47 48.11 48.74 49.37 50.00
WARNING *** MODIFIED PULS ROUTING MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETWEEN 11842. TO 23139.
THE ROUTED HYDROGRAPH SHOULD BE EXAMINED EOR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS.
THIS CAN BE CORRECTED BY DECREASING THE TIME INTERVAL OR INCREASING STORAGE (USE A LONGER REACH.)
122 KK * RRC2
SUBBASIN RUNOFF DATA
124 BA SUBBASIN CHARACTERISTICS
TAREA .21 SUBBASIN AREA
PRECIPITATION DATA
123 PB STORM 4.80 BASIN TOTAL PRECIPITATION
26 PI INCREMENTAL PRECIPITATION PATTERN
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.01
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
125 LS SCS LOSS RATE
STRTL .30 INITIAL ABSTRACTION
CRVNBR 87.00 CURVE NUMBER
RT1MP .00 PERCENT IMPERVIOUS AREA
126 UD SCS DIMENSICNLESS UNITGRAPH
TLAG .19 LAG
UNIT HYDROGRAPH
13 END-OF-PERIOD ORDINATES
120. 380. 437. 313. 162. 91. 50. 27. 15.
5. 3. 1.
127 KK * BOX
128 HC HYERCGRAPH COMBINATION
ICCMP 2 NUMBER OF HYEROGRAPHS TO COMBINE
129 KK * RRCH
SUBBASIN RUNOFF DATA
131 BA SUBBASIN CHARACTERISTICS
TAREA .43 SUBBASIN AREA
PRECIPITATION DATA
130 PB STORM 4.70 BASIN TOTAL PRECIPITATION
26 PI INCREMENTAL PRECIPITATION PATTERN
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.01
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.01
.01
.02
.01
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
132 LS SCS LOSS PATE
STRTL .30 INITIAL ABSTRACTION
CRVNBR 87.00 CURVE NUMBER
ill
m
RTIMP .00 PERCENT IMPERVIOUS AREA
133 UD SCS DIMENSIONLESS UNITGRAPH
TIAG . 17 LAG
306.
6.
920.
2.
923.558.
UNIT HYDROGRAPH
12 END-OF-PERIOD CRDINATES
279. 147. 77.40.21.11.
134 KK * EX
135 HC HYERQGRAPH CCMBINATICN
ICCMP 2 NUMBER OF HYCRCGRAPHS TO COMBINE
136 KK NURSERY
DETAIN AT NURSERY EAST OF EL CAMINO REAL
EXISTING 8'XS'RCB - CLEAR OPENING
ASSUMES ROBERTSON'S RANCH PARK GRADING AT NURSERY
HYDRCGRAPH ROUTING DATA
140 RS
141 SA
142 SQ
143 SE
STORAGE ROUTING
NSTPS
ITYP
RSVRIC
X
AREA
DISCHARGE
ELEVATION
1
STCR
-1.00
.00
.9
0.
33.10
NUMBER OF SUBREACHES
TYPE OF INITIAL CONDITION
INITIAL CONDITION
WORKING R AND D COEFFICIENT
1.6 4.1 5.2
350. 642. 856.
34.00 36.00 38.00
STORAGE
ELEVATION
.00
33.10
1.10
34.00
COMPUTED STORAGE-ELEVATION DATA
6.64
36.00
15.96
38.00
*** WARNING *** MODIFIED PULS ROUTING MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETWEEN 0. TO 350.
THE ROUTED HYDRCGRAPH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS.
THIS CAN BE CORRECTED BY DECREASING THE TIME INTERVAL OR INCREASING STORAGE (USE A LONGER REACH.)
m
m
OPERATION STATION
RUNOFF SUMMARY
FIOW IN CUBIC FEET PEE SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD
FLOW PEAK
6-HOUR 24-HOUR 72-HOUR
BASIN MAXIMUM TIME OF
AREA STAGE MAX STAGE
HYDROGRAPH AT
Cl 505. 10.25 249.102..87
ROUTED TO
CCDETMEL 504. 10.25 249.102..87
335.64 10.25
ROUTED TO
C1-C2 361. 11.00 235.95. .87
240.5 11.00
HYDROGRAPH AT
C2 1519. 10.33 760.311.299. 2.72
2 COMBINED AT
COMBINE 1831. 10.42 409.394. 3.59
ROUTED TO
ROUTED TO
DETCALA 1348. 11.17
C2-C3 1325. 11.33
745.
743.
291.
290.
280. 3.59
279. 3.59
218.76 11.17
100.24 11.33
HYDROGRAPH AT
C3 475.224.91.
2 COMBINED AT
COMBINE 1501. 11.17 879.381.367. 4.47
ROUTED TO
DETNBJB 971. 12.58 832.381.367. 4.47
76.38 12.58
DIVERSION TO
DIVNORTH 473. 12.58 421.181.174. 4.47
HYDROGRAPH AT
DIVCC 498. 12.58 411.200.193. 4.47
HYDROGRAPH AT
C4 629. 10.42 314.128.123. 1.24
2 COMBINED AT
COMBINE 907. 10.67 681.328.316. 5.71
ROUTED TO
C3&-RCC 896. 10.83 326.314. 5.71
46.10 10.83
HYDRCGRAPH AT
2 COMBINED AT
RCC
CCTOTAL
26. 10.00
909. 10.75
12.
691.331.
5..05
319. 5.76
HYDROGRAPH AT
RETDIV 473. 12.58 421.181.174..00
ROUTED TO
RTNOR 473. 12.75 421.179.173..00
+ 40.37 12.75
HYDRQGRAPH AT
+ RRC2 99. 10.08 46. 19. 18. .21
2 OCMBINED AT
+ BOX 497. 12.17 444. 198. 191. .21
HYDRCGRAPH AT
+ RRCH 198. 10.00 92. 38. 36. .43
2 COMBINED AT
+ EX_8x8 549. 12.08 504. 236. 227. .63
POUTED TO
+ NURSERY 545. 12.50 503. 236. 227. .63
+ 35.34 12.50
*** NORMAL END OF HEC-1 ***
APPENDIX B
100-YEAR WSPGW ANALYSES
FOR 84" RCP AND PLANS
I i I i i » I J i i
FILE: 84insdlow.WSW W S P G W - EDIT LISTING - Version 14.06 Date: 4- 5-2007 Time: 8:38:34
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(l) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
CODE NO TYPE PIER/PIP WIDTH DIAMETER WIDTH DROP
7.000
3.500
7.000
4.000
1.750
.000 4.000 10.000 .000 .000 .00
2.000
7.000
1.500
7.000
3.000
7.000
1.500
7.000
3.000
7.000
CD
CD
CD
CD
CD
CD
CD
CD
CD
CD
CD
CD
CD
CD
CD
CD
1
2
3
4
5
6
7
8
9
10
12
13
14
15
16
17
4
4
4
4
4
3
4
4
4
4
4
4
4
4
4
4
1
1
1
1
1
0
1
1
1
1
1
1
1
1
1
1
Bllllilllllllllliililiiilit)i»t|li
W S P G W PAGE NO
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
Robertson's Ranch
HEADING LINE NO 2 IS -
84" RCP Analysis
HEADING LINE NO 3 IS -
100-Year Flow Rate - Just Below (470 cfs)
• i ii 11 t i i i ii ii f) ii it i) ii ii 11
W S P G W
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET * * *
U/S DATA
ELEMENT NO 2 IS A REACH
U/S DATA
ELEMENT NO 3 IS A REACH
U/S DATA
ELEMENT NO 4 IS A REACH
U/S DATA
ELEMENT NO 5 IS A REACH
U/S DATA
ELEMENT NO 6 IS A JUNCTION
U/S DATA
ELEMENT NO 7 IS A REACH
U/S DATA
ELEMENT NO 8 IS A JUNCTION
U/S DATA
PAGE NO
STATION
1000.000*
STATION
1162.290
*
STATION
1318.120
*
STATION
1441.800
*
STATION
1711.870
*
STATION
1715.870
*
STATION
1946.180
*
STATION
1951.180
INVERT
35.750
*
INVERT
36.630
*
INVERT
37.470
*
INVERT
38.140
*
INVERT
39.620
*
INVERT
40.030
*
INVERT
42.420
*
INVERT
42.570
SECT
1
*
SECT
1
*
SECT
1
*
SECT
1
*
SECT
1
* *
SECT LAT-1 LAT-2
320
*
SECT
3
* *
SECT LAT-1 LAT-2
645
N
.013
N
.013
N
.013
N
.013
N
.015
N
.013
N
.015
W S ELEV
35.750
RADIUS
.000
RADIUS
1000.045
RADIUS
.000
RADIUS
1451.719
* *
ANGLE
.000
ANGLE
8.928
ANGLE
.000
ANGLE
10.659
Q3 Q4 INVERT-3 INVERT-4
1.800 .000 41.640
RADIUS
1450.526
RADIUS
1451.682
* *
.000
ANGLE
.158
ANGLE
9.090
Q3 Q4 INVERT-3 INVERT-4
9.800 .001 42.630 42.420
ANG PT
.000
ANG PT
.000
ANG PT
.000
ANG PT
.000
*
PHI 3 PHI
-90.000
ANG PT
.000
*
PHI 3 PHI
-90.000
MAN
0
MAN
0
MAN
0
MAN
0
4
.000
MAN
0
4
90.000
H
H
H
H
H
RADIUS ANGLE
1454.208 .197
ELEMENT NO 9 IS A REACH *
U/S DATA STATION
2037.340
ELEMENT NO 10 IS A JUNCTION *
U/S DATA STATION
2042.340
INVERT SECT
43.000 6
N
.015
RADIUS
1451.941
ANGLE
3.400
ANG PT MAN H
.000 0
INVERT SECT LAT-1 LAT-2 N
43.180 870 .015
Q3
2.400
Q4 INVERT-3 INVERT-4 PHI 3 PHI 4
.000 43.120 .000 -65.000 .000
RADIUS ANGLE
1454.208 .197
tJtiiiiiiitiiiiiitfiiiiilif]
W S P G W
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 11 IS A REACH * * *
U/S DATA
ELEMENT NO 12 IS A REACH
U/S DATA
ELEMENT NO 13 IS A JUNCTION
U/S DATA
ELEMENT NO 14 IS A REACH *
U/S DATA STATION
2792.980
ELEMENT NO 15 IS A REACH *
U/S DATA STATION
PAGE NO
STATION
2423.180
*
STATION
2443.630
*
STATION
2443.640
INVERT
45.050
*
INVERT
45.150
*
INVERT
45.151
SECT
8
*
SECT
8
* *
SECT LAT-1 LAT-2
10 9 0
N
.013
N
.013
N
.013
RADIUS
1451.798
RADIUS
.000
* *
ANGLE
15.030
ANGLE
.000
Q3 Q4 INVERT-3 INVERT-4
.600 .000 48.660 .000
ANG PT
.000
ANG PT
.000
*
PHI 3 PHI 4
90.000
MAN H
0
MAN H
0
.000
2796.980
ELEMENT NO 16 IS A REACH
U/S DATA
INVERT
46.930
*
INVERT
47.150
*
INVERT
48.500
*
INVERT
49.800
*
INVERT
50.020
SECT
10
*
SECT
10
*
SECT
10
*
SECT
10
* *
SECT LAT-1 LAT-2
13 12 0
N
.013
N
.015
N
.013
N
.013
N
.015
*
Q3
1.000
STATION
3072.070
ELEMENT NO 17 IS A REACH *
U/S DATA STATION
3326.060
ELEMENT NO 18 IS A JUNCTION *
U/S DATA STATION
3331.060
ELEMENT NO 19 IS A REACH * * *
U/S DATA STATION INVERT SECT N
3430.780 50.520 13 .013
ELEMENT NO 20 IS A JUNCTION * * * *
U/S DATA STATION INVERT SECT LAT-1 LAT-2 N
3430.790 50.521 15 14 0 .013
Q3
.300
RADIUS ANGLE
.000 .000
RADIUS ANGLE ANG PT MAN H
.000 .000 .000 0
RADIUS ANGLE ANG PT MAN H
.000 .000 .000 1
RADIUS ANGLE ANG PT MAN H
.000 .000 .000 0
RADIUS ANGLE ANG PT MAN H
1348.208 -10.794 .000 0
Q4
.000
INVERT-3 INVERT-4 PHI 3 PHI 4
49.910 .000 -90.000
RADIUS ANGLE
1351.316 -.212
.000
RADIUS
1348.167
ANGLE
-4.238
ANG PT
.000
MAN H
0
Q4 INVERT-3 INVERT-4 PHI 3 PHI 4
.000 56.280 .000 90.000
RADIUS ANGLE
.000
I I • 1 II II II •. .1 *I ft 1 II 1 I II I i I 1
.000 .000
W S P G W
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
21 IS A REACH
U/S DATA
22 IS A REACH
U/S DATA
23 IS A REACH
U/S DATA
24 IS A REACH
U/S DATA
25 IS A REACH
U/S DATA
26 IS A REACH
U/S DATA
27 IS A JUNCTION
U/S DATA
STATION
3592.500
*
STATION
3596.500
*
STATION
3738.990
*
STATION
4200.700
*
STATION
4232.730
*
STATION
4271.680
*
STATION
4276.680
INVERT
51.320
*
INVERT
51.540
*
INVERT
52.270
*
INVERT
54.570
*
INVERT
54.730
*
INVERT
54.920
*
INVERT
55.140
SECT
15
*
SECT
15
*
SECT
15
*
SECT
15
*
SECT
15
*
SECT
15
* *
SECT LAT-1 LAT-2
17 16 0
N
.013
N
.013
N
.013
N
.013
N
.013
N
.013
*
N Q3
.015 6.100
RADIUS
1348.268
RADIUS
1348.136
RADIUS
1348.320
RADIUS
.000
RADIUS
989.311
RADIUS
.000
*
ANGLE
-6.872
ANGLE
-.170
ANGLE
-6.055
ANGLE
.000
ANGLE
-1.855
ANGLE
.000
Q4 INVERT-3 INVERT-4
.000 55.030 .000
PAGE NO
ANG PT MAN H
.000 0
ANG PT MAN H
.000 1
ANG PT MAN H
.000 0
ANG PT MAN H
.000 0
ANG PT MAN H
.000 0
ANG PT MAN H
.000 0
-90.000 .000
RADIUS ANGLE
.000 .000
ELEMENT NO 28 IS A SYSTEM HEADWORKS *
U/S DATA STATION INVERT SECT
4276.680 55.140 17
W S ELEV
.000
il ii ii 1 1 t i I i J i i I J i i I i i i I * I *
FILE: 84insd.WSW W S P G W - CIVILDESIGN Version 14.06
Program Package Serial Number: 1559
WATER SURFACE PROFILE LISTING
Robertson's Ranch
84" RCP Analysis
100-Year Flow Rate
PAGE 1
Date: 4- 5-2007 Time: 8:38:19
Station |
L/Elem |
********* i
|
1000.000
- 1
162.290
|
1162 .290
- |
155.830
|
1318.120
- |
105.839
1
1423.959
- |
HYDRAULIC
|
1423.959
- |
17.841
|
1441.800
-1
54.717
!
1496.517
-1
75.442
1
1571.959
-1
71.938
1
1643.897
-1
67.973
Invert
Elev
Ch Slope
*********
35.750
-
.0054
36.630
-
.0054
37.470
-
.0054
38.043
-
JUMP
38.043
-
.0054
38.140
-
.0055
38.440
-
.0055
38.853
-
.0055
39.248
-
.0055
I Depth i Water | Q
| (FT) I Elev | (CFS)
1- -1- -1-
1 1 1
1 ******** I ********* 1 *********
1 1 1
5.827 41.577 497.00
1- -1- -1-
1 1 1
6.155 42.785 497.00
1- -1- -1-
1 1 1
6.184 43.654 497.00
1- -1- -1-
1 1 1
6.184 44.227 497.00
1- -1- -1-
1 1 1
5.478 43.521 497.00
1- -1- -1-
1 1 1
5.425 43.565 497.00
1- -1- -1-
1 1 1
5.244 43.684 497.00
1- -1- -1-
1 1 1
5.012 43.865 497.00
1- -1- -1-
1 1 1
4.798 44.046 497.00
1- -1- -1-
I Vel
1 (FPS)
1-
1
1 *******
1
14.52
1-
1
13.87
1-
1
13.81
11
1
13.81
1-
1
15.38
1-
1
15.53
1-
1
16.07
1-
1
16.85
1-
1
17.68
1-
Vel
Head
SF Ave
i *******
3.27
.0057
2.99
1 -
.0054
2.96
.0054
2.96
3.67
1 -
.0067
3.74
.0070
4.01
1 -
.0077
4.41
1 -
.0086
4.85
1-
.0097
I Energy
I Grd.El.
1-
| HF
i *********
1
44.85
1-
.92
1
45.77
1-
.85
1
46.62
1-
.57
1
47.19
1-
1
47.20
1-
.12
1
47.31
1-
.38
1
47.69
1 _
.58
1
48.28
1-
.62
1
48.90
1-
.66
I Super
I Elev
I SE Dpth
i *******
|
.00
1 -
5.83
|
.01
1 -
6.17
|
.00
1 -
6.18
|
.00
1 -
|
.00
1 -
5.48
1
.02
I-
5.44
1
.02
1-
5.26
1
.02
1-
5.03
1
.02
1-
4.82
(Critical 1
I Depth |
1- -1
I Froude N |
i ******** i
1 1
5.83
1 - -1
1.00
1 1
5.83
1- -1
.87
1 1
5.83
1- -1
.86
1 1
5.83
1- -1
1 1
5.83
1 - -1
1.15
1 1
5.83
1- -1
1.17
1 1
5.83
1- -1
1.25
1 1
5.83
1- -1
1.37
1 1
5.83
1 11 1
1.50
Flow Top
Width
Norm Dp
********
5.23
-
6.18
4.56
6.22
4.49
6.19
4.49
5.77
-
6.19
5.85
6.13
6.07
-
6.13
6.31
-
6.13
6.50
6.13
I Height/
I Dia.-FT
| "N"
i *******
|
7.000
1 -
.013
|
7.000
1 -
.013
|
7.000
1 -
.013
|
7.000
1-
|
7.000
1 -
.013
|
7.000
1 -
.013
|
7.000
1-
.013
!
7.000
1-
.013
1
7.000
1-
.013
IBase Wt
I or I.D.
| X-Fall
i *******
|
.000
1 -
.00
1
.000
1 -
.00
1
.000
1 -
.00
1
.000
1 -
1
.000
1 -
.00
1
.000
1-
.00
1
.000
1-
.00
1
.000
1 — —
.00
1
.000
1-
.00
1
I ZL
1-
| ZR
I *****
i
.001-
.00
1
.00
1-
.00
1
.00
1-
.00
1
.00
1-
1
.00
1-
.00
1
.00
1-
.00
1
.001-
.00
1
.00
1-
.00
1
.00
1-
.00
|No Wth
1 Prs/Pip
1
IType
i *****
1
1
1-
PIPE
|
1
| -
PIPE
|
1
| -
PIPE
|
1
| -
|
1
| -
PIPE
|
1
| -
PIPE
|
1
| -
PIPE
|
1
| -
PIPE
|
1
| -
PIPE
Ch
* *
.0
.0
.0
.0
.0
.0
.0
.0
.0
ii ii ti ft i t t i ft i li it ii ii t ft i
FILE: 84insd.WSW W S P G W - CIVILDESIGN Version 14.06
Program Package Serial Number: 1559
WATER SURFACE PROFILE LISTING
Robertson's Ranch
84" RCP Analysis
100-Year Flow Rate
PAGE 2
Date: 4- 5-2007 Time: 8:38:19
Invert | Depth |
Station Elev | (FT) |
- - -1- -1-
L/Elem Ch Slope I I
1711
JUNCT
1715
22
1737
114
1852
57
1909
28
1937
8
1946
JUNCT
1951
86
t1
.870
- -
STR
.870
- -
.036
.906
- -
.458
1
.363
-1-
.258
.622
- -
.127
.749
-1-
.431
.180
- -
STR
i
.180
-1-
.160
* * * * * * K xKir,r,<x,,x|Kx
i i1 l
39.620 4.599
-1- -1-
.1025
1 1
40.030 4.793
-1- -1-
.0104
1 1
40.259 4.817
-1- -1-
.0104
|
41.446 5.033
-1- -1-
.0104
1 1
42.041 5.267
-1- -1-
.0104
1
42.333 5.525
- - - | -
.0104
1 1
42.420 5.816
-1- -1-
.0300
1
42.570 6.802
_ _ _ | _
.0050
Water | Q | Vel Vel | Energy
Elev | (CFS) I (FPS) Head | Grd.El
_l_ _ _ _|_
I SF Ave | HF
1 1 11 1 1
44.219 497.00 18.54 5.34 49.
-1- -1- -1- -1-
.0129
1 1 1
44.823 495.00 17.63 4.83 49.
-1- -1- - - -1-
.0090
! 1 1
45.076 495.00 17.53 4.77 49.
-1-
.0085
1 1 1
46.480 495.00 16.71 4.34 50.
-1- -1- -1- -1-
.0076
1 1 1
47.308 495.00 15.93 3.94 51.
_|_ _ _ _|_
.0068
1
47.858 495.00 15.19 3.58 51.
_|_
.0062
1 1 1
48.236 495.00 14.48 3.26 51.
-!- -1- - - -1-
.0093
nTv nvT-rvrr* T 4- • i\ iWAKNir-Jb — Junction Analysisi
49.372 484.30 12.11 2.28 51.
- - -|-
.0093
56
05
65
20
85
97
82
43
25
19
44
05
49
05
-
65
80
1 Super
. | Elev
-1-
| SE Dpth
* 1 *******
i i1 1
.05
-1- -1
4.65
1 1
.04
-1- -1
4.84
1
.04
-1-
4.86
1 1
.04
-1- -1
5.07
1 1
.03
_l_ _|
5.30
1
.03
_ 1 _ _
5.55
1 1
.02
-1- -1
5.84
Change in
1 1
.00
-1- -1
.00
Critical
Depth
Froude N
5.83
-
1.63
5.82
-
1.50
5.82
-
1.48
5.82
-
1.36
5.82
-
1.24
5.82
-
1.12
5.82
-
1.00
Channel
4.00
-
1.07
IFlow Top | Height/ | Base Wt |
I Width |Dia.-FT|or I.D.I
1- -1- -1- -1-
INorm Dp | "N" | X-Fall |
i1
6.
1-
1
6.
1-
4.
1
6.
1-
4.
1
6.
1-
4.
1
6.
1-
4.
1
5.
1-
4.
1
5.
1-
Type
1
10.
1-
4.
65
51
57
49
57
29
57
04
57
71
57
25
00
00
1 »"""»'"'
i1
7.000
- 1 -
.015
|
7.000
- 1 -
.013
|
7.000
-1-
.013
|
7.000
- 1 -
.013
|
7.000
- 1 -
.013
|
7.000
- 1 -
.013
1
7.000
-1-
.015
|
4.000
- 1 -
.015
1 ,»„,*„» | x*
i i1 1
.000
1 - - 1 -
.00
1 1
.000
1- -1-
.00
1 1
.000
1- -1-
.00
1 1
.0001 _ _ 1 _
.00
1 1
.000
1 - - 1 -
.00
1 1
.000
1- -1-
.00
1 1
.000
1 - - 1 -
.00
1 1
10.000
1 - - 1 -
.00
ZL
ZR
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
|No Wth
1 Prs/Pip
1
1 Type Ch
1 *****
ii
1
1-
PIPE
1
1
1-
PIPE
1
1
1 —
PIPE
1
1
1-
PIPE
1
1
1-
PIPE
1
1
1-
PIPE
|
1
| -
PIPE
1
0
1-
BOX
.0
.0
.0
.0
.0
.0
.0
.0
• I I i I I II ft I fc ..• 1
FILE: 84insd.WSW W S P G W - CIVILDESIGN Version 14.06
Program Package Serial Number: 1559
WATER SURFACE PROFILE LISTING
Robertson's Ranch
84" RCP Analysis
100-Year Flow Rate
PAGE 3
Date: 4- 5-2007 Time: 8:38:19
Invert 1
Station Elev |
-1- -1-
L/Elem |Ch Slope |
2037.340
- -
JUNCT STR
2042.340
-1-
17.154
1
2059.494
-1-
363.686
2423.180
20.450
2443.630
- -
JUNCT STR
1
2443.640
-1-
349.340
2792.980
-1-
4.000
1
2796.980
-1-
275.090
""""""» |
1
43.000
-1-
.0360
1
43.180
- | -
.0049
|
43.264
-1-
.0049
1
45.050 i1
.0049
1
45.150
-1-
.0998
1
45.151
-1-
.0051
1
46. 930
-1-
.0550
1
47.150
- 1 -
.0049
Depth | Water | Q | Vel Vel
(FT) | Elev | (CFS) | (FPS) Head
- - -1- -1- - - -I-
1 | SF Ave |****** *********!*********!******* ******* **
1 1
7.260 50.260 484.30 12.11 2.28
-1- -1- -1- -1- - -
.0083
1XT £ P M T "NT P Tiinr'-t-nriri Anal
1 1 1
6.989 50.169 481.70 12.52 2.43
- - -1- -1- - - -1-
.0055
1 1
7.000 50.264 481.70 12.52 2.43
-1- -1-
.0056
1 1 1
7.476 52.526 481.70 12.52 2.43
i i iii- 1 - 1 - I - 1 - 1 -
.0057
1 1 1
7.493 52.643 481.70 12.52 2.43
-1- -1- -1- -1- - -
.0057
1 1 1
7.506 52.657 481.00 12.50 2.43
-1- -1- -1- -1- -1-
.0057
1 1 1
7.707 54.637 481.00 12.50 2.43
-1- -1- -I-
.0075
1 1 1
7.639 54.789 481.00 12.50 2.43
-1- -1- -1- -1- - -
.0057
Energy
Grd.El
HF
52.
.
ysis
52.
52.
2.
54.
55.
55.
1.
57.
57.
1.
54
04
60
09
70
03
96
12
08
00
08
98
06
03
21
56
1 Super |
. I Elev |
-1-
1 SE Dpth
* | *******
1
.00
-1- -1
.00
Change in
1 1
.00
-1-
6.99
1
7.00
-1-
7.00
1 1
.00i i1 - 1
7.48
1
.00
-1-
7.49
1 1
.00
-1- -1
7.51
1
.00
-1-
7.71
I
.00
- 1 -
7.64
Critical
Depth
Froude N
4.00
-
1.07
Channel
5.75
-
.26
5.75
-
.00
5.75
.00
5.75
-
.00
5.74
-
.00
5.74
-
.00
5.74
-
.00
IFlow Topi Height/
1 Width IDia.-FT
Norm Dp | "N"
10.00
1-
T wnolype
1
.55
-
7.00
.00
1-
7.00
1
.00
11
7.00
.00
-
1
.00
1-
6.17
.00
-
2.95
.00
-
6.49
1
1
4.000
-1-
.015
1
7.000
- 1 -
.013
1
7.000
-1-
.013
1
7.000
1_ | —
.013
|
7.000
1_ j _
.013
1
7.000
-1-
.013
|
7.000
- 1 -
.015
|
7.000
- 1 -
.013
IBase Wt |
I or I.D.I
1- -1-
1 X-Falll1 ******* | **
1 1
10.000
1- -1-
.00
1 1
.000
1- -1-
.00
1 1
.000
1- -1-
.00
1 1
.000
1 — — 1 —
.00
1 1
.000
1- -1-
.00
1 1
.000
1- -1-
.00
1 1
.000
1- -1-
.00
1 1
.000
1- -1-
.00
ZL
ZR
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
|No Wth
I Prs/Pip
1
1 Type Ch
1
1
0
1 -
BOX
|
1
1-
PIPE
1
1
1-
PIPE
1
1i1 -
PIPE
1
1
1-
PIPE
1
1
I-
PIPE
1
1
1-
PIPE
1
1
1-
PIPE
.0
.0
.0
.0
.0
.0
.0
.0
II ii ii i i ft J ft i 11 if ii ii ti if ii
FILE: 84insd.WSW W S P G W - CIVILDESIGN Version 14.06
Program Package Serial Number: 1559
WATER SURFACE PROFILE LISTING
Robertson's Ranch
84" RCP Analysis
100-Year Flow Rate
PAGE 4
Date: 4- 5-2007 Time: 8:38:19
| Invert |
Station | Elev
-1- - -
L/Elem |Ch Slope
3072
253
3326
JUNCT
3331
99
3430
JUNCT
3430
161
3592
4
3596
142
3738
461
4200
32
1
1
.070
-1-
. 990
1
.060
-1-
STR
1
.060
- | -
.720
|
.780
- 1 -
STR
1
.790
- 1 -
.710
1
.500
-1-
.000
1
.500
-1-
.490
1
.990
-1-
.710
1
.700
-1-
.030
48.500
-1-
.0051
1
49.800
-1-
.0440
50.020
-1-
.0050
1
50.520
-1-
.0998
50.521
-1-
.0049
51.320
- -
.0550
51.540
-1-
.0051
52.270
- -
.0050
1
54.570
- -
.0050
Depth | Water | Q | Vel Vel |
(FT) I Elev | (CFS) | (FPS) Head |
-1- - - -1- - - -1-
1 SF Ave |
****** ********* ********* ******* *******|**
1
7.848 56.348 481.00 12.50 2.43
_|_ _|_ -|- _ _ _|_
.0057
III 1
8.156 57.956 481.00 12.50 2.43
_l_ _|_ _ _ _ _ _|_
.0075
1 1
7.996 58.016 479.90 12.47 2.41
_ _ -|_ -|- _|_ -|-
.0056
III 1
8.163 58.683 479.90 12.47 2.41
-1- -1- -1- - - -I-
.0056
1 1
8.169 58.690 479.60 12.46 2.41
-1- -1- -1- -1-
.0056
II! 1
8.414 59.734 479.60 12.46 2.41
-1- - - - - - - -I-
.0056
1
8.358 59.898 479.60 12.46 2.41
-1- -1- -1- - - -1-
.0056
1 1 1
8.557 60.827 479.60 12.46 2.41
_|_ _ _ -|- _ - _|_
.0056
1
8.859 63.429 479.60 12.46 2.41
-1- -1- -1- - - -1-
.0056
Energy | Super | Critical I Flow Top Height/ Base Wt
Grd.El.l Elev | Depth | Width Dia.-FT or I.D.
-1- -1- -1- - - - -
HF |SE Dpth|Froude N | Norm Dp "N" X-Fall
I
1
58.77
-1-
1.44
1
60.38
-1-
.04
1
60.43
- 1 -
.56
1
61.10
-1-
.00
1
61.10
-1-
.91
1
62.15
-1-
.02
1
62.31
-1-
.80
1
63.24
-1-
2.60
1
65.84
- 1 -
.18
1
1
.00
-1-
.00
1
.00
- 1 -
.00
1
.00
- 1 -
.00
1
.00
- 1 -
.00 1
.00
- 1 -
.00
1
.00
-1-
.00 1
.00
- 1 -
.00
1
.00
- 1 -
8.56
1
.00
- 1 -
.00
'"" 11
5.74
-1-
.00
1
5.74
- 1 -
.00
1
5.74
- 1 -
.00
1
5.74
- | -
.00
1
5.74
-1-
.00
|
5.74
- 1 -
.00
|
5.74
-1-
.00
1
5.74
- 1 -
.00
|
5.74
-1-
.00
.00
6.14
.00
.00
6.24
.00
.00
6.33
.00
2.72
.00
6.11
.00
6.27
.00
6.25
7.000
-1- - -
.013
7.000_ _ _ _
.015
7.000
-1- -1-
.013
1
7.000
_|_
.013
7.000
-1- -1-
.013
1 1
7.000
-1- - -
.013
1
7.000
-1- -1-
.013
1 1
7.000
-1- -1-
.013
1 1
7.000
_ _ -|-
.013
.000
-1-
.00
.000
- -
.00
.000
-1-
.00
1
.000
-1-
.00
.000
-1-
.00 1
.000
-!-
.00
.000
-1-
.00
1
.000-1-
.00
1
.000
- 1 -
.00
ZL
ZR
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
.00
|No Wth
I Prs/Pip
-1
I Type Ch
I
1
1
1-
PIPE
|
1
1-
PIPE
1
1
| -
PIPE
|
1
| -
PIPE
1
1
| -
PIPE
|
1
| -
PIPE
|
1
1-
PIPE
|
1
| -
PIPE
|
1
1-
PIPE
.0
.0
.0
.0
.0
.0
.0
.0
.0
• Ill II II f I • I 11 II 11 1 J I I II II II 11 II I I II I
FILE: 84insd.WSW W S P G W - CIVILDESIGN Version 14.06
Program Package Serial Number: 1559
WATER SURFACE PROFILE LISTING
Robertson's Ranch
84" RCP Analysis
100-Year Flow Rate
PAGE 5
Date: 4- 5-2007 Time: 8:38:19
I Invert | Depth | Water |
Station | Elev | (FT) | Elev I
-I- -I- -I- -I-
L/Elem |Ch Slope | | |
Q I Vel
(CFS) | (FPS)
-I-
I
Vel | Energy | Super |Critical|Flow Top|Height/I Base WtI I No Wth
Head | Grd.El.l Elev | Depth | Width |Dia.-FT|or I.D.I ZL IPrs/Pip
-I- -I- -I- -I- -I- -i- -I- -I
SF Ave| HF |SE DpthlFroude N|Norm Dp | "N" | X-Fall| ZR I Type Ch
*********!**
I
4232.730
-I-
38.950
I
4271.680
-I-
JUNCT STR
4276.680
*******!**
I
54.730
-I-
.0049
I
54.920
-I-
.0440
I
55.140
-I-
I
479.60 12.46
-I- -I
I
479.60 12.46
473.00 12.29
-I- -I
I
8.949
-I-
I
8.978
8.927
63.679
63.898
-I-
64.067
-I-
***** | *
I
2.41
-I-
.0056
I
2.41
-I-
.0074
I
2.35
-I-
****** | ******* |
I I
66.09 .00
-I- -I
.22 8.95
I I
66.31 .00
****** | ******** | ******
I I
5.74 .00 7.000
-I- -I-
.00 6.50 .013
I I
5.74 .00 7.000
-I- -I- -I-
.04 8.98 .00
I I I
66.41 .00 5.70
-I- -I- -I-
-I- -I
.015
I I
.00 7.000
-I- -I
*** | *
I
.000
-I-
.00
I
.000
-I-
.00
I
.000
-I-
*** | *******
I
.00 1 .0
I-
.00 PIPE
I
.00 1 .0
I-
.00 PIPE
I
.00 1 .0
I-
APPENDIX C
100-YEAR HEC-RAS ANALYSIS
FOR CALAVERA CREEK MAIN CHANNEL
Illlllllllllliiililil I i ii II ti ii 1 i ii li
HEC-RAS Plan: PropFullEncr River: RIVER-1 Reach: Reach-1
Reach
Reach-1
Reach-1
Reach-1
Reach-1
Reach-1
Reach-1
Reach-1
Reach-1
Reach-1
Reach-1
Reach-1
Reach-1
Reach-1
Reach-1
Reach-1
Reach-1
Reach-1
Reach-1
Reach-1
Reach-1
Reach-1
Reach-1
Reach-1
Reach-1
^Reach-1
Reach-1
River Sta Profile
5.11
5.11
310
310
400
400
580
580
750
750
1000
1000
1230
1230
1470
1470
1810
1810
2100
2100
2420
2420
2700
2700
2980
2980
Floodplain
Floodway
Floodplain
Q Total
(cfs)
909.00
909.00
909.00
Floodway 909.00
Min Ch El
(«)
36.10
36.10
37.10
37.10
W.S. Elev Cri
(ft)
44.00
44.70
44.48
44.99
W.S. E.G. Elev
(ft) (ft)
41.09 44.25
41.09 44.87
44.74
45.20
E.G. Slope
(ft/ft)
0.002287
0.001362
0.002894
0.002118
Vel Chrtl
(ft/s)
4.21
3.53
4.15
3.72
Flow Area Top \
(sqft) (1
246.65
299.63
220.31
244.37
Width Froude#Chl
D
389.37 0.32
75.69 0.25
224.56 1 0.35
49.78; 0.30
Floodplain
Floodway
909.00
909.00
37.00
37.00
44.72
45.15
\ 45.14
45.51
0.004367
0.003380
5.28
4.82
178.28
193.34
183.39! 0.42
42.61 0.37
Floodplain 909.00
Floodway 909.00
Floodplain i 909.00
Floodway 909.00
Floodplain 909.00
Floodway 909.00
Floodplain
36.80
36.80
37.60
37.60
38.00
38.00
45.56
45.82
46.18
46.36
46.79
46.91
45.86
46.09
46.52
46.68
47.10
47.21
0.002486
0.002108
0.003073
0.002792
0.002678
0.002564
4.43
4.20
4.69
4.54
4.49
4.39
215.03
228.47
195.28
202.33
206.48
209.58
181.96; 0.33
51.36 0.30
136.71 0.35
43.44 0.34
76.29 0.34
43.63 0.33
909.00
Floodway 909.00
38.50
38.50
47.49
47.59
47.79
47.87
0.003353
0.003176
4.34
4.25
209.45
213.97
61.86 0.37
48.66 0.36
Floodplain 909.00
Floodway
Floodplain
Floodway
909.00
I 909.00
909.00
39.50
39.50
43.00
43.00
48.45
48.49
50.17
50.18
48.92
48.95
47.88 50.60
47.88: 50.61
0.004807
0.004673
0.004784
0.004774
5.50
5.44
5.24
5.23
166.18
167.93
174.84
173.93
37.49 0.44
37.99 0.43
62.54 0.44
40.69 0.44
Floodplain
Floodway
Floodplain
909.00
909.00
909.00
Floodway 909.00
46.00
46.00
47.70
47.70
52.10
52.11;
55.53
55.53
51.96 53.52
51.96 53.52
55.89
55.89
0.024640
0.024483
0.003368
0.003370
9.56
9.54
4.82
4.82
95.06
95.28
193.20
193.30
29.90 0.95
29.93 0.94
94.69 ' 0.38
43.53 0.38
Floodplain 909.00
Floodway 909.00
Floodplain 909.00
Floodway 909.00
48.40
48.40
49.25
49.25
56.48
56.48
57.43
57.43
56.86
56.86
57.75
57.75
0.003562
0.003556
0.002679
0.002679
4.94
4.94
4.60
4.60
185.95
186.06
203.64
203.70
148.95 0.38
45.78 0.38
54.40 0.34
44.78 0.34
II ii ii ii ii ft J ft i ft I ft I 11 II II II 1 l I J I i I I I i 1 i
HEC-RAS Plan: PropFullEncr River: RIVER-1 Reach: Reach-1 (Continued)
Reach
Reach-1
Reach-1
Reach-1
Reach-1
River Sta
3170
3170
3410
3410
Profile
Floodplain
Floodway
Floodplain
Floodway
Q Total
(cfe)
629.00
629.00
629.00
629.00
Mln Ch B
(ft)
50.00
50.00
54.10
54.10
W.S. Elev
(ft)
58.04
58.04
58.89
58.90
Crit W.S. E.G. Elev
(ft) («)
58.29
58.29
59.58
59.58
E.G. Slope
(ft/ft)
0.002881
0.00291 1
0.010057
0.009949
Vel Chnl
(ft/s)
4.11
4.13
6.71
6.69
Flow Area
(sqft)
159.81
159.84
100.92
101.42
Top Width
(«)
88.65
39.87
49.79
49.99
Froude # Chi
0.34
0.34
0.62
0.62
ii ii ft i • i i J i i i i i i i i i i i i i i i i i i i i
Calavera Creek Plan: Calavera Creek - Fully Encroached 4/6/2007
Flow: Calavera Creek 100-Year Flow FP&FW
60
RIVER-1 Reach-1
Legend
55
50
I
5
^LLJ
WS Floodway
WS Floodplain
Ground
500 1000 1500 2000
Main Channel Distance (ft)
2500 3000 3500
I I I ] t 1 f I I I I i I i I I I i I I I I I I I I I J I i I I t i I i I
s§
Calavera Creek Plan: Calavera Creek - Fully Encroached 4/6/2007
Flow: Calavera Creek 100-Year Flow FP&FW
RS = 400
150 200 250
Calavera Creek
Station (ft)
Plan: Calavera Creek - Fully Encroached 4/6/2007
Flow: Calavera Creek 100-Year Flow FP&FW
310
150 200
Station (ft)
Calavera Creek Plan: Calavera Creek - Fully Encroached 4/6/2007
Flow: Calavera Creek 100-Year Flow FP&FW
Legend
WSFIoodway
Legend
WS Floodway
1 I I 1 I i I 1 I I I ] I i I ! I I I 1 I 1 I i I I 1 1 I 1 I I I i 1 1 I 1
65
60
55
50
45
40
350
Calavera Creek Plan: Calavera Creek - Fully Encroached 4/6/2007
Flow: Calavera Creek 100-Year Flow FP&FW
RS = 1000
-.05-
Station (ft)
Calavera Creek Plan: Calavera Creek - Fully Encroached 4/6/2007
Flow: Calavera Creek 100-Year Flow FP&FW
RS = 750
Legend
WS Floodway
WS Floodplain
Ground
Legend
WS Floodway
WS Floodplain
Ground
200 300
48-
t-
46]
42-
40^
38-
36 -"—0
Station (ft)
Calavera Creek Plan: Calavera Creek - Fully Encroached 4/6/2007
Flow: Calavera Creek 100-Year Flow FP&FW
RS = 580
Legend
WS Floodway
Station (ft)
I j I I 1 I f I I i I I I i 1 I I I I I I I I 1 1 I J i i i i t 1 i
£
g
70
65
60
55
50
45
40-
65-
60 ]
55-
50 i-
45]
40-
35"
65-
60'
55J
50 i-
45;
Calavera Creek Plan: Calavera Creek - Fully Encroached 4/6/2007
Flow: Calavera Creek 100-Year Flow FP8.FW
RS = 1810
-.05-
100 200150
Station (ft)
Calavera Creek Plan: Calavera Creek - Fully Encroached 4/6/2007
Flow: Calavera Creek 100-Year Flow FP&FW
RS = 1470
< .05 x .05
200 300
Station (ft)
Calavera Creek Plan: Calavera Creek - Fully Encroached 4/6/2007
Flow: Calavera Creek 100-Year Flow FP&FW
RS = 1230
-.05-
Legend
WS Floodway
Legend
WS Floodway
WS Floodplain
Ineff
Sank Sta
Legend
WS Floodway
300
Station (ft)
11 li II II II II 1 i II II II I) li li li II it if II IJ
70
65
S 60sI
S 55
50
45
50
45
60-
58J
56 _:
52:uj
50:
48 :
46"
Ca\avera Creek Plan: Calavera Creek - Fully Encroached 4/6/2007
Flow: Calavera Creek 100-Year Flow FP&FW
RS = 2700
150 200
Station (ft)
Calavera Creek Plan: Calavera Creek - Fully Encroached 4/6/2007
Flow: Calavera Creek 100-Year Flow FP&FW
RS = 2420
100 200150
Station (ft)
Calavera Creek Plan: Calavera Creek - Fully Encroached 4/6/2007
Flow: Calavera Creek 100-Year Flow FP&FW
RS = 2100
x .05
Legend
WSFIoodway
Legend
WSFIoodway
Legend
WSFIoodway
Station (ft)
ii it 11 11 ii ii t i if 11 t i it 11 11 I § t i ti it it ii
55-
50
Calavera Creek Plan: Calavera Creek - Fully Encroached 4/6/2007
Flow: Calavera Creek 100-Year Flow FP&FW
RS = 3410
X .05 x .05 —
Calavera Creek Plan: Calavera Creek - Fully Encroached 4/6/2007
Flow: Calavera Creek 100-Year Flow FP&FW
RS = 3170
150 200
Station (ft)
Calavera Creek Plan: Calavera Creek - Fully Encroached 4/6/2007
Flow: Calavera Creek 100-Year Flow FPSFW
RS = 2980
>k .05
Legend
WSFIoodway
Legend
WS Floodway
Legend
WSFIoodway
45-0 150
Station (ft)
APPENDIX D
100-YEAR FLOW SPLIT HEC-RAS ANALYSES
AND PLANS
t I t l I i I 1 I i ft i I 1 I i I 1 I i 1 1 I i I i t i t
HEC-RAS Plan: 84" RCP River: 84 RCP Reach: 1 Profile: PF 2
Reach River Sta
1 0.1
1 .106666*
1 .113333*
1
1
1
1
1
1
1
.12*
.126666*
.133333*
.14*
.146666*
.153333*
.16*
1 .166666*
1 .173333*
1 .18*
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
.186666*
.193333*
.2
5
5.1
6
7
7.03225*
7.06451*
7.09677*
7.12903*
7.16129*
7.19354*
7.22580*
7.25806*
7.29032*
7.32258*
7.35483*
7.38709*
7.41935*
7.45161*
7.48387*
7.51612*
7.54838*
7.58064*
Profile Q
(
PF2 ;
PF2
PF2
PF2 '<
PF2
PF2
PF2
PF2
PF2
PF2 i
PF2
PF2
PF2 i
PF2
PF2 i
PF2
PF2
PF2
PF2
PF2 ;
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
Total Min Ch El
cfs) (ft)
473.00 55.14
473.00 ! 55.24
473.00 55.34
473.00 55.44
473.00 55.54
473.00 55.64
473.00: 55.74
473.00 55.84
473.00 55.93
473.00 56.03
473.00 56.13
473.00 56.23
473.00; 56.33
473.00 56.43
473.00 56.53
473.00; 56.63
473.00! 56.63
473.00 56.63
473.00 56.36
971.00 56.26
971.00: 56.42
971.00 56.58
971.00 56.73
971.00 56.89
971.00 57.05
971. 00 57.21
W.S. Elev
(ft)
61.23
61.36
61.47
61.57
61.67
61.78
61.88
61.98
62.09
62.20
62.30
62.40
62.50
62.61
62.71
62.81
63.86
61.15
60.40
60.62
60.80
60.97
61.14
61.32
61.50
61.68
971.00 57.37j 61.86
971. 00 57.52
971.00 57.68
971.00 57.84
971.00 58.00
971.00 58.16
971.00 58.31
971.00 58.47
971.00 58.63
971.00 58.79
971.00 58.95
971.00 59.11
62.03
62.21
62.40
62.59
62.77
62.95
63.14
63.33
63.53
63.72
63.93
Grit W.S.
(ft)
60.86
60.96
61.06
61.16
61.26
61.36
61.46
61.56
61.65
61.75
61.85
61.95
62.05
62.15
62.25
62.35
61.84
62.61
62.34
62.50
62.66
62.82
62.97
63.13
63.29
63.44
63.60
63.76
63.91
64.07
64.23
64.39
64.55
64.70
64.86
65.02
65.19
65.34
E.G. Elev
(ft)
64.03
64.14
64.24
64.35
64.45
64.55
64.65
64.75
64.85
64.95
65.05
65.15
65.25
65.35
65.45
65.55
65.65
66.39
66.96^
66.98
67.11
67.24
67.37
67.49
67.62
67.74
67.86
67.98
68.10
68.22
68.34
68.46
68.57
68.69
68.80
68.92
69.03
69.14
E.G. Slope Vel Chnl FIc
(ft/ft) (ft/s)
0.005165 13.44
0.005141 13.38
0.005137 13.38
0.005134 13.37
0.005131 13.37
0.005128 13.36
0.005125 13.35
0.005122 13.35
0.005105: 13.31
0.005102 13.31
0.005100i 13.31
0.005098 13.30
0.005097 13.30
0.005095 13.29
0.005093 13.29
0.005086 13.28
0.005974 10.73
0.010032 18.37
0.013692 20.56
0.012772 20.25
0.012640 20.17
0.0125041 20.09
0.012399 20.03
0.012254 19.94
0.012104 19.85
0.011948 19.76
0.011787! 19.66
0.011655 19.58
0.011485: 19.48
0.011309 19.37
0.011128 19.25
0.010942 19.13
0.010780 19.03
0.010585 18.90
0.010384 18.77
0.010180 18.63
0.009972 18.49
0.009710 18.31
iwArea Top Width Froude#Chl
sqft) («)
35.20 4.64 0.86
35.34 4.56 1.02
35.36 4.55 1.02
35.37 4.54 1.02
35.39 4.53 1.02
35.41 4.52 1.02
35.42 4.51 1.02
35.44 4.50! 1.02
35.53 4.45' 1.01
35.54 4.44 1.01
35.55 4.44! 1.01
35.56 4.43 1.01
35.57 4.42 1.01
35.58 4.42 1.01
35.59 4.41 1.01
35.62 4.40 1.01
44.10 0.70
25.74 11.00 1.52
23.00 11.00 1.80
47.96' 11.00i 1.71
48.14 11.00 1.70
48.33 11.00i 1.69
48.48 11.00 1.68
48.69 11.00 1.67
48.91 11.00 1.66
49.14 11.00 1.65
49.39! 11.00! 1.64
49.59 11.00 1.63
49.86! 11.00i 1.61
50.14! 11.00! 1.60.
50.44 11.00 1.58
50.75 11.00; 1.57
51.03 11.00 1.56
51.37 11.00 1.54
51.73 11.00 1.53
52.11 11.00 1.51
52.51 11.00 1.49
53.03 11.00 1.47
i i i i i i i i i i t i i § i i i i i i i i i i i i tit)
HEC-RAS Plan: 84" RCP River: 84 RCP Reach: 1 Profile: PF 2 (Continued)
Reach
1
1
1
1
1
1
1
1
1
River Sta
7.61290*
7.64516*
7.67741*
7.70967*
7.74193*
7.77419*
7.80645*
7.83871*
7.87096*
1 7.90322*
1
1
1
1
1
11
1
1
1
7.93548*
7.96774*
8
8.16666*
8.33333*
8.5*
8.66666*
8.83333*
9
Profile
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2 !
PF2
PF2 i
PF2
PF2
PF2
PF2
PF2
PF2
Q Total MinChEl W.S. Elev
(cfs) (ft) (ft)
971.00 59.26 64.12
971.001 59.42; 64.33
971.00 59.58! 64.56
971.00 59.74 64.79
971.00 59.90 65.02
971.00 60.05 65.26
971.00 60.21 65.52
971. 00 60.37 65.80
971. 00 i 60.53 66.12
971.00 60.69 66.48
971.00 60.84 67.08
971.00 61.00 66.77
971.00 61.16 67.39
891.00 61.30 68.57
891.00 61.44 68.62
891.00 61.58 68.66
891.00: 61.72 68.67
891.00: 61.86 68.61
891.00 62.00 68.54
Grit W.S.
(ft)
65.49
65.65
65.81
65.97
66.13
66.28
66.44
66.60
66.76
66.92
67.08
67.23
67.39
67.18
67.32
67.47
67.61
67.75
67.89
E.G. Etev
(ft)
69.25
69.34
69.44
69.54
69.63
69.72
69.81
69.90
69.99
70.09
70.19
70.40
70.51
70.65
70.70
70.74
70.78
70.85
70.92
E.G. Slope Vel Chnl Flow
(ft/ft) (ft/s) (s
0.009517: 18.18
0.009220 17.96
0.008892 17.72
0.008575 17.49
0.008238 17.23
0.007881 16.95
0.007483 16.62
0.007038 16.25
0.006521 15.79
0.005934: 15.24
0.004889: 14.16
0.006000 15.30
0.004891 14.16
0.004951 11.57
0.004951 11.57;
0.004951 11.57*
0.003105 11.66
0.003349: 12.00
0.003639! 12.39
/Area Top Width Froude#Chl
qft) (ft)
53.42 11.00: 1.45
54.05 11.00: 1.43
54.78: 11.00 1.40
55.53! 11.00, 1.37
56.36 11.00 1.34
57.29 11.00 1.31
58.41: 11.00 1.27
59.77I 11.00 1.23
61.50 11.00 1.18
63.73 11.00 1.12
68.59 11.00: 1.00
63.46 11.00: 1.12
68.57 11.00 1.00
77.00: 0.76
77.00 0.76
77.00: 0.77
76.42 11.00 0.78
74.22 11.00: 0.81
71.89 11.00: 0.85
ii II i j 11 it mi i i 11 11 ii ii ii if i i i i ii i i i i i
75
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
84 RCP 1
70
SCD
Legend
WS PF2
Ground
100 200 300 400
Main Channel Distance (ft)
500 600 700
I ] II I I II II 1 J II II f I II I 1 II II I I II II I I II II
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = .113333*
< .013 >
Legend
60
58
56
54-
34
Station (ft)
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = . 106666*
.013 ->
66 J
58
56
54
0 1 3 4
Station (ft)
Legend
®UJ
66
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 0.1
.013 >
Legend
60
58
56
54
3 4
Station (ft)
II li II II II 1 J I i I i I i I I I 1 I 1 I I I I I 1 I I I i I I I I
Calavera Creek
Flow:
66
Plan: 84" RCP - Divided Flow 4/6/2007
: 84" RCP - Divided Flow
RS = . 153333*
.013 >
Legend
~ 60
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = .146666*
.013 -— >
Legend66
60
58-
56
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = .14*
.013 —>
60
58-
56
Legend
54 -
01234567
Station (ft)
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = .133333*
< .013 >
Legend
58-
56
til
54 -
01234567
Station (ft)
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = .126666*
< .013 *
Legend
54 01
60
58
56
5£ui
2345
Station (ft)
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = .12*
< -—.013 ---------- ->
58
56-
Legend
54
234
Station (ft)
54
3 4
Station (ft)
54
01 34
Station (ft)
II II f 1 II II fc J I I 1 1 I II II I i I i i J
1HI
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = . 193333*
.013 ••-->
Legend
1234567
Station (ft)
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = .173333*
< .013 - >
Legend
®HI
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = .186666*
< .013 >
Legend
68
Station (ft)
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = . 166666*
.013 *
Legend
66 H
£HI
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = .18*
<- .013 >
Legend
WSPF2
Station (ft)
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = .16*
< — .013 —>
Legend68
66
2345
Station (ft)
liiitjiiiiiiiiitiititi
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 7.03225*
Legend
6 8 10 12
Station (ft)
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 5.1
< .015 >>
Legend
6 8 10 12
Station (ft)
.9
1v
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 7
.015 >
Legend70
24 6 8 10 12
Station (ft)
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
Legend
®HI
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 6
< .015 >
Legend
10 12
Station (ft)
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = .2
< .013 >
Legend
I 1 I j i i II II I i i
3HI
Calavera Creek Plan: 84" RCP- Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 7.22580*
< .015 >
Legend72
WSPF2
58
56
468
Station (ft)
10 12
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 7.12903*
.015 - - >
Legend
60
58
56
4 6 8 10 12
Station (ft)
1HI
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 7.19354*
< .015 >
Legend
10 12468
Station (ft)
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 7.09677*
Legend
10 12
®ui
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 7.16129*
* —.015 >
Legend
60
58
56* ' • - • -
0 2 4 6 8 10 12
Station (ft)
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 7.06451*
i< .015 --->
Legend
WSPF2
10 12
II ii ti it ii I i
.01S.ill
Calavera Creek
Flow:
Plan: 84" RCP - Divided Flow 4/6/2007
84" RCP - Divided Flow
RS = 7.41935*
.015
Legend
WSPF2
10 122466
Station (ft)
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 7.32258*
.015 »
72 Legend
WSPF2
56
0 2 468
Station (ft)
10 12
®LU
Calavera Creek Plan: 84" RCP - Divided Flow
Flow: 84" RCP - Divided Flow
RS = 7.38709*
* .015 •*
Legend
10 12
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 7.29032*
< .015 *
246
Station (ft)
10 12
e.
ca
Calavera Creek Plan: 84" RCP - Divided Flow
Flow: 84" RCP - Divided Flow
RS = 7.35483*
< ----------------------.015
72-
70
Legend
WSPF2
0 2 4 6 8 10 12
Station (ft)
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 7.25806*
<--- -- .015 >
72 Legend
56
0 246
Station (ft)
10 12
li il li t i II t, J li ti i ti li ii li IJ II ii fl i i
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 7.61290*
.015 -*
74
72-!
70-1 i
Legend
2 4 6 8 10 12
Station (ft)
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 7.51612*
< .015 ->i
Legend
468
Station (ft)
10 12
IUJ
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 7.58064*
< — .015 >
Legend
10 12
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 7.48387*
.015 - >
72 >Legend
10 12
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 7.54838*
< .015 »
74 Legend
WSPF2
Ground
•Bank Sta
10 124 6 6
Station (ft)
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 7.45161*
<- .015 ----
Station (ft)
Legend
10 12
I i i i I i I i l I fc I I i i I i I i i i I i t i
I111
Calavera Creek Plan: 84" RCP - Divided Row 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 7.80645*
— .015
Legend
0 2 4 6 8 10 12
Station (ft)
Calavera Creek Plan: 84" RCP - Divided Row 4/6/2007
Flow: 84" RCP - Divided Flow
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 7.77419*
< .015 *
Legend
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 7.67741*
< .015 ->
Legend
WSPF2
10 12
Calavera Creek Plan: 84" RCP - Divided Row 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 7.74193*
.015 >
Legend
58-
0 10 12246
Station (ft)
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 7.64516*
<- — .015 >
Legend
10 12
I i l I 11 11 II « I i i i I I I I II II II If 1 1 i i |
«UJ
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 8
< .015 --- >
Legend
0 2 4 6 8 10
Station (ft)
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
76
RS = 7.90322*
.015
Legend
10 12
sUJ
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 7.96774"
.015 -^
76
74-
Legend
24 6 8 10 12
Station (ft)
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
Legend
10 12
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 7.93548*
< .015— >
Legend76
0 12! 4 6 8 10
Station (ft)
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 7.83871*
< .015 >
Legend
10 12
II i i ii ii II ii ii i i II ii II II ii ii I I * i
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 9
.015- >!
76 Legend
WSPF2
2 4 6 8 10 12
Station (ft)
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 8.5*
< .015 >
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 8.83333*
< .015 >
%
Q]
Legend
WSPF2
.2m
2468
Station (ft)
10 12
Legend
10 12
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 8.33333*
•c—.015
Legend
60
0 2 468
Station (ft)
10 12
Im
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 8.66666*
015 *
76 Legend
60 < r
0 2 10 124 6
Station (ft)
Calavera Creek Plan: 84" RCP - Divided Flow 4/6/2007
Flow: 84" RCP - Divided Flow
RS = 8.16666*
< .015
Legend
11 ii ii ii i i li 11 if I i II 11 I i II ii i i I i 1 i I i 11
HEC-RAS Plan: Box Culvert River: Weir Wall Reach: Reach 1 Profile: PF 2
Reach
Reach 1
Reach 1
Reach 1
Reach 1
Reach 1
Reach 1
Reach 1
Reach 1
Reach 1
Reach 1
Reach 1
Reach 1
Reach 1
Reach 1
Reach 1
Reach 1
Reach 1
River Sta
1
2
3
3.99
4
4.04545*
4.09090*
4.13836*
4.18181*
4.22727*
4.27272*
4.31818*
4.36363*
4.40909* J
4.45454*
4.5*
4.54545*
Reach 1 4.59090*
Reach 1
Reach 1
Reach 1
Reach 1
Reach 1
Reach 1
Reach 1
Reach 1
Reach 1
Reach 1
Reach 1
Reach 1
Reach 1
Reach 1
Reach 1
Reach 1
Reach 1
Reach 1
Reach 1
Reach 1
4.63636*
4.68181*
4.72727*
4.77272*
4.81818*
4.86363*
4.90909*
4.95454*
5
5.5*
6
7
7.03225*
7.06451*
7.09677*
7.12903*
7.16129*
7.19354*
7.22580*
7.25806*
Profile C
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2
PF2 i
PF2
1 Total Min Ch El
(cfs) (ft)
498.00 52.10
498.00 52.20
498.00 52.20
498.00 52.40
498.00| 52.40
498.00 i 52.56
498.00 52.72
498.00 52.88
498.00 53.04
498.00; 53.20
498.00 53.36
498.00 53.52
498.00: 53.68
498.00 53.84
498.00 54.00
498.00 54.17
498.00 54.33
498.00 i 54.49
498.00 54.65
498.00 54.81
498.00 54.97
498.00 i 55.13
498.00 55.29
498.00 55.45
498.00 55.61
498.00 55.77
498.00 55.93
498.00 56.10
498.00 56.26
971.00 56.26
971.00 56.42
971.00 56.58
971.00 56.73
971.00 56.89
971.00 57.05
971.00 57.21
971.00 57.37
971.00 57.52
W.S. Elev
(ft)
58.00
58~00
57.97
54.79
54.79
54.94
55.09
55.24
55.39
55.54
55.69
55.84
55.98
56.13
56.27
56.43
56.57
56.71
56.84
56.98
57.11
57.25
57.38
57.51
57.63
57.76
62.87
62.58
63.20
64.30
64.36
64.42
61.14
61.32
61.50
61.68
61.86
62.03
CritW.S.
(ft)
53.98
54.40
56.38
56.39
56.55
56.71
56.87
57.03
57 /1 9
57.35
57.51
57.67
57.83
57.99
58.16
58.32
58.48
58.64
58.80
58.96
59.12
59.28
59.44
59.60
59.76
62.87
63.03
63.20
62.50
62.66
62.82
62.97
63.13
63.29
63.44
63.60
63.76
E.G. Elev
(ft)
58.10
58.10
58.11
60.35
60.35
60.54
60.74
60.94
61.14
61.35
61.56
61.77
61.99
62.21
62.44
62.66
62.92
63.18
63.45
63.74
64.03
64.35
64.68
65.03
65.40
65.77
66.34
66.56
66.67
66.77
66.83
66.88
67.37
67.49
67.62
67.74
67.86
67.98
E.G. Slope
(ft«)
0.000059
0.000103
0.000090
0.018432
0.018432
0.018645
0.018875
0.019124
0.019393
0.019682
0.019993
0.020327
0.020683
0.021063
0.021466
0.021825
0.022412
0.023061
0.023781
0.024581
0.025470
0.026462
0.027571
0.028818
0.030226
0.031658
0.005660
0.006762
0.005661
0.005880
0.005880
0.005880
0.012399
0.012254
0.012104
0.011948
0.011787
0.011655
Vel Chnl
(ft/s)
2.48
2.51
2.98
18.91
18.91
18.99
19.07
19.15
19.24
19.34
19.45
19.56
19.67
19.79
19.92
20.03
20.22
20.41
20.63
20.86
21.11
21.38
21.68
22.01
22.36
22.71
14.94
16.02
14.94
12.61
12.61
12.61
20.03
19.94
19.85
19.76
19.66
19.58
Flow Area Top W
(sqft) (ft)
200.57
198.05
dth Froude#Chl
34.00 0.18
68.99 0.22
167.26 163.30 0.22
26.33
26.33
26.23
26.12
26.00
25.88
25.75
25.61
25.47
25.32
25.16
25.00
24.86
24.63
24.40
24.14
23.88
23.59
23.29
22.97
22.63
22.27
21.92
33.33
31.09
33.33
77.00
77.00
77.00
48.48
48.69
48.91
49.14
49.39
49.59
11.00 2.15
11.00 2.15
11.00 2.17
11.00 2.18
11.00 2.20
11.00i 2.21
11.00: 2.23
11.00; 2.25
11.00 2.26
11.00 2.29
11.00 2.31
11.00. 2.33
11.00! 2.35
11.00 2.38
11.00 2.42
11.00: 2.45
11.00 2.49
11.00 2.54
11.00 2.59
11.001 2.64
11.00 2.70
11.00 2.77
11.00 2.84
11.00 1.00
11.00 1.11
11.00; 1.00
0.78
0.79
0.79
11.00 1.68
11.00 1.67
11.00 1.66
11.00 1.65
11.00 1.64
11.00 1.63
i j I] ii t J i i i i i i i i i i i i i i i i I i i i I i i i i i
HEC-RAS Plan: Box Culvert River: Weir Wall Reach: Reach 1 Profile: PF 2 (Continued)
Reach River Sta
Reach! j 7.29032*
Reach 1 7.32258*
Reach 1 7.35483*
Reach 1 7.38709*
Reach 1 7.41935*
Reach 1 7.45161*
Reach 1 7.48387*
Reach 1 7.51612*
Reach 1 7.54838*
Reach 1 7.58064*
Reach 1 7.61290*
Reach 1 7.64516*
Reach 1 7.67741*
Reach 1 7.70967*
Reach 1 7.74193*
Reach 1 7.77419*
Reach 1 7.80645*
Reach 1 7.83871*
Reach 1 7.87096*
Reach 1 7.90322*
Reach 1 7.93548*
Reach 1 7.96774*
Reach 1 8
Reach 1 8.16666*
Reach 1 8.33333* _,
Reach 1 8.5*
Reach 1 8.66666*
Reach 1 8.83333*
Reach 1 j 9
Profile Q Total MinChEl W.S. Elev (
(cfs) | (ft) (ft)
PF2 ; 971.00 57.68 62.21
PF2 | 971.00: 57.84 62.40
PF2 971.00: 58.00 62.59
PF2 i 971.00| 58.16 62.77
PF2 971.00 58.31 62.95
PF2 ; 971.00 58.47 63.14
PF2 971.00 58.63 63.33
PF2 971.00 58.79 63.53
PF2 i 971.00 58.95 63.72
PF2 971.00 59.11 63.93
PF2 971.00 59.26 64.12
PF2 971.00 59.42 64.33
PF2 971.00 59.58 64.56
PF2 971.00 59.74 64.79
PF2 i 971.00 59.90 65.02
PF2 ; 971.00 60.05 65.26
PF2 ; 971.00 60.21 65.52
PF2 ; 971. 00 60.37' 65.80
PF2 i 971.00! 60.53 66.12
PF2 j 971. 00 60.69 66.48
PF2 971.00 60.84 67.08
PF2 971.00 61.00 66.77
PF2 971.00 61.16 67.39
PF2 891.00; 61.30 68.57
PF2 I 891. 00 i 61.44 68.62
PF2 ! 891.00 61.58 68.66
PF2 891.00 61.72 68.67
PF2 891.00 61.86 68.61
PF2 891.00 62.00 68.54
;ritW.S. E.G. Elev E.G. Slope VelChnl
(ft) (ft) (ft/ft) (Ws)
63.91 68.10 0.011485! 19.48
64.07 68.22 0.011309 19.37
64.23; 68.34 0.011128 19.25
64.39 68.46 0.010942 19.13
64.55 i 68.57 0.010780 19.03
64.70 68.69 0.010585! 18.90
64.86 68.80 0.010384: 18.77
65.02 68.92 0.010180 i 18.63
65.19 69.03 i 0.009972 18.49
65.34 69.14: 0.009710 18.31
65.49 69.25 0.009517 18.18
65.65 69.34 0.009220 17.96
65.81 69.44! 0.008892 17.72
65.97 69.54 0.008575 17.49
66.13 69.63 0.008238 17.23
66.28 69.72 0.007881; 16.95
66.44 69.81 0.007483: 16.62
66.60 69.90 0.007038! 16.25
66.76 69.99 0.006521! 15.79
66.92 70.09 0.005934 15.24
67.08 70.19 0.004889! 14.16
67.23 70.40: 0.006000 15.30
67.39 70.51 0.004891 14.16
67.18 70.65 0.004951 11.57
67.32 70.70 0.004951: 11.57
67.47 70.74 0.004951 11.57
67.61 70.78 0.0031051 11.66
67.75 70.85 0.003349 12.00
67.89 70.92 0.003639 12.39
Flow Area Top Width j Froude#Chl
(sqft) (ft) |
49.86 11.00: 1.61
50.14 11.00 1.60
50.44 11.00 1.58
50.75 11.00 1.57
51.03! 11.00 1.56
51.37: 11.00 1.54
51.73 11.00; 1.53
52.11 11.00; 1.51
52.51 11.00; 1.49
53.03 11.00 1.47
53.42 11.00 1.45
54.05 11.00: 1.43
54.78 11.00 1.40
55.53: 11.00 1.37
56.36 11.00 1.34
57.29: 11.00 1.31
58.41 11.00 1.27
59.77; 11.00 1.23
61.50 11.00 1.18
63.73! 11.00 1.12
68.59 11.00 1.00
63.46 11.00; 1.12
68.57 11.00 1.00
77.00 0.76
77.00 0.76
77.00 0.77
76.42: 11.00 0.78
74.22 11.00 0.81
71.89 11.00 0.85
I I II II II 11 II II II II II II II II II II II II II II
I
5_a>
LU
75
70
65
Calavera Creek Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
Weir Wall Reach 1
100 200 300 400
Main Channel Distance (ft)
500 600
Legend
WS PF2
Ground
700
I i i i i i i i i l I I i I i I 1 i i i t I I I J I i i i t l I » i t
Calavera Creek Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 1
.015-
20 30
Station (ft)
.015-
Legend
WSPF2
Ground
•Bank Sta
I i I i i i f i i i f i f I I t i i i i i i i i I t 1 i i
Calavera Creek Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 4.09090'
Calavera Creek
8 102 4 6
Station (ft)
Calavera Creek Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 4
2 4 6 8 10
Station (ft)
Calavera Creek Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 3
80 100
Station (ft)
Legend
Legend
WSPF2
Legend
Plan: Box Culvert - Divided Flow
Flow: Box Culvert - Divided Flow
RS = 4.04545'
.015
4/6/2007
59
58
57-
56
55
54
53
52
8 10
Calavera Creek
6
Station (ft)
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 3.99
Calavera Creek
6
Station (ft)
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 2
Legend
WSPF2
Legend
II If if |l II 11 II II I ) I 1 II 11 II I I 1 1 11 f I I i I J
Calavera Creek Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS =4.36363'
.015-
Station (ft)
Calavera Creek Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS= 4.27272'
.015
8 10
Calavera Creek
6
Station (ft)
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 4.18181'
Legend
Legend
Legend
Calavera Creek Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 4.31818*
-.015-
£• 62-j
52 —0
Calavera Creek
Station (ft)
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 4.22727'
.015
Calavera Creek
Station (ft)
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 4.13636'
Station (ft)
Legend
Legend
Legend
I i I i I i I i I I • i I I I i i I I i i i I i I i I 1 I i I i I i i 1 I 1
Calavera Creek Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 4.63636*
Calavera Creek
-.015-
Calavera Creek
Station (ft)
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 4.54545*
Calavera Creek
6 8 10
Station (ft)
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 4.45454*
Legend
Legend
Legend
£
I
Plan: Box Culvert - Divided Flow
Flow: Box Culvert - Divided Flow
RS = 4.59090*
4/6/2007
-.015-
Calavera Creek
Station (ft)
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 4.5*
Calavera Creek
6 B 10
Station (ft)
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 4.40909*
52 0 6
Station (ft)
Legend
Legend
Legend
• I II II II II I I I 1 II II II II II II II II II I I i
Calavera Creek Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 4.90909*
.015
Calavera Creek
Station (It)
Calavera Creek Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS= 4.81818*
Station (ft)
Calavera Creek Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert * Divided Flow
RS = 4.72727*
-.015-
Legend
Legend
&
g
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 4.86363*
.015-
Statlon (ft)
Calavera Creek Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 4.77272*
Legend
Legend
WSPF2
Station (ft)
Calavera Creek Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert • Divided Flow
RS = 4.68181*
.015
Legend
WSPF2
Station (ft)
t i I J ft i titiliiitJIlififljifiili
s
I
54-0
Calavera Creek Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 7.03225"
Calavera Creek
8 10
Calavera Creek
6
Station (ft)
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 6
8 10
Calavera Creek
6
Station (ft)
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
.015
Legend
WSPF2
Legend
Legend
54-
0
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS=7
-.015-
8 10
Calavera Creek
Station (ft)
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = S.S'
.015
Calavera Creek
8 10
Station (ft)
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 4.95454-
Legend
Legend
Legend
WSPF2
Station (ft)Station (ft)
k J fc i iJiiliiiiititifitiliti
Calavera Creek Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 7.22580-
.015-
Calavera Creek
Legend
Calavera Creek
6 8 10
Station (ft)
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 7.16129-
.015 -
Legend
8 10
Calavera Creek
6
Station (ft)
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 7.09677-
Legend
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 7.19354*
.015-
8 10
Calavera Creek
6
Station (ft)
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 7,12903-
Station (ft)
Calavera Creek Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 7.06451-
Legend
WSPF2
Legend
Legend
WSPF2
Station (ft)
ii i i t i i j I i I i i i I i i i li I i ii ti ii
Calavera Creek Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 7.41935'
-.015
Calavera Creek Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 7.38709'
.015-
Station (ft)
Calavera Creek Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 7.35483*
Station (ft)
Calavera Creek Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 7.29032'
Legend
Legend
Station (ft)
Calavera Creek Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 7.32258'
Calavera Creek
Station (ft)
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 7.25806'
Station (ft)
Legend
WSPF2
II 11 I i I i iJ if li I I iJ fe J iiliiiiiiiiiit
Calavera Creek
eg
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 7.61290'
.015-
Calavera Creek
Calavera Creek
6 8 10
Station (ft)
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 7.54838'
Station (ft)
Calavera Creek Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 7.48387*
Legend
WSPF2
Legend
Legend
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS - 7.58064'
-.015-
Calavera Creek
Station (ft)
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 7.51612*
Legend
WSPF2
Legend
Calavera Creek
Station (ft)
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 7.45161*
Legend
WSPF2
Station (ft)
ii ii if li I i ti li li ll 1J t J i i i. i i
Calavera Creek Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 7.80645-
-.015
Calavera Creek Plan: Box Culvert - Divided Flow
Flow: Box Culvert - Divided Flow
RS = 7.77419*
.015
4/6/2007
Legend
WSPF2
Calavera Creek
6
Station (ft)
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 7.74193-
Legend
58-
0
Station (ft)
Plan: Box Culvert - Divided Flow 4/6/2007Calavera Creek
Flow: Box Culvert - Divided Flow
RS = 7.67741'
Legend
56-0 6
Station (ft)
4 6 8 10
Station (ft)
Calavera Creek Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 7.70967-
Calavera Creek
6 8 10
Station (ft)
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 7.64516*
Legend
i i ii ii ii ii ii i J ii ii ii if ii 11 ii 11
Calavera Creek Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 8
.015-
Calavera Creek
Calavera Creek
6 8 10
Station (ft)
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 7.93548'
.015
8 10
Calavera Creek
6
Station (ft)
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 7.87096'
Legend
WSPF2
Legend
WSPF2
Legend
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 7.96774*
.015-
Station (ft)
Calavera Creek Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 7.90322*
Calavera Creek
Station (ft)
Plan: Box Culvert - Divided Flow
Flow: Box Culvert - Divided Flow
RS = 7.83871'
.015
4/6/2007
Legend
Station (ft)Station (ft)
* i i I t I If II t i i i i i i i i • i
Calavera Creek
£
%
I
Plan: Box Culvert - Divided Flow
Flow: Box Culvert - Divided Flow
4/6/2007 Calavera Creek
Legend
8 10
Calavera Creek
6
Station (ft)
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 8.66666"
Legend
Calavera Creek
6 8
Station (ft)
Plan: Box Culvert - Divided Flow
Flow: Box Culvert - Divided Flow
RS = 8.33333'
4/6/2007
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 8.83333'
.015-
Legend
Calavera Creek
6 8 10
Station (ft)
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 8.5-
Legend
Calavera Creek
Station (ft)
Plan: Box Culvert - Divided Flow 4/6/2007
Flow: Box Culvert - Divided Flow
RS = 8.16666'
Station (ft)Station (ft)