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LETTER OF MAP REVISION
FOR
IDLE HOUR WASH

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Prepared for:

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Pima County Department of Transportation
& Flood Control District

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Prepared by:
SIMONS, LI & ASSOCIATES, INC.
P.O. Box 2712
Tucson, Arizona 85702

March 24, 1995

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Letter of Map Revision for Idle Hour Wash

TABLE OF CONTENTS
Page

I.

INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I

II.

METHODOLOGY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3

III.

RESULTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4

LIST OF FIGURES
FIGURE 1

LOCATION MAP . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2

FIGURE 2

LOMR FLOODPLAIN MAPS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5

FIGURE 3

1000-SCALE LOMR FLOODPLAIN MAP . . . . . . . . . . . . . . . . . . . . . . 9

LIST OF APPENDICES
APPENDIX A

HYDROLOGIC ANALYSIS (CDM, 1985)

APPENDIXB

PHOTOS

APPENDIXC

HYDRAULIC INPUT/OUTPUT DATA

APPENDIX D

LOMR SUBMITTAL

APPENDIX E

ADWR TECHNICAL DATA NOTEBOOK
(under separate cover)

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Page 1

Letter of Map Revision for Idle Hour Wash

I.

INTRODUCTION

Simons, Li & Associates, Inc. (SLA), under contract with the Pima County Department
of Transportation and Flood Control District (District), has performed a detailed hydraulic
analysis of Idle Hour Wash for the purpose of preparing a Letter of Map Revision (LOMR). The
project area includes: (1) the West Idle Hour Wash, from its confluence with the Santa Cruz River
to a point located approximately 22,810 feet upstream from the confluence; (2) the East Idle Hour
Wash, from its confluence with the West Idle Hour Wash to a point located approximately 3,580
feet upstream from the confluence; and (3) an unnamed tributary, from its confluence with West
Idle Hour Wash to a point located approximately 3060 feet upstream from the confluence (see
Figure 1).
The Idle Hour Wash watershed drains a portion of the eastern slopes of the Tucson
Mountains, receiving an average of approximately 12 inches of precipitation annually. The
watershed is comprisedmostly of rural/ranch land-uses, divided into parcels which are typically
three to ten acres in area. Lately, however, many lots have been subdivided, which will
ultimately result in a greater density of development. For the most part, The Idle Hour Wash
remains in its natural state, with the only man-made impacts being homes and associated structures
located within the overbank areas; as well as several paved and un-paved, at-grade road crossings.
The purpose for this LOMR is to provide more detailed flood data for this rapidly developing
area. This, in turn, will allow the District to better manage future development within the area.
The results from the hydraulic analysis were used to develop a revised 100-year floodplain
within the project area (see Figures 2A, 2B, 2C, and 20). Included with this report is the
documentation that will be used by the District to apply for a LOMR from the Federal Emergency
Management Agency [FEMA] (see Appendix D). To this end, the analysis and results presented
herein have been prepared to meet FEMA standards for a LOMR submittaL Also included with
this report is documentation that meets the Arizona Department of Water Resources standard form
for a Technical Data Notebook [TOM] (see Appendix E).

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34
PIMA COUNTY ARIZONA.
T13S, R12E

FIGURE 1: LOCATION MAP
IDLE HOUR WASH LOMR

Ill. Simons. Ll
Wat~t R~aourtO'S

& Associates. Inc.

6 Ch·ll Eni!.IOO'f'rln,(

Consultant~

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Letter of Map Revision for Idle Hour Wash

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Page 3

METHODOLOGY

The District provided SLA with detailed topographic and hydrologic data. The topography
was flown on November 7, 1994; and was provided at a scale of 1" =200', with two-foot contour
intervals. The mapping company was McLain-Harbers Co., Inc., of Tucson. The vertical datum
for this mapping is based on NAVD of 1988, and the horizontal datum is based on NAD of 1983.
The hydrologic data (i.e., peak discharges) were developed for the District by Camp, Dresser and
Mckee, Inc. (CDM), as part of the Tucson Mountain Basin Management Study [CDM, 1985] (see
Appendix A). The data were developed by CDM using the method prescribed in the "Hydrology
Manual For Engineering Design And Flood Plain Management Within Pima County, Arizona".
Flood elevations where determined using the Computer Model HEC-2, Water Surface
Profiles, Version 4.6.2, May 1991, developed by the U.S. Army Corps of Engineers Hydrologic
Engineering Center. Cross-sections were taken from the project topographic mapping, at intervals
ranging from 300 to 700 feet. Critical depth was assumed for the starting water-surface elevation
at the downstream end of the project. Starting water-surface elevations for tributaries to Idle Hour
Wash were assumed to equal the computed water-surface elevations on the main branch at their
confluences with the Idle Hour Wash. The Manning's roughness coefficient (n-value) was
estimated to be 0.050 for all channel and overbank areas for the entire reach included in all crosssections used in this study. This value was determined using aerial photographs, ground
photographs, and field investigations as a guide. Photos of typical channel reaches are included
in Appendix B.
An expansion coefficient of 0. 3 and a contraction coefficient of 0.1 were used uniformly
for the entire reach in this study. These are generally accepted for natural riverine environments
with small variations in cross-section geometry. Lateral expansions in the flow were limited to
4 to 1 (i.e., four feet linearly, in the downstream direction, to one foot laterally) in order to
accurately characterize effective flow areas. HEC-2 Input data are included in Appendix C.

The 100-year floodplain limits resulting from this hydraulic analysis were electronically
overlaid, via the use of AutoCad, with Pima County Assessor's maps provided by the Pima
County Engineering & Technical Services Department. A spreadsheet was compiled which
provides the tax ID number of all parcels and structures located in the existing FEMA Zone A,
as well as those parcels and structures located within the 100-year floodplain (Zone AE)
determined as part of this study. The electronic listing was then sent to the Engineering &
Technical Services Department, which in turn provided SLA with an electronic list of propertyowner names and mailing addresses. The list is being provided to the District under separate
cover from this documentation.

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Letter of Map Revision for Idle Hour Wash

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RESULTS

The resulting 100-year floodplain (FEMA Zone AE) for Idle Hour Wash is presented in
Figures 2A, 2B, 2C and 2D. Figure 3 shows the 100-year floodplain at 1 inch = 1000 feet scale.
Average velocities for those reaches of Idle Hour Wash included in this study vary from 4.3 to
10.6 feet per second, and channel slopes vary from 0.069 ft/ft, in the upstream reaches, to 0.007
ftlft, in the downstream reaches (see Appendix C). There are currently 138 parcels located in the
effective FEMA Zone A (100-year floodplain). Of this number, 54 of these parcels have
structures located in the effective floodplain (ZONE A). Based upon the results of this study,
there are 112 parcels located in the Zone AE (100-year floodplain). Of this number, 17 of these
parcels have structures which are located in the floodplain (LOMR Zone AE). As a result of this
study, eight parcels, including four structures, were added to the 100-year floodplain.
Along the West Idle Hour Wash, the flow is divided from cross-section 22 to 36 (a reach
length of approximately 5,600 feet) between two primary charmel sections or flow paths. The
flow distribution at cross-sections 37 and 38, located just upstream of the bifurcation, were used
to estimate the quantity of flow conveyed along each path. Based on the upstream distribution,
flow was split such that approximately 55% of the flow (1839 cfs) was modeled down the right
charmel (i.e., the reach lying between cross-sections 22 and 36), and approximately 45% of the
flow (1505 cfs) was modeled down the left channel (i.e., the reach lying between cross-sections
22 and 136). The split-flow option was not used in this case, since the split is not a result of a
side-weir, but rather, it is the result of flow being diverted around both sides of an elevated land
mass in a more or less gradual manner.
True split-flow situations, where flow exits the channel and overbank areas via a side-weir,
occur at five locations along the West Idle Hour Wash: between cross-sections 27 and 29; between
cross-sections 31 and 33; between cross-sections 50 and 52; between cross-sections 52 and 54;
and between cross-sections 129 and 132. The side-weir discharge was determined for each of
these locations using the split-flow option of HEC-2. Flow exiting the main channel at these
locations varied from 3% to 13% of the main-channel flow. These losses where found to have
a negligible effect on the computed water-surface elevations. For this reason, the split-flow option
was ultimately not included in the final HEC-2 model.

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Page4

fll. Simons. Li & Associates. Inc.
Wal<•r kr~nuro·o·~ t'< C11ol ~: .. l!uwo·rolll! Co>ll~uiiMI!~

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LETTER OF MAP REVISION FOR
IDLE HOUR WASH

APPENDIX A
HYDROLOGIC ANALYSIS (CDM, 1985)

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PIMA COUNTY PUBLIC WORKS
DEPARTMENT OF TRANSPORTATION AND FLOOD CONTROL DISTRICT
201 NORTH STONE AVENUE, THIRD FLOOR
TUCSON. ARIZONA 85701-1207
OCRECTOR

November 8, 1994

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Rob Shand, P.E.
Simons, Li and Associates, Inc.
P.O. Box 2712
Tucson, Az 85702-2712

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Re:

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(602) 740-6410
FAX(602) 620-1933

ANTONIO (TONY) C. PAEZ

Hydrology for the Idle Hour Wash LOMR Submittal

Dear Mr. Shand:
The enclosed information from the Tucson Mountain Basin Study will be utilized for
the hydrologic component of the Idle Hour Wash LOMR submittal. The reaches are
defined within the drainage area exhibit (also enclosed) and have the following 100year flow values:
Reach

Flow Value

Santa Cruz confluence to J21
J21 to J20
J20 to 8b upper watershed
J20 to Sa upper watershed
J21 to J19

7674.6
3959.1
1113.2
3344.2
4119.2

cfs
cfs
cfs
cfs
cfs

The existing information contained in the above referenced study is acceptable for
mapping purposes.
Sincerely,

~(,~
Chief Hydrologist

CC:

B.J. Voelkel

RETURN TO PLl\NNTNC
lJJVlSlON

LJB I V\I~ Y

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P.C.D.O.T.
HYDROLOGIC COMPUTATIONS
ACCORDING TO THE
HYDROLOGY MANUAL FOR
ENGINEERING DESIGN
AND
FLOOD PLAIN MANAGEMENT
WITHIN PIMA COUNTY, ARIZONA
SEPTEMBER, 1979

by

CAMP DRESSER & McKEE, INC.
120 W. BROADWAY, SUITE 190
TUCSON, ARIZONA 857~11
( 6!!12)

792-3573

PROJECT No.
PROJECT NAME :TUCSON MOUNTAIN BASIN STUDY
LOCATION
:TUCSON AZ

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DATE OF RUN :7/17/85
USER COMMENT :EXISTING RUNOFF-BASIN 8 & 8A

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DESIGNER :w. BOWERS

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CDM

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DRAINAGE AREA DESIGNATION :8Aabc
********************************************************************+·~*~·~~

CONCENTRATION POINT
WATERSHED AREA =

:J19

SM

2.7

LENGTH OF WATER COURSE
LENGTH TO CENTER OF GRAVITY
LENGTH INCREMENT
4~10!21. 0!il ft.

18500.00 ft.
9250.00 ft.

=

=

ELEVATION INCREMENT
341il. lil~l
1 ii!iil • Iii~~
l!illil . QIQI
liiiQi. !iiQi
1211!. 0121

2000 ~ !ZH21 ft ..
28!!1121 .. f!H2J ft ..
391ZJ0 .. i!H!I ft ..
580!ZI. frl!!l f t .

MEAN SLOPE-

.0328

WATERSHED TYPES

ft.
f t.
f t.
ft.
ft.

ft./ft.

BASIN FACTOR

I. TOTAL AF:EA

==========================================================
UNDEVELOPED t10UNTAINS
UNDEVELOPED VALLEY
DEVELOPED VALLEY <lR

.. 050
.. 12135
• 1!134

WEIGHTED BASIN FACTOR =

• 12139

31 I.
41 I.
28 I.

CORRECTED RAINFALL DEPTHS:
STORM = 1. 74
6 hr-. RAINFALL
.<. yr-.
RAINFALL
yr-.
24 hr-.
.<.
STORM = 2 .. lt!l
1
{!11!1
6 hr-. RAINFALL
yr-. STORM = 4. '!jQI
llilQi yr. STORM = 5 .. !!14
24 hr-. RAINFALL
~

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==========================================================
RETURN PERIOD

1 hr

2

2.89

2.60
2.30

3.27
2 .. 93
2 .. 59

1.98
1. 73
1. 35

2.21
1.93
1. 48

hr-

3 hr

6 hr

24hr

~

4. !il0

3.15
2.78

3.57

5. t!l4
4.48

3.14
2.66
2.30
1. 74

3.30
2 .. 83
2 .. 10

==========================================================
co..,
100

50
25
10

_,

e

2

YEAR
YEAR
YEAR
YEAR
YEAR
YEAR

•..) .. ..J.L..

2.37

2 .. 05
1 .. 57

3 .. 92

SOIL GROUP PERCENTAGES:
4~1i:

B

f!l'l..

c

GROUND COVER TYPES

COVER DENSITY

I.

TOTAL AREA

=====~===========================~========================

DESEF:T BF:USH
BRUSH

~10UNTAIN

4121 :.:
41!i 'l..

7!21 I.
3!!~

~.~

IMPERVIOUS COVER <EXISTING! =
CDM

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I N{;GE liRE A

: i3f::.ab c

********************************************************~·************~*~~~

CONCENTRATION POINT :J19
COVEF:/SOIL CODE*

CURVE #

ADJ. CURVE

#

RF: RATIO

==========================================================
D4!<!B
D4121D
M412iB
rl4i!ID
IMPERVIOUS

81
89

83.33
89.99
69.99
87.6m
99. i!IQI

'~
b.J

<EX I STING)

86
99

7~

.. ..j ,_J

. 54
- 12

.47
.94

====================================================================

*

First letter is the ground cover. The number is the cover density.
Last letter is the soil group.

RUNOFF TO F:AINFALL F:ATIOS BY SOIL GROUP
B
.28
c
. 0121
D
IMP

. 94

WEIGHTED RUNOFF TO RAINFALL RATIO FOR PERVIOUS AREAS = .42
RUNOFF SUPF'L Y RATE FOR ENTIRE WATERSHED
= • 44
Tlt1E OF CONCENTRATION

=
=

VALUE OF ITC
FINAL I USED

=
=

RUNOFF SUPPLY RATE @ ITC

=

1.27 hours
76 .. 30 minutes

57.18 minutes

2.06
0.90

PEAK DISCHARGE:

**********************************************************
.9 * 2.7 = 1560 cfs (Q 10)
**********************************************************

645.33 *

COM

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: 8Aabc
*****************************************************************~-**~*+~-~

CONCENTRATION POINT :J19
COVER/SOIL CODE•
D4!2!B
D4ti1D
M4!ZIB
t'14i!ID
I MF'EF:V I OUS

CUF:'..IE #

{\DJ. CUR'..IE #

81
89
<EXISTING>

Ql6

.54

91.89
73.78
89.78

.29

86~

65

86
99

RR RATIO

99.

.71

·=
·"'-'

.96

~~i(!l

============================================;========================
* First letter is the ground cover. The number is the cover density.
Last letter is the soil group.

RUNOFF TO F:AINFALL RATIOS BY SOIL GF:OUF·
B
.47

c

. ~~0

D

.69

IMP

.96

WEIGHTED RUNOFF TO RAINFALL RATIO FOR PERVIOUS AREAS = • 6121
RUNOFF SUPPLY RATE FOR ENTIRE WATERSHED
= .61
TIME OF CONCENTRATION

=
=

1. 11 hours
66.76 minutes

VALUE OF ITC
FINAL I USED

=
=

38.84 minutes
3.87

RUNOFF SUPPLY RATE @ ITC

=

2.35

PEAK DISCHARGE:

**********************************************************
645.33

*

2.35

*

2.7

=

4102.5 cfs

(Q

100 l

**********************************************************

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DHA I NAGE p,f':EA DES I GNAT I 01~ : 8fO,d
*******************************************~**************~-***************

CONCENTRATION POINT
WATERSHED AREA =

:J19

288

AC

LENGTH OF WATER COURSE
LENGTH TO CENTEH OF GRAVITY
LENGTH INCREMENT
2800. flfl ft.

=

921!H~I .. I!H!I ft ..
46!21!!1. tZJQl ft.

=

ELEVATION INCREMENT
241!1. 01!1 ft.

641!1fl. l!ll!l f t .

MEAN SLOPE =

120.1211!1 ft ..

ft./ft.

.0267

WATERSHED TYPES

BASIN FACTOR

I.

TOTAL

ARE<~

==========================================================
UNDEVELOPED MOUNTAINS
UNDEVELOPED VALLEY
DEVELOPED VALLEY <lR

WEIGHTED BASIN FACTOR

.. iZJ5!21
.035

11 I.
.,
65 '·

.,
24 ,.

• 1!134

=

.036

CORRECTED RAINFALL DEPTHS:
6 hr. RAINFALL
2 yr. STORM = 1. 74
24 hr. RAINFALL
2 yr. STORM = 2. 11!1
6 hr. RAINFALL
101~ yr.
STORM = 4.00
10!!l yr. STORM = 5. (!14
24 hr. HAINFALL

==========================================================
RETURN PERIOD

1 hr

2 hr

3 hr

6 hr

24hr

==========================================================
U!i!21 YEAR
50 YEAR

25
10
5
2

3.27
2 .. 93
2.59
2 .. 21
1.93
1.48

2.89
2.60
2 .. 30
1.98
1 .. 73
1. 35

YEAR
YEAR
YEAR
YEAR

~

C"'"'J

...) .. .J..:-

3. 15
2.78
2.37
2.05
1. 57

4. 01~
3.57
3.14
2.66
2 .. 30
1. 74

5 .. 04
4.48
3 .. 92
3. 3!!1
2 .. 83
2. 10

SOIL GROUP PERCENTAGES:
10fl/. B

vJt.

c

GROUND COVER TYPES

01. D

COVER DENSITY

I. TOTAL AREA

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IMPERVIOUS COVER <EXISTING)

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DESERT BRUSH
t10UNTA IN BRUSH

40 I.
41!1 i:

=

9!!1 'l..
1 QJ i:

1 I.

C:DM

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rcJF:;:t-1

***************************************************•**********~*··~~¥*~**~~

CONCENTRATION POINT :J19
COVER/SOIL CODE•

CURVE #

CUF:'.JE #

P,DJ.

RF: F:ATIO

====================================~=========~=========~==

D4!21B
MLWIB
I t1F'EF:V I OUS

81

83.33

- .....:•J

99

69.99
99 ~ !!H9

1"
. 94

.=
b..!

<EXISTING)

~=

.

~

====================================================================

*

Fir-st letter is the ground cover.

The number is the cover density.

Last letter is the soil group.

RUNOFF TO RAINFALL RATIOS BY SOIL GROUP

.. ._:,._:,

B

c

.. QiQl

D

.. i!h!l

IMP

.94

l~EIGHTED RUNOFF TO RAINFALL RATIO FOR PERVIOUS AREAS = . 33
RUNOFF SUPPLY RATE FOR ENTIRE WATERSHED
= • 33

TIME OF CONCENTRATION

=
=

f!l. 93 hours
55.98 minutes

VALUE OF ITC
FINAL I USED

=
=

37.68 minutes
2.69

RUNOFF SUPPLY RATE @ lTC =
PEAK DISCHARGE:

**********************************************************
1. eiC!IB

* .9

*

288

=

261. 1 cfs

(Q

HI ) ,

**********************************************************

CDM

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CONCENTRATION POINT :J19
COVER/SOIL CODE*

CURVE #

ADJ. CURVE

#

RR F:ATIO

====;=====~===============================================

D40B
M40B

IMPERVIOUS (EXISTING)

*

81

86. ;!!6

65

73.78
99. !!Iii!

99

Fir-st letter is the ground cover.
l_ast letter is the soil group.

.54
.29

.96

The number is the cover density.

RUNOFF TO RAINFALL RATIOS BY SOIL GROUP
B

~,,

• .J..::..

c

.. Q~!!l

D

• !21 i2f

IMP

. 96

WEIGHTED RUNOFF TO RAINFALL RATIO FOR PERVIOUS AREAS
RUNOFF SUPPLY RATE FOR ENTIRE WATERSHED
TIME OF CONCENTRATION

=
=

78 hours
46.81 minutes

VALUE OF ITC
FINAL I USED

=
=

24 .. 2(!J minutes

RUNOFF SUPPLY RATE

@

ITC

=

=

.52

= .52

Q!.

5.20

2.72

PEAK DISCHARGE:
~*********************************************************
2.72
288 = 790.2 cfs IQ 100 )

1.008 •

*

**********************************************************

CDM

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DRAINAGE AREA DESIGNAl-ION :BA
*****************************************~-*~*******************~*~-~~-**~**~

CONCENTRATION POINT
WATERSHED AREA =

:J21

3.38

LENGTH OF l•JA TEF: COURSE
LENGTH TO CENTER OF GRAVITY
LENGTH

4QJ0~!1. QJ@

2 0 ~fi!J .. f!H!I
2801!1 .. i2l0
391!11!1. I!H!J
980Qi .. i!li~

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- 225121!11. !Zli!l f t .
= 12600.00 f t .

ELEVATION INCRHlENT

INCRE~lENT

ft.
ft.
ft.
ft.
ft.

MEAN SLOPE=

3 4 '!I .. I!H!i ft.
UZH!i .. 1!1!!1 ft.

10QI. !!10 ft.
l!Zl 1!1 • 1!1 (!I ft.
1 71!1 .. 1!l!!i ft.
.0273

ft./ft.

WATERSHED TYPES
BASIN FACTOR
I. TOTAL AREA
==========================================================
• 1!15(!1
UNDEVELOPED MOUNTAINS
26 I.
.. )!1·35
UNDEVELOPED VALLEY
49 I.
DEVELOPED VALLEY <1R
.034
I.
.-,~

~J

=

WEIGHTED BASIN FACTOR

r

SM

.. 1!139

CORRECTED RAINFALL DEPTHS:
.., yr. STORt1 = 1. 74
6 hr. RAINFALL ..,
24 hr. RAINFALL L
yr. STORM = 2. 1!!1
6 hr. RAINFALL - 1QH21 yr. STORM = 4. !110
24 hr. F:AINFALL - 10!!1 yr. STORM = 5 .. !!i4
~

==========================================================
RETURN PERIOD

1 hr

2 hr

3 hr

6 hr

24hr

==========================================================
100 YEAR
50 YEAR
25 YEAR
10 YEAR
5 YEAR
2 YEAR

2.89
2.6QI
2.30

1.98
1. 73
1. 35

3 .. 27
2 .. 93
2.59

2.21
1.93
1. 48

3 .. 52
3 .. 15

4. !110
3.57

4.48

2.78
2.37

3.14
2.66

3.92

2.05

2 .. 30

1. 57

1. 74

5.04

3 .. 31!1

2 .. 83
2. 10

SOIL GROUP PERCENTAGES:
5111/. D
GROUND COVER TYPES

COVER DENSITY

i; TOTAL AREA

===================~======================================

r

DESERT BRUSH
MOUNTAIN BRUSH

r
r

IMPERVIOUS COVER !EXISTING)

41!1 I.
4QI i:

75 'l..
25 'l..

'2 I.

CDM

r
r
r
r
r
r
r
r'

r
r
r
r
r
r
r
r
r

r
r

:SA

DF:AINAGE AREA

***********************************~**********************************~~·~·:'

CONCENTRATION POINT :J21
COVER/SOIL CODE*

i"1DJ. CURVE #

CURVE #

F:F: F:ATIO

======~====================~====~:=========================

0412!8
D4i!!D

81
89

t-1408

'~
bJ

~141!!0

86
99

IMPERVIOUS <EXISTING)

83.33
89.99
69.99
87. 61!!
99. €!~!

-~

.. ...:: ... J

54
.. 12
M

.47
.94

====================================================================

*

First letter is the ground cover.

The number is the cover density ..

Last letter is the soil group.

F:UNOFF TO RAINFALL RATIOS BY SOIL GROUP
B
• 29
I

c
D

HlP

• 94

WEIGHTED RUNOFF TO RAINFALL RATIO FOR PERVIOUS AREAS= .41
RUNOFF SUPPLY RATE FOR ENTIRE WATERSHED
= .42
TIME OF CONCENTRATION

VALUE OF ITC
FINAL I USED

=

1.59 hours

=

95 .. 23 minutes

=
=

1 .. 32 hours
1 .. 59

RUNOFF SUPPLY RATE @ ITC =

i!l. 67

PEAK DISCHARGE:

**********************************************************

645.33 *

.67

*

3.38

=

1455.9 cfs CQ 10 )

·~**************************************'*•******************

CDM

r
r

r
r
~
I

DRAINAGE AREA

:8A

10~~

YEAR STORM

***************************~******~·**************************************'~

CONCENTRATION POINT :J21
COVER/SOIL CODE*

CURVE #

ADJ. CURVE #

F:F: F:ATIO

=======~==================================================

81
89

86 ~ !216

D40D
~14~1B

b..J

~

73.78

86
99

89.78
99.00

D4!~B

.

M4!21D
It1PERV I OUS <EXISTING>

91.89

.54
.71
.29
.65

.96

====================================================================
* First letter is the ground cover. The number is the cover density.
Last letter is the soil group.

r
'

,..
'

r
1

r
r
r
r

RUNOFF TO RAINFALL RATIOS BY SOIL GROUP
B
.48
c
. 0!21
D
.69
IMP

.96

WEIGHTED RUNOFF TO RAINFALL RATIO FOR PERVIOUS AREAS
RUNOFF SUPPLY RATE FOR ENTIRE WATERSHED
TIME OF CONCENTRATION

=
=

1. 38 hours
82.86 minutes

VALUE OF ITC
FINAL I USED

=
=

52.16 minutes

RUNOFF SUPPLY RATE @ ITC

=

=

=

.59
.59

3. 18
1.89

PEAK DISCHARGE:

********"*"*************************************************
1.89 * 3.38 = 4119.2 cfs (Q 100 )
*•*********************************************************

645.33 •

r
<

r

r
r'

r

COM

r

r

r
r
r

r

r
r

r
r
,..
!

r
r

r
r

r

DRAINAGE AREA

DESIGI~ATION

:8a

*****************************************~*******************~****~~.~~~~~~

CONCENTRATION POINT
WATERSHED AREA =

2.05

:J20
SM

LENGTH OF WATER COURSE
LENGTH TO CENTER OF GRAVITY
LENGTH INCRENENT
34t~0

ELEVATION INCREMENT
1187- 12i0 ft50Y.I. 0Y.I ft.

.. f!lt!l ft ..

57 !21111.

111~1

- 24100.00 ft.
- 12050.00 ft.

f t -

5!!H210. 0Qi ft ..
5 4QJQj .. !21!21 f t ..

46!!!!11.

~10

f

MEAN SLOPE=

3!211!1. !21(21 ft.
2i21i!l. I,Y.I ft.
16i21. Y.li, ft.

t .0603

ft./ft.

WATERSHED TYPES
BASIN FACTOR
/. TOTAL AREA
==========================================================
UNDEVELOPED MOUNTAINS
.. 050
66 %
.. 12135
31 %
UNDEVELOPED VALLEY
DEVELOPED VALLEY <1R
.034
~' %
~

WEIGHTED BASIN FACTOR =
CORRECTED RAINFALL DEPTHS:
6 hr. RAINFALL
2 yr. STORM = L 74
2 yr. STORM = 2.10
24 hr. RAINFALL 6 hr. RAINFALL - 100 yr. STORM = 4.00
24 hr. RAINFALL - 100 yr. STORM = 5.04

==========================================================
hr

RETURN PERIOD

1 hr

2

11210 YEi'iR
50 YEAR
25 YEAR
li!l YEAR
5 YEAR
2 YEAR

2.89
2.60

3.27
2.93
2.59

3 hr-

6 hr

24hr

==========================================================
2.30

1.98
1. 73
1. 35

2.21
1.93
1.48

"":!" 1::"..,
._•• ..J...C:..

4- Ql0

5 .. 1214

3. 15
2.78
2.37

3 .. 57

4.48

3. 14
2.66

2. Q15

2.30

1. 57

1.74

3 .. 92
3 .. 30
2.83
2 .. l~!l

SOIL GROUP PERCENTAGES:
0% B
0% C 100% D
GROUND CO\IER TYPES

COVER DENSITY

% TOTAL AF:EA

==========================================================

r

DESERT BRUSH
MOUNTAIN BRUSH

r

IMPERVIOUS COVER CEXISTINGI =

35 %
65 /.

!

r

C:DM

r

1 !~I YEAF: STOF:r·1

: 8.0:-t

r
r
r*

******************************************~**************************·~~·*·~~

CONCENTRATION POINT :J20
CO'JER/SOIL CODE*

CUFNE #

ADJ. CUF:VE #

RF: RATIO

==========================================================
D4GD

89
86

t1411lD

89.99

.54
.47

87. Ml

========~===========================================================

First letter is the ground cover.

The number is the cover density.

Last letter is the soil group.

r
r

RUNOFF TO RAINFALL RATIOS BY SOIL. GROUP

r
r

WEIGHTED RUNOFF TO RAINFALL RATIO FOR PERVIOUS AREAS = .49
= .49
RUNOFF SUPPLY RATE FOR ENTIRE WATERSHED

r

r
r
r
r
r
r
r

r
r
r

B

• 121121

c

. f!)f!l

D

.49

TIME OF CONCENTRATION

=

1.27 hours
75.94 mi nL1tes

=
=
=

56.91 minutes

=

VALUE OF ITC
FINAL I USED
RUNOFF SUPPLY RATE

1:;J

ITC

2.06

PEAK DISCHARGE:

**********************************************************
645.33

*

1.02

*

2.05

=

1343.9 cfs

(Q

10 )

**********************************************************

CDt-'1

r
r
r
r*
r

DEA INP,GE

t~f\EA

***********************************¥********************************~*~-***

CONCENTRATION POINT :J20
CO'JER/SOIL CODE*

CURVE #

ADJ.

CURVE #

F:R F:ATIO

=~===================================~====================

D41<1D

91.89
89.78

89
86

t14~1D

. 71
.65

====================================================================

r
r
r
r

First letter 1s the ground cover. The number is the cover density.
Last lette~ is the soil g~oup.

RUNOFF TO RAINFALL RATIOS BY SOIL GROUP

c

.. QHZl
• !ZH!I

D

.67

8

WEIGHTED RUNOFF TO RAINFALL RATIO FOR PERVIOUS AREAS = .67
RUNOFF SUPPLY RATE FOR ENTIRE ~JATERSHED
= • 67
TIME OF CONCENTRATION

=

1. 12 hou~s
67.31 minutes

=
=
=

39.52 minutes

=

t

r

VALUE OF ITC
FINAL I USED

r
r
r
r
r

RUNOFF SUPPLY RATE @ ITC

r
r
r
r

3.79
2 .. 53

PEAK DISCHARGE:
*******************~·**************************************
3344.2 cfs (Q 100 I
2 .. l!f5
=

645.33

*

**********************************************************

CDM

r

DRAINAGE AREA DESIGNATION :8b

r

CONCENTRATION POINT

r

WATERSHED AREA

r

LENGTH OF WATER COURSE
LENGTH TO CENTER OF GRAVITY

r
r
r

r
r

r
r

r
r
r
r
r
r

r
r

****************************************~"*****************************~*+*

=

394

:J2G

AC

LENGTH INCREMENT

ELEVATION INCREMENT
276.00 ft.
16(!!. 0(!! ft.

25t!le!l. t?l0 ft ..
641210. 1111o f t .

MEAN SLOPE =

8900.00 ft.
4450.00 ft.

=
=

.0344

ft./ft.

vJATERSHED TYPES

BASIN FACTOR

'l. TOTAL AREt;

==========================================================
UNDEVELOPED MOUNTAINS
UNDEVELOPED VALLEY
DEVELOPED VALLEY <1R
WEIGHTED BASIN FACTOR

27 'l.
63 'l.
Hl 'l.

.. (!15!!1
.i2135

. J1J34

=

. 039

CORF:ECTED RAINFALL DEPTHS:
2 yr. STORM
6 hr. RAINFALL
24 hr. RAINFALL
2 yr. STORM
6 hr. RAINFALL - H!0 yr. STORM
24 hr. RAINFALL - 1012! yr. STORM

-

=
=
=
=

1. 74
2. lfO

4. 0,!1
5. Ql4

==========================================================
F:ETURN PERIOD

1 hr

2 hr

3 hr

6 hr

24hr

==========================================================
1:::'.,
Hl0 YEAR
50 YEAR
25 YEAR
10 YEAR
5 YEAR
2 YEAR

3 .. 27
2.93

7

~-..J..:....

4 .. !!lf!l

5 .. 04

3 .. 15

3.57

4.48

2 .. 30

2 .. 59

2 .. 78

3.14

1. 98
1. 73

2.21
1.93
1.48

2.37

2.66

3.92
3.30

2.05

2.30
1. 74

2. 10

2.89
2. 61!1

1. 35

1 .. 57

2.83

SOIL GROUP PERCENTAGES:
80'l. B
0'l. C
20'l. D
GROUND COVER TYPES

COVER DENSITY

'l. TOTAL AREA

==========================================================
DESERT BRUSH
MOUNTAIN BRUSH

IMPERVIOUS COVER !EXISTING)

40 /.
412! 'l.

=

75 'l.
25 'l.

1 "/.

CDt-'1

r
r
r
r ====================================================================
r
r
r
r
r
r
r
r
ORA I NI';GE AREA

: Sb

*************************************************4·*****************~~**~~~

CONCENTRATION POINT :J20
COVEF:/SOIL CODE*

CURVE #

ADJ. CURVE #

81
89

83.33
89.99
69.99
87. 6121

041!18

D4C6D

M413B
t14121D
I t1PERV I OUS <EXISTING)

*

'~
D..>

86
99

99. l!l,!f

RF: RATIO
~35

.54

.. 12

.47
.94

First letter is the ground cover. The number is the cover density.
Last letter is the soil group.

RUNOFF TO RAINFALL RATIOS BY SOIL GROUP
B

.. 29

c

. QJ0

D

.52

It1P

. 94

WEIGHTED RUNOFF TO RAINFALL RATIO FOR PERVIOUS AREAS
RUNOFF SUPPLY RATE FOR ENTIRE WATERSHED

=
=

52.38 minutes

VALUE OF ITC
FINAL I USED

=
=

34.56 minutes
2.83

RUNOFF SUPPLY RATE @ ITC

=

TIME OF CONCENTRATION

r

r
r

r
r
r

,.
i

=

.34

= . 35

i!l. 87 hours

i!l. 98

PEAK DISCHARGE:

**********************************************************

= 388 cfs (Q 10 l
****'*"********************************************'*"********
1.008 *

.98

*

394

CDM

r
r
r
r
r
r
r

r
r
r
r
r

r
r

: 8b
************************************'~*~·***************************~·******~

CONCENTRATION POINT :J20
CURVE #

COVER/SOIL CODE•
D4!!l8
D4!!1D
1'1408
~14!!JD

I t1F'ERV I OUS <EXISTING>

ADJ. CUF:<JE #

81
89
65
86
99

RR RATIO

!~16

.54

91.89

.71
.29
.65
.96

86.

73.78

89.78
99. !210

====================================================================
* First letter is the ground cover. The number is the cover density.
Last letter is the soil group.

RUNOFF TO RAINFALL RATIOS BY SOIL GROUP
B
.48

c

. t!lt!i

D

.69

IMP

• 96

WEIGHTED RUNOFF TO RAINFALL RATIO FOR PERVIOUS AREAS
RUNOFF SUPPLY RATE FOR ENTIRE WATERSHED
TIME OF CONCENTRATION

=
=

0.74 hours
44.24 minutes

VALUE OF ITC
FINAL I USED

=
=

22 .. 67 minutes

RUNOFF SUPPLY RATE @ ITC

=

c::'

=

=

.52
.53

~...,

....J .. ...:·""-

2.80

PEAK DISCHARGE:

**********************************************************
1.008

*

2.8

*

394

=

1113.2 cfs (Q 100 )

**********************************************************

r
r
r

r
r)

CDM

r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r
r

r

r

DRAINAGE AREA DESIGNATION :8
************************~********************************************~***~
:.121

CONCENTRATION POINT
WATERSHED AREA-

3.1

SM

LENGTH OF vJATER COURSE
LENGTH TO CENTER OF GF:AV ITY
LENGTH INCREMENT
340!lj. ~!J0 ft.

ELEVATION INCREI1ENT
1187. €1QI ft.
5€1!!1. €10 ft.
30€1. €10 ft.
21!1121 • Ql !!1 ft.

571!lfZJ .. I!'J.:J ft.
5000 .. 00 ft.
54!!1!!1" I!Ji!l

= 304QH!l. Ql~l ft.
= 152~1!21. !210 ft.

ft.

112l'7 !Zi0. QH!i ft.

MEAN SLOPE=

2 7 ~ZJ • t!ltZJ ft.

.0454

ft./ft.

WATEF:SHED TYPES

BASIN FACTOR

I. TOTAL AREA

==========================================================
UNDEVELOPED 110UNTA INS
UNDEVELOPED VALLEY
DEVELOPED VALLEY <1R

.

WEIGHTED BASIN FACTOR =

. 042

49 I.
38 I.
13 I.

~150

.035
.034

CORRECTED RAINFALL DEPTHS:
6 hr. RAINFALL 2 yr. STORM = 1. 74
24 hr-. RAINFALL 2 yr. STORM = 2.10
6 hr. RAINFALL
10!!1 yr-. STORM = 4. €10
24 hr. RAINFALL
100 yr. STORM = 5. f!l4

-

==========================================================
RETURN PERIOD

1 hr

3 hr

2 hr-

6 hr

24hr

===~======================================================

100 YEAR
5QJ YEAR
25 YEAR
HI YEAR
5 YEAR
2 YEAR

2.89
2.60
2.30

1.98
1. 73
1. 35

.....~ .. ..J..::..

C',....

4 .. (!10

3. 15
2.78

3.57

4.48

3.14

-:<'

3.27
2 .. 93
2.59

2.21
1.93
1.48

5. (!14

2.37

2 .. 66

2.05
1. 57

2.30

3.92
3 .. 30
2.83

1. 74

2. HI

SOIL GROUP PERCENTAGES:
8€1% D
GROUND COVER TYPES

COVER DENSITY

I. TOTAL AREA

==========================================================
DESERT BRUSH
MOUNTAIN BRUSH

IMPERVIOUS COVER <EXISTING) =

4~1

I.

41!1 I.

5C!l

~~

50 %

1 I.

CDM

r
r
r
r
r
r
r

r
r
r
r
r
r
r

1 !!l 'lEt1R STOF:t·i
*******~************************************************************~-~~--~·*

CONCENTRATION POINT :J21
CO\IEF: i SOIL CODE,..

CURVE #

ADJ. CUR'·/E #

RF: RATIO

~;======================================================~=

83.33
89.99
69.99
87. 61!1

81
89

D4i!)B
D41!lD

t·14QiB
M4t!iD
IMPERVIOUS lEX ISTINGl

65

86
99

99.

~21121

7~

• ...;.u

.. 54
. 12

.47
.94

~;===================================================================

*

First letter is the ground cover. The number is the cover density.
Last letter is the soil group.

RUNOFF TO RAINFALL RATIOS BY SOIL GROUP
B
.. 23
C

.. i!IQI

D

.. 51

IMP

. 94

WEIGHTED RUNOFF TO RAINFALL RATIO FOR PERVIOUS AREAS
RUNOFF SUPPLY RATE FOR ENTIRE WATERSHED
TIME OF CONCENTRATION

=
=

=
=

.45
.46

1.58 hours
95.02 minutes

VALUE OF lTC
FINAL I USED

=

=

1 .. 31 hours
1.61

RUNOFF SUPPLY RATE @ lTC

=

!!I. 73

PEAK DISCHARGE:

**********************************************************
* .. 73 * 3.1 = 1466.8 cfs (Q 10)
**********************************************************

645.33

r
r

r
r

r

CDM

r
r
r
r
r
r
r.

r
r
r
r

r
r
r
r

DRAIN AGE AF:EA

:8

*****************************************************************~·*~*~****

CONCENTRATION POINT : J21
COVER/SOIL CODE*

CURVE #

ADJ. CURVE #

RF: RATIO

=====================~====================================

D4QlB
D4i21D
t140B
M4QID
IMPERVIOUS <EX I STING>

81
89
65
86
99

86. Ql6
91.89
73.78
89.78

.29
.. 65

99.

.96

~l0

.54
.71

====================================================================

*

First letter is the ground cover. The number is the cover density.
Last letter is the soil group.

RUNOFF TO RAINFALL RATIOS BY SOIL GROUP
B

.42

c

•

D

. 68

IMP

.96

Ql~l

WEIGHTED RUNOFF TO RAINFALL RATIO FOR PERVIOUS AREAS = .62
RUNOFF SUPPLY RATE FOR ENTIRE WATERSHED
= .63
TIME OF CONCENTRATION

=
=

1.39 hours
83.60 minutes

VALUE OF ITC
FINAL I USED

=
=
=

52.82 minutes

RUNOFF SUPPLY RATE @ ITC

3 .. 15

1.98

PEAK DISCHARGE:

**********************************************************
645.33 *
1.98 *
3.1
= 3959.1 cfs (Q 100 >
**********************************************************

r
r
r

r

CDM

r
r
r
r
r
r
r
r
r
r'

r
r
I'"'

l

r

r
r

DRAINAGE AREA DESIGNATION :8+8A
********************************************************************~~·**¥*

CONCENTRATION POINT
WATERSHED AREA

=

:SANTA CRUZ RIVER

6.56

SM

LENGTH OF WATER COURSE
LENGTH TO CENTER OF GRAVITY
LENGTH INCREMENT
340~1. !2!0 ft.
57 111~1. 1!1!11 ft.

ELEVATION INCREMENT
1187. !110 ft.
5QI(!S. 0QI ft.
3!!10. 0(!1 ft.
2 QJt!l. I!H!i ft.
3UZI .. 0!!1 ft.

50[!1(21 .. i!lf!l f t .
54!21!!1. QSQI ft.
1420!21.l!l!!l ft.

MEAN SLOPE=

= 33700.00 ft.
= 14700.00 ft.

ft./ft.

.0395

WATERSHED TYPES

BASIN FACTOR

I.

TOTAL AF:EA

==========================================================
UNDEVELOPED MOUNTAINS
UNDEVELOPED VALLEY
DEVELDPED VALLEY <1R
WEIGHTED BASIN FACTOR

37 I.
43 i:
20 I.

.050
-035
. 034

=

.040

CORRECTED RAINFALL DEPTHS:
2 yr. STORM = 1. 74
6 hr. RAINFALL
24 hr. RAINFALL 2 yr. STORM = 2.10
1 !11!11 yr. STORM = 4. ~1111
6 hr. RAINFALL
24 hr. RAINFALL - 100 yr. STORM = 5.04

==========================================================
RETURN PERIOD

1 hr

2 hr

3 hr

6 hr

24hr

2.89

3 .. 27
2.93
2.59
2.21

~~
..) .. .J..::..

4. !110
3.57
3.14
2.66
2.30
1. 74

5.04

==========================================================
100 YEAR
50 YEAR
25 YEAR
HI YEAR
5 YEAR
2 YEAR

2.60
2.30

1.98
1. 73
1. 35

3.15

2.78
2.37
2.05

1.93
1.48

1 .. 57

4.48
3.92
3.30
2.83
2 .. 11!1

SOIL GROUP PERCENTAGES:
40/. B
0/. C
60/. D
GROUND COVER TYPES

COVER DENSITY

I.

TOTAL AREA

=====================;;=;=================================

r

DESERT BRUSH
MOUNTAIN BRUSH

r
r

I~1PERVIOUS

COVER <EXISTING>

40 I.
40 I.
=

1

65 'l..
35 'l..

:~

CDM

r
r
r

DRAINAGE ;:;F:EA

:8+8A

.t!a

·-lEAR STORN

**************************************************************************

CONCENTRATION POINT :SANTA CRUZ RIVER
COVER/SOIL CODE*

CURVE #

ADJ. CURVE #

RR F:ATIO

=~=========================================================

D4~iB

D4121D
t1412iB
t·140D
I t1PERV I OUS <EX I STING>

83.33
89.99
69.99
87. 6121
99. 121121

81
89

.35
c•

• .J'+

r
====================================================================
r
r
r
r
r
•c

b.J

86
99

. 12

.47
.94

* First letter is the ground cover. The number is the cover density.
Last letter is the soil group.

RUNOFF TO RAINFALL RATIOS BY SOIL GROUP
B
.27

c

. i!I;!J

D

.52

It1P

. 94

WEIGHTED RUNOFF TO RAIN.FALL RATIO FOR PERVIOUS AREAS = . 42
RUNOFF SUPPLY RATE FOR ENTIRE WATERSHED
= .42

r

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TIME OF CONCENTRATION

=

1.68 hour-s

=

101.00 minutes

=

1.45 hours

VALUE OF ITC
FINAL I USED

=

1 .. 45

RUNOFF SUPPLY RATE @ ITC

=

0.61

PEAl< D I SCHAF:GE:

**********************************************************
645.33 *

.61

*

6.56

=

2588.8 cfs

(Q

10 )

**********************************************************

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COM

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!

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ORA I t··lAGE

:B+BA

~~F:Ei4

**********************************************************************~·*+~

CONCENTRATION POINT :SANTA CRUZ RIVER
COVER/SOIL CODE•

CURVE #

ADJ. CURVE #

F:F: RATIO

============================~=============================

D4!~jB

D•+!~iD

t14·1118

M4111D
I MF·ERV I OUS

<EXISTING)

81
89
65
86
99

86.1116
91.89
73.78
89.78

~54

99. !!t0

.96

. 71
~29

.65

====================================================================

*

First letter is the ground cover.

The number is the cover density.

Last letter is the soil group.

RUNOFF TO RAINFALL RATIOS BY SOIL GROUP
B
.45

c

.1~0

D

.69

It1P

. 96

r

WEIGHTED RUNOFF TO RAINFALL RATIO FOR PERVIOUS AREAS
RUNOFF SUPPLY RATE FOR ENTIRE WATERSHED

r

TIME OF CONCENTRATION

=
=

1. 47 hours
87.99 minutes

</ALUE OF I TC
FINAL I USED

=
=

56.44 minutes
3. 1114

r

r
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r

RUNOFF SUPPLY F:ATE

@

ITC =

=

.59

= . 6121

1. 81

PEAK DISCHARGE:

******-K·***************************************************

645.33

*

1.81

•

6.56

=

7674.6 cfs

(Q

100 )

**********************************************************

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CDM

r~------------------------------~

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LETTER OF MAP REVISION FOR
IDLE HOUR WASH

APPENDIXB
PHOTOS

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Photo Roll 1

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Note: All photos are of the Idle Hour Wash West Branch, unless otherwise noted.

Idle Hour Wash, October 24, 1994

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Looking west (upstream) from Silverbell Road along the main channel.

Looking west (upstream) from Silverbell Road along the first breakout channel north of the main channel.

Bill

Simon s. Li & Associa tes. Inc .

Idle Hour Wash, October 24, 1994

r

Looking west (upstream) from approximately 100-feet upstream from Silverbell Road along the first
breakout channel north of the main channel. The breakout occurs j ust beyond the white square.

Looking west (upstream) from Silverbell Road along the second breakout channel no rth of the main
channel.

2

ala

Simons. Li & Assoc 1 atc~. Inc.

Idle Hour Wash, October 24, 1994

r

Looking west (upstream) from Silverbell Road along the third breakout channel north of the main
channel.

Looking east fro m j ust upstream (west) of Silverbell Road along the third breakout channel. The channel
crosses the road just beyo nd the white square.

3

ala

Simons . Li & Associa tes. In c.

Idle Hour Wash, October 24, 1994

Looking south along Sil verbell Road from about where the third breakout channel crosses the road. The
main channel is just beyond the van approximately 100 feet.

Looking east-southeast (downstream) from where the third breako ut channel north of the main channel
crosses Silverbell Road (foreground). Area in background catches runoff from all three breakouts.

4

Bill Simons, Li & Associa tes. Inc .

Idle Hour Wash, October 24, 1994

Looking east (downstream) from where the first and second breakout channels cross Silverbell Road
(foreground). This channel collects the flow from the three breakouts.

Looking upstream (west) along the breakout collecto r channel from approximately 300 feet downstream
(east) of Silverbell road . Note car on roadway, and headcut.

5

Hill Simons . Li & Associa tes. Inc .
\\'.o11 r Ho• .. nu ro • .. f\ ( 1111 I

l'''', IIHC ( """''' 11 -t nt ...

Idle Hour Wash, October 24, 1994

·.• .:... -~·-\

.

~.,r...:_· .o~· ,-. ·

.;,,~-~}!~~!;~
: ('.),~7~.

~:M•:.."ller:.:·,c .•~;;:F.:~..::.,A;-:j,_'
. •..c,;..<~p.; .

.:.> ..:.

. •.::."'>~.,.,

Looking upstream (west) along the breakout collector channel from approximately 450 feet downstream
(west) of Silverbell Road. Headcut is well formed at th is point.

Looki ng upstream (west) along the breakout collector channel from approximately 650 feet downstream
(west) of Silverbell Road. Photo taken standi ng at the west low-flow bank of the Santa Cruz river.

6

ala

Simon s, Li & Associates, Inc.

Idle Hour Wash, October 24, 1994

r

Looking north from the confluence of the breakout collector channel with the Santa Cruz River
(downstream along the west bank o f the Santa Cruz Rive r).

Looking upstream (west) from the confluence of the main channel w ith the Santa C ruz Rive r located
approx imately 550 feet down.;trt>a m (east) of where the main channel crosses Si lverbell Rd .

7

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S imons, Li & Assoc iates, I n c.
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Idle Hour Wash, October 24, 1994

r

Looking southwest (upstream roughly) at the confluence of the main channel with the Santa Cruz River
(right of telephone pole) and overbank flow area of the Santa Cruz River.

Lookin g upstream (west) along the main channel from approx imately 400 feet downstream (west) o f
where it crosses Silverbell Road. Flow left of the square rejoins the main channel here.

8

ala

Simons. Li & A ssociates, Inc .
\\ ''' r l( o· ... oouro • ..

1\ (

t\d t •r a:. nr•, rtroa:. ( -n ... u lt .ru r ...

Idle Hour Wash, October 24, 1994

r

Looking southwest (upstream) from a point along the main channel located approximately 400 feet
downstream of Silverbell Rd. This channel (background) rejoins the main channel (foreground).

Looking upstream (west) along main channel from just downstream of Sil verbell Road . Road is visible
just beyond the square. Note, headcut has worked its way up to the road.

9

Hill

Simon s. Li &. A ssocia tes. Inc.

Idle Hour Wash, October 24, 1994

Looking west (upstream) along the main channel. The main channel splits here at the road; this is
looking upstream (west) at Silverbell road along the right (or southern) split in the channel.

Looking upstream west from where the south or "right split" occurs. The main channel is to the right
of the photo (north).

10

Bill S imons. Li & Associates, Inc .
\\,ol< f

~~·"'" " '' • ' " ' I

'd

t

ll l! l llo o I II IC { ll ll , I I I I.IIH'

Idle Hour Wash, October 24, 1994

...:;!A

·

·_ : . -~l- -1 ' .
· ,w..>~ · ....:1.;, ~

'.1/r.

Looking northwest (upstream) from where the right (south) main channel flow split crosses Silverbell
Road. The main channel is located at the approximate center of the photo.

Looking no rthwest from the main channel right-flow split occurs at Silver bell Road . The main channel
crosses the road near the center o f the photo.

I1

Bill

Simon s . Li & A ssocia tes. Inc.
\\'.111

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f\

f

1\

•I t n ~llh

t

riUC (

" '' "' u l 1.1111'

I

lcll e Hour Wash, October 24, 1994

I

Looking downstream (east) along main channel from approximately 100 feet upstream of Silverbell Road.
The main channel drops over the road behind the square. The right split is to the right of the square.

f _·
.

~ ~

r:::..~

-.----~- -=- --.

-

... ,.

Look ing downst r<.:am (east) along the main channel where it crosses Silverbell Road. The main channel
crosses to the left o f the square, and the ri ght split is to the ri ght (south).

12

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Simon s. Li & Associates. Inc .
\\.oil r I~• .... ,.,,' .. ,._ C1 1 ol t u i,! Uin

filii.! ( un-.ult.lll l ..

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Photo Roll 2

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r liiiiiiiiiiiiiiiiiiiiiiiii a Ill ~~.~~~~.:.~~ ~. ~~~~;!.:.(~-~:. ~~~: iiiiiiiiiiiiiiiiiiiiiiiiiiiii-

Idle Hour Wash, October 24, 1994
f;:i "\' ~ ... ' .
,•

.

~~ 1 .

..

Looking southwest (upstream) along the east branch just downstream of Sunset Road . This crossing is
approximately 800 feet east of the intersection of Sunset Road and Sunray Drive.

Loo king downstream (no rtheast) along the east branch just downstream of Sunset Road.

Bill S imon s. Li & Assoc iates. Inc .

Idle Hour Wash, October 24, 1994

r

Looking downstream (northeast) along the east branch from approximately 500 feet downstream of Sunset
Road. Trees along the left (northwest) bank are actually an island between a channel split.
'-

·:·;.,-

~- ·t., .."'~..

·.~~ ,.

Looking upstream (southwest) along the east branch from approximately 650 feet downstream o f Sunset
Road. This is the left part (northwest) split of the channel. The main channel is left of the square.

2

ala S imons .

Li & Associa tes. Inc.

li• '"''"' •" o'\ ( Hll llll!lll• •

'"'"I

ou .. ulloilll .,

Idle Hour Wash, October 24, 1994

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...

..

.

-

~ -·~:. :::

~

. . -# ·.
-

• . ..

.

: ' ....
... ..

. •

~~

.: .""'""":.
•

' · ·• t

Looking downstream (no rtheast) along the east branch from approximately 100 feet downstream of Sunset
Road. This is tbe left overbank area o r left split. The main channel is right of the photo .

..

:'· ·~:

....":.
,

..

'

.......·

~~~.!";>:,<·:.;· ,~f:~.c~ ;~:~ ~ ~i~ :~ ~ :,:~:?!:
......

Loo king downstream (no rtheast) along the east branch at Sunset Road . The left split of the channel
occurs behind the square; the main channel (right split) is ri ght of center.

3

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S imon s. Li & A ssoci a t es. Inc .
\\ ·''' r U•· "''"'' • .. "' t '' •I ~ u.,:tn•,

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Idle Hour Wash, October 24, 1994

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Looking upstream (southwest) along the east branch from approximately 100 feet upstream of Sunset
Road.

.-.

.

- .

~;.ar. .

Looking downstream (northeast) along the east branch from approximately 1100 feet upstream of Sunset
road . This is at th e approximat..: location of Concentration Point L (J 19).

4

Hill

Simon s. Li & A ssocia te s. In c .
'' ·••,·r

w.-...... r....

" t ,. 1 t- n c ·n•· ran~,; t """ut• .. ,

Idle Hour Wash, October 24, 1994

Looking upstream (west, alo ng Idle Hour West) along main channel at the Sunray Drive Crossing. So me
small overbank channels are located right (north) o f photo.

Looking downstream (east) along main channel at the Sunray Drive C rossing . Other channel is located
left (north) of photo.

5

Hill

Simons. Li & Associat es, Inc.

Idle Hour Wash, October 24, 1994

Looking upstream (west) along the main channel from the Sunray Drive Crossing .

.-:w-

r;~~~~-~~f'rfi'~"·~•vl~;,~~i]!~r{;~-t~ ,~:~~~~~~~;· ~,__
" ,. , . ..,~. ":i{~ ~:rt~(;i~
.........

", .' : ... ·. :i:

Looking downstream (east) along the left channel split (north of mai n channel) at Sunray Drive.

6

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Simon s. Li & Associates Inc .
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Idle Hour Wash, October 24, 1994

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Looking upstream (west) along the left channel split (north of main channel) at Sunray Drive.

Looking downstream (east) along mam channel at Blue Bonnet Road.

[_ _ HIM

7
Simons. Li & Associ ates. In c

Idle Hour Wash, October 24, 1994

-.. .
Looking upstream (west) along main channel at Blue Bonnet Road .
.·

....

·~

...

~.~~~: ..:::_., _
;··::-.

~··

,..

:.

...~: -, ~
:j:..,!-·

--$!. '

Look ing upstrea m (west) along mam c hannel at Blue Bonnet Road . Main channe l is right portion of
photo.

8

Bill S lllJOns. Li & Associ a t !'s. lz H
\\ .llo I

l(o · ""lilt I ~ t\ ~ II

II t . 111!1111'1

I IIIIo:. C llll..,tfl I .1111

Idle Hour Wash , October 24, 1994

r

Looking upstream (west) along main channel approximately 50 feet upstream of Blue Bonnet Road .

Looking downstream (east) al ong main from approximately 200 feet upstream of Blue Bonnet Road ;
wh tch is approximately 80 feet downstream o f Sunset Road.

9

Bill Simon s. Li & A ssocia tes. Inc.

Idle Hour Wash, October 24, 1994

r

Looking upstream (west-southwest) along the main channel at Sunset Road.

Looking downstream (no rtheast) alo ng mam channel at Sunset Road . The main channel 1s ri ght o f the
square.

10

Hill

Simons. Li & Associ ates. Inc.

Idle Hour Wash, October 24, 1994

r

-

. ............
-- _ . . .
~

. . . . ·':..

:

·~

~~- ~

~

Looking upstream (west-southwest) along the main channel at Sunset Road. Main flow path is fro m
behind square.

Looking down stream (east) along the main channel at the underground pipeline crossing (located in the
middle o f the photo). The c hannel crosses the pipeline approxi mately 700 feet upstream of Sunset Road .

II

Bill Simons. Li &

Assoc i at t·~

Inc .

Idle Hour Wash, October 24, 1994

r

Looking upstream (west) along the mam channel from approximately 150 feet upstream of the
unde rground pipeline crossing.

Looking upstream (west) along the main channel at pri vate road located midway be tween Gerhart and
Blue Bonnet Road. This is the approximate locati on of Concentration Po int 7 (J20) .

12

ala

Simo n s. Li & J\~soc i a tcs. Inc .

Idle Hour Wash, October 24, 1994

r

Looking downstream (east) along a tributary at Gerhart Road . This tributary drains Drainage Area E
below Concentration Point 6.

13

B ill

S imons, L1 l\; :\ "-'rwiates ll w
'!11.;

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•llo,:(

11 .. 1111.1111 ..

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Photo Roll 3

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Idle Hour Wash, October 24, 1994

-.·

'..
:···= .
. . .· .·
.. ~. '!'" :

:.

•

.. _ . ..• .'":.

:~· ~:~ ~~-~ - ~:.-•• • •

....

• .... •

• .:

• o

•

·~

. . .; ,

-

:

o ..• :

o

•

~ii~\{~~~: -~:·r~~(-~_·:~~ ~. :.·.;·_:· ~ :__
:...:. >\~: -~~-~

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o

-

..

: , /. ~-~ ::(-~-~-~-:-; ~->~:~·:#.r_·~;:~~ff~·~----------,. . -

Looking downstream (east) along a left (north) breakout channel coming from a tributary at Gerha rt
Road. The tributary drains Drainage Area E below Concentration Point 6.

Looking upstream (west) along a left (north) breakout channel co mi ng from a tri butary at Gerha rt Road.
The tributary d rains D rainage Area E below Concentrat ion Poi nt 6.

Hilt

~""'111s .
\\ ., .. 1

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Idle Hour Wash, October 24, 1994

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.·

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... --

.....

~

Loo king upstream (west) alo ng a tributary at Gerhart Road. The tributary drains D rainage Area E below
Concentratio n Po int 6.

. ....

..... . '
~

: -·- .·, .(:. . ..
·t.

~

- :..:

- ~ • .....

----..!-~_. :·

.

-..

... ::: ...·.

...... , •

~

.

\'

..

:- ..
Looking downstream (east) alo ng a tri buta ry at Ge rha rt Road . The tributary d ra ins D rainage Area E
bclow Concentrati on Point 6 .

2

Bill

~ 1 m o n s.

Li & Associ a t e!:> . lnc .

Idle Hour Wash, October 24, I 994

r

Looking downstream (east) al ong the west breakout channel (from Idle Hour West) located in Section 14,
at Gerhart Road . This crossing is approximately 900 feet south of Sunset on Gerhart Road.

Looking upstream (west) along the west breakout channel (from Idle Hour West) located in Section 14,
at Gerhart Road. This crossing is approximately 900 feet south of Sunset on Gerhart Road.

3

Hill

Simons. Li & Assoc ia t es. I nc.

Idle Hour Wash, October 24, 1994

Looking downstream (west) along the west breakout channel (from Idle Hour West) located in Section
14, at Diamond Street.

Look ing upstream (west) al ong the west breakou t channel (from Idle Ho ur West) located in Section 14 ,
at Diamond Street.

4

Hill

~ llllons.
\\ .ol• rHo ... , • .,,,

Li & :\ -. . . (lc ia l c" . In c .

Idle Hour Wash, October 24, 1994

r

Looking upstream (west) along the west breakout channel (from Idle Hour West) located in Section 14,
from approximately 200 feet upstream o f Diamond Street.

Looking downstream (east) along the west breakout channel (from Idle Hour West) located in Section 14,
from approxi mately 200 fed upstream of Diamond Street.

5

Bill S imons. Li &

AssO(' I a t c~.

\\ . 11 • -r k' t · ,ourt, .. ft. I ''II

t

Inc .

11 1,! 111' • 1 '"'- C ""• " ' ' ,.,, ..

Idle Hour Wash , October 24, 1994

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Looking at channe l bed material at a point along the west breakout channel (from Idle Hour West) located
in Section 14, located approximately 200 feet upstream of Diamond Street.

..· .: .; .
. .... . ..

..'" .

~··.

~~~~~~~~~~ ~ ~;~~~:::,;t+:'~D;;;\?i',c; ~~~~~~~~~~~~~~
Looki ng upstream (southwest) along the east breakout channel (from Idle Hour West) located in Section
14 , at Gerhart Road.

6
Simons, Li & Associate~. Inc .
V...ol•l J( , .,

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ol

t

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t•·u"ull.o•t ..

Idle Hour Wash, October 24, 1994

'c', •

-··:-

.·.

..

··~;'~~~};_ :..
,...! : . ...

<'.

Looking downstream (northeast) along the east breakout channel (from Idle Hour West) located in Section

Looking downstream (northeast) al ong the west breakout channel (from Idle Hour West) located in
Section 14, from approximately 40 feet downstream of the largest unnamed , east-west dirt road wh ich
lies along the north -south midpoi nt of the southwest quarter of Section 14.

7

Bill

Simons. Li & A ssociates. Inc.
\\_,,,. , 1(,- .. .,uroo .. /\ I nol

t t~O,: IIIttl tt'

I

'''"llllollll"

--o_· ,__ .· · -~ -

.

.~--·

~ ·· -

...

- ', ,.,

· ·.::_..:.. .. . · , ·: \;\~·~:·~:.~: <~-/~~~~.~ ~ :;~::.:s;;:: f

Looking east at ho me which is located between the west and east breakout channels (Idle Hour West)
located in Sectio n 14, from approximately 40 feet downstream of the largest unnamed , east-west dirt road
which lies al ong the north-south midpoint o f the southwest quarter of Section 14.

Looking upstrea m (so uthwest) alo ng the west breakout channel (from
West) located in Section
14 , at the largest unna med, east-west dirt road which lies along the north -south midpoint of the southwest
quarter o f Secti on 14.

8

ala Simon s.
\\.111

r f.( , .

Li & Associa tes. In c.

.,,. , lrl I '

/\

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11 0,:11111 11 11 0,: (

• •n .. ull.ll tl '

Idle Hour Wash, October 24, 1994

r

Lookmg upstream (southwest) along the west breakout
(from Idle Hour West) located in Section
14, at the largest unnamed, east-west dirt road which lies along the north-south midpoint of the southwest
quarter of Section 14.

rom
our
1on
14, at the largest unnamed , east-west dirt road which lies along the north -south midpoi nt of the southwest
quarter o f Section 14.

9

Hill

Simons, Li & Associa tes, Inc.

r

. •

~

-. . ..~- .· - _; - .. . • -:

..

~:........

.:

---.·

.. .
~~
!'

: -

...

;

.·.'- · -.. .

•·

.

~

.
• :_· - ·

~ .·.-~·-

..u. ~ .

• .

..

-':'! ·..;-{; .. ..... : . .
/ "

:-.·F"· ·~1"',}!,

.... ,

~

.
. •

-.

........~- r....,.

.

..

~-

·.

•

. iJIY>s;t:,;.;<.::.. ·-·-·~. :_>.,"-·' 7·~~~;,~(?;~~[~}~'

Looking northwest at home which is located between the west and east breakout channels (Idle Hour
West) located in Section 14 , from the largest unnamed , east-west dirt road which lies along the northsouth midpoint of the southwest quarter of Section 14.

Lookmg downstream
upstream of the largest unnamed, east-west dirt road which lies along the north-south midpoint of the
southwest quarter of Secti on 14. The right (east) channel hreaks over where the square is located .

10

Bill Simons, Li & Assoc ia tes, Inc .

Idle Hour Wash, October 24, 1994

Looking downstream (northeast) along the main channel where it crosses from section 14 to section 15.
The square is located in the main channel, and just inside Section 14.

{

,. . . ..
(..

.:. ;_.·:~:1:~i :_~~.:;_.~. ·~ .:

Looking downstream (northeast) along the main channel where it crosses from section 14 to section 15.
The square is located in the main channel, and just inside Section 14.

II

Bill S imons. L i & Associat es, Inc .
\\ , , , f

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' " o IIIIC (

.,, . ..

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• 1 •1

..

Idle Hour Wash, October 24, 1994

-·

-....

......···-·:
...
.... .

;.., .....

~

:·~~/,~~:-:·-~{:·: L
. ·:-"_-::·--~·:~.: ~ '>·::· ~:: -~-;·:~: ·.:. -~~- ~ ·.: :
>.L~fF~~; >y
'.A

••••

... , ::

1

Looking downstream (northeast) along the main channel where it c rosses from section 14 to section 15.
The tree behind the uare is located 'ust inside Section 15.

Looking east (sorta downstream) at the point where the split occurs approximately 500 feet upstream of
the largest unna med, east-west dirt road which lies along the north-south midpoi nt of the southwest
quarter of Section 14. The east channel breaks out at the square.

12

ala

S i mon s, Li & Associa t es. Inc.
I~·

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Idle Hour Wash, October 24, 1994

Looking downstream (northeast) along the main channel (left of large ironwood tree) from 500 feet
upstream of the la rgest unnamed, east-west dirt road which lies along the north-south midpoint o f the
southwest quarte r of Section 14. The east channel breaks out to the right of the ironwood tree.

13
'->imons . Li & Associatc s..Ji!L
I,' ~

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Photo Roll 4

Idle Hour Wash, October 24, 1994

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··.:· .· \:~ir,k-,~ -:~~~1-~i~~~~l.
_., ·.o. "-.--1,..._..._.
-.t_, ..... . .·-~ -~
·~·~'----~-~· :
·-~ : - .\-~\'\~ .. ~~
. ·.!~ ;-;]. .. ~:..:
- . ·.··.
... . .;.._.,,.,
-...-., ,~..... . ~,,..,'-':
'
-- · ~· ~-;..

·. .., .~-~ >' . -... :..·...--~ ~--.' ......
·-=-~~: ~~-- , ~~]; -~~ :~·<e
: x... -;.,..:,'k\:.~~~~~ .

'~• •.

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--

t

•

. •••• • ·•

·=•• ·: ·: :.:..'. ·,.,· •• ~;'i~~··<·~·~il~

:

~~ ~

... :· ::··~~: · ~ -: .:;':· ·, .,: .. :-~·~,~ - t~,--·.:l3~. .;~.. h~ ~

;t: ~ : : " . • :''' ~
0

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-.•

· " ' _. ......

': - '' ,

-

·~::..4•.: \"• •~: -~ ~~'\;'~·~r "'o ~; ; ;:1~
-

..... . .. .

_.• •

_:,\ ~ ~~ ... ..... - ~~-

. ...

Looking downstream (northeast) along the main channel (left of large ironwood tree) from 500 feet
upstream of the largest unnamed , east-west dirt road which lies along the north-south midpoint of the
southwest quarter of Section 14. The east channel breaks out to the right of the ironwood tree.

Looking downstream (northeast) along the main channel from approximately
upstream of the
largest unnamed , east-west dirt road which lies along the no rth-south midpoint of the southwest quarter
of Section 14. The east channel breaks out to the ri ght of the ironwood tree (right of pho to).

S iill oih.
\\ II< r

l{o ""'''"

Li & Associat es, Inc.
• •

1\

(

I

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I

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,., .. ,,1\,tll'

..

'~ ~ ,·:-"·~--~ ~~· : .fi~~i~f~i~
'' -, ; ~: t-. -;~~~~;~~~
.

___.. _

.·_-

'

..

·. .

~

....

·, ...

..

~·;...,-. ~, :.:..~.:~~~

_

-

,.., .. -· i .·.

41

'•

~

. -

4' ....

•

1 .!. .: ...

-

~ -~~-~,~ ~;,..~:~•.-.··~·"!:~..:-~,p-. .~,.~,\~~
~-:...~ - - -,-.- ··>· ~.... }~-~ _:- _.

-

:--., ...#

_:., .

••

·· ---~

.......

•••

.... . . . .

,"~" -

Looking east (sorta downstream) at the po int where the split occurs approximately 500 feet upstream of
the largest unna med, east-west dirt road which lies along the north-south midpoint of the southwest
quarter of Section 14. The east channel breaks out at this point from right to left.

-~- -._ ·- ·,.··~J;·7,;.:1.... . ·..._",

· ·f

-:.:-:..

.

- .. 1"

.: -..~

::-'-?<~- , .·- -

-

....

- ~

.. '

.

_, '-: .. .

. : .:'

'!~ --~

\~:~-~~/·~~A~
.. ..
' -.-... . ...:

.

~

(.

\'~
;·

.:.... ~

. .,.. . . .

.

..~-

-·

•~.:.;f>..;.;;.

---- >~-:-~~.~-:·.~«£

Looking downstream (northeast) along the main channel (left of large ironwood tree) from 500 feet
upstream of the largest unnamed , east-west dirt road which lies along the north-south midpoint of the
southwest quarter of Section 14. The t!as t channel breaks out to the right of the ironwood tree.

2
s. Li & Assoc ialc s . Inc.
,,,
II III S imon
\\,.,,

..

J

r

~ --~

.. · :

.

~

~.·-

Looking downstream (no rtheast) along the main channel fro m approximately 500 feet upstream of the
largest unnamed, east-west dirt road which lies along the north-south midpoint of _the southwest quarter
of Section 14. The east channel breaks out to the right of the ironwood tree (right of photo).

,

.,_;:.:---=- ·

. ~~. . . . ':!-;~:-~ :?..~..

&~ ~;~ :'") ~
...

..

-

-- ': :~~·~;,:~r~~

......~

;t._~: : ·~ t-:·"'-.. .~ ~ -

ft.:.~~~.~~--,;·,::;_~ .~~'._ ..~,~
~ - ~-~ ~ -

••• :

...1.

"'

~

,·, _

•

_..,

..· -~, ·.~·>

•

•· •

!-

. ~. ~- ·.

- ~ ;.')( ~..,J--

--·- .).~ ·-- -:"'"~""{-~

~< ;;\,:~~<>i~h~Wii-~~~
·--

,: ....._ ..;..

-"'-~· - ·<'.-~co..I--<:~ -

Looki ng downstream (northeast) alo ng the main channel (left of large ironwood tree) from 500 feet
upstream of the largest unnamed, east-west dirt road which lies alo ng the north-south midpoint of the
southwest quarter o f Section 14. The east channel hreaks out to the ri ght of the ironwood tree.

3

Hill

S imons. Li & Associates. In c.
\\ .II• I

t(o ,..,llfo t "

1\ ( t ·

tl .

11\!IIH·o rill\! ( " ' ' "''

Idle Hour Wash, October 24, 1994

r

Looking east (sorta downstream) at the point where the split occurs approximately 500 feet upstream of
the largest unnamed, east-west dirt road which· lies along the north-south midpo int of the southwest
quarter of Section 14. The east channel breaks out at this point from right to left.

Look mg downstream
along the east
pomt
from the west (main) channel at a point approximately 500 feet upstream of the largest unnamed, eastwest dirt road which lies along the no rth-south midpoint of the southwest quarter of Section 14.

4

Bill S illlon s . Li & Asson atcs. I n c .
\ \ -' ' '

~~.- .. ,..,, , , . .. 1\

I ' ' I f n.: u~< · ·

1 111 1.! ( "ll " tdl . 1111

Idle Hour Wash, October 24, 1994

·~

...._ ~

,.·'

---

... ~·

-- ~.·

..

.

~

..
.

.-.

.

--- .

t

';-

. :.-! .., ...

Looking do wnstream (no rtheast) alo ng th ~ east breakout (Idle Hour West) fro m a point approximately
200 feet upst ream of the largest unnamed, east·\\C:.St dirt road which lies along the north-so uth midpo in t
o f the southwest quarter of Secti on 14 .

5

Hill

S imo n s. 1.1

t.. .\-..:-.ona t e::., I nc .

Idle Hour Wash , October 24, 1994

·-

·"--~\ ;..:~: ·_. ~~!/

...

··: · =-·

•·. •"

Looking downstream (northeast) along the main channel (western-most braid) at El Camino Del Cerro .

.. ....._..

,_.._,._.:,..!···.,

~-:-_..""":,_ ~F

· .~:;,..~- --......;>:_"- • .•

··- .= ::

~~

-

F

.

- _· ;-,., . ..·:.::_

~

. .. . . .40. .

:

, .,.,...:_;, ' ,

·-:

• .

•

~.~

.;

• · : · ...

-

... · ...:.......

•

~.:···;:;:

~~~~~~~. , , ;'. i~~£~~~~~:{~3~~ ~k~Xff~~:¢1ii~,
Looking upstream (southwest) along the main channel (western-most braid) fro m a pproximately 100 feet
downstream (northeast) of where the mai n channel c rosses El Camino Del Cerro.

6

Hill

S imorr'- . l.r & AssocialC'!:>. Inc.
\\ ••• f

u. ""'Il l•'

.. 1\.

1110 • fUl L

(

.,.,.,

lo"

Idle Hour Wash, October 24, 1994

r

~."

.....

.

~~JJ~~~~ ·~·;:;';:: :.·: ~;_7; •,·,•.•·. ·;: 'i~t~ii~{···.·,·.~-.

:'100'· "!

Looking downstream (no rtheast) along the main channel (western-most braid) from approximately 250
feet downstream of El Camino Del Cerro.

Looking upstream (southwest) alo ng the main chan nel (western-most braid) fro m approximately 300 feet
downstream o f El Camino Del Cerro.

7

ala

Si mons. Li & Associatt·". Inc.
,, u .......IIIOOL"

(,

~~ •

••. , , , , .

Idle Hour Wash, October 24, 1994

r

Looking upstream (southwest) along the main channel (western-most braid) from approximately 650 feet
downstream of El Camino Del Cerro. The road in the picture is unnamed.

Looking downstream (northeast) along the main channel (the center braid) from approximately 750 feet
downstream of El Camino Del Cerro.

8

Bill

Si mons , Li & Associ a t es. Inc.

Idle Hour Wash, October 24, 1994

r

Looking upstream (southwest) along the main channel (western-most braid) from approximately 300 feet
downstream of El Camino Del Cerro; standing in overbank area isolated by artificial berm.

Looking upstream (southwest) alo ng first braid east fro m the main channel whe re the braid joins the main
braid or channel approximately 150 feet downstream of El Camino Del Cerro.

9

Bill Sim o n s. Li & Assoc ia tes. lnt.
\\ , 1lo I H• ""lifo • .. "' f oo11 t IICIIU"illllt,! ( hll,llh,ool ..

Idle Hour Wash, October 24, 1994

..

'-!' ·::'; ,~:::~!2..~.

,. ·"·""-

...

• .

.

-

......_-

... (

... . _ll,.·

.

--

-~ . ~.

>.

Looking upstream (southwest) along first braid east fro m the main channel where the braid crosses El
Camino Del Cerro just east of the main braid or channeL

Looking downstream (northeast) along fi rst braid east from the main channel where the braid c rosses El
Camino Del Cerro just east of the main braid or channel.

10

ala

Simons. L1 & Assoc ia tes Inc.

Idle Hour Wash, October 24, 1994

r

Looking downstream (no rtheast) along the main channel from approximately 2,000 feet downstream o f
EI Camino De l Cerro. The road is an unnamed private road . (Approximate location o f C P 2-AB)

Looking upstream (west) along the ma m channel from approximately 2 ,400 feet downstream of El
Cami no Del Cerro. (Location of CP 3-AB C). DA-C comes in from the left of photo.

11

Hill S illlons . Li & Assoc ia tes. Inc .
\\ ,,,.,

U o "''''"'' -..

1\.

C l~t l ~- •H! IIU• fHh! ( nu ... toh,ull ..

Idle Hour Wash, October 24, 1994

r

Looking upstream (southwest) along the channel which drains DA-C from a point approximately 2,400
feet downstream of El Camino Del Cerro. (Location of CP 3-ABC).

Looking downstream (northeast) along the main channel from approximately 2,600 feet downstream of
El Camino Del Cerro.

12

Bill Simons. Li & Associates. Inc .

Idle Hour Wash, October 24, 1994

r

Looking upstream (northwest) along the main channel from approximately 2,800 feet downstream of El
Camino Del Cerro. The location of CP 3-ABC is just visible at the visible upstream extent of the channel.

13

Bill Sim on s. Li & A ssocia tes, In c .

r
r
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LETTER OF MAP REVISION FOR
IDLE HOUR WASH

APPENDIXC
HYDRAULIC INPUT/OUTPUT DATA

***************************************
* U.S. ARMY CORPS OF ENGINEERS
*
*
* HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET, SUITED
*
* DAVIS, CALIFORNIA 95616· 4687
*
(916) 756-1104
*
*
***************************************

~ ******************************************

* HEC-2

~ATER

Version

SURFACE PROFILES

4.6.2;

May 1991

*
RUN DATE

22FEB95

TIME

*
*
*
*
09:08:33 *

~··········································

X

X

xxxxxxx

X

X

X

X

X

X X

X
X
X
X

xxxxxxx xxxx
X
X

X X
X X

X

X

xxxxxxx

xxxxx

xxxxx

XXX XX
X

X

xxxxx

X
X

xxxxx
X

X

X

xxxxxxx

22FEB95

PAGE

09:08:33

THIS RUN EXECUTED 22FEB95

of the Idle Hour ~a sh, & a portion of the East
0', 2 ft. C.I. topography, dated 11/94

T1
T2 Branch Based off of
Idle Hour ~a s h
T3
J1

!CHECK
0

J2 NPROF
·1

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09:08:33

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09:08:33

22FEB95

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PAGE

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22FEB95

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PAGE

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22FEB95

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22FEB95

09:08:33

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22FEB95

PAGE

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22FEB95

09:08:33

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200.0
229.0
269.0
417.0

2288.0
2276.0
2270.0
2278.0

209.0
233.0
325.0
426.0

2286.0
2274.0
2270.0
2280.0

213.0

237.0
382.0
451 .0

2284.0
2272.0
2272.0
2280.0

17
2274.6
200.0
250.0
322.0
453.0

322
345
2298.0
2286. 0
2276.0
2288.0

374

443

395

418

229.0
254.0
374.0
581.0

2296.0
2284.0
2278.0

233.0
257.0
384.0

2294.0
2282.0
2282.0

238.0
265.0
402.0

?f)

342
353

466
2280

437
360

334
2281.4

386
416

0

0

2280

2281.1

2289. 2

200.0
295.0
333.0
487.0

2308.0
2296.0
2284 .0
2288.0

264.0
302.0
337.0
498.0

2306.0
2294.0
2282.0
2290.0

270.0
308.0
342.0
596.0

2304.0
2292 . 0
2282.0
2292.0

276.0
315.0
466.0
625.0

X1
X4
GR
GR
GR
GR

63.0
2298.0
2288.0
2276.0
2286.0

X1
X4
X4
GR
GR
GR
GR

64.0
5
511
2312.0
2298.0
2286.0
2286.0

242.0
306.0
412.0

2302.0
2288.0
2284.0
2292.0

12

22FEB95

09:08:33

-22.0

3959
18

4
2350.0
2342.0
2340.0
2346.0

2341
0.0
178.0
359.0
479.0

2344.0
2342.0
2348.0

123.0

1505
19

3
2360.0
2350.0
2352.0
2348.0

QT

X1
X3
X4
GR
GR
GR
GR

385
263
2341
15 .0
227.0

321

281

328

0

0

0

165
2346.0
2344.0
2344.0
2350.0

2343.4
50. 0
301.0
445.0
567. 0

207
2344.0
2342.0
2346.0

2345
72.0
308.0
451.0

263
2342.0
2340.0
2346 . 0

95.0
345.0
474.0

424

415

320

325

0

0

0

2347.6
65.0
109.0
402.0
458.0

163
2358.0
2348.0
2350.0
2350.0

431
2356.0

2346.5
79.0
208. 0
424.0
473 . 0

443
2354.0
2350.0
2346.0
2352.0

86.0
279.0
431.0
491.0

2352.0
2352.0
2346.0

96.0
340.0
431.0

124.0

20

512

294

300

0

0

0

7

2357. 5

336

2357

365

2356.2

130.0

2360.0
2356.0
2356.0
2360.0

162.0
292.0
497.0
644.0

2358.0
2356.0
2354.0
2362.0

184.0
400.0
512.0
786.0

QT

X1
X3
X4
GR
GR
GR
GR

PAGE

X1
X3
X4
X4
GR
GR
GR
GR

476
2366.0
2356.0
2354.0
2354.0

2352.5
2352.3
81.0
204.0
420.0
597. 0

X1
GR
GR
GR

125 .0
2368.6
2361.7
2368.8

X1
GR
GR
GR

419.0
466.0

255
521
2364.0
2354.0
2354.0
2356.0

597
476
2357
2352.2
101.0
237.0
430.0
614.0

2354.0
2356.0
2358.0

11
698
756
856

732
2368.0
2362.0

759
705.0
759.0

380
2366.0
2364.0

126.0
2376.0
2370.0
2376.0

12
696.0
792.0
903 . 0

752
2374.0
2372.0
23n.7

799

741.0
799.0
997

330
2372.0
2374.0

340
752.0
806. 0

X1
GR
GR

127.0
2386.0
2380.0

9

926.0
1212.0

1153
2384.0
2382.0

1212
1072.0
1220.0

330
2382.0
2384.0

315
1134.0
1236.0

322
2380.0
2386.0

X1
GR
GR

128.0
2392
2390

1290
1425

1394
2390
2392

1416
1350
1457

325
2388
2398

325
1394
1550

325
2387.6

X1
GR
GR
GR

129
2402.0
2400.0
2406.0

11
1195.0
1359.0
1478. 0

1320
2400.0
2398.5

1349
1292.0
1372

455
2399.8
2400.0

455
1320
1384.0

455
2398
2402.0

8

380
2364.0

0

0

0

718.0
810 . 0

2362.0
2368.0

732.0
829.0

0

0

0

783
832.0

2370.0
2376 . 0

791.0
891.0

0

0

2378.8

1190

0

0

2388

1416

0

0

1334
1416.0

1349.0
1449.0

13

09:08:33

22FEB95

X1
X3
X4
X4
GR
GR
GR

PAGE

130.0

15

6

1285
2412 . 0
2412 . 0
2412 . 0

2411
2412
1048.0
1237.0
1287.0

1300
2412 . 0
2412 . 0
2412 . 0

1233
1160
2412.6

430

430

430

0

0

0

1160

2408 . 5

1223

2410 . 1

1261

2412 . 7

2412.0
2410.0
2414 . 0

1187.0
1253 . 0
1343 . 0

2410.0
2410.0
2416.0

1215 . 0
1254.0
1372.0

2410.0
2412.0
2418.0

1233.0
1266.0
1399. 0

337

337
1072
948.0
1034

337

0

0

0

2417.5
2420.8

961
1072

2418 . 0
2422.0

970 . 0
1128.0

X1
X3
GR
GR
GR

131.0

11

941

2421
2420.0
2423

919
978.0
1169

2420.0
2420.8

X1
GR
GR

132.0
2433.6
2432.0

7

855
794.0
899.0

470
830.0

470
2429.3

0

0

850

2430. 0

855.0

868. 0

830
2432.0
2434 . 0

0

750

X1
GR
GR

133 . 0
2443.4
2440 . 0

8
783
855 . 0

816
2442.0
2442 . 0

855
808.0
885.0

410
2438.0

0

0

0

825.0

2438.0

835 . 0

2443.8

410
816.0
917

1505

QT

X1
X4
GR

134.0
2
2453.4

536
546
2452.0

578
2451
536.0

470
610
2451.4

490

0

0

0

2450. 4
500

2452.0

656.0

2454

717

X1
X3
X4
GR
GR
GR
GR

135

16

288

333

400

390

0

0

0

1

2459.3
195.0
320 . 0

308
2462.0
2460.0
2462.0

240.0
333 . 0
396.0

2462.0
2460.0
2462.0

254.0
346.0
455 . 0

288.0
358.0
465.0

2460.0
2460.0
2460.0

3n.o

0

0

0

2471 . 4
2471 .7

205
280
380

2470
2471.6

317

X1
X3
GR
GR
GR

2462.0
2460.0
2460.0
2462.0

3n.o

310.0
469.0

479.0

136.0

14

327

362

390

2472.5
2472
2470

100
232
327

2472.3
2472.2
2469.5

162
244
334

2472
2472
2470

390
380
181
257
362

-124.0

1505
20

512

292

294

300

0

0

2352.5
2352.3
81.0
204.0
420 . 0
597.0

255
521
2364.0
2354.0
2354 . 0
2356.0

597
476
2357
2352.2
101 . 0
237.0
430.0
614.0

312
581
2362.0
2354.0
2356.0
2358.0

2357.5

336

365

2356.2

130.0

2360.0
2356.0
2356.0
2360.0

QT

X1
X3
X4
X4
GR
GR
GR
GR

5

7

476
2366.0
2356. 0
2354.0
2354.0

267.0
455.0
627.0

292.0
497. 0
644.0

215

184 .0
400.0
51 2.0
786.0

14

22FEB95

225.0

1113
28

2378.0
2368.0
2364.0
2360.0
2362.0
2366.0

83 . 0
196 . 0
378. 0
499.0
595.0
682.0

226.0

QT

X1
X3
GR
GR
GR
GR
GR
GR

09:08:33

PAGE

340

370

390

0

0

0

2364 . 0
2359.6
2360 . 0
2368 . 0

2374 .0
2364.0
2362 . 0
2360 . 0
2360.0
2368.6

120.0
310 .0
4n. o
522.0
612 . 0
698

2372.0
2362.0
2360.0
2362.0
2362.0

144.0
329.0
491.0
568.0
660 . 0

2370.0
2362.0
2360.0
2362.4
2364 . 0

170.0
332.0
492.0
584
6n.o

20

286

380

370

0

0

0

2376 .0
2368 . 0
2366 . 0
2366.0

0. 0
271.0
369.0
501.0

2374.0
2368.0
2368.0
2368.0

31.0
286.0
380.0
522.0

360
469
110.0
297.0
425
546.0

2370.0
2366.0
2368.0
2372.0

238.0
322.0
469.0
565.0

2368.0
2366.0
2366.0
2374.0

254.0
353.0
493 . 0
588.0

227.0

15

510

535

565

0

0

0

3
2390 .0
2380.0
2378 . 0

23n
281.0
321.0
535 . 0

400
2388.0
2378.0
2378.0

2376 . 8
293.0
331.0
587.0

416
2386.0
2378.0
2380.0

524
2384.0
2378.0
2382 . 0

309.0
409 . 0
646.0

2382 . 0
2378.0
2384.0

316. 0
510.0
690.0

X1
X3
GR
GR
GR

228.0

13

138

171

Tl5

750

0

0

0

2396
2388
2388

100
171
300

2392
2389 . 5
2390

127
182
310

2390
2389
2391.8

138
214
396

147
261

2386
2390

165
287

X1
X4
GR
GR

229
2
2402.0
2396.0

10
2400.8
0.0
167.0

158
123
2400.0
2396.0

238
2399.8
49.0
188.0

510
290
2400.0
2398.0

510

0

0

0

101.0
238.0

2400.0
2400.0

2398.0
2401

158.0
410

X1
GR
GR

230.0
2408.0
2406 .0

8
0.0
173.0

142
2406.0
2408 . 0

167
40.0
228.0

475
2404 . 0
2410

475
142.0
245

475
2402 .5

0
2404 . 0

0
167. 0

X1
X3
GR
GR
GR
GR
X1
X3
X4
GR
GR
GR

568
454
102 . 0
233.0

585
535

15

22FEB95

09:08:33

IHLEQ = 1. THEREFORE FRICTION L S (HL) IS CALCULATED AS A FUNCTION OF
PROFILE TYPE, ~HICH CAN VARY FROM EACH TO REACH. SEE DOCUMENTATION FOR
DETAILS.

PAGE

16

22FEB95

09:08:33

PAGE

THIS RUN EXECUTED 22FEB95

17

09:08 :37

*********************************
HEC-2 ~ATER SURFACE PROFILES
Version 4.6. 2; May 1991
*************************************

NOTE· ASTERISK (*) AT LEFT OF CROSS-SECTION

Idle Hour

UMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST

~a s h

SUMMARY PRINTOUT

SECNO

C\ISEL

VLOB

VCH

VROB

OCH

OROB

DEPTH

TOP~ID

SSTA

ENDST

1.000

2210.75

3.12

8.04

5.23

6260 .89

1206.44

6.75

587. 62

693 .97

1401.13

2.000

2218 .27

.93

5.96

4.74

7022.62

652.04

2.27

652.86

447. 14

1100.00

3.000

2223 .64

4. 16

5.09

6. 28

6426.46

1044.41

3 . 64

768.00

230.00

998.00

4.000

2228. 41

5.69

6.53

5.05

101.99

3.41

631.89

251.97

932 . 06

5.000

2234.31

4. 32

7. 59

4. 42

65 .60

52.89

4.31

377.06

634.03

1011.09

*

6.000

2237.45

3.26

4.74

4.23

621.41

727 .27

5.45

589.05

590 . 95

1180.00

*

7. 000

2242 . 73

5.79

9.77

6.41

1266.67

397. 26

4.73

224.56

652.99

877.55

8.000

2253.32

2.39

5.19

5. 18

14.57

1750.25

3.32

400.25

684.75

1085.00

9.000

2258.59

1.92

6.56

7.24

2. 70

2344 .63

2.59

311.20

500.25

811 .45

10.000

2267.27

2.92

8.26

3.97

7. 05

3486 .53

3.57

294.06

501.19

881.49

11.000

2274.22

4.30

7.99

5. 14

190.38

3008.98

258.15

433 . 09

691.24

*

12 .000

2280.23

6.99

11.00

5. 41

465.89

3058.47

434.64

139.28

547.94

687.22

*

13.000

2285.24

7.55

11.99

6.91

258 .89

1731 .50

1968. 60

163.09

278.91

442 . 00

*

14.000

2290.94

6.09

10.30

5.59

148 . 53

1940 .38

1870.09

6.54

289. 12

515.00

15.000

2295 .01

4.94

9.15

5.41

723.51

2747.09

488.39

5.01

463 . 35

675.63

16.000

2302. 58

6 . 26

10.1 6

7.64

2246. 57

1322. 55

389 .88

4 . 78

17.000

2310 . 54

5.61

10.16

4.26

843.45

2499. 42

616.13

6.04

*

*

*

830 .28
242. 64

685.78

22FEB95

09:08:33

PAGE

SECNO

CIJSEL

VCH

VROB

QLOB

QCH

QROB

DEPTH

18.000

2317. 70

10.44

6.31

17.24

3191.74

750.02

4 .90

19.000

2324.63

6.72

5.08

472 .80

2252. 07

1234.13

20.000

2331 . 30

7.14

47.27

1428.12

21.000

2339.50

3.21

5.37

61.14

*

22.000

2345.03

6 .82

6.06

*

23.000

2348.63

5.45

6.54

24.000

2354.37

5.46

*

25.000

2361.41

*

26.000

*
*

TOPIJID

18

SSTA

ENDST

165.35

400.04

641.17

4 . 63

235 . 42

312.58

548.00

2483.61

2.80

296.18

191.67

487.85

3128.n

769 . 08

4.50

233.58

130 . 56

364.13

657.70

2555 .30

746.00

5 . 03

185.08

263.00

448.08

110.74

658.99

1069.26

3.23

128.19

596.78

724.97

9.13

61.90

185 . 21

1591.89

4.37

122.75

990.48

1113.23

3.22

8.06

62.31

981.64

795.05

3.41

186.32

1409.00

1621.86

2371.85

4.76

8.40

665.45

32.54

3.85

222.27

1645 . 00

1867.27

27.000

2380.38

4.50

8.20

4.40

765.20

972.14

4.28

274 . 22

2156.70

2430.92

28 . 000

2388.04

4.97

4.95

6.15

380.73

1131.76

4.04

311 . 71

2488.00

2816.00

29.000

2400.37

5.40

8.62

5.09

1333.00

110.98

5.37

119.00

2619.00

2738.00

30.000

2408.27

1.09

7. 01

1.09

.39

3.27

123.75

2505.85

2629.60

31.000

2420.82

2.76

5.42

5.68

11.50

1388. 63

1. 22

284.21

2239.79

2524.00

32.000

2431.07

3.06

5.68

6.04

55.44

1470.02

2.07

266.46

1768.94

2038.00

33 .000

2442.66

2. 11

6.55

6.41

30.76

2.26

250.02

1545 .90

1795 . 93

34.000

2451.85

.00

4.47

6 .43

.00

193.82

1.75

224 . 01

985.89

1250.00

35.000

2461.40

3.56

6.68

5.09

86.69

540.01

2.20

283 . 90

606.09

890.00

*

36.ooo

24n.25

5.17

7.41

1.14

944. 80

893 . 76

. 44

229.02

380.00

609.02

*

37.ooo

2484.n

5.70

9.52

6.30

686.39

1032.94

1624.67

283.47

79.29

362.76

*

38. 000

2496.85

5.23

9.57

5.50

1812.87

1412.04

119.09

89.44

360.99

*

39.000

2507.78

6.11

9.71

5.38

352 . 08

1033.48

1958.44

4.58

35.87

315.08

*

40.000

2520.87

5.58

8 .34

5.68

1292.01

1395 . 14

656.84

3. 07

135.00

466.93

*

41.000

2531.50

7.43

5.45

.00

2646.20

697.79

.00

5.00

90.51

434.23

*

42.000

2543.93

7.99

6. 79

.00

2674.38

669.62

.00

3.93

235 .43

437.19

43.000

2554 . 88

6.03

9.29

5.58

2326 .44

972 . 53

45.03

3.88

270.88

365.31

*

*

22FEB95

PAGE

09:08:33

QCH

QROB

7.93

1229.93

2106.13

3.62

7.88

19.72

869.25

2455.03

4.63

3 .90

2180.34

5.99

2420.73

3.76

9. 28

2648.18

.00

50.000

2672.00

*

51.000

*

ENDST

262.31

107.97

370.28

4.06

201.15

43.84

245.00

1159.75

3.25

299.95

63 .70

363.65

895.25

28.02

2.06

407.01

29.76

455.48

16.91

1995.04

1332.05

3.64

197.80

34.52

232.32

7.80

.00

3344.00

.00

3.18

234.47

202.74

437.21

.00

6.23

.00

3344.00

.00

3.00

439.61

160.01

625.00

2694.85

5.55

7. 11

2.94

2958.13

17.87

2.85

340.39

215.00

555.39

52.000

2715.17

.00

6.94

.00

3344.00

.00

3.97

344.87

119.96

465.04

*

53.000

2730.87

4. 53

8. 58

3.96

570.45

4.37

245.61

66.39

312.00

*

54.000

2749.90

4.36

10.00

4 . 07

58.89

14.66

4.30

117.03

4o.n

157.79

*

55.000

2769.30

8.52

11.68

6.07

1o66.n

45.n

5.30

89.88

42 . 10

131.98

-6.000

2237.45

3.87

5. 29

5.16

723.69

2.95

589.02

590.98

1180.00

*

56.000

2240.76

5.08

9.02

5.47

1501.83

3.76

395.58

350.00

745.58

*

57.000

2245.65

5.41

10.24

4 .31

1454.60

2401.11

5 .35

262.23

431.00

706.54

58.000

2251.99

4.67

9.71

4.58

1653.93

240 1.48

6.39

268.97

460.00

728.97

59.000

2258 . 03

4.04

10.43

3.84

180 . 08

3919.16

5.03

139.08

571.00

710.08

60.000

2264.29

3.65

9.14

3.67

43.23

4022.66

53.11

111.93

666.68

n8.61

61.000

2268.88

6.36

8 .79

4.39

430.41

3571.58

117.01

128.93

547.70

676.63

62.000

2273.63

5.n

1.n

5.55

136.31

3745.54

237. 15

167.81

237.75

405.56

*

63.000

2280.46

7.29

11.64

7. 56

630.48

3123.46

365.06

5.86

28o.n

395.08

*

64.000

2285.61

3.97

6.75

4.09

62.22

3912.63

144.15

5.61

333.n

485.07

-22.000

2345.03

3.79

9.59

5.85

129.59

3108.62

720.79

5. 03

*

123.000

2350 . 85

5. 05

10.13

5. 82

62.16

1349.33

93.51

4.85

57.20

468.97

*

124.000

2355.57

2.25

5.61

2.26

20.74

1460 . 73

23.53

3.37

110.06

610.31

*

125.000

2365.08

6.76

9.44

6.69

209.11

824.45

471.44

3.38

86.09

CUSEL

*

44.000

2569.52

3.45

6.84

*

45.000

2584.06

4.64

*

46.000

2595.25

2.72

*

47.000

2612.06

6.67

*

48.000

2631.64

*

49.000

*

*

VLOB

VROB

DEPTH

TOPUIO

SSTA

SECNO

QLOB

19

448.08

22FEB95

PAGE

09:08:33

SSTA

ENDST

66.20

740.24

806.44

3.30

89.85

1130. 94

1220 . 79

155.48

3.53

126.92

1316.14

1443.06

569. 78

527.22

3. 39

181.68

1224 . 57

1406.25

586.96

521 . 75

4.59

163.39

1160.00

1323 .39

3.84

982.06

426. 01

4. 17

153.00

919.00

1on.oo

9. 07

5 . 51

m .n

198.36

3 . 78

120.37

764.35

884.71

4 .30

9 . 03

4.60

1265.16

189.38

4.34

89.04

801.97

891.01

2452.99

2.89

7 .36

6.01

36.23

845.07

2. 59

175.53

510.60

686.13

135.000

2461.87

4. 18

7.03

5. 96

123.88

736.41

2.57

161.16

256.25

478. 34

136.000

2472.35

4.54

7.51

5 . 07

685.35

136. 73

2.85

233 . 14

146.86

380.00

· 124.000

2355.57

2. 25

5.61

2. 26

20.75

3 .37

110.07

500.25

610 .32

*

225.000

2361.88

.00

6.56

5.67

. 00

759.34

2.28

148.n

4n.85

657.09

*

226.000

2368 . 40

1.70

5. 30

1.08

22.88

1080.42

2.40

173 .86

250 . 79

469.00

*

227.000

2378. 46

5.04

6.04

.00

907.63

205.37

2. 26

206.30

328.70

535 . 00

*

228 . 000

2390.28

.84

7. 08

2.99

.19

831.05

281.76

150.56

136.44

287.00

*

229.000

2398.70

2.20

6.97

2.21

4.81

1092.69

15.50

106.41

151.73

258.14

230.000

2406.36

3.92

6.79

3.30

551.00

528.88

33.11

150.36

32 .69

183.05

VROB

QLOB

QROB

DEPTH

SECNO

C\JSEL

*

126. 000

2374 . 03

4.37

4.30

49 . 74

1424.08

31.17

4.03

*

127.000

2382 . 10

4.67

4.60

98.17

1366. 21

40.62

*

128.000

2391.13

6 . 07

9.08

684.42

665 . 10

*

129.000

2401.39

4.60

8.06

407.99

*

130.000

2413.09

4.97

8 . 50

*

131.000

2421 .67

3.n

7.78

*

132.000

2433.08

5. 82

*

133.000

2442 . 34

134 . 000

*

VLOB

QCH

TOP\110

20

22FEB95

09:08:33

PAGE

21

Idle Hour \lash
SUMMARY PRINTOUT

ELHIN

10*KS

.00

2204.00

207.78

.00

.00

3.37

.88

2218.80

• 11

2216.00

148.74

29.48

407.00

1.96

.72

2223.19

2224.07

. 03

2220.00

126 .41

10.47

382 .00

1.48

.65

2228.41

2228.15

2229.05

.02

2225.00

190.64

15.63

320.00

2.39

.81

5.000

2234.31

2233.93

2235.20

.02

2230.00

162.68

14 . 29

350.00

2.88

.79

•

6.000

2237.45

2236.23

2237.77

2.41

.17

2232.00

52.36

6.45

310.00

1.07

.46

•

7. 000

2242 . 73

2242.73

2243.82

5.94

2238.00

180.51

18.18

330.00

4 .34

.88

8.000

2253.32

2252.82

2253.73

9.71

113.55

17.14

700.00

1.49

.63

9.000

2258.59

2258.43

2259.32

5.55

.03

213.20

17.65

340.00

2.48

.85

10.000

2267.27

2267.27

2268.23

7.78

.47

189.89

19.20

401.00

3.40

.86

11.000

2274.22

2274.08

2275.07

6.81

.03

15.79

399.00

3.11

.80

•

12.000

2280.23

2280.23

'2281 . 82

5.30

.32

2274.00

11.11

360 . 00

4.91

.84

•

13.000

2285.24

2285.24

2286.64

4.56

.09

2278.00

12.82

312.00

5.69

.84

•

14.000

2290.94

2290.94

2292.00

4.02

.59

2284.40

17.78

360.00

4.18

.75

15.000

2295.01

2294.88

2296.04

4.03

.01

2290.00

16 .97

330.00

3.65

.78

16 .000

2302.58

2302 .55

2303 . 55

7.49

.02

2297. 80

166.60

510.00

4.51

.86

17.000

2310.54

2310.54

2311.70

5.08

.94

2304.50

115 . 32

445.00

4.12

.75

18.000

2317.70

2317.63

2319.18

7.45

.03

23 12.80

171.01

522.00

4.73

.87

19.000

2324.63

2323.88

2325.20

5.74

.27

2320.00

90.22

2.07

.62

20.000

2331.30

2331.16

2332.07

6.85

.02

2328.50

206.56

18.56

2.66

.85

21.000

2339.50

2339.43

2340.55

8.45

.03

2335.00

172 .28

14.44

3.71

.84

•

22.000

2345.03

2345.03

2346.28

5.43

. 14

2340.00

164 .61

15.15

4.46

.86

•

23.000

2348.63

2348.46

2349.43

3.01

.14

2345.40

186.84

20.77

3.42

.86

24.000

2354.37

2354.29

2355.27

5.83

.01

2350 . 00

237 .82

15.86

SECNO

•

•

•

•

CUSEL

CRIUS

1.000

2210.75

2210.75

2.000

2218.27

2217.88

3.000

2223.64

4.000

EG

OLOSS

HL

.00

K*CHSL

XLCH

290 . 00

SHEAR

FRCH

. 88

22FEB95

PAGE

09:08:33

10*KS

.54

2358.00

203.16

25.40

315.00

3.36

.87

2372.47

.49

2368.00

184 .87

18.52

540.00

3.51

.85

2380.38

2380.99

.53

2376 . 10

154 .83

19.76

410 . 00

3.22

.79

2388.04

2388.04

2388.55

-1.97

2384.00

276.40

22.57

350.00

1. 68

.88

29.000

2400.37

2400.35

2401 .33

12 .73

2395.00

202.16

20.56

535.00

3.68

.89

30.000

2408.27

2408.00

2409.04

7.65

2405.00

192 .84

25.64

390.00

2 .67

.83

31.000

2420.82

2420.75

2421.31

12.19

284.92

28.08

520.00

2.00

.90

32.000

2431.07

2431.02

2431.61

10.29

.01

245.66

24.10

390.00

2.07

.86

33.000

2442.66

2442.66

2443.29

9.41

. 52

220.34

27.47

415.00

2.52

.85

34 . 000

2451.85

2451 . 81

2452.46

9.15

.01

272.49

25.53

380.00

1.39

.87

35.000

2461 . 40

2461.30

2461.88

9.38

. 04

23.33

390.00

2.60

.88

*

36.000

2472.25

2472.25

2472.88

9.18

-.06

2468.80

24.62

390.00

3.11

.90

*

37.000

2484.72

2484.72

2485.56

10.37

.59

2480. 80

24.54

489. 00

4.32

.93

*

38.000

2496.85

2496.85

2497.70

8.53

1.02

2492.00

515.00

4.12

.84

*

39.000

2507.78

2507.78

2508.56

7.18

.43

2503.20

148.03

497.00

4.09

.81

*

40.000

2520.87

2520.87

2521.60

11.67

- 1.88

25 17.80

219.12

3.57

.91

*

41.000

2531.50

2531.50

2532.27

10 . 10

-.23

2526.50

229.78

19 .04

1.91

.83

*

42.000

2543.93

2543.93

2544.87

11.37

-. 15

2540.00

236.84

26.84

2.69

.89

*

43.000

2554.88

2554.88

2555.66

7.54

.80

2551.00

193 .87

26.51

4.08

.89

*

44 . 000

2569.52

2569.52

2570.42

11.90

-.82

2565.90

225.51

27.59

540.00

.93

*

45.000

2584.06

2584.06

2585.09

11.58

- .78

2580.00

261.13

32.79

430.00

.98

*

46.000

2595.25

2595.25

2596.06

7.67

1.37

2592.00

185.56

30 . 00

400.00

.85

*

47.000

2612.06

2612.06

2612.71

14.27

-2.18

2610.00

269 .67

33.96

530.00

.90

*

48.000

2631.64

2631.64

2632.70

12.13

1.27

2628.00

220. 12

32.73

550.00

4.22

*

49.000

2648.18

2648.18

2649.12

15.72

- 2.22

2645 . 00

308. 56

33.46

508.00

3.52

*

50.000

2672.00

2672.00

2672.60

15 . 55

- .57

2669.00

337.94

52.17

460.00

2.43

C\.ISEL

CRIIJS

EG

*

25 . 000

2361.41

2361.41

2362.14

*

26.000

2371.85

2371.85

*

27.000

2380.38

*

28.000

*

OLOSS

XLCH

SHEAR

ELM IN

SECNO

K*CHSL

22

FRCH

.93

22FEB9S

PAGE

09:08:33

XLCH

ELM IN

10*KS

. 51

2692.00

308.09

65.71

350.00

3.06

.99

12.52

- .79

2711.20

352.56

54 . 08

355.00

3.07

1.04

4. 38

1.74

2726.50

153.96

53.68

285.00

3.42

. 80

2751 . 42

-1.63

2745.60

233.75

45.37

421.00

4.82

.97

2769. 30

2771.08

.85

2764.00

196.59

37.63

489.00

5.86

.94

2237.45

. 00

2237.85

8.29

2234.50

75.09

.00

295.00

1. 38

.54

56. 000

2240.76

2240.73

2241.48

3.60

.03

2237.00

173.67

8.01

312.00

3.79

.85

57.000

2245.65

2245.65

2246.77

4.50

2240.30

140.61

10 .34

319.00

4.38

.81

58 . 000

2251.99

2251 . 92

2252.98

6 . 17

2245.60

114.36

10.60

500.00

3.84

.74

59.000

2258.03

2258.03

2259.65

7.73

176.80

16.82

440 . 00

4.76

.88

60.000

2264 . 29

2263.44

2265 . 56

5.81

. 10

113 .56

11.90

420 . 00

3.50

. 72

61.000

2268.88

2268 . 10

2270.00

4.39

.05

107.22

13.32

398.00

3.23

.70

62 . 000

2273. 63

2272 . 96

2274 . 53

4 .46

.07

123.34

13 .70

387.00

2.79

. 72

*

63 . 000

2280 . 46

2280. 46

2282.26

7. 21

- 1.02

14.35

418.00

5.55

.90

*

64.000

2285 .61

2284 . 19

2286.30

3.70

.33

2280 .00

13.99

386.00

1.93

.55

-22.000

2345.03

.00

2346.25

4.96

-. 92

2340.00

.00

328.00

4. 04

.82

*

123.000

2350.85

2350.85

2352.33

6.38

-.65

2346.00

18.46

325.00

4. 76

.90

*

124 . 000

2355.57

2354.67

2356.04

3.42

.30

2352. 20

20.67

300 . 00

1.54

. 57

*

125.000

2365 . 08

2365.08

2366.16

8.03

-2 .42

2361.70

211.20

380.00

4.26

.93

*

126.000

2374 . 03

2374.03

2375 .35

7.10

.02

2370 . 00

211 .68

335.00

4.26

.92

*

127.000

2382.10

2382 . 10

2383.17

7. 16

- .10

2378.80

222.12

322.00

3.74

. 92

*

128.000

2391.13

2391.13

2392.00

6. 11

.57

2387.60

188.06

3.91

.88

*

129 .000

2401.39

2401.39

2402. 08

10. 30

- .82

2398 . 00

226 .43

22 . 86

3 . 45

.91

*

130.000

2413.09

24 13.09

2413. 75

5.96

1.44

2408. 50

138.52

24 .42

3. 32

.76

*

131. 000

2421.67

2421.67

2422.36

4 .58

.05

2417. 50

135 . 93

26.71

2.89

.74

*

132.000

2433.08

2433.08

2433.99

8.50

- 1.04

2429.30

180.90

25.11

CLOSS

SECNO

C\ISEL

CRI\JS

*

51.000

2694.85

2694 . 85

10.78

*

52.000

2715.17

2715.17

*

53.000

2730.87

2730.87

*

54.000

2749.90

2749.90

*

55.000

2769.30

-6. 000

*
*

*

HL

K*CHSL

SHEAR

23

FRCH

.86

22FEB95

09:08:33

PAGE

SECNO

CUSEL

CRIUS

ELM IN

10*KS

133.000

2442.34

2442 . 34

6.94

.25

2438.00

169.32

21.22

410 . 00

3 . 80

.84

134 . 000

2452.99

2452.96

10.07

.13

2450. 40

242 . 10

25.31

490.00

3.05

.91

135.000

2461 .87

2461.75

2462 . 49

.01

2459.30

217.17

22.82

390 . 00

2.76

.87

136.000

24n.3s

24n.3s

24n.93

.69

2469 .50

178.74

26.15

390.00

2.90

.82

-124.000

2355 .57

. 00

2356. 04

2352.20

80.53

.00

300.00

1.54

.57

•

225.000

2361.88

2361.88

2362.49

12.96

2359.60

335 . 54

18.97

390.00

2.69

1.02

•

226. 000

2368 .40

2367.84

2368 .82

6 . 27

114.10

17.30

370.00

1.54

.63

•

227.000

2378.46

2378.38

2378.89

10.06

284.11

18.05

565.00

2.41

.91

•

228.000

2390.28

2390.23

2390.90

11.99

.02

109. 55

13.07

750.00

2.43

.66

•

229.000

2398.70

2398.59

2399.45

8.54

.01

225 . 29

19.61

510.00

2.75

.88

230.000

2406.36

2406.18

2406.82

7. 29

.08

13.68

475.00

2.26

.68

•

•

HL

OLOSS

K*CHSL

XLCH

SHEAR

24

FRCH

22FEB95

SUMMARY

09:08:33

PAGE

ERRORS AND SPECIAL NOTES

1. 000

1/ARNING SECNO=

PROF I LE =

CRITICAL DEPTH ASSUMED

PROFILE=

CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE

CAUTION SECNO=
CAUTION SECNO=

CRITICAL DEPTH ASSUMED
MINIMUM SPECIFIC ENERGY

CAUTION SECNO=
CAUTION SECNO=

10.000
10.000

CRITICAL DEPTH ASSUMED
MINIMUM SPECIFIC ENERGY

CAUTION SECNO=
CAUTION SECNO=

12.000
12.000

CRITICAL DEPTH ASSUMED
MINIMUM SPECIFIC ENERGY

CAUTION SECNO=
CAUTION SECNO=

13.000 PROFILE=
13.000 PROFILE=

CAUTION SECNO=
CAUTION SECNO=

14.000 PROFILE=
14.000 PROFILE=

CAUTION SECNO=
CAUTION SECNO=

17.DDO PROFILE=
17.000 PROFILE=

1/ARNING SECNO=

20.000

CAUTION SECNO=
CAUTION SECNO=

22 . 000 PROFILE=
22 . 000 PROFILE=

1/ARNING SECNO=

23 . 000 PROFILE=

CONVEYANCE CHANGE

CAUTION SECNO=
CAUTION SECNO=

25.000 PROFILE=
25.000 PROFILE=

MINIMUM SPECIFIC ENERGY

CAUTION SECNO=
CAUTION SECNO=

26 . 000 PROFILE=
26.000 PROFILE=

CRITICAL DEPTH ASSUMED
MINIMUM SPECIFIC ENERGY

CAUTION SECNO=
CAUTION SECNO=

27.000 PROFILE=
27. 000 PROFILE=

CRITICAL DEPTH ASSUMED
MINIMUM SPECIFIC ENERGY

CAUTION SECNO=
CAUTION SECNO=

28.000 PROFILE=
28 . 000 PROFILE=

CRITICAL DEPTH ASSUHEO
MINIMUM SPECIFIC ENERGY

CAUTION SECNO=
CAUTION SECNO=

33.000 PROFILE=
33.000 PROFILE=

CRITICAL DEPTH ASSUMED
MINIMUM SPECIFIC ENERGY

CAUTION SECNO=
CAUTION SECNO=

36 . 000 PROFILE=
36.000 PROFILE=

CRITICAL DEPTH ASSUMED
MINIMUM SPECIFIC ENERGY

CAUTION SECNO=
CAUTION SECNO=

37.000 PROFILE=
37 .000 PROFILE=

CRITICAL DEPTH ASSUMED
MINI MUM SPECIFIC ENERGY

CAUTION SECNO=

38. 000 PROFILE=

CRITICAL DEPTH ASSUMED

PROFILE=

CONVEYANCE C NGE OUTSIDE ACCEPTABLE RANGE

SIDE ACCEPTABLE

RA~GE

25

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CAUTION SECNO=

09:08:33

38 .000

PAGE

PROFILE=

MINIMUM SPECIFIC ENERGY

CAUTION SECNO=
CAUTION SECNO=

PROFILE=
PROFILE=

CRITICAL DEPTH ASSUMED
MINIMUM SPECIFIC ENERGY

CAUTION SECNO=
CAUTION SECNO=

PROFILE=

CRITICAL DEPTH ASSUMED
MINIMUM SPECIFIC ENERGY

CAUTION SECNO=
CAUTION SECNO=

41.000
41.000

CR ITICAL DEPTH ASSUMED
MINIMUM SPECIFIC ENERGY

CAUTION SECNO=
CAUTION SECNO=

42 . 000
42.000

CRITICAL DEPTH ASSUMED
MINIMUM SPECIFIC ENERGY

CAUTION SECNO=
CAUTION SECNO=

43.000 PROFILE=
43.000 PROFILE=

CAUTION SECNO=
CAUTION SECNO=

44 . 000 PROFILE=
44.000 PROFILE=

CAUTION SECNO=
CAUTION SECNO=

45.000 PROFILE=
45.000 PROFILE=

CAUTION SECNO=
CAUTION SECNO=

46.000 PROFILE=
46.000 PROFILE=

CAUTION SECNO=
CAUTION SECNO=

47.000 PROFILE=
47.000 PROFILE=

CAUTION SECNO=
CAUTION SECNO=

48.000 PROFILE=
48.000 PROFILE=

CRITICAL DEPTH ASSUMED
MINIMUM SPECIFIC ENERGY

CAUTION SECNO=
CAUTION SECNO=

49.000 PROFILE=
49.000 PROFILE=

CRITICAL DEPTH ASSUMED
MIN IMUM SPECIFIC ENERGY

CAUTION SECNO=
CAUTION SECNO=

50.000 PROFILE=
50.000 PROFILE=

CRITICAL DEPTH ASSUMED
MINIMUM SPECIFIC ENERGY

CAUTION SECNO=
CAUTION SECNO=

51.000 PROF ILE=
51 .000 PROFILE=

CRITICAL DEPTH ASSUMED
MINIMUM SPECIFIC ENERGY

CAUTION SECNO=
CAUTION SECNO=

52.000 PROFILE=
52.000 PROFILE=

CRITICAL DEPTH ASSUMED
MINIMUM SPECIFIC ENERGY

CAUTION SECNO=
CAUTION SECNO=

53.000 PROFILE=
53 . 000 PROFILE=

CRITICAL DEPTH ASSUMED
MINIMUM SPECI FIC ENERGY

CAUTION SECNO=
CAUTION SECNO=

54.000 PROFILE=
54.000 PROFILE=

CRITICAL DEPTH ASSUMED
MINIMUM SPECIFIC ENERGY

CAUTION SECNO=
CAUTION SECNO=

55.000 PROF ILE=
55 . 000 PROFI LE=

CRITICAL DEPTH ASSUMED
MINIMUM SPECIFIC ENERGY

IJARNING SECNO=

56.000

CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE

PROFI LE=

IMUM SPEC IFIC ENERGY

C"nr,.. ,

C" ' ':

!:~!!:!"'!:i Y

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PAGE

CAUTION SECNO=
CAUTION SECNO=

57.000

CRITICAL DEPTH ASSUMED
MINIMUM SPECIFIC ENERGY

CAUTION SECNO=
CAUTION SECNO=

59.000
59.000

CRITICAL DEPTH ASSUMED
MINIMUM SPECIFIC ENERGY

CAUTION SECNO=
CAUTION SECNO=

63 . 000 PROFILE=
63.000 PROFILE=

CRITICAL DEPTH ASSUMED
INIMUM SPECIFIC ENERGY

IIARNING SECNO=

64 . 000 PROFILE=

CAUTION SECNO=
CAUTION SECNO=

123.000 PROFILE=
123.000 PROFILE=

IIARNING SECNO=

124. 000 PROFILE=

CAUTION SECNO=
CAUTION SECNO=

125.000 PROFILE=
125.000 PROFILE=

CAUTION SECNO=
CAUTION SECNO=

126.000 PROFILE=
126.000 PROFILE=

CAUTION SECNO=
CAUTION SECNO=

127. 000 PROFILE=
127.000 PROFILE=

CRITICAL DEPTH ASSUMED
MINIMUM SPECIFIC ENERGY

CAUTION SECNO=
CAUTI ON SECfOO=

128.000 PROFILE=
128 . 000 PROFILE=

CRITICAL DEPTH ASSUMED
MINIMUM SPECIFIC ENERGY

CAUTION SECNO=
CAUTION SECNO=

129.000 PROFILE=
129.000 PROFIL E=

CRITICAL DEPTH ASSUMED
MINIMUM SPECIFI C EN ERGY

CAUTION SECNO=

1,n_nnn '"'!a FILE=
130.000 PROFILE =

CRITICAL DEPTH ASSUMED
MINIMUM SPECIFIC ENERGY

CAUTTntJ SFCNO=
CAUTION SECNO=

131.000 PROFILE=
131 . 000 PROFILE=

CRITICAL DE PTH ASSUMED
MINIMUM SPECIFIC ENERGY

CAUTION SECNO=
CAUTION SECNO=

132.000 PROFILE=
132 . 000 PROFILE=

CRITICAL DEPTH ASSUMED
MINIMUM SPECIFIC ENERGY

CAUTION SECNO=
CAUTION SECNO=

133.000 PROFILE=
133.000 PROFILE=

CRITICAL DEPTH ASSUMED
MINIMUM SPECIFIC ENERGY

CAUTION SECNO=
CAUTION SECNO=

136.000 PROFILE=
136.000 PROFILE=

CRITICAL DEPTH ASSUMED
MINIMUM SPECIFIC ENERGY

CAUTION SECNO=
CAUTION SECNO=

225.000 PROFILE=
225.000 PROFILE=

CRITICAL DEPTH ASSUMED
MINIMUM SPECIFIC ENERGY

IIARNING SECNO=

226.000 PROFILE=

CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE

IIARNING SECNO=

227. 000

CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE

r"l\lf T l""' '

,.. ~"'":'-

PROFILE=

L DEPTH ASSUMED

27

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09:08:33

PAGE

IIARNING SECNO=

228.000

PROFILE=

IIARNING SECNO=

229. 000 PROFILE=

ONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE

28

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LETTER OF MAP REVISION FOR
IDLE HOUR WASH

APPENDIXD
LOMR SUBMITTAL

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O.M.B. Burden No 3067-0148
Expires July 3 7, 7994

FEMA USE ONLY

PUBLIC HURI>EN DISCLOSURE NOTICE
Public reporting burden for this form is estimated to average 2.13 hours per response. The burden estimate includes the
time for reviewing in~truction:::~, ttearching existing data sources, gathering and maintaining the needed data, and
<"nmplcting and reviewing the form. Send comments regarding the accuracy of lhe hm·den csti male and any ~uggeslions
for reducing this burden, to: Information Collections Management, Federal Emergency Management Agency, 500 C
''C 20472; and l.o l.hP Ollice of Manaf(ement and Budget, Paperwork Reduction Project (3067Street, S.W., Washi:·: ·
lll48) Wus hi fll!lon DC 2u;.,J3.
1. OVERVIEW

I. The basis for this revision request is (are): I check all that apply)
0 Physical change
0 Existing
0 Proposed
0 Improved methodology
~Improved datd
!;3"'0ther

0.

t-"J

ujecl

Name/ldenLifier:_.,,..VLh'-·...._..4_ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __

a,_,vtrn;;e'--LAL-------------------------4. FEMA zone designations affected:_Z....._...
(example: A, All, AO, AI-A30, A99, AE, V, VJ-30, VE, B, C, D, X)
5. The NF!P map panel(s) affected for all impacted communities is (are):
Community
No.

EX 480301
480287
o!{ooz~

o~ooz.3>
O~QQZ3

Community
Name
Katy,City

.

f.S
""

County

State

llarris, Fort Bend
I id.rns

e..-~(A.

e1.......

TX
TX

Panel
No.

Effective
Uate

480301
48201C

00051)
0220G

02/08/83
09/28/90

Az.

L605/)_

A?

16 lOP,
16158

AZ..

p;IMI).

Map
Nu.

"osf)

~~'l2

~I,.

[{, LO /2
16128

oMt.~/83
'

6. The area of rev is ion cncompi:isses Lhc following types of nooding, structures, and associated disciplines: (check all
lhal apply!
Types of Flooding
Structures
Disciplines*
[l;l>"'fuvcrine
0 Coastal
0 Alluvial F'an
~hallow Flooding (e.g. Zones AO and Alii
0 Lakes

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FEDE:RAL EMERGENCY MANAGEMENT AGENCY

REVISION REQUESTOR AND COMMUNITY OFFICIAL FORM

Affected by
wi ndlwa ve action
0 Yes
!Y/No

0
0
0
0
0
0
0

Channelization
Levcc/Floodwall
Bridge/Culvert
Dam
Coastal
~'ill

Pump Station
IQ-"'None
0 Channel Relocation
D Excavation
0 Other (describe)

~aler Resources
IY'!iydrology('-DM, PC. ~<:D)
IY-'IIydraulics(SLA)
0 Sediment Transport
0 I nlerior Drainage
0 Structural
0 Geotechnical
ICI-1.and Surveying~L"'i"'')
0 Other (describe)

0 Other(describe) _ _ _ _ _ __
• Attach completed "Certification by Registered Professional Engineer and/or Land Surveyor" Form for
each discipline checked. Worm 2)
2. FLOODWA Y INFORMATION

7
8.

Does the aiTcclcd flooding source have a flood way dc::;ignalcd on the effective Fl J{M or Jo'lH'M?
Does the revised noodway delineation differ from that shown on the effective FIRM or F'BFM
If yes, gi vc reason:

HMA Form B1·89, AUG 93

ReviSIOn Requestor and Commumty OH•oal Form

0
0

Y e'
Yes

Form 1

[Q"'"N u
IY"No

Page 1 of 4

,

r-A-L-La-·c_h__c_o_p_y_o_f_c_it_h_c_r_a__p_u_b_l_ic_n_o_L_i_c_e_d_i_sl_r_i_b_u_Lc_d__h_y_t_h_c_c_o_m_rn
__u_n_i_ty__s_ta_t-in
__
g_t_h_c_c_o_m_m
__u_n_i_ty-'_s_i_n_t-cn
__L_to__r_e_v-is_c_L_h_c____.____,.,
flood way or a statement by the community that it has notified all affected properly owners and affected adjacent
jurisdictions.
9. Docs the SLate have jurisdiction over the flood way or its adoption by communities participating in the NFIP?
IDes 0 No
If yes, atlach a copy of a leUcr notifying the appropriate Stale agency of the flood way revision and documentation of the
approval of the revised flood way by the appropriate SLate agency.

,
I

3. PROPOSED ENCROACHMENTS

r-10--.--VV--il_h_fl_o_o_d_w_a_y_s_:----------------------------------------------------------------------------,"1
1A.

Docs the revision request involve fill, new construction, substantial improvement, or other development
in the noodw<~v';

IB

I

Y1·...: fCr"No

If vcs. does f h, rfr>v1•lonment cause the 100-year water surface elevation to incr·ca::.t..
than 0.0110 feet?
[J Yes 0 No

~ . -~· '.) ,~,..__.._. ..,v,,

111u1 l.

•I.)

"'.
'
' ,..,
,, -~·"-''-''- •nJullway:::;:

2A.
2B.

.,

,,
I

Does the revision request involve li II, new construction, substantial improvement, or other development in
the 100-year floodplain? 0 Yes IS"'No

,

If yes, docs the cumulative effect of all development Lhal has occurred since the effc"", ~· . ", wao
originally identified cause the 100-ycar water surface elevation to increase at any location by more than
one fool (or other surcharge Limit if community or state has acropted more stringent criteria)? 0 Yes ONo

,

lflhe answer to either Items 1B or 2B is yes, please provide documentation that all requirements of Section 65.12 of the

NI•'IP regulations have been met, regarding evaluation of alternatives, notice to individual legal property owners,
concurr~nce ofCI-~0.

lilt

and certification that no insurable structures are impacted.
4. REVISION REQUESTOR ACKNOWLEDGMENT

12.

Having read N~'ll' Regulations, 44 CFI{ Ch. I, parts 59, 60, 61, and 72,1 believe lhatlhe proposed revision
is not in compliance with the requirements of the aforementioned NFIP Regulations.

g.-- is

0

~

5. COMMUNITY OFFIOAL ACKNOWLEDGMENT

13.

VVas this revision request reviewed by the community for compliance with the community's adopted floodplain
management ordinances? g"'Yes 0 No

14

Docs this revision request have the endorsement of the community?

ifvp-.:

n

'\.'n

If no to either of the above questions, please e x p l a i n : - - - - - - - - - - - - - - - - - - - - - - - - - Please note that community acknowledgment and /or notification is required for all requests as outlined in Scclwn 65.4
(b) of the Nl,'IP Regulations.

,

,
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!

6. OPERATION AND MAINTENANCE

15.

Does the physical change involve a flood control structure (e.g., levees, flood walls, channelization, basins, dams)?
DYes lli'No

~

If yes, please provide the following information for each of the new flood control structures:

A.

Inspection of the flood control project will be conducted periodically b y - - - - - = = : - : - - - - - - - en 1 y
_ _ _ _ _ _ _ _ _ with a maximum interval of _ _ _ _ _ _ _ months between inspections.

B.

Based on lhc results of scheduled periodic inspections, appropriate maintenance of the flood control facil ilies
will be conducted b y - - - - - - - - - - - - - - - - , - - - , - , . - : - - - - - - - - - - - - - - - - - h~ntityl

to ensure the integrity and degree of flood protection of the structure.
C.

A formal plan of operation, including documentation of the flood warning ~y~tem, specific actions and
assignments of responsibi Iily by individual name or title, and provisions I{JI· t.e~ling the plan at i ntcrvals
not !<~ss 1han on(' y('Hr, 0 has D has nul been prepared for Li1l' flood control ~LnJctur·c
Rev1'iion Requestor and Community Otlt(ldll-orm

form 1

Page 2 of 4

,
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1

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D. The community is willing to assume responsibility for 0 performing 0 overseeing compliance with the
maintenance and operation plans of t h e - - - - - - - - - - - - - - - - - ; . . - : : = : > - - - - - - - - - - - f."lame)

flood control structure. If not performed promptly by an owner other than the community, the community
will provide the necessary :;erviccs without cost. to the Federal government.
Attach operation and maintenance plans
7. REQUFSTFn RFSPONSF FROM FEMA

16.

a:

___a.

CLOMR

A letter fr·om FEMA commenting on whether a proposed project, if built as proposed, would
justify a map revision ( f.OMR or PMR), or proposed hydrology changes (see44 CF'R Ch. f,
Purls 611,65, und 72).

v\

LOMR

A letter from ~·gMA officially revising the current NFI!' map to show changes to floodplains,
flood ways, or flood elevations. LOM Rs typically depict decreased flood hazards. (See 44 CF!f
('I,

C.

_ _d.

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•

PMR

A reprinted NFIP map incorporating changes to floodplains, flood ways, or flood elevations.
Because of the time and cost involved to change, reprint, and redistribute an NFIP map, a
PMH is usually processed witen a revision rcflecls increased nood hazards or large-scope
changes. (See44 CFR Ch.l, Parts 60 and 65.)

Other:

Describe____________________________________

8. FORMS INCI\JnFO

17

Form 2 Pn!itlr>rl "f'(•rtifi(•;Jiinn n\' l?,·::·;ccfrrr•n

Prnrr•;:-<.;;(1~1:~1

f.'rJ;;;,...,,,,r .,,...,,1/,,. I

~!nrl

<::_,,,.,,,.,,.,,...

,,...,,,_.j \\1, ,.,,l~rn;ltr.rl

'!'he following forms should be included with this request if(check the included forms):

•

Hydrologic analysis for flooding source diiTers from that
used to develop FIRM

12(Hydrologic Analysis Form

'lydr-,,!;

.. 1
r
used l.o dPvP!op FIRM

~iverine Hydraulic Analysis Form

The reque~L is based on updaled topographic
information or a revised flood~lain or flood way
delineation is requested

ID.iverine /Coa.sla! Mapping Form
(Form 5)

The request involves any type of channel modification

0
0

Channelization Form Worm 6)

The request involves a new revised levee/flood wall
system

0

Levee/Fioodwall System Analysis Form
Worm 8)

•

The request involves analysis of coastal flooding

0 Coastal Analysis Form (F'orm 9)

•

The request involves coastal structures credited as
providing protection from the 100-year flood

0 Coastal Structures (Form I 0)

•

The request involves an existing, proposed. or modified
dam

0 Dam Form Worm II)

•

The request involves structures credited as providing
protection from the 100-year flood on an alluvial fan

0 Alluvial Fan Flooding l'orm

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•
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After examining the pertinent N Fl I' regulations and reviewing the document entitled "Appeals, Revisions, and
Amendments to Flood Insurance Maps: A guide for Community Officials," dated January 1990, this request is for

(Form 3)
Worm 1)

The request involves new bridge or cui vert or revised
analysis of an existing bridge or culvert

Revision

Reque~tor

Bridge/Culvert Form
Worm 7)

!Form 12)

and Communtty OHtctal form

Page3of4

r-------------------------------------------9-.I-N-IT-IA_L_R_E_v_IE_W__FE_E----------------------------------------·-,___,.,
18.

Initial fcc amount: $

.,

0 Yes 0 No

The minimum initial review fee for the appropriate request category has been included.

N/A

MgTJIOD Of•' PAYMENT (Check one box)

0

PAYMENT

0 VISA

ENCLO~ED

CARD NUMBER

1

oaoooooooooooooo ,

Check or money order only.
Make payable to
1
2
National Flood Insurance Program

5

4

3

6

7

8

9

10

II

12

13

14

15

16

,

EXP. Dale

----~=.gnat~~.-----DDDD

.,

or
19.

20.

This request is for a project that is for public benefit and is intended to reduce the flood hazard to existing
development in identified flood hazard areas as opposed to planned floodplain development
ll!ry cs 0
or
This request is to correct an error or to include the effects of natural chang,·-hazards.

Note: I understand that my signature indicates that all
information submitted in support of this request is
correct.

,

"'o

of special flood
0 Yes 0 No

.-------------------------~
Note: Signature indicates that the community
understands, from the revision requester, the
impacts of the revision on Oooding conditions
in the community.

-ps~&-(
S•gnature of Rev•s•on Requester

-----------------

S1gnature of Communtty Offioaf

Prmted Name and T•tle of RevtSLOn Requester

'Yi'n:o (p,,~ A-,
Company Name

m

O'H'OJ3

un•ty Name

..,
i

h

,
,
.,

Date

Does this request impact any other communities?

0 Yes

llYNo

If yes, attach letters from all affected jurisdictions acknowledging revision request and approving changes to floodway,
if applicable.

Note:

,
"''

Although a photograph of physical changes is not required, it may be helpful for

Revision Requestor and Community Official form

Fl~MJ\'s

review

f-orm 1

Page4of4

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FEDERAL EMERGENCY MANAGEMENT AGENCY

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FEMA USE ONLY

Expires July 31, 7994

PUBLIC BURDEN DISCLOSURE NOTICE
Public reporting burden for this form is estimated to average. 23 hour per response. The burden estimate includes the
time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and
completing and reviewing the form. Send comments regarding the accuracy of the burden estimate and any
suggestions for reducing this burden, to: Information Collections Management, Federal Emergency Managf'm('nt
Agency, 500 C Slreel, S.W., Washington, DC 20472; and to the Office of Managemcnl anJ buugeL, lJapcrwork
Reduction Project (3067- 0148), Washington, DC 20503.
I.

This certification is in accordance with 44 CFR Ch. I, Section 65.2

2.

I am licensed with an expertise in 1.00-..ter" r'e,.~ourceS
(example: water resources (hydrology, hydraulics, sediment transport, interior drainoge)* structural,
geotechnical, land surveying.]

3.

I have

4.

I have

5.

I

6.

In my opinion, lhe following analyses and /or designs, is/are being certified:

ll.o

years experience in the expertise listed above.

D prepared

~ve 0

~viewed the aUachcd supporting data and analyses related to my expertise.

have not visited and physically viewed the project.

'1\yf~(o-.u \;c. o.na-__\\?1:0, (\-\EL-~) c'i +'-"~ IcL\€..., t-\ou\'
7.

vJcg;,b

Base upon the following review, the modifications in place have been constructed in general accordance with plans
and specifications.
Basis for above statement: (check all that apply)

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O.M.B. Burden No. 3067-0148

·CERTIFICATION BY REGISTERED PROFESSIONAL ENGINEER
AND/OR LAND SURVEYOR FORM

8.

a.

0

Viewed all phases of actual construction.

b.

Compared plans and specifications wilh as-buill survey information.

C.

0
0

d.

~Other __~wy~~-------------------------------------------------

Examined plans and specifications and compared with completed projects.

All information submitted in support of this request is correct to the besl of my knowledge. I understand that any
false stalt:J::~;.~ i .. u.y Lt.: lJUiii.~haLlL: u) fine or imprisonmenL L<lJ...;Ll ';·;~~L::::; ,,; ~:.l.. :__: .. ;~<.;J s~ . . ~'-'~' C:v....:..__, Sc..::.;ui.: 8:-J;

Name: _

___,~'-'--"'o-"b"'-e~r_+_.__..-.!::l-:...:.·_S""'-.2.h..!..:a..::::::.!..n!.!od~-..,-----,-------------­
<please print or type)

Tille: _ _P.J....Ir...:o=:~;T>e."-'c....""::t-"----LM~o...:::.!.n~o...~g~e._..cJ..r'----,-.,---.,...,----.,--------------~

(please print or type)

Registration No. _____.;l=-_Y:....;:O:...~=::lo"'---------------

An :con q,.
TypeofLicense PE ( LIU l \J

State

3-~-05
Dau.

Seal
(0ptionall

•Specify Subdiscipline
Note: Insert not applicable
FEMA Form 81-89A, AUG 93

l J'lj, /\)

when statement docs not apply.
Cert•f•<ation by Registered Proft.:s'>woal

Engineer and/or land Surveyor Form

form l

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FEDERAL EMERGENCY MANAGEMENT AGENCY

O.M.B. Burden No.

3067~0148

FEMA USE ONLY

ExpiresJuly31, 1994

HYDROLOGIC ANALYSIS FORM

PUBLIC BURDEN DISCLOSURE NOTICE
Public reporting burden for this form is estimated to average 3.67 hours per response. The burden estimate includes the
time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and
completing and reviewing the form. Send comments regarding the accuracy of the burden estimate and any suggestions
for reducing this burden, to: Information Collections Management, Federal ~mergency Management Agcr."~', 500 C:
Street, S. W., Washington, DC 20472; and to the Office of Management and Budget, Paperwork Reduction Project (30670148), Washington, DC 20503.

PiMA. Counf v
Idl=< Ho!lr- w(A,{b. &fiJI:r. _H,~r \,1_

Community Name:

/

FloodingSource:

1

(One (urm fur each flooding source)

Project Name/Identifier:

I4/-c Hour We.Jl LbM.g,
1. HYDROLOGIC ANALYSIS IN FIS

0

Approximate study stream (Zone A)

!Y-1)etailed study stream (briefl_y explain ;:tethod,olo y)'~.!!>!C~~¥-.Cl..!~U:r._,L:.!l-!-!j~D..._:::K-ll!J!!-§~L!I~~~
2. REASON FOR NEW HYDROLOGIC ANALYSIS

ild"No existing analysis
0 Improved data (see data revision onpage3)

0

Changed physical conditions of watershed (explain) - - - - - - - - - - - - - - - - - - - - -

0

Alternative methodology (justify why the revised model is better than model used in the effective Jo'IS)

0 Evaluation of proposed conditions (CLOMRsonly) (explain)
0 Other

-------------------------------------------------------------

If a computer program/model was used in revising the hydrologic analysis, please provide a diskette with the input
files for the 10-,50-, 100- and 500-year recurrence intervals.
Only the I 00-year recurrence interval need be included for SFHAs designated as Zone A.
3. APPROVAL Of ANALYSIS

19-'Approval of hydrologic analysis, including the resulting peak disc
ided by the
appropriate l~cal, plate, or ~'ederal Agency. (i.e .• ..r:;w·ru"'--~~.!!'lf.J)o'-.lo4:¥1.!.lc:..J..!!!U:::lll.CL..!U_ _ _ _ _ __
"'-S
"\-A
~
Attache idence of approval.
Approval of the hydrologic analysis is not required by any local, State, or ~'ederal Agency.

Tr...

0

FEMA form 81-898, AUG 93

tlo....

oJ

{ ,..,

Hydrologic Analysis Form

Form 3

Page 1 of 7

,
,

r---------------------------------------4-._R_E_vi_Ew
__o_F_R_E_su_l_r_s_____________________________________._'__,.,
Stream:

Comparison of I 00-year Discharges
Drainage area

Location:

~'IS

!cfs) :

Revised (cfs):

(Sqmi.J

Note:

When revised discharges are not significanlly different than FIS discharges, ~'EMA may require a
confidence limits analysis on attachment Data later date to complete the review.

,
,.
,

As is often the case with revision requests, only a portion of a stream may actually be revised or be affected by a ,
revision. Therefore, transition to the unrevised portion is important to maintain the continuity of the study. NFIP
.

I

·-·~·-· 1 ,: ·-

,:;.

1

'

'1

'

1

.

..:·_: • . . . -.."' ~-------,.:

···: .•• ~:~.:''-"~-·~·~:v

...·.v···•:•'--J"'vl.-"''~-.._. ......,..._,,._,.b'-""'-V~<H...

effective discharges? !'lease explain how the transition was made (attach separate sheet if necessary)

,

,
,
,
,
,

A TIACH A COMPlETED REVIEW OF RESUlTS PAGE FOR EACH FlOODING SOURCE.

b the new hydrologic analysis being developed solely to revise the flow values presented in the F'IS (i.e. no changed
hydraulic conditions)? 0 Yes liYNo
If yes. does the 100-year water surface elevation change by 1.0 foot or more?

0

Yes

0

F'EMA does riot normally revise NFIP maps solely due to insignificant flow changes where
surface elevation are less than 1.0 foot.

No
change~

in I 00-ycar waler

,
,
,
1.

~--------------------------------------~1
Form 3

Page 2 of 7

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5. HISTORICAL FLOODING INFORMATION

Is historical data available for the flooding source?
If yes, provide the following:
Location along flooding source:
Maximum peak discharge:

cfs

Second highest peak discharge:

cfs

Source of information:

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6. GAGE RECORD INFORMATION

I

=-_j

Location of nearest gage to project site (along flooding source or similar watershed; specify)

"'"~~ ta"~ .

GagingStation: _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
Drainage area at gage: _ _ _ _ _ _ _ _ _ _ _ _.mi2
Number of years of data:

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7. DATA REVISION

Please use the following table to list all the data and/or parameters affected by this request and identify them as
new data (New) or as revising existing data (Revised). (lf necessary, attach a separate sheet.)

r

Data Parameter

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D Yes IC-"""No

All 4.6,-\-.... .,. .,..=<

New
11\~W

.

Revised

D

0

0

0

D

0

0

0

0

0

Data Source

•

Data source can be from a Federal, State, or local government agency, or from a private source. Some State and
local governments may have less strict data requirements than Federal agencies, in which case the hydrologic
data may not be accepted by FEMA unless it is demonstrated that the data give a better estimate of the flood
discharge.

•

Attach documentation corroborating each data source(i.e., certified statement, report, bibliographical reference to
a published document). In the case of a published document or a government report, providing copies of the cover
and pertinent pages may be helpful.
8. METHODOLOGY FOR NEW ANALYSIS

0 Statistical Analysis of Gage Records (use Attachment A)
0 Regional Regression Equations (use Attachment B)
IB"'Precipitation/RunoffModel (use Attachment C)

0 Other (specify; allach backup computations and supporting data) - - - - - - - - - - - - - - - - - - -

Hydrologi<

Analy~is

Fo1m

Form 3

Page3 of 7

.. ..,

ATTACHMENT A: STATISTICAL ANALYSIS OF GAGE RECOROS

GagingStation:-------------------------------------Gage Location (latitude and longitude): _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __

Revised:

FIS:
1. Numberofyearsofdata

i

Historical .................. .

2. Homogeneous data

0

3. Data adjustments

0 Yes

Yes

0
0

No
No

0 Yes
0 Yes

0 No
0 No

~

,
'

,

......... .

Low outliers
Zero

,

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

Systematic ....................................... .

4. Numberofhighoutliers

,

~.::"cnts

5. Generalized skew ..................................... .
6. Station skew
7. Adopted skew

8. Probability distribution used (justify
iflog-Pearson Ill was not used)
Yes

0

No

10. Expected probability• .............. .

0 Yes

0

No

!!.Comparison of results with other analyses

0 Yes

0 No

0

9. Transfer equations to ungaged sites
If yes, specify method

,
,
,

,

,
,

If yes, describe comparison

,

•FEMA does not accept expected probability analyses for the purpose of reflecting flood hazard information in a

FIS.
If any data is not available, indicate by N/A.

,
,

Attach analysis including plot of flood frequency curve.

Hydrologi< Analysis for

form3

Page4of7

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ATTACHMENT&: REGIONAL REGRESSION EQUATIONS

1.

Bibliographical Reference:

(Attach a copy of title page, table of contents, and pertinent pages including equations.)
2.

Gaged or ungaged stream:

3.

Hydrologic region(s):
A f.t~rh

4.

h~f"k 11n

m:m

Provide parameters, values, and source of data used to define parameters.

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--

Revised:

FIS:

5.

Urbanized conditions calculations . ........................

6

Percent of watershed urbanization ....... - .................

7

Is the watershed controlled?

8.

Comparison with other analyses

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

. .

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

0

Yes

ONo

0 Yes

0

No

0

Yes

0No

0 Yes

0 No

0 Yes

0No

0 Yes

0

No

if the answer to 5, 7, or 8 is yes, explain methodology in Comments.

lf dala is not available, indicate by NiA.

Comments

-

Attach computation and supporting maps, delineating the watershed boundary and drainage area di vidcs.

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Hydrologi( Analys1\

~arm

Form 3

Page 5 of 7

ATTACHMENT(: PREOPITAnONIRUNOFF MODEL

FIS:
1.

Method or model used: . . . . . . . . . . . . . .................... .
Version: ...... _................................... .
Date: ............................................. .

2.

Source of rainfall depth:

3.

Source of rainfall distribution: . . . . . . . . . . . . . . . . . . . . . . . . . . .

4.

Rainfall duration: ....................

5.

Areal adjustment to precipitation(%): ..

6.

llydrograph development method: ...................... .

7.

Loss rate method: . . . . . . . . . . . . . . . . . . . .................. .

Revised

tJIA

--·~
A Jr. A-\-l.,._s.

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

,oJ()

I
l

II

Nat f.: .. Uy:.k('()ll)~i\ C: A.......\y st.S :,. '- ~v elt4
.\;.. ...A.:pp~~ A to ,.c.c.oWf.."'}/':J re.por'\0~
'

Source of soils informa 1io1n

Source of land use information .. . ) . . ................ .
8.

Channel routing method:

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

9.

Reservoir routing: . . . . . . . . . . . . . . . . . . . . ................. .

10.

Baseflow considerations:

....... .

No

0 Yes

0

0 Yes

D No

/

,
I

••

~

A~,.;-.. 1 f~+Q~
rJ/A
•
DYes
19"'" No
Ll Yes
WNo

lfyes, explain how base nov\'· was determined:

~

,

-----------------------------------~
II.
12.

Y_e_s--19-'N--o--~

_S_n_o_w_m_e_l_t_c_o_n-si_d_e-ra_t_i_o_n-s:-.-.-...-.-.-.-.-...-.-.-.-.-..-.-.-.-.-..-.-.-.-.-..-.-.-.-_-0--Y-es--D--N-o_ _ _D
__

Model calibration: . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D Yes

0

No

0 Yes

rn-No

~

--lf_y_e_s_._ex_p_l_a_in_h_o_w_c_a_l_ib_r_a_t-io_n_w_a_s_p_e_rr._o_r_m_e_d~~~~~~~~~~~~~~~~~~~~~~---------------t,
13.

Future land use condition:
If yes, explain why

0

Yes

iQ-' No

t,

------------------------------------n

__________________________________________

,

NOTE: FEMA policy is to base flooding on existing conditions.
If data is not available, indicate by N/A.
Attach precipitation/runoff model, hydrologic model schematic, curve number calculations, time of concentration
calculations, and supporting maps, delineating the watershed boundary and drainage area divides.

Hydrologic Analysis Form

Form 3

Page6of7

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ATTACHMENT D: CONFIDENCE LIMITS EVAlUATION

Stream: -------------------------------------------------------------------------------Select one location for Confidence Limits ~~valuation (describe location):------------------------------------

Discharges for selected location:
Exceedance Probability

10%

FIS

Revised

cfs

______________:cfs

...........

- - - - - - - - - - - cfs

-------cfs

liU-year) . . . . . . . . .

2%

(50-ye,rl

1%

(I 00-year)

. - ..........

cfs

______________:cfs

0.2%

(500-year)

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

cfs

______________cfs

1% (100-year) Flood Confidence Intervals
(")(")n-'

("'

r:.J.,.,

'~f._,

1

·-''-' "-' '--'""•UCl!'--0..: 111'-'0...L •Ul.

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50% Confidence Interval:

r:::m 1:

IU LIHHL

:.

cfs

:10.nu tllll1L

cfs

<)

25% limit
75% limit

If the value of the I 00-year frequency flood in the
FIS is beyond the 50% confidence interval but
within the 90% confidence interval, does the I 00-year
water surface elevation change by 1.0 foot or more? D Yes D

cfs

No

An example of confidence limits analysis can be found in Appendix 9 of Bulletin 17B.

Attach Confidence limits Analysis.

Hydrologi< Analysis form

Form 3

Page7of7

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fEDERAL EMERGENCY MANAGEMENT AGENCY

O.M.B. Burden No 3067-0148

RIVERINE HYDRAULIC ANALYSIS FORM

Exptres July 31 1994

FEMA USE ONLY

PUHLIC HUIWEN lliSCLOSUI{E NOTICE
Public reporting burden for I hi~ form is estimated to average 2.25 hours per response The burden estimate includes the
time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and
completing and reviewing the form. Send comments regarding the accuracy of the burden estimate and any suggestions
for reducing this burden, to: Information Collections Management, Federal Emcr·gcncy Management Agency, 500 C
Street. S W . Washington. OC 20472: and t.o t.he Office of Management and Budget, Paperwork Reduction Project (3067·
014el, wa,rllnglon, DC :!U5UJ.

Cov\1\. ~Y

Community Name:

P,'wl...,

l•'looding Source

F.._s { ,:L. dl-<. l!ov.r

/U11t:

(urm fur each [lUfJduJg :;CJu,·c.:)

Project Name/Identifier:

Wo-sl-.

I~._c(._('-'~""--'~"'o"'v.LJ.c_IJ"""D-~S_,l,_-'Lo""":.!.fo\.:uR_,__________________
1 REACH TO BE REVISED

Dow nstrca m Ii mit:
Upstream limit:

Ca ... f(..H!"' .:-<. .w"i±_l_WI!Y_t:.f.>.i,.'~._Ih<J:l..!::[<{,__cnrno~vL<L..~LJ~...~~ul""cc___________
A
,; ...... ~~t.. 41100 .f~ .. .Jod·.-.. ,~
L
r o,.f( .•~ ..

+

c...(

2. EFFECTIVE FIS

D

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Notsllld'

Upstream limit of study _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __

0

Studied by detailed methods
0()wn<;f rPam Jimjl of~1 , , 4 _ ' ' - - - - -

Upstream limit of study _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __

0

Flood way delineated
Downstream limitofFioodway _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
Upstream limit of Flood way
3 HYDRAULIC f>.N/\1 YSIS

Why is the 1·..• c1·;; c; 1 c ,c;;,;:yois different from that used to develop the FIRM. (Check all that apply!

0

Not studied in F!S

['; Improved hydrologic data/analysis. E>.IJ;din - - - - - - - - - - - - - - - - - - - - - - - - - -

I

[M"lmproved hydraulic analysis.

0

Flood control structure Explain: _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __

0

Other E x p l a i n - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

~fMA

form 81 89(. AUG 93

Riverine Hydrauli< Analys1s f-orm

f-orm4

Page 1 of b

,

3. RIVERINE HYDRAULIC ANALYSIS FORM
Models Submitted

l•'ull input and output listings along with fi lcs on diskcllc (if available) for each of the models listed below and
summary of the source of input parameters used in the models must be provided. The summary must include a
complete description of any changes made from model Lo model (e.g. duplicate effective mode/to corrected effective
mode/). Only the Uuplicale Effective and the Revised or Post-Project Conditions models must he submitted. See
instructions for directions on when other models may be required. Only the I 00-year nood proli le is required for
SFIIAs with a Zone A designation. fi'or areas which do not have detailed nooding, a hydraulic model is nol
required; however BFF.'s may not be added to the revised FIRM.

D

Copies of the hydraulic analysis used in the effective l•'IS, referred to as the
effective models (10-, 50-, 100-, and 500-year multi-profile runs and the
~--'~""'--'-•

Flood way

Natural

Duplicate Effective Model

•

•• _.

L;l~.ll

ILjJ!V\HlLLU

\!II

LIIL

D

D

,

ll:LjU!:~lOr ~

equipment to produce the duplicate cifcdivc model. This is required to
assure that the effective model input data has been transferred correctly to
Lhe requestor's equipment and to assure that the revised data will be
integrated into the effective data to provide a continuous FlS model
upstream and downstream of the revised reach.

D

The corrected effective model is the model that corrects any errors that
occur in the duplicate effective model, adds any additional cross sections to
the duplicate cfTcctivc model, or incorporates more detailed topographic
information than that used in the currently effective model. The cone<:ted
effective model must not reflect any man-made physical changes since t.hc
date of the effective model. An error could be a lechnicnl (~!Tor in the
muUelmg IJroccoures, or any construction in the floodplain that occurred
prior Lo the date of the effective model but was not incorporated inLu the
effective model.

D

~'loodway

Natural

Corrected l'ffective Model

D

D

Natural
Existing or Pre-Project Conditions Model

,
,
,
,

Flood way

D

D

The dupliCate cffcc~j_ve or corrN"tPrl model is modifi(•d 1n produc(' tlw
existing- or pre-project conditions model to reflect any modifications that
have occurred within the noodplain since the date of the effective model but
prior to the construction of the project for which the revision is being
requested. If no modification has occurred since the dale of the eiTcctivt•
model, then this model would be identical Lo the corrected effective or
duplicate effecLi ve model.

D

Natural

He vised ur l'ust-Pr·oject Conditions Model

The existing or pre-project conditions model lor duplicate effective or
corrected effective model, as appropriate) is revised Lo renect revised or postproject conditions. This model must incorporate any physical changes to
the noodplain since the effective model was produced as well as the effects
of the project When the request is for proposed project this model should
reflect proposed conditions.

Other: Please attach a sheet describing all other models or
calculatium; submitted 5 ee o.c ~~"'f''"";Yi"'j repor ~

Rrverine Hydrauh< AnalySI'> t-orm

Flood way

D

D

...
Natural

Floodway

w

D

t-orm4

Pagel of 6

...

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Attachment to Form 4, Section 3:
This model is the initial detailcr1 hvrlrauli,· .,n,Jvsis '' 1 • ·h "ill rerl ... · · '''" ·mnrm:in"'>te
methods used to develop the ZONE A in '·he ''";,.,in:; I Ill\ I

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4. MODEL PARAMETERS (from model used to revise 100-year water surface elevation)

I.

Discharges:

Upstream Limit

Downstream Limit

I 0-year
50-year

411 'I c.f!>

I 00-year
500-year
Attach diagram showing changes in I 00-year discharge

2.

Explain how the starting water surface elevations were determined The

1

s!.._,.. {.;.,g

-h:r sur (..._c '(

<..Jo..

~~;t~; :1:~:1~o:e-z; ~C;(~ Ji: il~'\~::t :fJl~~o~rt::c.e.
3.

0.050

Give range of friction loss coefficients (Manning's "N") Channel

o.oso

Overbanks

If friction loss coefficients are different anywhere along the revised reach from those used to develop the F[[{M,
give location, value used in the effective FIS, and revised values and an explanation as to how the revised values

were determined.
Location

J{eviscd

ExP.lain=----------------------------------------------------------------------

iJ~.;:~t.:' dJc lww the cro~s ::.eCLion geometry UaLa were cieternll ned t t' .f: .. rlcl£1 s u roey, topog ruphic ,nap, t u !; ·
previous -:;ludy) and lisl cross sections that were added

L~S.S-Sec~;o., 9eo""'e\,7 Je-·t,
r
c.rou- secJio ...

1

d...l_

we_ct

o-r.: o~~e\J .

foJu"' {ro""'

fro""

om

t"=l.OO', 2."' Ct1111-t.t1ur

obtfo J.J ..J

I

Riverine Hydraulic Analys•~ !-o• m

q-{lf-9'#.

Form 4

AI/

Page 3 of 6

''

4. MODEL PARAMETERS (Cont'd)

5.

gxplain how reach lengths for channel and overhanks were determined:

8eA£L

/c~ils {oc bofk d..,..!l!f( o.o~~.d ovu/x..f!k pug.> wert

,
,

5. RESULTS (from model used to revise 100-year water surface elevations)

r - - - - - - - - - - - - ' - - - - · - · -1.

--------------,

Do the results indicate:
a. Water surface elevations higher than end points of cross sections?

0 Yes IE' No

b. Supercritical depth? ............................... .

0 Yes lid"N o
!d'ves 0 No
0 Yes lid"'No

c. Critical depth? ................................................ .
d. Other unique situations ................... .

...

If yes to any of the above, attach an explanation that discusses the situation and how it is presented on the
profiles, tables, and maps. :>~<

A\\...,\...cJ

2.

What is the maximum change in energy gradient between cross-sections?
Specify location ......................................... .

3.

What is the distance between the cross-sections in 2 above? ................... .

bfw... u

t €.3

lf I 'i? ft

Specify location ......................................... .
4.

lt7{ t~.

What is the maximum distance between cross~sections? ..

Specify location
5.

Flood way determination

tJ/A

a. What is the maximum surcharge allowed by the community or State?

foot

b. What is the maximum surcharge for the revised conditions? ........... .

foot

H/A

Specify location

•

HIA
•

c. What is the maximum velocity?

fps

NIA

Specify location
Explain:

d. Are there any negeative surcharge values at any cross-section

~

0

Yes

0

No

If yes, the noodway may need to widen. Ifit is not widened, please explain and indicate the maximum negative
surcharge.

L-----------------------------------------------------------------------------~
Riverine Hydraulic Analysis form

Form 4

Page .'1 of 6

,

...

i

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Attachment to Form 4, Section 5, Question I C:
the Hec-2 computer model gives a message stating that critical depth is assumedminimum specific energy occurs at cross-section 57,59 and 63.

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5. RESULTS (Coni'd)

6.

Is the discharge value used to determine the floodway anywhere different from that used to determine the
natural!OO-year flood elevations? ................................................. 0 Yes D No
lf Yc::.,

7.

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..:;;..:plair~:

. .. . .. . .. D

Do 100-year water surface elevations increase at any location?

Yes

!~<!"No

If yes, please attach a list of the locations where the increases occur, state whether or not the increases arc located
on the requestor's properLy, and provide an explanation of the reason for the increases.

Please attach a completed comparison table entitled: Watcr Surface Elevation Check (See page 6)

6. REVISED FIRMIFBFM AND FLOOD PROFILES

1\.

The revised water surface elevations lie into those computed by the effective FIS Model (10-, 50-, 100-, and 500year), downstream of the project at cross-section,_____

wilhin ______feet and upstream of the

project at cross section _____ within _ _ _ _ _feet.

B.

The revised flood way elevations lie into those computed by the effective FIS model, dowstream of the project at
cross section_____ within _______feet and upstream of the project al cross section______
wilhin _______fcel.

c

Attach profiles, althe same vertical and horizontal scale as lhc profiles in the effective FIS report, showing
stream bed and profiles of all floods studied (without encroachment). Also, label all cross sections, road crossings
(ineluding low chord and top-of-road data), culverts, tributaries, corporate limits, and study limits. If channel
distance has changed, the stationing should be revised for all profile sheets.

ll.

Attach a Flood way Data Table showing data for each cross section listed in the published Flood way Data Table in
the !<'IS report.

Proceed lo Riverine /Coastal Mapping Form

Riverinp

Hvrlr~ulic An.'llv~i~

Form

Fnrm 4

Page 5 of 6

-

FEDERAL EMERGENCY MANAGMENT AGENCY

WATER SURFACE ELEVATION CHECK
FLOODIND SOURCE

COMMUNITY NAME

p.:..,.~ c~v""-\,..

I

EFFECTIVE

NCWSEL 1

SECNO

Eo..<.>l Idl~

Al'";~""p,.

FCWSEL2

SURC.'

NCWSEL 1

f(WSEL2

SURC.'

l-\tJv.r w.dL

CORRECTED EFFECTIVE

DUPLICATE EFFECTIVE

NCWSEL'

r,~ :T NAME !IDENTIFIER

FCWSEL'

SURC.'

EXJSTJNG/PRE·PF OJI CT

-

NCWSEL'

FCWSEL'

URC.'

I

REV SED/PROJECT

I

I NCW~

-(,

2..37.!

.5'

.zzqo.E'

FCWSEL2

I

SURe.'

--

2.2.'1S. 7

57
59

:.u.s .2..1

51

2.2.51.()

'0
'l."

2.2. 611-3

!u' r. 9
--

2.."). 73.1.

2.Zi:J.S

'.3
'L(

u61.

----

COMMENTS:

3-S

2-Encroachment (floodw,,y) Water Surface Elevation

1-1 00-year (natural) Water Surface Elevation

Include all cross sections in the models between tie-in points. Any Interpol<" ted values should be indicate i in parentheses.

.J

.-1

··-'

.J

·-···J

J

.J

___.

_..J

. .J

---'

·-'

__ .J

--~h··

-

JrC

I

1rgeValue
,j

-

Page6of6

1

...... -

...

L

--'

_J

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RIVERINE HYDRAULIC ANALYSIS FORM

FEMA USE ONlY

I'UHLIC HUIWEN IJISCLOSUI{E NOTICE
Public rcporling burden for this form is cslimalPd Lo average 2.25 hours per response. The burden estimate includes the
time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and
completing and reviewing the form. Send comments regarding the accuracy of the burden estimate and any suggestions
for reducing this burden, to: Information Collections Management, Federal Emergency Management Agency, 500 C
Street, S. W., Washington, DC 20472; and to the Office of Management and Budget, Paperwork Reduction Project (3067 ·
0148), Washington, DC 20503.

P~e. Coo"' ~lt
FloudingSourrc
Wes± IJ(={, ~01..1< ~) ....sl
tOm: {ur fur each fluudmg sou ret')
Project Name/Identifier IJ I~ flour W.,sl
LOIY /?.

Community Name:
Ttl

1. REACH TO BE REVISED

llownslrr';!m \i'l1i!

IP\Ai

r

P

Upstream limil
2. EFFECTIVE fiS

D

Not studied

~tudied b_v approximate method~

llownstreamlimitofstudyCo~.::l: lue0\£f ..;J!l ~.... LNL

Upstream limit of study

D

{(j.,-e.r

Appro i\-.;. ~e~ .llVotO{&A upsfrea. .... J:o....

Studied uy detailed methods
Downstream limit of study _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
Upstream limit of study _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __

D

Flood way delineated
Downstream limit ofFloodway _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
Upstream limit.ofFioodway
3. HYDRAULIC ANALYSIS

Why is the hydraulic analysis different from that.u"•rl to develop the FmM (Check all/hal apply)

D Not studied in FlS
D Improved hydrologic data/analysis. Explain: _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __

{g""!mproved hydraulic analysis .

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0 M.B Burden No 3067-0148
Exp1res July 31 1994

FEDERAl EMERGENCY MANAGEMENT AGENCY

.(or

t l_;s Ceq,.£.1._ ,

S .. e

D

Flood control structure l•:xplain: _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __

D

Other E x p l a i n - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

fEMA form 81-89(, AUG 93

Riverine Hydrauli< Anatys1s f-orm

FoJm4

Page 1 of 6

3. RIVERINE HYDRAUliC ANALYSIS FORM
Models Submitted

Full input and output li~ting~ along with li lcs on dbkcltc (if available) for each oft he model~ li:itcd below and
of the source of input parameters used in the models must be provided. The summary must include a
complete description of any changes made from modcllo model (e.g. dupltcale e{fecliue modello corrected effecliue
model!. Only the Duplicate Effective and the Revised or Posl-l'rojectCondilions models must be submitted. See
instructions for directions on when other models may be required. Only the I 00-year Oood profile is required for
SFIIA:i with a Zone A designation. J•~or areas which do not have detailed nooding, a hydraulic model is not
required; however BFE's may nol be added to the revised I•'IRM.
~urn mary

D

I

I

I

Copies of the hydraulic analysis used in the eiTective FIS, referred to as lhe
eiTective models ( 10-. 50-, 100-, and 5011-year mu/ti-pro{lle runs and the
{loodway run) musl "'' nbtained and then rcprn~'"'''rl nn ' 1"' requestor's
equipment to produce the duplicate effective model. This is required to
assure that the efTective model input data has been transferred correctly to
the requestor's equipment and to assure that the revised data will be
integrated into the effective data to provide a continuous FIS model
upstream and downstream of the rPvic.:::r>N r-(">·>rh

0

D

D

Flood way

D

D

Natural
Existing or Pre-Project Conditions Model

'

1 1t1Uuv.uy

Natural

Corrected gfTective Model

The corrected effective model is the model that corrects any errors that
uccUJ Jll u•c uup11caLe effective model, adds any additional cross sections to
the duplicate eiTectivc model, or incorporates more detailed topographic
information than that used in the currently effective model. The corrected
effective model must not reflect any man-made physical changes since the
date of the eiTeclive model. An error could be a technical error in the
modeling procedures, o"r any construction in the noodplain that occurred
prior to the dale of the effective model but was not incorporated into the
effective model.

D

,,,

Natural

Duplicate f<:ITectivc Model

Flood way

D

D

The duplicate effective or corrected model is modified to produce lh('
existing" or pre-project conditions model to renect any modifications lhal
ha vc occurred w•thin the Ooodplain since the date of the effective model but
prior lo the construction of the project for which the revision is being
requested. If no modification has occurred since the date of lhe eiTcctivc
model, then this model would be identical to the corrected effective or
duplicate effective model.

D

Natural

He vised u1· Pust-l'rojccl Conditions Model

The existine: or pre-protect conditions model (or duplicate e{fectiue or
corrected ef{ectiue model, as appropriate) is revised lo renect revised or postproject conditions. This model must incorporate any physical changes to
the floodplain since the effective model was produced as well as the effects
of the project When the request is for proposed project this model should
reflect proposed conditions.

~

Other: Please attach a sheet describing all other modfls or
calculaliuns submitted. Se(. <>.~Co""P"~i~ re.\lor"t .

Riverine Hydrauh(

Analyst~

t-orm

Flood way

D

D

Natural

Flood way

g-/

D

l-ornl4

Pagel of 6

,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,
,

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Attachment to Form 4, Section 3:
This ,,.vJd ;~the initial detailed hydraulic analysis which will replace the approxilllatc
methods used to develop the ZONE A in the existing FIRM.

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4. MODEL PARAMETERS (from model used to revise 100·year water surface elevation)

I.

Discharges:

Upstream Limit

Downstream Limit

10-year
50-year

7675 c..£~

334 'i c+.s

100-year
500-year

Attach diagram showing changes in 100 year discharge
2.

Explain how the starling water surface elevations were determined_(,o_J;t...

3.

Give range of friction loss coefficients (Manning's "N") Channel

l

d£p+l td&<,S

<U5Uoto\4d 1

o.o50
: . .]50

!f frktioil !L)S-" .._u~lilcients are different anywhPr" Alonr, 1 h" rr·vi sf'd reac-h from those used to develop the FIRM.
f:.HL! wcuuuu, va1u~..: u~...:~ ;u ~~ ..... effective FL'::l, anu rev1seo value:; a no an explanation as to how the revised values
were dele .... :.. c~

Revised

:.ocaLion

Explain: ______~---------------------------------------------------------------

4.

Describe how the cross section geo:::etry data were determined (e.g., (reid survey, topographic map, taken from
previous study) and list cross sections that were added.

CCO,SJ-Secfto .... jea!M.e{9'

J.J...

were, IAke"' -fro .... f":2..0(r,

j,teru\ 1 bpo.9ro.ph•'r ttto.ppUy--1../"'w.
c..ros.S- sec flo..,

J"'-t...

o.rr l"'ew.

pboto LAeJ

2._' (01'\-+o\l.r

All

1-1'1-"i'l.

Se-<, __ A-t+._:.;c;-=\.."--=-e~"'""-\:"---------

~arm

4

Page 3 of 6

,

4. MODEL PARAMETERS (Cont'd)

5.

~;xplain

how reach lengths for channel and overbanks were determined:

/eVIjfbl for bo±k cL ...,.u(

~

f ove.dzfMlk

~

I

,I

l,

L-------------------------------------------------------------------------~1
5. RESUlTS (from model used to revise 100-year water surface elevations)

r

Do the results indicate:

D No

a. Water surlacc elevations hig-her than end points of cross seclions?

u.,r·Ycs

b. Supercritical depth? ................................................ .
c. Critical depth? ..... .

D Yes IQ-'No
[!?'Yes D No

d. Other unique situations

IQ"Ycs D No

If yes to any of the above, attach an explanatiop that discusses the situation and how it is presented on the
profiles, tables, and maps . .>e~ "'-~"'-GM..~J.
2.

What is the maximum change in energy gradient between cross-sections?

Specify location ......................................... .

3.

What is the distance between the cross-sections in 2 above? ................... .

a. WhaL is the maximum surcharge allowed by the community or State?

foot

b. What is the maximum surcharge for the revised conditions? ................. .

foot

,
,

fps

...I

Specify location
4.

What is the maximum distance between cross-sections? ....................... .
Specify location

5.

Flood way determination

Specify location
c. What is the maximum velocity? ............................. .

Specify location

""!
(4~xplain:

""'
d. Are there any negeative surcharge values at any cross-section

N/A

D Yes D

No

,

If yes, the noodway may need lo widen. I fit is not widened, please explain and indicate the maximum negative
surcharge.

L-------------------------------------------------~,
Riverinl' Hydr auli< Analysis For n-,

Form 4

Page- 4 of 6

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Attachment to Form 4, Section 4, Question I
I 00-year Discharge Changes:

xs-t
xs-G

xs-zz.-...........
//
XS- c;c;

""-. i jJ_ ,,,

~__)

"-~7b75c-Fs
~

33'i4 CF5

395CjCFS

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Attachment for Form 4, Section 5, Questions Ia, lc, and ld:
Ia:
The computed water-surface elevation is higher than the end points of cross-sections 28,
32, 51, 53, 130, and 131. The result in all these cases is side-weir flow, which was estimated
(using the split-flow option) to have a negligible effect on the computed water-surface elevations
downstream.
1-c:
The HEC-2 computer model gives a message stating that "critical depth is assumed:
minimum specific energy occurs at cross-sections 7, 10, 12-14, 17, 20, 22, 23, 25-28, 33, 36-55,
1:3, 125-133, and 136.
1-c:
The HEC-2 comnuter model gives a message
cross-section I".

stalin~

tJ,.' "critical derth is "'sumed at

l d:
Along the West Idle Hour Wash, the flow is divided from cross-section 22 to 36 (a reach
length of approximately 5,600 feet) between two primary channel sections or flow paths. The
flow distribution at cross-sections 37 and 38, located just upstream of the bifurcation, were used
to estimate the quantity of flow conveyed along each path. Based on the upstream distribution,
flow was split such that approximately 55% of the flow (1839 cfs) was modeled down the right
channel (i.e., the reach lying between cross-sections 22 and 36), and approximatdy 45% of the
flow (1505 cfs) was modeled down the left channel (i.e., the reach lying between cross-sections
22 and 136). The split-flow option was not used in this case, since the split is not a result of a
side-weir, but rather, it is the result of flow being diverted around both sides of an elevated land
mass in a more or less gradual manner.
True split-flow situations, where flow exns the channel and overbank areas via a sideweir, occur at five locations along the West Idle Hour Wash: between cross-sections 27 and 29;
between cross-sections 31 and 33; between cross-sections 50 ""J 52; between cross-sections 52
and 54; and between cross-sections 129 and 132. The side-weir discharge was determined for
each of these locations using the split-flow option ofHEC-2. Flow exiting the main channel at
these locations varied from 3% to 13% of the main-channel flow. These losses where found to
have a negligible effect on the computed water-surface elevations. For this reason, the split-flow
option was ultimately not included in the final HEC' -2 model.

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5. RESULTS (Con!'d)

6.

Is the discharge value used t.o determine the flood way anywhere different from that used t.o determine the
naturallOO-year flood elevations? ................................................. 0 Yes 0 No
lfYes, explain:

Do 100-year water surfao·

,_'ions increl.lsc at any location?

IJ Yes (g"No

It) t.::., ~lca::ot..: aLLacl1 a list. of Lhe locaLions where the increases occur, slate whether or not the increases arc located
"· the requestor's property, and provide an explanation of the reason for the increases.

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Please attach a completed comparison table entitled: Water Surface Elevation Check (See page 6)

6. REVISED FIRMJFBFM AND FLOOD PROFILES

A.

The revised water surface elevations tie int.o those computed by the effective FIS Model (10-, 50-, 100-, and 500year),

downstream of the project at cross-section _____

within ______.feetand upstream of the

project at cross section _____ within _ _ _ _ _,fecl.

B.

The revised flood way elevations tic int.o those computed by the effective FIS model, dowstream of the project at
cross section_____ within _______feet and upstream of the project at cross section.______
within _______ feeL

C.

Attach profiles, at the same vertical and horizontal scale as the profiles in the effective !<'IS report, showing
stream bed and profiles of all floods studied (without encroachment). Also, label all cross sections, road crossings
(including low chord and t.op-of-road data), culverts, tributaries, corporate limits, and study limits. If channel
distance has changed, the stationing should be revised for all profile sheets.

ll.

Attach a Flood way Data Table showing data for each cross section listed in the published Flood way Data Table in
the FIS report.

Proceed to Riverine /Coastal Mapping Form

Riverine Hydraulic Analy<si'!i Form

Form4

Page 5 of 6

FE )ERAL EMERGENCY MANAGMENT AGENCY

V\ATER SURFACE ELEVATION CHECK

/?,~ .... C_Ov ...-t....
,

NCWSEL'

L.le~~ 1JI~ U.O\Jr

, A z_

EFFECTIVE

SECNO

PROJECT NAME !IDENTIFIER

FLOODIND SOURCE

COMMUNITY NAME

FCWSEL'

DUPLICATE EFFECT VE

SURC.'

NCWSEL'

FCWSEL 2

·URC.'

lJ""sl

CORRECTED EFFECTIVE

NCWSEL'

FCWSEL'

EXISTING/PRE-PROJECT

NCWSEL 1

SUR C.'

FCWSEL'

SURC.'

REV I ;ED/PROJECT

NCWSEL'

I

UfO.$'

l..

J..21i-3

3

u~.,

Lf

2.2.2. ~ ....

5

2.2.3'i.3

'

2.2.37-5

FCWSEL'

SURe.'

2.:2..4~·7

7

.22.53·.:3

'iJ

'1

·-

-

-

-

-

.2.2.67.3

/()

--

~z.'~S'.'

-·

-- I I

22.711.2
~zro

12.

..z_

l..2. '15.).

13>
COMMENTS

1·1 00-year {natural) Water Surface Elevation

2-r ncroachment {floodway) Water Surface Elevation

3·Surcharge Value

-----

___,

----

Include all cross sections in the models between tie-i~ points. Any Interpolated values should be indicated in

.......I

__.

.J

___,

__.

___,

.........

.J

.........

-""

___,

parenthe~es.

......I

__Jheet

/

·• 'C' . J
. ._j_
.
........J-

----

Page 6 of 6

.

___, ·-'

----, --, ----, -, -, -, -, -, -, -,

-,

-, -, -, -, -, --, --, --,

fEDERAL EMEf iENCY MANAGMENT AGENCv

WATER SUR 'ACE ELEVATION CHECK
COMMUNITY NAME

Cov""

P.tM.&..

+v _, A

r

i z.ovtt::~..

EFFECTIVE

SECNO

NCWSEL'

FCWSfll

fl JDDIND SOURCE

"'~+ Idle
DUPLICATE EFFECTIVE

SURC.l

NCWSEL'

FCWSEL'

SURC.l

!.four

wc..sk

CORRECTED EFFECTIVE

NCWSEL 1

FCWSEL'

PROJECT NAME !IDENTIFIER

SURe'

EXISTING/PRE-PROJECT

"CWSEL'

FCWSEL'

SURC.l

REVISED/PROJECT

NCWSEL 1

ll.(

zzqo.£t

I~

zz~5-o

16

J.30Z. (,

17

'-!.10-5

,~

~17·7

I"'
J..O

1-t 32. "· {,
j2.3'}( • .3

.:u

~3>~.5

1.Z

~Yts.o

2..3>
--

SURC.l

,ULjS'.(,

J..q

~35"lf.t{!

.t5

11~''· 4

l..b

P,371·'1

·-

FCWSEL'

---·

COMMENTSo

1·1 00-year (natural) Water Surface Elevation

2-Encroachment (f oodway) Water Surface Elevation

Include all cross sections in the models between tie-in points. Any in Qrpolated values should be indicated in parentheses.

.

•

3-Surcharge Value
,7
Sheet _ _
,....,__

of-~

Page6of6

FEDERAL EMERGENCY Mt NAGMENT AGENcY

WATER SURFACE ElfVATION CHECK
COMMUNITY NAME

.(..

p;MtA. Co JoA. ~,

A,..; z.

EFFECTIVE

NCWSEL 1

SECNO

FCWSEL'

W::fidf~ Hovr Gl..uL

Olot "-

DUPLICATE EFFECTIVE

SURC.'

NCWSEL'

FCWSEL'

CORRECTED EFFECTIVE

SURC.'

NCWSEL'

FC ISEL'

SURC.'

PROJECT NAME !IDENTIFIER

REVISED/PROJECT

EXISTING/PRE-PROJECT

NCWSEL'

FCWSEL'

SUHC)

NCWSEL 1

)..7

l. '?> l!O. 'l

2.'6

~~ii'

:vt

11~00.1.4

.3D

2..'10i'-3

.31

J..Lf2.().!i

32..

~"~' ./

33

l.l.fl.jJ..7

3Lf

2.1-15/.~

!.$

Z%/. '{

FCWSEL'

SURe.'

.o

1-

3b
--

l.'l"1l.·3
-~----

37

21.ff1f.7

~g

2. lj'U,. 9

3->q

1..507. 'l

COMMENTS:

3-Surcharge Value
1-1 00-year (natural) Water Surface Elevation
2-Enuoachment (fl?odwi!y) VJater Surface Elevation
--·Include all cross sections in the models between tie-in points. Any in1 'rpola ted Jalues should be Indicated in parentheses.
7

.~

_......

_J

-~

_....JI

·-·.J

.~

--'

.-..1

.-..J

.... .J

__ _j

......J

..-Jheet ......::I

.
.

r

..J - .. .J-

Page 6 of 6

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

-,

--,

-,

.....,

-.,

-,

-,

....., ....., ....., .....,

-,

....,

-,

---,

., .....,

.

·-, -,

FEDERAL EMERGENCY MANAGMENT AGENCV

WATER SURFACE ELEVATION CHECK
FLOODIND SOURCE

COMMUNITY NAME

p,WtA. Cov ... {.,LA

DUPLICATE EFFECTIVE

EFFECTIVE

SECND

NCWSEL'

FCWSEL'

r,Jesf .IJ(~

-iz.o"' .....

SURe.'

NCWSEL'

FCWSEL2

SURC.'

~r

PROJECT NAME /IDENTIFIER

v.J...Jl

CORRECTED Ef 'ECTIVE

NCWSEl'

FCWSEL2

SURC.'

EXISTING/PRE-PROJECT

NCWSEL'

FCWSEL2

SUR C.'

REVISED/PROJECT

NCWSEL 1

40

!2,5w.q

If/

z.S3/. S

~2-

;t51(3.<f

Lj3

z.S5LI:~

L'4

lz ~""~· 5

r-

FCWSEL2

SURC.'

1--

1~5

2.561.(./

L{L

2.5"15.3

47

jz6/.2../

4'i?

2.6}/.6

r--

4~

---

·-

.l.' l.(f. 2.

-··

~·0

i.t'7~-0

~I

1-t~Cfl.f.'l

GL

21($.)_

COMMENTS:

1· 100-year (natural) Water Surface Elevation

2-Encroachment (floodway} Water Surface Elevation

Include all cross sections in the models between tie-in points, Any interpolated values should be indicated in parentheses.

..

3-Surcharge Value
, 'J

Sheet_ __.[___

of

6

Page 6 of6

FEDERAL EMERGENCY MANAGMENT AGENCY

WATER SURFACE ELEVATION CHECK
COMMUNITY NAME

Pi

Co v

Wl.o.,.

PROJECT NAME /IDENTIFIER

FL00011 SOURCE

.,J v.,. A.r ~

We.s rdt~ Hour LJ.-...sl

2. o V\ "'-

r

EFFECTIVE

SECNO

NCWSEL'

FCWSEL'

DUPLICATE EFFECTIVE

SURC.'

NCWSEL'

FCWSEL'

CORRECTED EFFECTIVE

SUR C.'

NCWSELI

FCWSEL'

SURC.'

EXISTING/PRE-PROJECT

NCWSEL 1

FCWSEL'

suRe.•

REVISED/PROJECT

NCWSEL'

FCWSEL'

.s~

2.730-9

54

Z.7lf'l.t:{

55
I')_ 3

1..76q.3

l}So.q

1).4

ln~s.l:.

/l.~

~},~.I

ll.b

j2.371f-O

I l7
1lP

2~fJ..,

I). 'f

--!3tJ

SURC.'

I

U't 1·1
l.liO f, 'f
·------

:Z.I.fl~-1

!?>(

J.l./21·7

I ~L

1.1.{3>3-/

COMMENTS:

...

Include all <ross sections in the models between tie-in points Any interpolated values should be indicated In parentheses.

..........

.J

."..1

_...1

__

..1

........I

·---'

_.......1

---'

..........1

..•....I

.

3-Surcharge Value

2-Encroachment (floodway)Water Surface Elevation

1· 1OO·year (natural) Water Surface Elevation

--'

__,heel

r.

....:.,_ ..-.I

/

_ ..........1-

Page 6 of 6

_...1

~

--..,

-., -.,

--,

--...,

-., ·--,

--,

-.,

-.,

--,

-,

--.,

-, --,

--...,

-., --..., -,

FEDERAL EMERGENCY MANAGMENT AGENCY

WATER SURFACE ELEVATION CHECK

?i~~-t

,{_v---'

LOVol\

Ar(-z.o~ A.

SECNO

NCWSEL'

FCWSEL'

SURC.'

/IDENTIFIEf~

I.Jesi- IJ(e #.lour lio.sl
DUPLICATE EFFECTIVE

EFFECTIVE

:'ROJECT NAME

FLOODIND SOURCE

CCMMUNITY NAME

NCWSEL'

FCWSEL'

SURC-'

EXISTING/PRE-PROJECT

CORRECTED EFFECTIVE

NCWSEL 1

FCWSEL'

NCWSEL 1

SURC.l

FCWSfr.1

SURC.l

REV I >ED/PROJECT

NCWSEL"

/33

2.1./'-IZ-3

134

l.Li'H- o

r-

dS

FCWSEL>

SURC.l

IZ.461.<i

1-

t3b

J.47l·4
1-

-

-

--

·------

1---

COMMENTS:

2-E ncroachment (flood way) Water Surface Elevation

1·1 00-year (natural) Water Surface Elevation
-

--

-

--

-

---

--

.

l·Surcharge Value

---

Include all cross sectiom in the models between tie-in points. Any interprJiated values should be indicated tn parentheses.

6

Sheet_""--

of

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------

Page6of6

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FEDERAL EMERGENCY MANAGEMENT AGENCY

O.M.B. Burden No 3067-0148

RIVERINE HYDRAULIC ANALYSIS FORM

ExpiresJufy31, 1994

FEMA USE ONLY

I'UHLIC HUIWEN DISCLOSURE NOTICE
Public reporting burden for this form is estimated lo average 2.2~ l1ours per respon~e. The burden estimate includes the
time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and
completing and reviewing the form. Send comments regarding the accuracy of the burden estimate and any suggestions
for reducing this burden, to: Information Collections Management, Federal Emergency Management Agency, 500 C
Street, S.W., Washington, DC 20472; and to the Office of Management and Budget, Paperwork Reduction Project (30670148), Washington, DC 20503.
Community Name:
Flooding Source:
IO~te

'

p~::::Jr
0~
-t. . lt.A...g.. -& L.).,st rdl.t H"Vc WasL

{urm for each fluodmg source)

Project Name/Identifier:

I.J(., UO!J£ L.IwL I.OM 8.
1. REACH TO BE REVISED

Downstream Ii mit:

!.d11!1..1.l.l.l~~e,..~o.!4Jllo....Ji61.e.JU:.___.~:UL;t....t~lllr-.~!,L,&!~,-------::::-;-------­

Upstrcam limit·

D Studied by approximate methods
Downstream limit of study _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
Upstreamlimitofstudy _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ____

D Studied by detailed methods
Downstrcamlimitofstudy ______________________________________________________
Upstream limit of study _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ____
n

Downstream limitofFloodway _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __
Upstream limitofFloodway
-'· r1' DN.Ai.Ju(.~->.NAL. YSIS

Why is the hydraulic analysis different from that used to develop the FIRM. (Check all that apply)
(};('Not studied in FIS

S~e A-\\-...,c"-..td ·

D

Improved hydrologic data/analysis. Explain: _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ___

D

Improved hydraulic analysis. Explain: _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ____

D

Flood control structure. l•:xplain: _________________________________________________________________

D

Other. Explain: _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __

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fEMA form 81·89(, AUG 93

Riverine Hydraulic Analy'il'i form

Form 4

Page 1 of 6

3. RIVERINE HYDRAULIC ANALYSIS FORM
Models Submitted

l•'ull input and output listings along with Iiles on diskette (ifauailable) for each of the models listed below and
summary of the source of input parameters used in the models must be provided. '!'he summary must include a
complete description of any changes made from model to model (e.g. duplicate effective model to corrected effective
model). Only the Duplicate Effective and the Revised or Post-Project Conditions models must be submitted. See
instructions for directions on when other models may be required. Only the I 00-year flood prolile is required for
S~'IIAs with a Zone A designation. ~'or areas which do not have detailed flooding, a hydraulic model is not
required; however RFE's may not be added to the revised ~'lRM.

0

Natural

Duplicate Effective Model

Copies of the hydraulic analysis used in the effective FlS, referred to as the
effective models {10-, 50-, 100-, and 500-year multi-profile runs and the
j1oodway run) must be obtained and then reproduced on the requestor'''
equipment to produce the duplicate effective model. This is required to
assure that the effective model input data has been transferred correctly to
the requestor's equipment and to assure that the revised data will be
integrated into the effective data to provide a continuous ~'IS model
upstream and downstream of the revised reach.

0

0

0

Natural

Corrected EtTecti ve Model

The corrected e!Tective model is the model that corrects any errors that
occur in the duplicate e!Tective model, adds any additional cross sections to
the duplicate efTective model, or incorporates more detailed topographic
information than that used in the currently e!Tective model. The corrected
effective model must not reflect any man-made physical changes since the
date of the eiTective "lode!. An error could be a technical error in the
modeling procedures, or any construction in thn n""0;:obin that occurred
prior to the date of the effective model but was not incorporated into the
effecti vc model.

u

f'loodway

Flood way

0

0

Natural

Existing or Pre-Project Conditions Model

Flood way

D

0

'!'he duplicate eiTective or corrected model is modified to produce the
existing or pre-project conditions model to reflect any modilications that
have occurred within the floodplain since the date of the effective model but
prior to the construction of the project for which the revision is being
requested. If no modilication has occurred since the date of the e!Tective
model, then this model would be identical to the corrected effective or
duplicate eiTective model.

0

Natural

Revised or Post-Project Conditions Model

The existing or pre-project conditions model (or duplicate effective or
corrected effective model, as appropriate) is revised to reflect revised or postproject conditions. '!'his model must incorporate any physical changes to
the floodplain since the effective model was produced as well as the effects
of the project. When the request is for proposed project this model should
reflect proposed conditions.

~

Other: Please attach a sheet describing all other models or
calculations submitted.

Riverine Hydraulic Analys15o t-orm

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Flood way

0

,

0

,

Nat~

Flood way

0

form4

Page 2 of 6

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Attachment to Form 4, Section 3:
This muJ.;l j, the iuiLial Jdailc-: :.;'drauli.: analysis which Will replace the approximate
methods used to develop the ZONE A in the existing FIRM.

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4. MODEl PARAMETERS (from model used to revise fOO·year water surface elevation)

I.

Discharges:

Upstream Limit

Downstream Limit

10-year
50-year

"13 <..+>

100-year

II! 3> t.dS

500-year
Attach diagram showing changes in I 00-year discharge

f'l /A

2.

3.

Give range of friction loss coefficients (Manning's "N") Channel

....... .

Overbanks

0.050

o.oso

If friction loss coefficients are different anywhere along the revised reach from those used to develop the f<'[[{M,
give location, value used in the effective FTS, and revised values and an explanation as to how the revised vo!luf's
were determined.
Location

Revised

.
Explain:---------------------------------------------------------------------------

4.

Describe how the cross section geometry data were determined (e.g., field survey,lopographic map, taken from
previous study) and list cross sections that were added.

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Riverine Hydraulic Analysr!l. form

form4

Page 3 of 6

''
4. MODEL PARAMETERS (Conl'd}

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~---------------------------------------------------.
5.

I~xplain

.

'

how reach lengths for channel and overbanks were determined:

5. RESULTS (from model used to revise 100·year water surface elevations)

I.

Do the results indicate:
a. Water surface elevations higher than end points ofcross sections?

0 YesiB'No

b. Supercritical depth? ...................................................... .

0 Yes !ifNo

c. Critical depth? ............................................... .

ll<J iesO No

d. Other unique situations

0 Yes !lJ..'No

,
,

tt::. cL ,

If yes to any of the above, attach an expljilfllion
profiles, tables, and maps. S c. -e ""'-~.... .:..

2.

discusses the situation and how it is presented on the

,,_.o

What is the maximum change in energy gradient between cross-sections?
Specify location

.{L

,

.6e-l,.," '-7.7 f ;uF
750 .ft.

3.

What is the distance between the cross-sections in 2 above? . . . . . . . . . . . . . . . . . . . .

4.

cl....... c.I
What is the maximum distance between cross-sections? ....................... .
7GO -H.
Specify location .......................................... Jriw.,.. 1..1..1 f uP

5.

Flood way determination

'

Specify location . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

a. What is the maximum

c~rcharge

N/A
I

allowed by the community or State?

'

l
foot

b. What is the maximum surcharge for the revised conditions? ........... .

foot

Specif:V location
c. What is the maximum velocity?

fps

Specify location

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~;xplain:

~

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d. Are there any negeativc surcharge values at any cross-section

14(/Jt

D Ycs D

No

If yes, the flood way may need to widen. !fit is not widened, please explain and indicate the maximum negative
surcharge.

~----------------------------------~1
Riverine Hydraulic Analys•s form

Form 4

Page 4 of 6

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Attachment to Form 4, Section 5, Question 1-C
the HEC-2 computer model gives a message stating that "critical depth is assumed:
minimum specit1c energy" occurs at cross-section 22).

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6.

5. RESULTS (Coni'd)

Is the discharge value used to determine the flood way anywhere different from that used to determine the
naturaiiOO-yearfloodelevations? ........... , ...
DYes D No

1\J/A ..... ,.....................

lfYes. explain:

7.

Do I 00-year water surface elevations increase at any location? .... , ............... , , . D Yes D No
If yes, please attach a list of the locations where the increases occur, state whether or not the increases arc located
on the requestor's property, and provide an explanation of the reason for the increases.

Please attach a completed compari,on table entitled: Water Surface Eleva lion Check (See page 6)

6. REVISED FIRMIFBFM AND FLOOD PROFILES

A.

N/.

The revised water surface elevations tie into those computed by the effective FIS Model (10-, 50-, 100-, and 500year), downstream of the project at cross-section _____

within ______feet and upstream of the

p1·oject at cross seclion _____ within _ _ _ _ _feel.

B.

The revised flood way elevations tic into those computed by the effective FIS model, dowstream of the project at
cross seclion _____ within _______feet and upstream ofthe project at cross section ______
within _______,fcel.

c.

Attach profiles, at the same vertical and horizontal scale as the profiles in the effective !'IS report, showing
stream bed and profiles of all floods studied (without encroachment). Also, label all cross sections, road crossings
(including low chord and top-of-road data), culverts, tributaries, corporate limits, and study limits. If channel
distance has changed, the stationing should be revised for all profile sheets.

D.

Attach a Flood way Data Table showing data for each cross section listed in the published Flood way Data Table in
the I•' IS report.

Proceed to Hiverinc /Coastal Mapping Form

Riverine Hydrauli< Analysis Form

Form 4

Page Sof 6

FED RAL EMERGENCY MANAGMENT AGENCY

Wt TER SURFACE ELEVATION CHECK

P.~*' Cov"' {v , AZ.

tJ.. -IIIA"'•d I rtbu~rjl

EFFECTIVE

SECNO

NCWSEL 1

FCWSEL 2

PROJECT NAME /IDENTIFIER

FLOOOIND SOURCE

COrv1MUNITY NAME

DUPLICATE EFFECT!\ E

SURC.'

NCWSEL'

FCWSEL'

SL RC.l

CORRECTED EFFECTIVE

NCWSEL 1

FCWSEL'

SURC.l

REVISED/PROJECT

EXISTING/PRE-PROJECT

NCWSEL'

FCWSEL'

SURC,l

NCWSEL 1

-12.'1

2.355. {.

2]..5

2.3 618

2l.b

u(.R.Lf

2l.7

2'!>7F.5

:z.:tli'

2.3<10-.3

.l..J.. C!

.Z.3<t1- 7

1.30

44.06-4

FCWSEL'

SURC.l

- - r------

COMMENTS:

1·100-year (natural) Water Surface Elevation

___.,

_.

_

Include all

.. J

2-Encroachment (floodway) Water Surface Elevation

<rou sections in the models between tie-in poir s. Any interpolated values should be indicated in parentheses.
I
J
__,
_J
__.
__.
__.
__.
.......J
____.
-_Jeet
.
--- ....J-

...

.

3-Surcharge Value
•
~
____.---'

Page 6of6

-~

.......

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FEDERAL EMERGENCY MANAGEMENT AGENCY

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FEMA USE ONLY

PUBLIC BURDEN DISCLOSURE NOTICE
Public reporting burden for this form is estimated to average 1.5 hours per response The burden estimate includes the
time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and
completing and reviewing the form. Send comments regarding the accuracy of the burden estimate and any suggestions
for reducing this burden, to: Information Collections Management, Federal Emergency Management Agency, 500 C
Street, S.W., Washington, DC 20472; and to the Office of Management and Budget, Paperwork Reduction Project (30670148), Washington, DC 20503.

Cov"'y
Flooding Source: I J (.g Hove WA! l
Project Name/Identifier: .IJ/..t
Hour lJa.Jl
Community Name:

P.M.

A

L.O M R

1. MAPPING CHANGES
'' t rJ:)r)::,·,·aph!:.: ·:.·ork map of ~uitablc scale, contour interval and planimetric dcfinttion mu~ot. be submitted showing
!mdicute NIA when nul upplicub/e): rui1d """~' AJI.lt ,~,_.\vJ«\ ;..,. A.<&<>"'f'"o/'~ ~"f'•r\ •
Included

'

A.
H.

c.
D.

E.

F.
G.

Jl.

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O.MB. Burden No 3067-0148
Expires July 31. 1994

RIVERINE/COASTAL MAPPING FORM

I.

J.
K.
L.
M.
N.

Revised approx; mate 1nn vear Ooodplain boundaries (Zone A)
0 Yes
Revised detailed I 00- dli8 688 year Ooodplain boundaries .......... .
liJ'Yes
Revised I 00-ycar Ooodway boundaries ......................... .
0 Yes
Location and alignment of all cross sections used in the revised
[i;l"Yes
hydraulic model with stationing control indicated ............. .
Stream alignments, road and dam alignments ................ .
jg"'"Y cs
Current community boundaries
..... 0 Yes
Effective 100- aael688 year floodplain tuull88 ;cw Aood::a;
boundaries from the FIRMIFBFM reduced or entrg~d to. the
1!3""Ycs
scale of the topographic work map ... ..S.I!1eA ~ ..":!'o4A . ...... .
'Pie-ins between the effective and revised I 00- en~ 588-year
iQo"'"y '''
floodplains ftitef 188 J em Rooel;uay boundaries ...
The requestor's properly boundaries and community easements
0 Yes
~Yes
The signed certification of a registered professional en~neeh .
Location and description of reference marks .SfU!
e .. ....... Q-" Yes
5
Vertical datum (example: NGVD, NA VD etc.) . NAVD. .~'l.;. Aft"o.J.td IY-""Yes
Coastal zone designations tie into adjacent areas not being revised
0 Yes
Location and alignment of all coa~Lal Lran~ecls used to revi~e the
coastal analyses . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
..........
. 0 Yes

.A.t.."-." ..

J: ....

lfanyoftheitemsabovearemarkednoorN/A,pleaseexplain:T~j,

i:~

c..

No
No
No

IQ"'"N/A
0 N/A
li:Y"NIA

0
0
0

No
No
No

0 N/A
0 N!A
lid"" N! A

0 No

0

0
0
0
0
0
0

Nn

0

No
No
No
No
No

N/!1
[i;!l"' N/A
0 N/A
0 NIA
0 N/A
Ia"" N/A

0

No

k!""' N/A

<-eva:~ed

T~e ex.',d·,·~ f{R.M .~dudes
.fro,.. .o..nllf'tl&j.,..
..{, 1114 ..fLoJs ""'!,
is Hof {qc .. ....,c.oec1'.{;(
~
'} ... Thi1 ........Lsis
J1
J{)(J-yt.& Ar\A

~,.;s of ...

?OMI2

0
0
0

rw-e.fl!lf

*dt!'"'t.

N/A

J,.\..:,kJ
Q

zoN/iA

jJMONJ(IAMf•d.
I

2.

What is Lhe source and date of the updated topographic informa,tion(examp/e: ortlwphoto maps, July /985; field
survey, May 1979, beach profiles, June 1987, etc.J?~!J riofb••t P'l~>' 'I 0'1/"'j'{ ,

3.

What. is the scale and contour interval of the following work maps?
a. ~:ffective I,IS
I·-- 1000scale _ __,N,/'-';Ac--r----Conlour interval
b. Revision Request t''o.t.OOscale
.2.- -(:'.,of
Contour interval
NOTE: Revised topographic information must be of equal or greater detail.

4.

i\Llach an annotated FIHM and FBI'M at the scale of the effective FIRM and FIWM showing the revised 100-ye<~r
and SOO~ycar noodplains and the tOO-year flood way boundaries and how they tic into those ~hown on the effective
li'IH.M and ft'Hli'M downstream and upstream of the revision or adjacent to the ar·ca ofr·cvision for coastal studies.
i\Llach additional pages if needed.

FEMA Form 81-890, AUG 93

Riverine/Coastal Mapping f-orm

formS

Pag~

1 of 3

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1. MAPPING CHANGES (Cont"d)

5.

~'lood

Boundaries and I 00-year water surface elevations:

Has the tOO-year floodplain been shifted or increased or the I 00-year water surface elevation increased at any
location on properly other than the requestor's or community's?
0 Yes 19'"No

,

If yes, please give the location of shift or increase and an explanation for the increase.

"''I
"''1-,
a.

Have the affected property owners been notified of this shift or increase and the effect it will have on their
property? ........................................................... 0 Yes 0 No
lfyes, please attach letters from these property owners stating they have no objections to the revised flood
boundaries if a LOMR is being requested.

b.
6.

What is the number of insurable structures that will be impacted by this shift or increase?_ _ _ _ _ __

.,

Have the floodway boundaries shifted or increased at any location compared to those shown on the effective
l·'BFMorFIRM'
................. N/A...................
. .. 0 Yes 0 No

"''

If yes, explain:

7.

,
"''

If a V- zone has been designated, has it been delineated to extend landward to the heel of the primary frontal
dune?
0 Yes 0 No

N/A

,.,

lfno, explain:

l

,
8.

'

Manual or digital map submission:

19"'Manual

"''

0 Digital

l

,

Digital map submissions may be used to update digital ~'IRMs (DFIRMs). For updating DFIRMs, these
submissions must be coordinated with l'EMA Headquarters as far in advance of submission as possible.

Riverine/Coastal Mapping form

Form 5

Page 2 of 3

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2. EARTH FILL PLACEMENT

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I.

The fill is:

2.

Has fill been/will be placed in the regulatory flood way? .......... .
If yes, please atLach completed Riverine Hydraulic Analysis Form.

3.

lias fill been/will be placed in floodway fringe (area between the floodway
and J00-year floodplain boundaries)? ............................. .

A.

r

D Proposed

0 Yes 0 No

D Yes D No

Arc fill slopes for granular materials steeper than one vertical
on one-and-one-halfhorizontaf?

.. D Yes 0 No

If yes, justify steeper slopes _ _ _ _ _ _ _ _ __

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D Existing

If yes, then complete A, B, C, and D below.

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N/A

B.

Is adequate erosion protection provided wr fill slopes exposed to moving flood waters? (Slopes exposed to
flows with velocities of up to5 feet per second({ps) during the 100-year flood must, at a minimum, be
protected by a cover ofgrass, vines, weed.•. or similar vegetation; slopes exposed to flows with velocities
greater than S fps during the 100-year fled must, at a mimmum, be protected by stone or rock riprap.)
.................................................................... D~DNo
If no, describe erosion protection provided _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __

C.

lias all fill placed in revised I 00-year floodplain been compacted to 95 percent of the maximum density
obtainable with the SLandard Proctor Test Method or accepLable equivalent method? D Yes D No

D.

Can structures conceivably be constructed on the fill at any time in the future?

0

Yes

0

No

If yes, provide certification of fill compaction (item C. above) by the community's NFJP permit official, a
registered professional engineer, or an accredited soils engineer.
4.

Has fill been/will be placed in a V-zone?

0

If yes, is the fill protected from erosion by a flood control structure such as a revetment or
seawall?

0 Yes 0 No

Yes

0

No

If yes, atLach the coastal structures form.

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Riverine/Coastal Mapping form

Form 5

Page3of3

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ATTACHMENT TO FORM 5, PAGE 1, SECTION 1 "MAPPING CHANGES", PART 1-1\ AKD 1-L
BRIEF DESCRIPTIO!\ OF DATnl I'FORMATIO'i
HORIZONTAL DATUM : NAD 83 (HARN)
HORZ. CONTROL : "JAYNES", "NN 115" and "NN 137"
POINTS OCCUPIED WITHG.P.S. are: 170,171,51, 173,174,175,176,177,178,179,180 and
181. These photo control points are shown on Topo map "A". Also shown are 1/4
corners and section corner point numbers occupied but this package does not
contain point descriptions, except point numbers 52,74 and 75, which were used
as bench marks.
VERTICAL DATUM : NAVD 88
\'ERT. DATU! : Control = "JAY\ES R'l2" and "<,Z:Jl" :tt l:Jl:c·r"otatc JO
Bench run starts at N.E. of project at Orange GroYe Rd. and I-10 "JAYNES RM2" and
lld.:=. h(-.-~t

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._ .

,

F'.;l.iLL-'-

n :-

;;

1

:;

_,_(,,_,

;_~I . ·--~

1 L lJ

L l_lj

._..___.

''-(

.\ll ·::;~!-;,_,
"q~,·--L.
, ,:.
;·.c, h--,,J,. '·" .~•lj1 1
'i
"B". They are des;gnated with "BM" before number. ALL bench marks are listed in
same order· as field notes and occupation ,and are listed in "LISTING IN ORDER AND
DTRECTION OF BENCH RUNS", pa~es 1-7.
I 1 sc• incl •1derl O!"C>:

A.

Portions of FIR~! Panel 040073 16100 Khich show reference marks common to
this project ("JAYNES RH2" and "Q291")

B.

List by point number, I pages
'"""" . . .

· · ·;t

occupied,

D.

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291, at Sunset Rd and I-10, then north to close into "JAYNES RM2". Topo map "B"
shows the route of above bench run. Topo map "C" shows all panel points. Panel
points 182,183,184,185,186,187,188,189,190 and 191 were added at a later date
during project.

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E.

v._

LaliLuu..__

2 pages

Tope map "D'' shows bench runs and direction of new vertical pant::-ls
later date

.G.S. recovery sheets with informat1on on "JAYNES

R~l

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2" and "Q 291"

,11verbell Road , U.Y mtle nonn 01 mtt:rsttc uon wu"

tp

tmJtely 500 feet nor t h of ro,ugated culver t

d . sec~ton 7. T 13 S.• R13E Established by
s Inc
d
.. o)detic Survey bronze d•sk u .. moe!l ' 'P 29 1
:J ~~ lnte rsute H ighway 10 h omage ro~d br~dge
eek at railroad mileage 975.95, '" top o! sotHheas t
•c
ng o f bndge.
>we' pole No . 15. located approJCrmately 300
o
..#gtt Road, approximately 2.000 feet northwest
o~ . 25 fHt nof' t h o f fence s.urround ing irrigat ion
, loMs 32 and 33, T. 12 S., R. 13 E. Enabl;shed by
.o
, Inc.
tlu
tum cap Uampe-d " LS 1052 Y. Sect. 8 , Sect. 9 .
•c~
ove surhce, located 1 foot northwest o f fence
tmatfl'ly SO feet southeast o f .ntersection o f Rudasill
nnon R n.ld, T 13$ . R 13E EstabltShf'd by Kucera

J
=-'====:'=~==~

.oc

To determine if flood insurance is available, contac t ;an insurance
agent or call the Na tional Flood Insurance Program at (800}
638-6620.

APPROXIMATE 5(.1\LI: IN FEE f
1000

In

E""'3

0

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NATIONAL FLOOD INSURANCE

PROGRA~

FIRM
FLOOD INSURANCE RATE MAP
PIMA COUNTY,
ARIZONA
(UN I NCO RP ORATED AREAS)

BARRA N CA

PANEL 1610 OF 4700
(SEE MAP INDEX FOR PANELS NOT PRINTED)
POMO N A RD

ONEX
T I BURON

COMMUNITY -PANEL NUMBER
040073 1610 D
MAP REVISED:
SEPTEMBER 30, 1992

Federal Emergency Management Agency

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ZONE X

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featur

Areas
AE. AI
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flood

MAGEE

Bounr
interp
hydra
Emeq

ROAD

Coast

ELEVATION REFERENCE MARKS
REFERENCE
MARK
RM1

r3

ELEVATION
(fT. NGVO)
2221 .10

RM2

2232.95

RM3

2256.55

RM4

2281 .47

RM5

RM6

RM7

RM136

2341.08

2354.13

2392.12

2215.16

RM137

2213.34

RM138

2223.25

RM148

2295.91

RM150

2236.39

DESCRIPTION OF LOCATION
Arizon.~ Highway Department bronze disk sUmped ··458+01 .0 ...
loc.ted in top of center of northent concrete railing of Interstate
Highway 10 frontaga road bridge at Canad• dol Oro Wash.
A 0 .625 inch iron pin with aluminum cap $Url\ped "K-14 1976''.
set 1 inch a bove ground, located at northUs't corner of inters.eetion
of Ina Road and Juniper Drive. 3 feet north of gas meter. Established by Kucera and Associates Inc.
A copper disk set in north concrete s idewalk of ln. Road bridge
over Canada del Oro Wash. located 60 feet west of east end of
bridge. Established by Pima County Highwoy Oo~rtment.
A 0 .625 inch iron pin with aluminum Clip stlmped ''K-19 1976...
set flush with ground nur northwest corner of 2 foot squ.31rl con·
crete bue of an old irrigation well, located "pproximuely 200
feet west of Shannon Road, appro ximately 0 .4 mile north of Ina
Road. ·Established by Kuctra and Associates Inc.
A 0.625 inch iron pin with aluminum cap mmped uK-21 1976-~
$8t 2 inchn above gt"ountt at wire fence corner. located approxim.tely 40 fe.t wnt of north end of Como Drive~ approximately
150 feet north of 8101 Como Drive. Established by Kucera •nd
Associatn Inc.
Ra ilr~d spike in powtrline pOle with three transformers. located
approximately 35 fee' northta'St of an irrigation well, approximately
60 feet north of wire fence at north end of Tucson National Golf
Course ~ on section lint between sections 21 and 28, T.12S. R .1 3E.
Established by Kucera and Associatu Inc.
Railroad spike in powerline pole No . 9202. located ~roximately
60 fee t north of centerline of Overton RGad. approximate ly 50 feet
eatt of centerline of Verch Way. Established by Kucera and Associates Inc.
U.S. C~st and Geodetic Survey bron1e tr~ngulation station d isk
stamped ••JAYNES 1935··. located approximately 0.7 mile northwest along Interstate Highway 10 frontage road from Rillito CrMk,
0 .3 mi&e northwftt of ·,-·• junction o f frontage road and gravel
road luding northeast to Green Fields School, 2.6 feet northwest
ot witness post, in top of concrete P<"t.
Railroad ~ike in power pole, located approximuety 200 fM1
non.heast of Silvetbell R~d . 0.9 mile north of intetWCtion with
Sunse1 Road, approximately 500 feet north of corrugated culvert
undH S il-11 Road . section 7. T. 13 S •• R13E . Emblished by
Kucera and Assoc-iates Inc.
U.S . Coast and Geode tic Survey bronze disk Stamped ''1' 291
1951 ... located ot Interstate Highwvay 10 frontage road bridge
over R illito Creek, at railroad miiNge 975.95, in top of southe~st
end of concrete curbino of bridge.
Railroad spike in power pole No. 15, louted approJC;ifnately 300
feet southwest of Magee Road. approximattly 2.000 feet northwest
of Shannon Road, 25 fHt north of fe nct surrounding irrigation
well on section lines 32 and 33. T. 12 S .• R. 13 E. Established by
Kucera and Auoct.tes Inc
Iron pin with alum•num up stamped "LS 1052 % Sect. 8. Sect. 9.
7 .68" , wt 1 inch above surhce, louted 1 foot nOfthwut o f fence
corner. approximately 50 ~ ee t southtU1 of intersect io n of Rudnilt

Eleva!
Repor

For a<
Pima Cc

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flood111

Map 11
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DETAILED ::
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ZONE X

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LIST BY NUMBER
IDLE HOUR WASH PHOTO OF SEPT. 1994
Tl3S Rl2E
3/3/95
LIST OF EXISTING BENCH MARKS SET OR FOUND BY PIMA COUNTY D.O.T. SURVEY
DATUM=NAVD88
SECTION

r

NAME

ELEVATION

DESCRIPTION

r

BM19

2193.264

r

Set R1R spike in S. W. side of power pole, on north side of
Silverbell Rd, +/- S.E. of intersection of Orange Grove
Rd. and Silverbell Rd.

BM21A

2212.974

Set chiseled "square" in concrete on north rim of Tucson
water manhole, east side of Silverbell Rd., 0.3 mile south
of Orange Grove Rd.

BMSOA

2228.543

r

Set RIR spike in N.W. side of power pole at S.E. comer of
intersection of Sunset Rd. and Sunray Drive.

BM52

2237.439

r

Found 1/2 in. rebar tag "PCDOT", depressed 0.10 ft., east 1/4
comer section 12, Tl3S Rl2E, +/- 750 ft W. of Silverbell Rd.
and 3 ft. N. of an east-west dirt trail on 1/4 section line.

BM65

2340.308

Found SOd nail in S.side of power pole marked "2337.80"
W.side ofBlue Bonnet Rd., N.of northwest-southeast Gas
Pipeline dirt Rd.

BM67

2338.093

Set RIR spike in N. W. side of power pole at S.E. cor of
intersection northwest-southeast Gas Pipeline Rd. and
an unmarkedE-W dirt Rd.,+/- 650ft south of Sunset Rd.
aprox. area in northeast of section 14, Tl3S Rl2E.

BM74

2429.637

Found 1/2 in. rebar, no tag, depressed 0.50 ft, west 1/4 comer
of section 14, T13S Rl2E, intersection of Sunset Rd. where
it turns west and becomes West Sunset Rd. Centerline of
dirt Rd. heading west and 5 ft west of CIL dirt Rd. heading
north.

BM75

2404.292

Found RIR spike with punch , depressed 0.20 ft, interior
1/4 comer section 14, T13S Rl2E. 3ft west of centerline
Gerhart Rd. , 300ft south of Coyotito Drive, 15ft north
of Driveway to #5950 Gerhart Drive, 22.5 west of a power
pole marked "NED Rl".

BM78

2396.002

Set RIR spike in W. side of second power pole south of
intersection of Molloy Rd. and Gerhart Rd.

BM!Ol

2457.932

Set RIR spike in S.side power pole# 6384, N.sidc of West
Sunset Rd., opposite to entrance to # 6485 West Sunset Rd.

BM!Ol

2457.932

Set RIR spike m S.side power pole# 6384, N.side of West
Sunset Rd., opposite to entrance to# 6485 West Sunset Rd.

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LIST BY NUMBER
Tl3S R12E
3/3/95
IDLE HOUR WASH PHOTO OF SEPT. 1994
LIST OF EXISTING BENCH MARKS SET OR FOUND BY PIMA COUNTY D.O.T. SURVEY
SECTION
DATUM= NAVD 88

NAME

ELEVATION

DESCRlPTION

BM108

2529.796

Set RIR spike in E. side of power pole on S.side of West
Sunset Rd. W.side of Driveway to# 6501 West Sunset Rd.

BM115

2533.926

Set 60d nail in N.side of 7'x 9 1/2"x 6" wooden post at west
side of Driveway to# 6681 West Sunset Drive.

BM122

2597.136

Set RIR spike in N.side of power pole# 33, +/- 110ft south
of West Sunset Rd. where power line makes a 90 degree angle
point and is opposite to Driveway # 6820 and # 6802 West
Sunset Rd.

BM167

2640.184

Set R1R spike in N.side of power pole, 0.25 mile W. of
address # 6750 El Camino Del Cerro, 60 ft south of C/L El
Camino Del Cerro and 15ft N.W. of a Wash.

BM183A

2617.114

Set PK nail in concrete base offence.po.it. First fence post
west of gate at southwest comer of Intersection of E1 Camino
Del Cerro and N. Ave Dos Vistas.

BM191A

2542.314

Found 1/2 in. rebar tagged "RLS 7599" protruding 0.50 ft,
25 ft north of C/L El Camino Del Cerro;md 50 ft east of C/L
Wallace Way.

BM199

2513.808

Set chiseled "square" in S. W. comer of concrete Drive to
#6050 El Camino Del Cerro.

BM206

2451.068

Set RIR spike in S.side power pole, N.side ofEI Camino Del
Cerro and east of a Wash that lies 125ft east of Driveway
# 5990 El Camino Del Cerro.

BM212

2417.028

Set R/R spike in S.side of power pole, north ofEI Camino Del
Cerro and 125 ft west of Gerhart Rd.

BM216

2390.368

Set RIR spike in N .side of power pole, r.orth of El Camino
Del Cerro and 140 ft east of Calle Llanura.

BM220

2365.743

Set R/R spike in S .side of power pole, north side of El
Camino Del Cerro and 200ft east of Tortolita Rd., third pole
east of intersection.

BM226

2354.352

Set RIR spike in S.side of power oole, north side of a Rd.
at the N. W. corner of El Camino Del Cerro and Paseo De Los
Rancheros intersection .

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LIST BY NUMBER
T!3S Rl2E
3/3/95
IDLE HOUR WASH PHOTO OF SEPT. 1994
LIST OF EXISTING BENCH MARKS SET OR FOUND BY PIMA COUNTY D.O.T. SURVEY
SECTION
DATIJM = NA VD 88

NAME

ELEVATION

DESCRlPTION

BM229

2354.657

Set RIR spike in N.side of power pole, south side of El
Camino Del Cerro and 100ft east ofPaseo Del Sueno.

BM233

2340.032

Set RIR spike in S.side of power pole at N. W. comer
intersection of El Camino Del Cerro and Camino De Oeste.

BM238

2312.892

Set RIR spike in E.side of Power pole, west side of Camino
De Oeste, 0.20 mile north ofEI Camino Del Cerro, 120ft
south of Driveway to house# 4950 (through # 5060).

BM248

2319.327

Set RIR spike in W .side of power pole, east side of Camino
De Oeste, opposite entrance to address# 5245 Camino De
Oeste.

r

BM255

2248.091

Set RIR spike in S.side of power pole, north side of Sunset
Rd.and 45 ft east of Camino De Oeste.

r

BM269

2269.491

Set RIR spike in N.side of power pole, south side of Sunset
Rd. 60ft east of Driveway# 4260 & # 4300 Sunset Rd.

r

BM277

2217.506

Found R1R spike in E.side ofpower.pokat southwest comer
of intersection Silverbell Rd. and Sunset Rd.

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BM239

2194.610

Found Witness Comer to S.E. section I, TI3S Rl2E, 2 in.
aluminum cap, flush with ground, 190 ft west oftop west
bank of Santa Cruz River on the Orange Grove Rd.
Alignment, 85 ft south of a dirt Rd. Stamped "COLLlNSPlNA WC 350' PLS 21765"

Panell70

2198.044

Set 1/2 in rehar tagged "PCDOT REF 20", flush, set atop
15 ft high bank, 30 ft southwest of top bank of large pond of
water. From intersection of Silverbell Rd. and Orange Grove
Rd. travel 400 ft on 15 degree azimuth to point. Marked by
two 1/2 in. rebar references, :10 tags, set flush. Ref. No.I
is 34.42 ft north and Ref. No.2 is 40.08 ft east from point.
(near southeast section I, T!3S Rl2E)
LAT=32°-l9'-27.46" LONG= 111°..()4'..()1.83"

Panel 171

2201.009

Sec 1/2 in. rebar tagged "PCDOT REF 20", flush, 0.70 mile
north of Sunset Rd. on Silverbell Rd. to a dirt Rd. leading
west, !his is east-west alignment between interior 1/4 of
section 7 and the west 1/4 of section 7, Tl3S R13E. From !his
intersection proceed 175ft on 45 degree azimuth to point.
Marked by two references, hub and tacks, set flush. Ref.
No. lis 40.00 ft on 352 deg. azimuth, Ref. No.2 is 40.00 ft on
263 deg. azimuth from point. (near west section 7, Ti3S
Rl3E) LAT= 32°-18'-58.74" LONG= 111°..()3'-35.81"
3

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LIST BY NUMBER
IDLE HOUR WASH PHOTO OF SEPT. 1994
Tl3S Rl2E
3/3/95
LIST OF EXISTING BENCH MARKS SET OR FOUND BY PIMA COUNTY D.O.T. SURVEY
SECTION
DATIJM = NAVD 88

NAME

ELEVATION

DESCRIPTION

Panel 51

2281.744

,..

Found 1 in. open iron pipe with nail in center, set flush,
approximate location of interior 1/4 comer section 12, Tl3S
Rl2E, +/- 650 west of Panorama Drive, 0.6 ft N.offence
line, 3.5 ft E. offence comer post, point lies inside fenced

I

area.

,.

,.

Panell73

2341.978

Set 1/2 in. rebar tagged "PCDOT REF 20", set flush. From
the intersection of Abington Rd (northeast-southwest Rd.)and
a Gas Line Dirt Rd.(northwest-southeast Rd.) travel southeast
0.25 mile to the top of a ridge. Pack 1200 ft on 50 degree
azimuth to point. Point is marked by two 1/2 in. rebar
references, no tags, set flush. Ref. No.I is 33.05 ft on 15 deg.
azimuth, Ref. No. 2 is 20.45 ft on 260 deg. azimuth from
point. (east of central section 11, Tl3S Rl2E)
LAT= 32°-18'-50.23" LONG= lll 0 -05:.-0l.55"

Panell74

2306.308

Set 112 in. rebar, tagged "PCDOT REF 20", set flush. From
intersection of Sunray Drive and Sunset Rd. travel 0.22 mile
south on Sunray Drive to a wash, from-here go a distance of
110ft on a 140 deg. azimuth to point. !l.farked by two 1/2 in.
rebar references, no tags, set flush. Ref. No.I is 38.51 ft on 35
deg. azimuth, Ref. No.2 is 39.92 ft on 140 deg. azimuth from
point. (near northwest of section 13, Tl3S Rl2E)
LAT= 32°-18'-17.91" LONG= lll 0 -04'-31.32"

Panell75

2370.382

Set 1/2 in. rebar tagged "PCDOT REF 20", set flush. From
intersection of Sunset Rd. and Gerhart Rd. travel 0.30 mile
south on Gerhart Rd. to Molloy Rd., east on Molloy Rd. 0.15
mile to a wash running northeast -southwest, from this
intersection pack 175 ft on 30 deg. azimuth to point. Marked
by two 112 in. rebar references, no tags, set flush. Ref. No. 1
is 27.50 ft on 300 deg. azimuth, Ref. No. 2 is 28.29 ft on 190
deg. azimuth from point.(northeast of central section 14,
Tl3S Rl2E) LAT= 32°-18'-16.36" LONu= 111°-05'-09.30"

Panell76

2446.637

Set 112 in. rebar tagged "PCDOT REF 20", set flush. From
intersection of Sunset Rd. and Gerhart Rd. travel south
0.75 mile to a dirt Rd. leading west, west on dirt Rd. 0.30
mile to a dirt Rd. heading north, north on dirt Rd. 0.175
mile to Driveway of house# 6010. Point lies west of
Driveway, 51.8 ft north of west end of wood rail
fence(355 deg. azimuth), 19ft west of Ironwood tree, 26ft
south of large Saguaro cactus, 17 ft east of east edge of wash.
(southwest of central section 14, Tl3S Rl2E)
LAT=32°-l8'-00.12" LONG= 111°-05"-36.70"

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LIST BY NUMBER
IDLE HOUR WASH PHOTO OF SEPT. !994
T!3S Rl2E
3/3/95
LIST OF EXISTING BENCH MARKS SET OR FOUND BY PIMA COUNTY D.O.T. SURVEY
SECTION
DATUM~ NA VD 88

NAME

ELEVATION

DESCRlPTION

Panell77

2627.!98

Set 1/2 in. rebar tagged "PCDOT REF 20", set flush. From
the west 1/4 sec 14 , where Sunset Rd which runs N.-S. and
turns to the west and becomes West Sunset Rd., travel 0.40
mile west to where Rd. turns north. turn left and head south
0.20 mile on private Driveway ,up steep hill to house #6501,
at the top of hill. Point lies aprox. !50 ft south of house in
clearing and referenced by two large Saguaro Cactus.
No.I is 13ft high at 15.5 ft on 330 deg. azimuth, No.2 is
15ft high at 83.4 ft on 55 deg. azimuth from point. PLEASE
acquire permission to access as of 1994. (near center section
15, T!3S Rl2E) LAT~ 32°-17'-57.47"

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LONG~ll! -06'-19.58"

Panell78

2546.393

Set 1/2 in. rebar tagged "PCDOT REF 20", set flush. From
S.W.section corner 13, at intersection of Blue Bonnet Rd.
Alignment and El Camino Del Cerro, travel westerly 1.175
miles to two concrete Driveways heading north up hill, take
westerly Drive north 200 ft to old intersecting dirt Rd. Point
is 15.7 ft east of edge of concrete Driveway, and marked by
two 1/2 in. rebar references, no tags, set flush. Ref. No.I is
29.03 ft on 90 deg. azimuth, Ref. No.2 is 27.13 ft on 194
deg. azimuth from point (near north 1/16 cor of 1/4 sec
22/23) LAT~ 32°-17"-23.56" LONG~ 11! 0 -05'-48.77"

Panell79

2609.229

Set 1/2 in. rebar tagged "PCDOT REF 20", set flush. From
Silverbell Rd. and El Camino Del Cerro intersection, travel
west 3.95 miles on El Camino Del Cerro to house# 6750.
Point lies 40 ft west of Driveway to house and 71 ft south
of south edge dirt Rd., 40 ft east of tall Saguaro Cactus
with no arms just north of small wash. Marked by two 1/2 in.
rebar references, no tags, set flush. Ref No.I is 21.00 ft on
345 deg. azimuth and Ref. No.2 is 35.56 ft on 85 deg.
azimuth from point ( northwest of central section 22, T 13 S
RI2E) LAT~32°-I7'-23.49" LONG~ 11! 0 -06'-26.69"

Panell80

2792.205

Set 1/2 in. rebar tagged "PCDOT REF 20", set flush. From
Silverbell Rd. and El Camino Del Cerro intersection, travel
4. 9 miles west to El Camino Del Cerro TRAILHEAD parking
lot. Point is 75 ft east of C/L entrance gate. Marked by two
1/2 in. rebar references, no tags, set flush. Ref. No. I is 9.82
ft on 268 deg. azimuth, Ref. No. 2 is 22.39 ft on 355 deg.
azimuth from point. (northeast of center section 21, TI3S
Rl2E) LAT~ 32°-17'-19.82" LONG~ 111°-07-13.57"

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LIST BY NUMBER
IDLE HOUR WASH PHOTO OF SEPT. 1994
Tl3S Rl2E
3/3/95
LIST OF EXISTING BENCH MARKS SET OR FOUND BY PIMA COUNTY D.O.T. SURVEY
DATIJM = NAVD 88
SECTION

NAME

ELEVATION

DESCRIPTlON

Panell81

2841.601

Set 1/2 in. rebar tagged "PCDOT REF 20", set flush. From
Silverbell Rd. and El Camino Del Cerro intersection, travel
3.6 miles west to two dirt roads leading south, aprox. 100ft
apart. Eastern Rd. is named N. Ave Dos Vistas and westerly
Rd. has no name. Take westerly Rd. 0.70 mile southwest to
a fork in road. Point is 70 ft west of intersection and 24 ft
north of north edge dirt road. Marked by two 1/2 in. rebar
references, no tags, set flush. Ref. No. I is 35.83 ft on 318
deg. azimuth, Ref. No. 2 is 32.88 ft on 224 azimuth from
point. (near southwest of section 22, Tl3S Rl2E)
LAT= 32°-16'- 48.71" LONG= 111°.{)6'-44.34"

Panel 182

2243.833

Set 1/2 in. rebar tagged "PCDOT REF", protruding 0.10
ft. From intersection of Silverbell Rd. and Foothills Drive,
travel southerly 0.60 mile on Foothills Dr. to Desert Willow
Rd. Point is 140ft south and 90ft west of.intersection.
(northeast of 1/4 comer 11/12, T!3S Rl2E)

Panell83

2240.126

Set 1/2 in. rebar tagged "PCDOT REF:, ;protruding 0.10 ft
From intersection of Silverbell Rd. and.Or:mge Grove Rd.,
travel west 0.10 mile on Orange Grove 'Rd. to where it turns
south and becomes Panorama Drive, proceed south 0.40 mile
to a fence line east ofRd.,go east 700ft then 200ft north to
point which is east of house# 6130. (northeast of interior
section 12, Tl3S Rl2E)

Panell84

2277.709

Set 1/2 in. rebar tagged "PCDOT REF', protruding 0.10 ft
From intersection of Camino De Oeste and Sunset Rd. travel
west 2000 ft and north 500 to point. Also, from Sunray Drive
and Sunset Rd. Travel east on Sunset Rd 0.15 mile to a wash,
northeast 0.23 mile in wash, then 200 south to point.
(northeast of south 1/4 comer sec 12, Tl3S Rl2E)

Panell85

2315.183

Set 1/2 in. rebar tagged "PCDOT REF", protruding 0.10 ft
In the area southwest of interior of section 12, Tl3S Rl2E,
at the intersection of Larkspur Ridge Drive and Senita Way,
travel south 0.10 mile on Senita Way and 50 ft west of road
to point.

Panell86

2385.794

Set 112 in. rebar tagged "PCDOT REF'', protruding 0.10 ft
At the northwest comer of section 14 ,Tl3S Rl2E, where
Sunset Rd turns due south, travel east on Sunset Rd. 0.15
mile to a dirt Rd. heading south, with addresses# 6075,
# 6085, & # 6159, go south 0.10 mile and 125ft west of Rd.
to point.

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LIST BY NUMBER
IDLE HOUR WASH PHOTO OF SEPT. 1994
T!3S R!2E
3/3/95
LIST OF EXISTING BENCH MARKS SET OR FOUND BY PIMA COUNTY D.O.T. SURVEY
SECTION
DATUM= NA VD 88

NAME

ELEVATION

DESCRlPTlON

Pane1187

2399.887

Set l/2 in. rebar tagged "PCDOT REF", protruding 0.20 ft
From the south l/4 corner section 14, Tl3S R12E, where
Gerhart Rd. changes direction from east-west to a northsouth direction, travel north 0.40 mile on Gerhart Rd to Owl
Rd., east on Owl Rd. 0.13 mile and 165ft south of Rd. to
point.

Panel188

2558.162

Set 1/2 in. rebar tagged "PCDOT REF', protruding 0.10 ft
From area of interior of section 22, T!3S R12E, at
intersection ofEI Camino Del Cerro and N. Ave Dos Vistas,
travel west 0.20 mile on El Camino Del Cerro to dirt Rd.
heading north and turning east with address # 6630, north
then east on dirt Rd. 0.30 mile to a dirt rd on the left heading
northwest, northwest 0.15 mile on dirt Rd. to point on south
side of Rd.

Panel189

2623.245

Set 1/2 in. rebar tagged "PCDOT REF:, protruding 0.10 ft
From area of interior of section 22, Tl3S.R 12E, at
intersection of El Camino Del Cerro and N. Ave Dos Vistas,
travel south on N. Ave Dos Vistas 175ft and 45ft west to
point.

Panel190

2641.641

Set 1/2 in. rebar tagged "PCDOT REF', protruding 0.10 ft
From area of interior of section 22, T!3S R12E, at
intersection of El Camino Del Cerro and N. Ave Dos Vistas,
travel west on El Camino Del Cerro 0.50 mile to a point
which is 100ft east of north-south overhead power lines.
hom thts pomt walk 180 fi due south to l/2 rebar.

Panel191

2637.066

Set 112 in. rebar tagged "PCDOT REF', protruding 0.10 ft
From area of interior of section 22, T!3S Rl2E, at
intersection ofEI Camino Del Cerro and N. Ave Dos Vistas,
travel west on El Camino Del Cerro 0.40 mile to dirt Rd.
heading north with addresses# 6850, #6700 & # 6950.
North on dirt Rd. 0.3 mile to where Rd. turns west, west
0.10 mile to where Rd. turns north, north 0.10 mile and
I 00 fi east of rd to point.

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IDLE HOUR WASH PHOTO,
NOTE:

** = SPIRIT ELEV.

-,

40JDHR

-, -,

,,

--,

..,

-, --,

--,

-., --, --, -, --,

JUNE 1994

All OTHERS

= GPS

ESTIMATED ELEV.

Trimble Navigation Ltd., State Plane Conversion Utility
NAD83 (harn)
Zone : 0202 Arizona
State Plane in: Meters

«i

Datum:

~

Central

c:\tnl\utils\geo93\coords.4
hae
longitude
Height (m)
Northing
111:03'16.17693" w
643.585
147037.508
111:D2'45.23293" w
647.369
147049.031
111:05'49.08757 11 u
683.085
146999.033
111:05'18.25983" w
664.147
1470D8.361
111:04'47.54721'' u
652.654
147D13.582
111:04116.95982 11 y
646.142
147017.934
111:02'45.45148 11 \J
646.704
146238.960
111:05 1 49.08581 11 \1
700.894
146195.599
111:04'47.53509" \1
661.691
146210.143
111:04 1 16.8570811 \J
666.224
146215.752
111:03'46.24979" \J
652.736
146221.007
111 :03 1 16.49940" \1
649.648
145424.371
145428.809
111:02'45.66767" \J
650.406
111:06'50.19203 11 \1
738.780
145373.313
111:06'19.39779 11 \1
719.661
145386.301
111:05 1 48.88867 11 u
145392.288
695.686
111:05'18.31030' 1 w
697.408
145400.423
111:04'47.51906 11 \J
677.045
145406.603
111:04'16.85290 11 \J
666.368
145413.211
111:03'46.18244" w
655.766
145420.256
111:06'50.22462" w
785.868
144570.460
144580.746
111:06'19.43867" w
737.134
144590.837
111:05'48.94237" w
711.257
144597.144
111:05'18.32936" w
703.546
111:04 1 47.47575 11 \1
682.503
144604.429
111:04'16.83998 11 \1
144609.310
680.646
111:03'46.16193" w
144614.134
667.675
111:07'20.99123" w
793.102
143764.451
143771.424
111:06'50.17351" w
785.159
143778.806
111 :06• 19.47983" w
775.728
143789.353
111:05'48.99141 11 \J
765.350
143793.557
111:05'18.35060" \1
715.102
111:04'47.47858 11 \1
698.714
143801.732
143805.575
111:04'16.82782" \1
690.809
111 :03'46.14121" w
683.176
143810.640
111:07'21.1544711 \1
142966.785
836.859
111:06'50.19582" w
795.587
142968.497
111:06 1 19.67526 11 \1
774.794
142973.555
111:05'48.8501711 \1
773.360
142978.846

""'
"
~

Coordinate Source [ASCII FILE):
Latitude
32:19'23.77822"
32:19'23.93986"
32:19'23.54812 11
32: 19'23.64966 11
32:'9'23.61656"
32: 9'23.55398"
32: 18'57.64199 11
32:18'57.46406"
32:18'57.53231''
32:18 1 57.50994 11
32:18'57.47453"
32:18'31.40901"
32:18'31.34146"
32: 18'31.16066"
32:18'31.38544"
32:18 1 31.38270 11
32: 18'31.44717"
32: 18'31.44471"
32: 18'31.45489"
32: 18'31.47719"
32:18'05.09557"
32:18'05.23271"
32:18'05.36331"
32:18'05.36826"
32: 18 1 05.40127"
32:18'05.35563"
32:18'05.30575"
32: 17'39.12236"
32:17'39.15385"
32: 17•39.19730"
32:17'39.34278"
32:17•39.27929"
32:17'39.34112"
32:17'39.26170"
32: 17'39.21962"
32:17'13.22641"
32:17'13.08622"
32: 17 1 13.05538"
32: 17'13.02809"

N
N
N
N
N
N
N
N
N
N
N
N

N
N
N
N
N
N

N
N
N
N
N
N
N

N
N
N
N
N
N
N
N
N
N
N
N
N
N

or tho

Easting
294535.506
295344.783
290536.3D8
291342.557
292145.828
292945.832
295345.649
290542.499
292152.419
292954.847
293755.429
294540.048
295346.575
288950.261
289755.733
290553.800
291353.663
292159.112
292961.286
293763.570
288955.420
289760.760
290558.524
291359.371
292166.506
292967.963
293770.527
288156.480
288962.739
289765.750
290563.368
291365.023
292172.697
292974.617
293777.468
288158.115
288968.165
289766.728
290573.259

Height (m)
672.796
676.560
712.372
693.418
681.9D9
675.389
675.905
730.185
690.952
695.477
681.973
678.876
679.616
768.105
748.971
724.981
726.688
706.311
695.627
685.010
815.196
766.446
740.555
732.830
711.773
709.910
696.925
822.447
814.489
805.043
794.651
744.389
727.988
720.078
712.431
866.207
824.919
804.112
802.663

Convergence Scale factor
0:27'39.69111
0.999981233
0:27'56.241'1
0.999982861
0:26'17.91511
0.999973426
0:26'34.402 11
0.999974969
0:26 1 50.826 11
0.999976521
0:27 1 07.18211
0.999978083
0:27'55. 78711
0.999982863
0:26'17.600 11
0.999973438
0:26 1 50.510 11
0. 999976534
0:27'06.913 11
0.999978101
o:27'23.2n"
0.999979680
0:27 1 38.852"
0.999981243
0:27'55.333"
0.999982865
0:25'44.61711
0.999970440
0:26 1 01.081 11
0.999971949
0.999973460
0:26'17.390 11
0:26'33. 737"
0.999974990
0. 99997654 7
0:26'50.197 11
0:27 1 06.590 11
0.999978113
0:27'22.986 11
0. 999979696
0:25''·4.291 11
0.999970449
0:26'00.747 11
0.999971958
0:26'17.047 11
0.999973469
0.999975001
0:26'33.408"
0:26 1 49.899"
0.999976561
0:27 1 06.272 11
0.999978127
0:27 1 22.667 11
0. 999979710
0:25'27.544 11
0. 999968968
0:25'44.011 11
0.999970463
0: 26' 00. 413"
0.999971968
0:26'16.706"
0.999973478
0:26'33.078 11
0.999975012
0:26'49.575"
0.999976574
0:27'05.953 11
0.999978140
0:27'22.350 11
0.999979724
0:25'27.153"
0.999968971
0:25'43.691 11
0.999970473
0:25'59.996"
0.999971970
0.999973497
0:26'16.463 11

Name
28
29
35
36
37
38
42
48
50
51
52
54
55
59
60
61
62
63
64
65
72
73
74
75
76
77
78
84
85
86
87
88
89
90
91
97
98
99
100

Spirit El = **
geoid/sp. ortho(s.ft)
·29.211 22D7.332
·29.191 2219.682
·29.287 2337.172
·29.271 2274.987
·29.255 2237.229
·29.247 2215.837
·29.201 2217.530
·29.291 2395.616
·29.261 2266.898
·29.253 2281. 744**
·29.237 2237 .439**
·29.228 2227.279
·29.210 2229.707
·29.325 2520.025
-29.310 2457.250
·29.295 2378.543
·29.280 2384.142
·29.266 2317.289
·29.259 2282.235
·29.244 2247.404
·29.328 2674.524
·29.312 2514.582
·29.298 2429.637**
·29.284 2404. 292**
·29.270 2335.208
·29.264 2329.095
·29.250 2286.494
·29.345 2698.313
·29.330 2672.202
·29.315 2641.212
·29.301 2607.118
·29.287 2442.217
·29.274 2388.409
·29.269 2362.455
·29.255 2337.366
·29.348 2841.879
·29.332 2706.422
·29.318 2638.157
·29.303 2633.403

1

., ., , "',
...

-,

, ., ., ., , .., , ., .,
...

.

.

-,

·-·1

.,

-,

..,J

"'
;t<
0!0

32:16'46.97302 11 N

32:16'47.02266"
32:16'45.74760"
32: 16•46. 75260"
32:19'27.46351"
32:18°58.73558"
32:18'50.23513"
32:18'17.91524"
32:18'16.35664"
32:18'00.11592"
32:17'57.46915"

N
N
N
N
N
N
N
N
N
N

32:17'23.56146 11 N

32:17'23.48584" N
32:17'19.82153" N
32: 16'48. 71322" N
32:19 1 23.44863 11
32:17 1 13.03892 11
32:19'25.13468 11
32:19'05.50525 11
32:17 1 23.34894 11

111 07•20.86890" w
111 06'50.21881" w
111 06•19.88086" w
111 05'48.91242" w
111:04'01.83532" w
111:03°35.80746" II
111:05'01.54999" w
111:04'31.32404" w
111:05'09.29670" w
111:05'36.69968" w
111:06'19.58500" w
111:05'48.77543 11 \.1
111:06'26.69089" w
111 :07' 13.5668"" w
111:06'44.3444," w
111:03 1 50.4840:·.!1 y
111:07 1 20.93477" w
111:03'03.79050" w

N
N
N
N 111:09'18.88106"
N 111:03'50.55263"

w
w

888.040
845.971
797.419
759.126
640.728
641.638
684.567
673.703
693.216
716.443
771.459
746.840
765.975
821.723
836.791
639.686
836.205
646.644
744.695
703.640

142158.197
142165.696
142132.393
142169.508
147141.483
146262.030
145982.522
144993.188
144937.433
144431.663
144341.587
143303.306
143293.443
143171.397
142218.919
147020.176
142961.053
147081.901
146402.801
143320.877

288171.574
288973.571
289767.709
290577.815
293340.446
294028.252
291787.588
292586.017
291593.046
290880.038
289758.741
290572.734
289580.743
288355.135
289126.893
293638.311
288163.907
294859.127
285053.305
293665.940

917.390
875.305
826.739
788.432
669.965
670.869
713.836
702.964
722.494
745.736
800.772
776. 142
795.295
851.066
866.122
668.918
865.553
675.847
774.100
732.900

0:25'26.998 11
0:25'43.370 11
0:25'59.559 11
0:26'16.112"
0:27'15.320"
0:27'28.876"
0:26'42.927"

0:26'58.686 11
0:26'38.370"
0:26'23.526"
0:26'00.575 11
0:26'16.631 11
0:25'56.372 11
0:25'31.284 11
0:25'46.528 11
0:27'21.340 11
0:25'27.268 11
0:27'46.332 11
0:24'25.521 11
0:27'19. 793 11

0.999968996 110 ·29.350 3009.804
0.999970483 111 ·29.334 2871.730
0.999971972 112 ·29.320 2712.391
0. 999973506 113 ·29.306 2586.714
0. 999978859 170 ·29.237 2198.044**
0. 999980221 171 ·29.231 2201.009**
0.999975827 173 ·29.269 2341.978**
0.999977379 174 ·29.261 2306.308**
0.999975451 175 ·29.278 2370.382**
0. 999974082 176 ·29.293 2446.637**
0.999971955 177 -29.313 2627.198**
0. 999973496 178 ·29.302 2546.393**
0.999971620 179 ·29.320 2609.229**
0. 999969335 180 -29.343 2792.205**
0. 999970770 181 ·29.331 2841.601**
0.999979448 239 ·29.232 2194.610**
0.999968982 297 ·29.348 2839.734
0.999981882 JAYNES ·29.203 2217.341}
0. 999963364 NN-115 ·29.405 2539.693
)
0.999979503 NN-137 ·29.260 2404.523

t-loRiz.or.~-\-Al
co "r\ ~toL.

r
r

r
r
r

National Geodetic Survey,
Retrieval Date = SEPTEMBER 4, 1992
***********************************************************************

DESIGNATION PID
STATE/COONTY-

JAYNES RM 2
CZ0549
AZ/PIMA

HORZ DATUM
VERT DATUM

NAO 83
NAVD 88

POSITION

32 19 25.

83 minus 27

r

r
r
r

r
r
r

r
r'

r

(W)

SCALED
SCALED

(feet) ADJUST
675.864 (meters)
2217.40
+0.66
ADJ UNCHK
***********************************************************************

VERT ORDER

r

+02.

HEIGHT

r
r

111 03 03.

88 minus 29

GEOID HEIGHTMOOELED GRAV-

'

(N)

+00.

-

-29.36
979,261.7
FIRST

GEOID90
NAVD88

CLASS 2

THE HORIZONTAL COORDINATES YERE SCALED FROM A TOPOGRAPHIC MAP.
THE ORTHOMETRIC HEIGHT WAS DETERMINED BY DIFFERENTIAL LEVELING
AND ADJUSTED BY THE NATIONAL GEODETIC SURVEY IN JUNE 1991

STATION MARK IS A REFERENCE MARK DISK
WITH SETTING: SET IN TOP OF CONCRETE MONUMENT (ROONO)
THE MONUMENT IS 0.3 METERS BELOW THE HEIGHT OF THE FRONTAGE ROAD
THE MARK IS STAMPED: JAYNES NO 2 1935
HISTORY
HISTORY
HISTORY
HISTORY

Year
1935
1951
1980

Condition
STATION MONUMENTED
GOOO
GOOO

Recov. By
COAST AND GEODETIC SURVEY
NATIONAL GEODETIC SURVEY
NATIONAL GEODETIC SURVEY

STATION DESCRIPTION
DESCRIBED BY NATIONAL GEODETIC SURVEY 1951
2.1 MILES NORTHWEST ALONG STATE HIGHWAY 84 AND THE SOOTHERN PACIFIC
RAILROAD FROM THE RAILROAD STATION AT JAYNES, 0.7 MILE NORTHWEST OF
RILLITO CREEK, 0.3 MILE NORTHWEST OF A T JUNCTION OF THE HIGHWAY AND A
GRAVEL ROAD LEADING NORTHEAST TO GREEN FIELDS BOYS SCHOOL, 8 POLES
SOOTHEAST OF MILE POLE 975, 66 YARDS SOUTHWEST OF THE SOOTHWEST RAIL
OF THE SOOTHERN PACIFIC SINGLE TRACKS, 69.3 FEET NORTHWEST OF JAYNES,
50 1/2 FEET SOOTHWEST OF THE HIGHWAY CENTERLINE, 5.6 FEET NORTHEAST OF
THE HIGHWAY RIGHT-OF-WAY FENCE, IN THE TOP OF A CONCRETE POST SET
ABOOT FLUSH WITH THE GROUND, AND ABOOT LEVEL WITH THE HIGHWAY IN
ELEVATION.
STATION RECOVERY (1980)
RECOVERY NOTE BY NATIONAL GEODETIC SURVEY 1980
14.0 KILOMETERS (8.7 MILES) NORTHWEST ALONG THE SOOTHERN PACIFIC
RAILROAD FROM THE STATION AT TUCSON, 53.9 METERS (177 FEET) SOOTHWEST
OF AND ACROSS THE FRONTAGE ROAD FROM THE SOOTHWEST RAIL OF THE MAIN
TRACK, 93.5 METERS_(307 FEET) NORTHWEST OF THE CENTERLINE OF ORANGE
GROVE ROAD, 28.6 METERS (94 FEET) NORTHEAST OF THE CENTERLINE OF
THE NORTHBOONO ON-RAMP TO INTERSTATE HIGHWAY 10, 21.1 METERS (69
FEET) NORTHWEST OF STATION JAYNES, 16.1 METERS (53 FEET) SOUTHWEST
OF THE CENTERLINE OF THE FRONTAGE ROAD AND 0.8 METER (2.8 FEET)
SOUTHWEST OF A FENCE LINE.
THE PIPE IS ABOVE GROUND LEVEL
THE STATION IS 0.3 METERS BELOW THE HEIGHT OF THE FRONTAGE ROAD •
THE STATION IS 0.2 METERS NE FROM A YITNESS POST
Page 9

of 14

May 11,1994

r
r

r
r

National Geodetic Survey,
Retrieval Date =SEPTEMBER 4, 1992
***********************************************************************
Q

HORZ DATUM
VERT DATUM

NAD 83
NAVD 88

POSITION

32 18 31.
+00.

HEIGHT

680.389

88 mirKJs 29

I

r

r
r
r
r

111 02 26.

(Y)

SCALED
SCALED

(feet)

ADJUST
ADJ UNCHK

+02.

(meters)

2232.24

+0.66

***********************************************************************

VERT ORDER

r

(N)

83 minus 27

GEOID HEIGHTMODELED GRAV·

r

291
CZ0554
AZ/PIMA

DESIGNATION PID
STATE/COUNTY-

-

-29.35
979,259.8
FIRST

GEOID90
NAVDBB

CLASS 2

THE HORIZONTAL COORDINATES YERE SCALED FROM A TOPOGRAPHIC MAP.
THE ORTHOMETRIC HEIGHT YAS DETERMINED BY DIFFERENTIAL LEVELING
AND ADJU~ED BY THE NATIONAL GEODETIC SURVEY IN JUNE 1991

STATION MARK IS A BENCH HARK DISK
YITH SETTING: SET IN TOP OF CONCRETE MONUMENT <ROUND)
THE MONUMENT IS LEVEL YITH THE HEIGHT OF THE RAILS
THE HARK IS STAMPED: Q 291 1951
HISTORY
HISTORY
HISTORY

Year Condition

1951 STATION MONUMENTED
1980 GOOD

Recov. By
COAST AND GEODETIC SURVEY
NATIONAL GEODETIC SURVEY

STATION DESCRIPTION
DESCRIBED BY COAST AND GEODETIC SURVEY 1951
0.8 MILE NORTHYEST ALONG STATE HIGHYAY 84 AND THE SOUTHERN PACIFIC
RAILROAD FROM "'" RAILROAD STATION AT JAYNES, 0.5 MILE SOUTHEAST OF
RILLITO CREEK,. AT THE T JUNCTION OF THE HIGHYAY YITH A GRAVEL ROAD
LEADING TO SUNSET DAIRY FARMS, 90 FEET NORTHEAST OF THE HIGHYAY
CENTERLINE, 49.7 FEET SOUTHYEST·OF THE SOUTHYEST RAIL, 2.8 FEET
SOUTHEAST OF A TELEGRAPH POLE, 2.0 FEET NORTHYEST OF A YITNESS POST,
IN THE TOP OF A CONCRETE POST PROJECTING 0.5 FEET ABOVE GROUND, AND
ABOUT 1 FOOT LOYER THAN THE RAILROAD TRACKS.
STATION RECOVERY (1980)
RECOVERY NOTE BY NATIONAL GEODETIC SURVEY 1980
11.9 KILOMETERS (7.4 MILES) NORTHYEST ALONG THE SOUTHERN PACIFIC
RAILROAD FROM THE STATION AT TUCSON, 2.0 KILOMETERS (1.25 MILES)
NORTHYEST OF THE CROSSING OF RUTHRAUFF ROAD, 0.1 KILOMETER (0.05 MILE)
SOUTHEAST OF SUNSET ROAD, 15.2 METERS (49.8 FEET) SOUTHYEST OF THE
SOUTHYEST RAIL, 31.7 METERS (104 FEET) NORTHEAST OF THE CENTERLINE
OF THE FRONTAGE ROAD, 10.6 METERS (34.6 FEET) EAST OF THE EAST EDGE
OF A 0.6 METER STEEL PIPE BILLBOARD AND 1.9 METERS (6.2 FEET)
SOUTHEAST OF A TELEGRAPH POLE.
THE PIPE IS ABOVE GROUND LEVEL
THE STATION IS LEVEL WITH THE HEIGHT OF THE RAILS

THE STATION IS 0.6

""I

METERS NE FROM A YITNESS POST

Page 13

of 14

May11,1994

,....,

I

NOAA · NOS ·

~"''1

....,

,

~

DESIQNATION

0 422

HONUMBNTING
AGENCY

ORTHOMETRIC HEIGHT
IN METERS
HAVD 88
HGVD 29
428.308

E 424
F 279

NGS
NGS
CGS

432.605
615.019
509.363

363
424

CGS
NGS

415.450

B H9
B 363

E 422

•1984
1980
•1984

19840

1980

19840
19800
19870

1/2
1/2

*1984
*1980

19640

Ot>l591

416.6438

19800

01 1591

1/2
1/2
1/l

•1980
*1984

19870
19840

061591
061591
061591

1/~

499.40<6
408.071

1/l
407.4748

509.3858
414.6768

593.262
519.353
419.244

G 429

H 363

NGS
CGS
CGS

637.019
422.511

636.3928
4ll.9018

H 424
278
J 291
J 363
J 424

CGS
CGS
CGS
NGS

576.271
431.666

431.0998

NGS

585.64~

62~.695

62~.~048

428.416
551.727

427.8~38

675.1638
675.2028
673.6128

JAYNES

CGS

675.847

JAYNES RM 2

m

675.86~

CGS

K

291

CGS

674.477
540.776
627.386

K

363

CGS
NGS
AZHD
CGS
CGS

436.905
534.626
541.649
649.666
436.471

JAYNES RM 3 AZIMUTH

K 4 24

L 279 AZHO
L

295

L 363

AZHD

540.16~8

626.7678
436.3738
541.0518
649.2218
437.9698

i/2

•1980

19840
19840
19800

1980

1980

32·51-54
32·25·28
32·46·39

111·45·25
111-09·46
111·33·47

32·4~·09

111·~6·36

32·55·40

111·50·21

061591
061591
061591
061591
061591

32·54·05

111·46·26
111·10·42
111·27·37
111-47·40
111·14·44

•1984
1980

1/2
1/2
1/2
1/2
1/2

•1960
•1960
•1960
•1964
*1960

19900
1960G
19600
19840
19600

061591
061591
061591
061591
061591

1/2
1/2
1/2
1/2
1/2

•1984
*1984

19640
19640
19640
19600
19840

061591
061591
061591
061591
0 61591

*1980

•1984
•1980
•1984

19640
1960P
19640

~

061591
061591
061591
061591
061591

1/2
1/l
1/l
1/l
1/l

*1984

--,

DATB
APPROXIMATE POSITION
ADJUSTED LATITUDE LONGITUDE

1/2
1/l
1/l
1/2
1/2

467.4.:15

USGS

J

YEAR
088.
REC.

~

-,

~

GEODETIC CONTROL DIAGRAME
TUCSON
LATITUDE RANGBz
32 TO 33
LONGITUDE RANGEl 111 TO 11~

19840

CGS

AZHD

--, -,

1960
1980
•1984
•1984
•1980

0 279

H 140

ORDER •
CLASS

1/2
1/l

623.1"10

G 363

K 279

~

HEIGHT OF NGRS VERTICAL CONTROL POINTS
SORTED BY DESIGNATION

NGS
NGS
USGS
CGS
CGS

D 424
D 7 8 USGS

p

.,

C~GS

NATIONAL GEODETIC SURVEY
DATE PRINTBDt Nov 12 1991

p

~

061591
061591
061591
061591
061591

32·~6-11
3~·41-34

32·54·02
32·29·0~

32-40-53
32·53·33
32·31·51
3~·l3·46
3~·53·06

32·33·15
32·51·57

111·26·31
111-46·56

111-17·10
111·07·22
111·46·10

~

DEG N
DBG K

PLOT PERMANENT
I
IDBNT.

158

ST

CZ1514
CZ1434
CZ1508
CZ0331
CZ0980

AZ
AZ
AZ
AZ
AZ

CZ1515
CZ1435
CZ0333
CZ0966
CZ1438

AZ
AZ
AZ
AZ
AZ

91
166
52

CZ0335
CZ0989

AZ
AZ

CZ1441

21

CZ052~

AZ
AZ

166

CZ0994

AZ

58
158

CZ1443
CZ1011

~4

1~9

102
186
166
30
91

166
41

24

CZ0513

3~·5~·16

111·16·21
111·44·23
111·09·30
111·44·51

156

Jl-37·10

111·~1·37

74

CZ1010
CZ1450

AZ
AZ
AZ
AZ
AZ

3~·19·24

111-03·01
111·03·01
111·02·52
111·24·00
111·06·59

6
8
8
79

CZ0547
CZ0549
CZ0551
CZ0339
CZ0515

AZ
AZ
AZ
AZ
AZ

CZ1014
CZ1456
CZ0340
CZ0754
CZ1015

AZ
AZ
AZ
AZ
AZ

3~·25·19

32·19·25
32·19·17
3~·39·17

32·24·55
3l·51·14
32·39·44
32·39·12
32·23·46
32·50·54

111-43·09
111·24·41
111·~3·51

111·08·36
111·42·37

~4
15~

84
79
21
152

S INDICATES THIS POINT IS IN AN AREA OF APPARENT CRUSTAL MOVEMENT (WHEN IMPLEMENTED).
INDICATES THIS POINT WAS INCLUDED ON MORE THAN ONE SURVEY.
FOR CONVERSION OF METERS TO U.S. SURVEY FEET, MULTIPLY TilE METERS BY 3.28083333333 (TO 12 SIGNIFICANT FIGURES).
FOR CONVERSION OF METERS TO INTERNATIONAL FEET, MULTIPLY THE METERS BY 3.28083989501 (TO 12 SIGNIFICANT PIGURBS}.

., -,

-, --, -, -,

--,

-...,

..,

--.

--.,

--,

:".I

NOAA · NOS · C&GS
NATIONAL GEODETIC SURVEY
DATE PRINTED: Nov ll 1991

ORTHOMBTRIC HEIGHT
IN METERS
NAVD 88
NGVD 29

LITO
M 260 AZHD
M 278

HGS
CGS
AZHD
CGS

M :Z79 ,AZHD

AZHD

546.157
627.214
592.385
(41.379
547.524

M 363

CGS
CGS
AZHD
CGS
CGS

444.296
620.047
594.127
444.778
657.537

619.4386
593.6108
444.3598
656.8858

CGS
NGS
CGS
CGS
CGS

445.726

445.3788

594.120
594.713
593.404
514.023

L 424

MARANA AZ HK

N 260 AZHD
H 278
N 291
N 363
NAVISICA 2

RESET

NAVISKA 2 RM 1
NAVISKA 2

RM 2

OCOTILLA

OVERPASS RM l
P 260 AZHD
p 278

p

291
)63

Q

277

p

0 278
Q

279

~

Q
R
R
R

363
277
363
423

AZHD

626.5916
591.9086
440.8716
546.9188

443.9268

594.2008
592.8858
513,9268

ORDER &
CLASS

--,

~.

--,

--,

--, -,

"•\

GBODBTIC CONTROL DIAGRAM1
TUCSON
32 TO 33
LATITUDE RANGB1
LONGITUDE RANGEs 111 TO 112

YEAR
OBS.
REC.

DATE
APPROXIMATE POSITION
ADJUSTED LATITUDE LONGITUDE

DBG H
DEG W

PLOT PERMANENT
I
IDBHT.

ST

1/2
1/2
1/2
1/2
1/2

*1984
*1980
•1980
*1984
•1984

1984G
1980G
1980G
1984G
1987G

161591
·161591
061591
061591
161591

32-38·51
32-24-54
32 ·30·53
32·50·24
32·38·4l

111-23·27
111-09·00
111·16·22
111·41·48
111·23 ·10

79
21
40
148
79

CZ1453
CZ0854
CZ0362
CZ1018
CZ0342

AZ
AZ
AZ
AZ
AZ

1/2
1/2
1/2
1/2
1/2

*1984
•1980
*1980
*1984
*1980

1984G
1980Cl
1980G
1984G
1980P

061591
061591
061591
161591
061591

32 -49·57
32-25-47
32·30·33
32·49·50
32·21·25

111-41-05
111·10·11
111-16·05
111·40·54
111-05·10

148
24
40
148
14

CZ1023
CZ0505
CZ0369
CZ10H
CZ0535

AZ
AZ
AZ
AZ
AZ

1/2
1/2
1/2
1/2
1/2

*1984
1980
•1980
H980
*1984

1984G
1987G
1980G
1980G
1984G

061591
061591
061591
061591

111-40-35

111-15-46
111·15-45
111·15·47
111-27-04

148
40
40
40

CZ1025
CZ1439

161591

32·49-38
32-30·09
32-10-09
3l·l0·09
3l·41-08

91

CZ0477
CZ0475
CZ0464

AZ
AZ
AZ
AZ
AZ

•1980
1980
1980
*1980
•1984

1980G
1980G
1980G
1980G
1984G

061591
061591
161591
161591
161591

32·34-21
32-34-21
32-34·21
32·30-06
32-49·23

111·19-20
111-19-20
111-19·l0
111·15-4l
111·40·10

64
64
64
49
140

CZ0470
CZ1H6
CZ1445
CZ0375
CZ1026

AZ
AZ
AZ
AZ
AZ

577.4648

CGS

593.8398
447.5628

1/2
1/2
1/2
1/2
1/2

CGS
CGS
CClS
CGS
CClS

678.317
462.574
402.865
450.717
554.009

677.6488
462.2858
402.2948
450.2078
553.6648

1/2
1/2
1/2
1/2
1/2

*1980
*1984
*1980
*1984
*1980

1980G
1984G
1980G
1984G
1987G

061591
061591
061591
061591
061591

32·18·56
32·47·03
32·57-36
32·48·57
32·36·49

111-02·37
111·36·24
111·53-30
111·39·29
111·21·19

8
134
198
140
74

CZ0552
CZ1038
CZ0974
CZ1028
CZ0344

AZ
AZ
AZ
AZ
AZ

CGS
CGS
CGS
CClS
NGS

680.389
457.249
406,471
464.114
696,927

679.7278
456.6358
405.8788
463.5028

1/2
1/2
1/2
1/2
1/2

*1980
*1984
*1980
•1984
1980

1980G
1984G
1980G
1984G

061591
061591
061591
061591
061591

32·18·31
32-49-17
32-57·08
32·49·13
32-16·22

111·02·24
111-38·06
111-52·45
111·38·01
111·00·36

8
140
198
140
5

CZ0554
CZ1032
CZ0975
CZ1033
CZ1417

AZ
AZ
AZ
AZ
AZ

AZHD
AZHD

INDICATES THIS POINT IS IN AN AREA OF APPARENT CRUST~L MOVEMENT (WHEN IMPLEMENTED).
• INDICATES THIS POINT WAS INCLUDED ON MORB THAN ONB SURVEY.
FOR CONVERSION OF METERS TO U.S. SURVEY FBBT, MULTIPLY THE METERS BY 3.28083333333 'TO 12 SIGNIFICANT FIGURES).
FOR CONVERSION OF METERS TO INTERNATIONAL FEET, MULTIPLY THE METERS BY 3.28083989501 (TO 12 SIGNIFICANT FIGURES).

$

-,

577.932
577.921
577.969
594.340
447.960

CGS
CGS

OVER PASS

OVERPASS RM 1

-,

HBIGHT OF NGRS 'tERTICAL CONTROL POINT!'
SORTED 1Y OBSIGNATION

MONUMBNTING
AGENCY

DESIGNATION

--,

r
r
r
r
r

2. EARTH FILL PlACEMENT

The fill is:

2.

Has fill been/will be placed in the regulatory flood way? ...................
If yes, please attach completed Riverine Hydraulic Analysis Form.

3.

Has fill been/will be placed in flood way fringe (area between the floodway
and 100-year floodplain boundaries)? .............................. .

D Yes D No

Arc fill slopes for granular materials steeper than one vertical
on one~and-one-half horizontal?

0 Yes 0 No

If yes, justify steeper slopes _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __

r
r

B.

r

r
r
r

0 Yes 0 No

If yes, then complete A, B, C, and D below.

r

r
r

D Proposed

I.

A.

r
r
r
r

D Existing

t-J/A

Is adequate erosion protection provided for fill slopes exposed to moving flood waters? (Slopes exposed to
flows with velocities of up to5 feet per second ({ps) during the 100-year flood must, at a minimum, be
protected by a cover ofgrass, vines, weed.•, or similar vegetation; slopes exposed to flows with velocities
greater than .S {ps during the 100-year flood must, at a minimum, be protected by stone or rock riprap.)
.................................................................... D Yes D No
If no, describe erosion protection provided _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ __

C.

lias all fill placed in revised I 00-year floodplain been compacted to 95 percent of the maximum density
obtainable with the Standard Proctor Test Method or acceptable equivalent method? D Yes D No

D.

Can structures conceivably be constructed on the fill at any time in the future?

0 Yes

D No

If yes, provide certification of fill compaction (item C. above) by the community's NFIP permit official, a
registered professional engineer, or an accredited soils engineer.
4.

Has fill been/will be placed in a V-zone?

0 Yes

D No

If yes, is the fill protected from erosion by a flood control structure such as a revetment or
seawall?

DYes

0

No

If yes, attach the coastal structures form.

Riverine/Coastal Mapping form

FormS

Page 3 of 3