HomeMy WebLinkAboutDrainage Reports - 01/23/1994PROPERTY OF Final A :€z,:4i? 9
FINAL DRAINAGE REPORT
for
OAKRIDGE BLOCK THREE
FIRST FILING
Fort Collins, Colorado
January, 1994
prepared by
NORTHERN ENGINEERING SERVICES, INC.
420 South Howes, Suite 202
Fort Collins, Colorado 80521
(303) 221-4158
Project No. 9322.00
Northern Engineering Services, Inc.
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January 13, 1994
Mr. Basil Hamdan
Stormwater Utility
City of Fort Collins
235 Mathews
P.O. Box 580
Fort Collins, Colorado 80522-0580
re: Oakridge Block III, First Filing
Fort Collins, Colorado
Project No. 9322.00
Dear Basil:
Northern Engineering is pleased to submit this Drainage Study
for your review. We have addressed the concerns you raised at our
meeting at your office on Tuesday, January 4, 1994.
If you should have any questions or comments as you review
this report, please feel free to contact me at your earliest
convenience.
Sincerely,
NORTHERN ENGINEERING SERVICES, INC.
Mary B.
Michael
420 S. Howes • Suite 202 • Fort Collins, Colorado 80521 • (303) 221-4158 • Fax (303) 221-4159
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VICINITY MAP
Final Drainage Report
for
' Oakridge Block III First Filing
Fort Collins, Colorado
' January, 1994
' I. GENERAL
This report summarizes the results of a storm drainage study
conducted for the proposed development of oakridge Block III, First
Filing to be located in the Northeast quarter of Section 6,
Township 6 North, Range 68 West of the 6th Principal Meridian, in
' Fort Collins, Colorado. Methods outlined in the Fort Collins Storm
Drainage Design Criteria were used in the hydrology and hydraulics
calculations for the stormwater runoff portion of this study. The
Rational Method was used to estimate peak stormwater runoff from
the site. Summary calculations and other supporting material are
contained in an appendix to this report.
II. SITE DESCRIPTION
' The site is undeveloped and is located in the McClellands/Mail
Creek Major Drainage Basin. Vertical curb and gutter and an eight
foot detached sidewalk run along McMurray to the west. Vertical
' curb and gutter also exists along oakridge Drive to the south.
Harmony Road runs adjacent to the north boundary. The land to the
east is undeveloped. A 15" reinforced concrete pipe extends
approximately 30-35' northwest from the existing storm sewer
manhole in Oakridge Drive.
The land currently is undeveloped grassland. Vegetation
around the site includes trees and shrubs planted in landscaped
buffers. The site is covered with native and planted grasses and
slopes gently downward toward the southeast at approximately 2.0
percent.
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' Oakridge Block III, First Filing
Final Drainage Report
page 2
III. HISTORIC DRAINAGE
' Most of the runoff from the site drains to the southeast and
onto Oakridge Drive. The west edge of the property drains to the
east gutter on McMurray Drive which flows to Oakridge Drive. The
' runoff from the south half of Harmony Road flows into an existing
small borrow ditch and then runs east, along the south side of the
road.
The historic sub -basins identified as H1 and H2 on the
drainage plan are the only basins affected by this project. Sub -
basin H3 will remain the same. The combined runoff coefficients
for grass land (C = 0.20) and pavement (C = 0.95) were used to
obtain 10 and 100 year peak stormwater flows. Table A shows the
results of peak historical runoff calculations (H1, H2, and H3).
' IV. PROPOSED IMPROVEMENTS
The development of the site would include one animal hospital
building with a parking lot. The lot would be accessed by driveway
entrances --one on Oakridge Drive and another on McMurray Drive.
rV. DESIGN CRITERIA
' The "Master Drainage Study for the Oakridge Business Park"
(RBD, Inc. 1990) indicates that the site's runoff can be conveyed
by the existing storm sewer in Oakridge Drive without being
detained. Runoff from the developed basins D1 and D2 collects into
drainage swales with trickle pans. The swales come out to the
parking lot and flows converge at a grated area inlet. Storm sewer
line 'A' conveys runoff to the existing storm sewer in Oakridge
' Drive to flow east. The ten-year peak discharge concentrating at
D.P. 1 is 2.95 cfs flowing under open channel conditions. The peak
100-year discharge of 6.04 cfs flows both, through the inlet and
' the remainder over the high point (elevation 70.99) in the south
driveway (See page 8B in Appendix). Storm sewer line "A" and the
existing sewer in Oakridge will convey a maximum 10-year discharge
from the site in the 100-year storm. Flow over the high point in
the south drive entrance will be conveyed in Oakridge Drive to the
inlets located at the corner of Oakridge and Innovation Drives.
Flows
from Harmony Road west of the site flow south into
curb
'
and gutter
along the west side of McMurray
Drive and continue
past
our site.
The only flows crossing the site
are from the south
half
of Harmony
grading in
Road which combine with runoff
this area will not be changed,
from subbasin D3.
however, and flows
The
from
Harmony Road will continue east off -site
in the shallow swale as
before.
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Oakridge Block III, First Filing
Final Drainage Report
page 3
V. DESIGN CRITERIA (continued)
Developed subbasin D4 includes the west and south edges of the
site as well as the east half of McMurray Drive. Runoff from this
basin enters the curb and gutter along McMurray Drive and then
Oakridge Drive before continuing east. The gutter flows cross the
the City of Fort Collins standard drive entrances and continue east
to an inlet located at the corner of Oakridge Drive and Innovation
Drive. Sub -basin D5 is a small sliver of area just south of the
small Harmony Road swale at the northeast part of the site. Runoff
crosses into the adjacent property as sheet flow. Refer to Table
A in the appendix for basin runoff parameters.
VI. EROSION CONTROL
It is anticipated that the proposed improvements for the First
Filing will be completed by August of 1994. Overlot grading is to
begin in July, 1994, with utility, parking lot, and building
construction to follow. The bare ground surfaces shall be
roughened to prevent wind and rainfall erosion as outlined by the
City of Fort Collins Storm Water Utility Department. Six weeks
following overlot grading, any areas yet to be covered by
impervious surfaces as indicated by the utility plans must be
temporarily protected using a City approved soil sealant for
erosion control (maximum C-factor of 0.4).
Temporary structural erosion control measures consist of a
gravel filter to be placed around the 'triple inlet and a straw bale
dike at Design Point 2, as shown on the attached Drainage Plan.
The filter and dike shall be monitored by the contractor during
construction and maintained as necessary. The gravel filter shall
be constructed immediately after construction of the inlets and be
maintained until the parking lot is ready to be paved. See the
Drainage and Erosion Control Plan for construction details.
Permanent vegetative erosion control will be used in
conjunction with landscaping. Permanent revegetation of areas
disturbed by construction will be the responsibility of the
contractor. Sod grass is to be installed when final grading is
completed unless bare ground is to be exposed longer than 60 days.
After 60 days, temporary vegetative erosion control measures must
be taken until sod is to be installed. The recommended species of
grass is Sorghum with an application rate of 10 drilled
pounds/acre. Straw mulch shall also be applied at a rate of 2
tons/acre and shall be anchored by crimping. Refer to the Erosion
Control Reference Manual for Construction Sites (City of Fort
Collins Storm Drainage Design Criteria) for details on approved
methods.
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APPEND I X
1 OA K,A�/ C7&E 540CK — i.
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STORM DRAINAGE CRITERIA MANUAL
FIGURE 602
TRAVEL TIME VELOCITY FOR RATIONAL METHOD
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R 3443 R 3457 C Serles Rectangular Gutter
V
hilet Frames'and Grates
bavy Duty Furnished standard with rectangular base except as noted.
Catalog number. —u „l a
� y
D.Altemate round base flange when 14 a
required.'
• e
-' Catalog
Dimensions
in
inches
rat
A
8
z;;'.{ C, :
D
E
F
G
H
No. -
Lbs,
VU-
14Shx2Iyi
2
,,13x20'>
15x22
23x30
516
13'ex5
ly.
•275
3�B,
14y'2x21Y2
2
:r:13x20;..
14+W25A
20x30
10Y4
13'ex5
IN
430
Bit
T
173/4x22i4
14'i
��."?r«'• i
18x23
23�4x32
6-Y4
13'ax3Y4
IYi
265
%'17
.x22 4
1 4
1803
34" Dia.
63/4
1 Y2x3
1 V4
285
4480
17Y4x22;'4
1V4
r - i .
18x23
34" Dia.
6Y4
I%x51%
1
t285
9'
18x23
2
,
«S':.
18x23
24x29
5
1y4x7
I4h
260
31 >,
18x36
2
�''716x34,;^;
19x37
28x46
7
1�4x6%.
1%.
515
a'
19 4x26 4
2
17 x24
20x27
1 38" Dia.
By4
1Y�X114/0
1 !6
450(
3454,»ys
23x58
1
-21x%',y,
24x59
35x70
8Y2
)x8
1
••`980
B`
51S�iA°,�',"
2314x35%
23�hx35
2
21%x333A
24x36
31x43
6
1x321'e
1
640'�
2
v 22i[33';,
414x36%
34x46
6%4
2x9f'4
1y4
540�
d45S-C
24x36-.
1Y4
22x34"-
24x36
36x48
9
13/4x6
1
850
3457 C,:
36x48
1 4
33x45
42x54
512
1 Ve x 2 1
I %4
•••9900
.'.•can be tumished with round base flanges if specified.
a�•'••Frames provided with lugs supporting grate at corners.
Grate in two pieces.
"tSinusoidal style (Type S) grate.
AFrome with center support bar for 2 pc. grate. Machined horizontal bearing surfaces.
®Not recommended for bicycle traffic. For safety standards see pages 88 to 93.
-Also available with Type "L" grate. Order as R-3454-BL.
Series_,:: Special Gutter Inlet
Frbmes and Grates
Heavy Duty
rhis series furnished standard with Type A grate design as shown. Also
available with Type C grate (see R-3337-A).
I: Catalog number.
i. Grate as shown or Type C.
is s
Catalog Dimensions in inches Wt
14)6x2Uij 2 1;1U2011 15x22 123x30 I 5Y� 115bx5111/41275
G
Illustrating R-3448-D
with Sinusoidal Grate
Illustrating alternate round flange
11
Illustrating 4 .
"X" removed making 3•flonge inlet.
159
' FREE OPEN AREAS OF NEENAH GRATES (Continued)
SO.
TALOG
FT.
NO.
TYPE.
OPEN
-3152 .....:..A
.......1.0
-3157-1 ......A
.......1.1
R-3157-2 ......V
.......
1.5
......K
.......
1.7
93157-A
-3159-A ......S........1.3
-3161 ........S
........1.3
3165 ........A
.......
1.4
R-3169 ........B
'
.......0.7
R-3170 ........B
.......0.7
.':......A
.......1.4
9-3174
3175 ........A
.......
1.8
-3180 ........0
.......0.9
-3203-A ......
A orC ...1.0
R-3203-B ......
A or C ...1.0
R-3203-C ......
A or C ...1.0
-3205 ........K
.......0.9
3210 ........0
.......1.7
3210 .......:
DR/DL
..1.7
-3210 ........D.......1.7
R-3210-A ......0
.......1.7
R-3210-AL .....L
.......1.5
3210-L ......L
.......1.5
-3220 .:'......0
.......1.5
-3220-L .....:L
.......1.5
-3222-C ......0
.......1.4
R-3222-LA .....L
.......1.0
3222-1A .....L
.......1.0
3227 ::......D.......2.3
3227-C ......0
.,.....1.9
227-D ......
DR/DL...
2.3
-3228-BD.....
DR/DL...
2.3
R-3228-G ......
D .......
2.2
22&H ......
C .......
1.9
228J......
f3229-A
D .......
2.2
228-K ......0
.......1.9
......0
.......1.5
R-3229-L ......L
.......1.5
R-3233 ........A
.......2.8
......A
.......2.8
t233-D
3 234-B1.....
C .......1.3
235 ........0
.......1.3
3236 ........0
.......1.2
R-3236-1 ......0
.......1.2
R-3236-A ......0
.......1.2
......
C .......1.2
t236-B
237 ........0
.......1.3
3237-1 ......0
.......1.3
237-A .....0
:......1.3
R-3237-B ......0
.......1.3
R-3238 ........0
.......1.3
......A
.......1.0
1239-A
240 ........
C .......2.3
246 ........0
.......1.7
3246-A ......0
.......2.2
R-3246-A ......
DR/DL...
2.7
R-3246-AL .....
L .......3.0
246-C ......D
.......2.2
246-CL .....
L .......
1.6
246-E ......
C .......
1.8
246-F ......
C .......1.8
R-3246-G ......
DR/DL...
1.9
24-A ......
DR/DL...
.1
249-F ......S
.......
1.1
250 ........K
.......
1.5
250-A ......K
.......
1.5
R-3250.1 ......K
.......1.5
R-3250-B ......K
.......1.4
250-C ......
K .......
1.4
250-BL .....
L .......1.0
250-CL .....
L .......1.0
250-BV .....
V .......1.3
R-3250-CV.....
V .......1.3
R-3250-DV.....
V .......1.3
25........0
.......
1.
252-A ......V
.......1.33
259 ........A
.......
1.7
260-A ......A
.......3.2
R3261-At .....
C .......1.1
R-3266 ........V
.......0.6
........
.......0.
1270
A
9
272 ........A
.......1.2
273-A ......0
.......1.2
R-3274 ........0
.......1.2
R3274-A ......
C .......1.4
1
1II
CATALOG SO.
NO. TYPE OPEN
R-3274-B ......0
.......
1.4
R-3275 ........A
.......1.0
R3277 ........
A .......1.0
R-3278-1 ......0
.......1.3
R-3278-A ......0
.......1.3
R-3278-AL....
.L ....0.7
R-3280-A .....
.0 ..........1.8
R-3280-B ......0
.......1.2
R-3281-A ......0
.......1.0
R3281-AL .....
L .......
0.5
R-3281-8 ......
DR/DL...
1.0
R-3283-A ......B
.......1.4
R-3283-B ......8
.......2.8
R-3283-C ......
a ....4.2
.....0.9
R-3285-A1 .....
C .....
R-3286 ........0
.......0.8
R-3286-BV .....V
.......0.7
R-3286-9V ....
.V .......0.7
R-3287 ........0
.......1.4
R-3287-5 ......V
.......3.0
R-3287-IOV ....V
.......
1.1
R-3287-11V ....V
.....
.. 1.1
R-3287-15 .....V
.......3.0
R-3287-16 .....V
.......3.0
R-3287-SB10...
S .......1.5
R-3287-SBll...
5 .......1.5
R-3286-E2 .....
DR/DL...
2.6
R-3288-HV2....
V .......3.2
R-3289-A ......
D.:.....
1.5
R-3289-HV.....
V .....1.6
R-3289-L ......
C .........1.5
R-3289-C ......
DR/DL...
1.3
R-3290 ........0
.......1.7
R-3290-A ......0
.......2.6
R-3290-B ......D.......3.5
R-3290-C ......D
.......3.8
R-3291 ........
C .......1.7
R-3292 ........0
.......1.8
R-3293 ........D
.......2.8
R-3295-A ......
D.......
4.7
R-3295-B ......D...
....
7.1
R-3295-AL .....
L ....
...
3.2
R-3295-BL.....
L .......4.8
R-3295-AV .....V
.......3.6
R-3295-BV.....
V .......5.4
R-3296-A ......0
....3.6
R-3296-B .....
.0 ..........
5.4
R-3297-1 ......0
......
2.3
R-3336 ......
.. A i C ...
1.8
R-3337-A ......0
.......1.,
R-3338-F .... ..A
.......
1.4
R-3338-G ......A
.......2.8
R-3339 ........0
.......1.6
R-3339-A ......
A or C ...
1.8
R-3340-8 ......
C .......1.3
R-3340-D ......0
.......1.2
R-3341 ........K.......0.3
R-3342 ........K
.......0.5
R-3344 ........
K ......
1.1
R-3345 ........
K ........
1.1
R-3346 ........K
.......1.4
R-3347 ........K
.......
1.3
R-3347-A ......K
.......2.3
R-3348 ........K
.......
1.9
R-3349-A ...K
...
.....2.2
1.8
R-3350 ....
K
R-3351 ........K
.......2.7
R-3356-A ......K
.......1.5
R-3357-A ....4.K.......2.0
R-3359 ... .....
K .......1.1
R-3360-A ......K....1.6
R-3361 ........
K..........3.4
R-3362 ........0
.......2.3
R-3362-1 ......0
...4...2.3
R-3363-1 ......
C .......4.6
R-3381 ........K
.......
1.0
R-3362 ........K
....:..2.3
R-3363-A ..4...K
.......2.7
R-3363.8 ......K
.......4.0
R-3390 ........
K .......
2.2
R-3392 ........
K .......
1.8
R-3393-A ......K
.......2.0
R-3396 ........K
.......3.2
R-3397 ........A
.......1.1
R-3397-1 ......V
.......1.5
CATALOG
NO. TYPE
R-3401 ........ D .... .
R-3401-B ......B .....
R-3401-C ......B ......
R-3402 ........ A or C . .
R-3402-E ...... A or C . .
R-3403 ........ A or C . .
R-3403-A ......B......
R-3403-F ......A ......
R-3404 ........ A or C . .
R-3405 ........ A or C . .
R-3405-A ...... A or C . .
R-3405-B ...... A or C . .
R-3406 ........0 ......
R-3406-A ......0 ......
R-3406.2 ......0 ......
R-3406-2A .....0 ......
R-3408-L .... ..L ......
R-3408-AL ..... L ..... .
R-3408-BL ..... L ..... .
R-3409 ........0 ......
R-3413 ... .....0 ......
R-3415 ........A ......
R-3416 ........A ......
R-3420 ........A ......
R-3423 ........a ......
R-3425-A ...... K ..... .
13-3425-B ......K ......
R-3429-A ...... A or
R-3430 .... 4 ... A or C . .
R-3433 ........ A or C . .
R-3438-A ...... A or C . .
R-3443 ..... ...A .... ..
R-3443-B .:....A ......
R-3448-B ......0 ......
R-3448-C ......0 ......
R-3448-D ......S ......
R-3449 ........0 ......
R-3451 ........0 ......
R-3451-B ......0 ......
R-3454 ........A .... ...
R-3454-B ...... D.......
R-3455-A ......A .......
R-3455-C ......A .......
R-3457-C ......B .......
R-3460-A ......A .......
R-3460-D 4.....0 .......
R-3461 ........0 .......
R-3462-8 ......DR/DL...
R-3463-B ......DR/DL...
R-3465 ........ A .......
R-346&A ...... A ...... .
R-3469 ........A .......
R-3469-E2 ..... B or D .. .
R-3471 .4......0 .......
R-3472 ........ A or C ...
R-3473 .4......0 .......
R-3475 ........A .......
R-3475-1 ......A .......
R-3475-3 ......A .... ...
R-3475-E ......A .......
R-3475-F ......0 .......
R-3475-G .:....0 .......
R-3475-H ......0 .......
R-3477 ........0 .......
R-3480 ........0 .. .....
R-3480-A ......A .......
R-3501-A ...... M.......
R-3501-8 ...... M ...... .
R-3501-D2A.... M.......
R-3501-E2 ..... M.......
R-3501-1-12 ..... M ...... .
R-3501-1-13 ..... M...... .
R-3501-HL..... M.......
R-3501-1-14 ..... M ...... .
R-3501-L i A .... M ...... .
R-3501-M ...... M.......
R-3501-N ...... M ...... .
R-3501.0 ...... M .......
R-3501-P ......M.......
R-3501-R ...... M ...... .
R-3501-TL .... .M.......
R-3501-TR ..... M.......
R-3502-A ......M.......
R-3502-B ...... M.......
R-3502-D2 ..... M .......
SO.
FT.
OPEN
1.9
3.8
5.7
0.4
2.1
1.1
1.5
3.2
1.4
1.5
1.3
1.5
1.8
1.8
1.8
1.8
1.2
2.4
2.4
1.5
1.5
4.1
1.4
1.2
1.6
1.6
1.6
1.0
0.9
1.5
7.0
0.7
0.7
1.1
0.9
1.2
0.9
1.5
1.7
4.1
2.5
2.6
2.6
6.0
0.8
0.8
1.5
1.8
3.5
0.7
1.2
2.7
2.3
0.6
1.3
0.9
2.7
2.7
4.1
2.7
5.4
8.1
10.8
3.3
3.3
1.6
0.9
0.9
1.0
1.4
3.3
3.0
3.3
3.0
1.2
2.3
1.6
1.4
1.5
2.6
1.4
1.4
1.4
1.4
1.9
Type K indicates "Special" grate style and is not among standard types as ill
Type M indicates roll type or mountable curb.
-R3503 ........
M.......
1.3
R-3503-B ......
M.......
2.0
R-3504-F ......
M.......
2.8
R-3506-A2 .....
M.......
1.4
R-3506-B......
M.......
1.2
R-3506-B 1 .....
M .......
1.3
R-3506-82 .....
M.......
1.3
R-3507-C ......
M.......
1.6
R-3507-D ......M.......
1.6
R-3508-A2 .....
M.......
1.7
R-3508-8 ...:..
M.......
1.8
R-3508-191 .....
M .......
1.9
R-3508-C ......
M .......
1.4
R-3509 ........
M.......
0.9
R-3510 ........
M.......
2.9
R-3511 ........
M.......
2.0.
R-3513 ........
M.......
1.4
R-3516 ........M.......
4.5
R-3516-1 ......M.......
2.2
R-3517 ........
M.......
1.8
R-3525-1 ......
K.......
1.1
R-3525-L ......L
.......
1.0
R-3526-1 .. ...K
.......
1.8
R-3526-L ......L
.......
1.6
R-3527-M ......V
.......
1.6
R-3527-V ......V
.......
0.8
R-3528-V ......V
.......
0.8
R-3529-V ......V
.......
1.6
R-3531-A ......
A orC...
6.0
R-3531-13 ......
A or C ...
6.0
R-3531-C ......
A or C ...
3.0
R-3531-D ......
A or C ...
3.0
R-3531-E ......
A or C ...
4.7
R-3570 ........A
.......
2.4
R-3570-A ......A
.......
2.4
R-3571 ........A
.......
2.4
R-3571-A ......A
.......
2.4
R-3572 ........
DR/DL...
5.1
R-3573 ........
DR/DL...
4.4
R-3574 ........DR/DL...
5.6
R-3574-L ......L
.......
2.3
R-3575 ........
B .......
2.6
R-3576 ........DR/DL...
2.4
R-3577 ........
D.......
1.8
R-3578 ........L
.......
2.3
R-3579 ........L
.......
1.4
R-3580 ........L
.......
1.4
R-3580-1 ......L
.......
2.8
R-3581 ...6....V
.......
2.2
R-3588 .......6D.......
1.8
R-3588-L ......
L
1.5
R-3589 ........
D.......
1.8
R-3589-L ...:..L
.......
1.5
R-3591 ........A
.......
1.5
R-3593 ........0
.......
2.5
R-3594 ........S
.......
1.8
R-3599-A ......L
.......
0.1•
R-3807 ... ...4'K
.......
6.0
R-3808-1 ......0
.......
5.2
R-3808-2 . ..0
.......10.3
R-3900 ........
A or C ...
6.6
R-3900-A ......
A or C ...
4.4
R-3902-A ......0
.......
2.4
R-3919 ........
DR/DL...
1.4
R-3920 ........8
or D...
1.5
R-3921-A ......B
.......
1.0
R-3921-D .....4D.4.....
0.7
R-3922 ........V
.......
0.8
R-3922-A ......V
.......
0.8
R-392,4 ........B
4......
2.3
R-3928 ........B
.......
0.5
R-3929 ........B
.......
0.2
R-3930 ....4...8
or D...
0.3
R-3931 .......:B
or D...
0.3
R-3933 .6......8
or D...
0.6
R-3935 ........
A or C..
0.6
R-3936-A ......
C .......
1.0
R-3940 ........A
.......
1.0
R-3942 ........V
.......
0.8
R-3943 ...4....V
.......
1.2
R-3948 ........D
.......
1.4
R-3952 ........D.......
1.1
3-3954 ........
B .......
1.8
R-3961 ...4....D
.......
0.7
'Per Lineal Foot
'
10
Engineering
CLIENT 22
JOB NO.
Services, Inc.
Z
PROJECT /T
/JWL�c
'Northern
.CALCULATIONS FOR
Fort Coffins. COIOfddO 8c5521
�O�wcRIpGC
MADE BY /� rJyj DATE ILa -93CNECKEO
BY PATE SNEET OF
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'
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1
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'
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I
I i3�1�
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I-'rY�a.A,�L_�� AN��Ys1s IGI Exlsn�G rnH
L� All
iIC: , 1
1
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I
I
■
Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: Oakridge III
Comment: Storm Sewer Line "A"
Solve For Actual Depth
Given Input Data:
Diameter..........
Slope.............
Manning's n.......
Discharge.........
Computed Results:
Depth .............
Velocity..........
Flow Area.........
Critical Depth....
Critical Slope....
Percent Full......
Full Capacity.....
QMAX @.94D........
Froude Number.....
1.25 ft
0.0040 ft/ft
0.013
2.72 cfs
0.75
ft
3.56
fps
0.76
sf
0.66
ft
0.0059 ft/ft
59.65
%
4.09
cfs
4.39
cfs
0.80 (flow is Subcritical)
Open Channel Flow Module, Version 3.42 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
Ion
1
1
1
1
1
REPORT OF STORM SEWER SYSTEM DESIGN
USING DDSEWER-MODEL 8-30-1993
DEVELOPED
BY
JAMES C.Y. GUO.,PED, PE
DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER
IN COOPERATION WITH
URBAN DRAINAGE AND FLOOD CONTROL DISTRICT
DENVER, COLORADO
+_+ EXECUTED BY NORTHERN ENGINEERING SERVICES ON O1-13-1994 AT 10:40:36
+++ PROJECT TITLE : OAKRIDGE III
+++ FILE NUMBER: OVH.OUT
++= RETURN PERIOD OF FLOOD IS 5 YEARS
RAINFALL INTENSITY FORMULA IS GIVEN
+++ SUMMARY OF SUBBASIN RUNOFF PREDICTIONS
TIME OF CONCENTRATION
MANHOLE BASIN OVERLAND GUTTER BASIN RAIN I PEAK FLOW
ID NUMBER AREA + C To (MIN) Tf (MIN) Tc (MIN) INCH/BR CFS
- -------------------------------------------------------------------
1.00 0.00 0.00 0.00 10.00 3.79 0.00
2.00 0.00 0.00 0.00 10.00 3.79 0.00
3.00 0.00 0.00 - 0.00 10.00 3.79 0.00
4.00 0.00 0.00 0.00 10.00 3.79 0.00
5.00 0.00 0.00 0.00 5.00 3.79 2.72
THE SHORTEST DESIGN RAINFALL DURATION IS FIVE MINUTES
FOR RURAL AREA, BASIN TIME OF CONCENTRATION *10 MINUTES
FOR URBAN AREA, BASIN TIME OF CONCENTRATIOR *5 MINUTES
AT THE 1ST DESIGN POINT, TC <=(10+TOTAL LENGTE/180) IN MINUTES
WHEN WEIGHTED RUNOFF COEFF=> .2 , THE BASIN 1S CONSIDERED TO BE URBANIZED
WHEN TO+TF<>TC, IT INDICATES THE ABOVE DESIGN CRITERIA SUPERCEDES COMPUTATIONS
Oatridge III
UDSEWER Analysis
' Page 1
'
$** SUMMARY Of HYDRAULICS AT MANHOLES
--------------------------------------------------------
MANHOLE CNTRBTING RAINFALL RAINFALL
-----------------------
DESIGN GROUND
WATER COMMENTS
'
ID NUMBER AREA = C DURATION INTENSITY
PEAK FLOW ELEVATION ELEVATION
MINUTES
ITCH/HR
CFS FEET
FEET
---------------------------------------------------------------------
1.00 0.00 0.00
0.00
2.72 70.00
65.23
OK
2.00 0.00 11.17
0.00
2.72 70.50
66.71
OK
3.00 0.00 10.37
0.00
2.72 70.50
67.85
OK
'
4.00 0.00 ]0.00
0.00
2.72 70.97
67.85
OK
5.00 0.00 5.00
0.00
2.72 70.41
68.67
OK
'
OK MEANS WATER ELEVATION IS LOWER
THAN GROUND ELEVATION
SUMMARY OF SEWER HYDRAULICS
NOTE: THE GIVEN FLOW DEPTH-TO-SEAER SIZE RATIO= .8
-------------------------------------------------------------------------------
SEWER MANHOLE NUMBER
SEWER
REQUIRED SUGGESTED
EXISTING
'
1D NUMBER UPSTREAM DNSTREAM
SHAPE
DIA(EIGH) D1A(HIGH) D1A(HIGH)
WIDTH
ID NO. 1D NO.
(1N) (FT) (IN) (FT) (1N) (FT)
(FT)
'
------------------------------------------------------------------------------
1.00 2.00 1.00
ROUND
12.27 18.00
15.00
0.00
2.00 3.00 2.00
ROUND
12.27 18.00
15.00
0.00
3.00 4.00 3.00
ROUND
13.24 18.00
15.00
0.00
4.00 5.00 4.00
ROUND
12.90 18.00
15.00
0.00
DIMENSION UNITS FOR ROUND AND ARCH SEWER
ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE
IN FEET
REQUIRED DIAMETER WAS DETERMINED BY SEWER
HYDRAULIC CAPACITY.
SUGGESTED DIAMETER WAS DETERMINED
BY COMMERCIALLY
AVAILABLE SIZE.
'
FOR A Nil SEWER, FLOW WAS ANALYZED BY THE
SUGGESTED SEWER SIZE;
OTHERWISE,
EXISTTNG SIZE WAS USED
SEWER DESIGN FLOW NORMAL
NORAML
CRITIC CRITIC FDLL
FROUDE
COMMENT
ID FLOW Q FULL Q DEPTH
VLCITY
DEPTH VLCITY VLCITY
N0.
--NUMBER CFS CFS FEET
FPS
FEET FPS FPS
----------------------
1.0 2.7 4.7 0.69
3.94
0.67 4.08 2.22
0.93
V-OK
2.0 2.7 4.7 0.69
3.94
0.67 4.08 2.22
0.93
V-OK
'
3.0 2.7 3.8 0.78
3.37
0.67 4.08 2.22
0.73
V-OK
4.0 2.7 4.1 0.75
3.56
0.67 4.08 2.22
0.79
V-01
FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
lo
Oakridge III
UDSEWER Analysis
Page 3
ii= SUMMARY OF SEWER HYDRAULICS
SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS
ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM
3 (FT) (FT) (FT) (FT)
----------------------------------------------------------------------
1.00 0.60 66.02 64.77 3.13 3.98 OE
2.00 0.60 67.16 66.02 2.09 3.23 OK
3.00 0.40 67.46 67.16 2.26 2.09 OE
4.00 0.46 67.89 67.56 1.27 2.16 NO
OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET
__; SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW
ID NUMBER LENGTH LENGTH UPSTREAM DNSTRFAM UPSTREAM DNSTREAM CONDITION
FEET
FEET
FEET
FEET
FEET
FEET
1.00
208.00
0.00
67.27
66.02
--------------------
66.11
65.13
SUBCR
2.00
190.00
0.00
68.41
67.27
67.85
66.11
SUBCR
3.00
74.00
0.00
68.11
68.41
61.85
67.85
SUBCR
4.00
72.00
0.00
69.14
68.81
68.67
67.85
SUBCR
PRSS'ED=PRESSURED FLOW;
JUMP=POSSIBLE HYDRAULIC JUMP;
SUBCR=SDBCRITICAL
FLOW
_$* SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE
SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY
ID NO ID NO. ELEV FT FT K COEF LOSS FT E COEF LOSS FT ID FT
•-----------------------------------------------------------------------------
1.0 2.00 66.78 1.55 0.05 0.00 0.00 0.00 1.00 65.23
2.0 3.00 67.93 1.14 0.05 0.00 0.00 0.00 2.00 66.78
3.0 4.00 67.93 0.00 1.32 0.10 0.00 0.00 3.00 67.93
4.0 5.00 68.74 0.78 0.40 0.03 0.00 0.00 4.00 67.93
BEND LOSS =BEND Ks FLOWING FULL VHEAD IN SEWER.
LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K=INFLOW FULL VHEAD
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP.
FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE
NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION,
A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O.
FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS.
No Text
Triangular Channel Analysis.& Design
'
Open Channel
- Uniform flow
Worksheet Name: Oakridge II
Comment: 100-yr V-pan Capacity at Design Point D.P. 1
Solve For Depth
Given Input Data:
'
Left Side Slope..
Right Side Slope.
27.40:1 (H:V)
27.40:1 (H:V)
Manning's n......
0.016
Channel Slope....
0.0050 ft/ft
'
Discharge........
6.04 cfs
Computed Results:
Depth............
0.33 ft
'
Velocity.
1.99 fps
Flow Area........
3.04 sf
'
Flow Top Width...
Wetted Perimeter.
18.25 ft
18.26 ft
Critical Depth...
0.31 ft
Critical Slope...
0.0069 ft/ft
'
Froude Number....
0.86 (flow is Subcritical)
I
Open Channel Flow Module, Version 3.42 (c) 1991
' Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
t
Ee
1
1
1�
1
1
1
1
1
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1
1
1
1
1
1
1
1
Triangular Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: Oakridge II
Comment: 10-yr V-pan Capacity at Design Point D.P. 1
Solve For Depth
Given Input Data:
Left Side Slope..
27.40:1 (H:V)
Right Side Slope.
27.40:1 (H:V)
Manning's n......
0.016
Channel Slope....
0.0050 ft/ft
Discharge........
2.95 cfs
Computed Results:
Depth............
0.25 ft
Velocity.........
1.66 fps
Flow Area........
1.78 sf
Flow Top Width...
13.95 ft
Wetted Perimeter.
13.96 ft
Critical Depth...
0.24 ft
Critical Slope...
0.0076 ft/ft
Froude Number....
0.82 (flow is Subcritical)
Open Channel Flow Module, Version 3.42 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
Rectangular Channel Analysis & Design
Open Channel.~ Uniform flow
Worksheet Name: Oakridge III
Comment: Rectangular Pan at D.P. 2
Solve For Depth
Given Input Data:
Bottom Width.....
ManninA'e n.... ..
l OO ft `
0.017 � � o»«v���� f�^� `�~
/Channel
'
Slope
ft/ft
Discharge .....
1.58 ofa
Computed Results:
DePth............
0.49 ft
Velocity ...... _
3.20 fps
Flow Area......,.
0.49 af
Flow Top Width..,
1,00 ft
Wetted Perimeter.
1.99 ft '
Critical Depth...
0.43 ft
Critical Slope...
0.0127 ft/ft
Froude Number,...
0.80 (flow is 5uboritical)
Open Channel Flow Module, Version 3.42 (o) 1991
Haeotad Methods. Inc. * 37 Brookside Rd * Waterbury, Ct 06708
15,
Rectangular Channel Analysis & Design
Open Channel - Uniform flow
Workaheet Name: 0akridge III
Comment: Rectangular Pan at D.P. 2
Solve For Depth
Given Input Data:
Bottom Width ^^^^.
Manning`a n......
1.00 ft
0.017 t�
channel Slope ....
0.0086 ft/ft /
Diacharge...
0.76 ofo
�
Computed Results:
Depth............
0.29 ft
Velocity.........
2.62 fps
Flow Area.,......
0'29 af
Flow Top Width...
1.00 ft
Wetted Perimeter,
1.58 ft
Critical Depth,..
0.26 ft
Critical Slope...
0.0115 ft/ft
Froude Number....
0,86 (flow is 5ubcritioal)
Open Channel Flow Modula, Ver-sion 3.42 (c) 1991
Heeatad Methods, Inc. * 37 Brookside Rd Waterbury, Ct 06706
Rectangular Channel Analysis & Design
'
Open Channel -
Uniform flow
Worksheet Name:
Comment: �4n/ 6J PAU%y YOg
�OEEe444O G21r60e14
Solve For Depth .
Given Input Data:
'
Bottom Width.....
1.00 ft
Manning's n......
0.017 ti 5?euP�y 6400M Arlj,:,f
Channel Slope....
0.0086 ft/ft
Discharge........
2.11 cfs = 4�3•acx;l
ppZ
Computed Results:
'
Depth............
Velocity.
0.61 ft
3.43 fps
Flow Area........
0.61 sf
1
Flow Top Width...
Wetted Perimeter.
1.00 ft
2.23 ft
Critical Depth...
0.52 ft
Critical Slope...
0.0135 ft/ft
'
Froude Number....
0.77 (flow is Subcritical)
11
1
i
I
Open Channel Flow Module, Version 3.42 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
N.
r
1
1
1
I
1
1,
1
1
1
1
1
1
1
I
1.
1
1
1
Rectangular Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: Oakridge III
Comment: Rectangular Pan Capacity downstream of D.P.3
Solve For Depth
Given Input Data:
Bottom Width.....
1.00
ft
Manning's n......
0.013
Channel Slope....
0.0047
ft/ft
Discharge........
0.74
cfs = �o� =•�
Computed Results:
Depth............
0.29
ft
Velocity.........
2.54
fps
Flow Area........
0.29
sf
Flow Top Width...
1.00
ft
Wetted Perimeter.
1.58
ft
Critical Depth...
0.26
ft
Critical Slope...
0.0067
ft/ft
Froude Number....
0.83
(flow is Subcritical)
Open Channel Flow Module, Version 3.42 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
t
I
I
1
11
11,
I
I
I
Rectangular Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: Oakridge III
Comment: Rectangular Pan Capacity downstream of D.P.3
Solve For Depth
Given Input Data:
Bottom Width..... 1.00 ft
Manning's n...... 0.013
Channel Slope.... 0.0047 ft/ft
Discharge........ 0.35 c f s = c,. 9
Computed Results:
Depth............
Velocity.........
Flow Area........
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number....
0.17
ft
2.00
fps
0.17
sf
1.00
ft
1.35
ft
0.16
ft
0.0066 ft/ft
0.85
(flow is Subcritical)
Open Channel Flow Module, Version 3.42 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
E7
I
I
i
1.
1
I
I
I
I
I
ll
i
t
Rectangular Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: Oakridge III
Comment: Pan Capacity for Freeboard Criteria @ D.P.3
Solve For Depth
Given Input Data:
Bottom Width.....
1.00
ft
Manning's n......
0.017
Channel Slope....
0.0047
ft/ft
Discharge........
0.99
c f s
Computed Results:
Depth............
0.44
ft
Velocity.........
2.27
fps
Flow Area........
0.44
sf
Flow Top Width...
1.00
ft
Wetted Perimeter.
1.87
ft
Critical Depth...
0.31
ft
Critical Slope...
0.0119
ft/ft
Froude Number....
0.61
(flow is Subcritical)
Open Channel Flow Module, Version 3.42 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
11,
Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: Oakridge III
Comment: Swale/V-Pan Capacity Upstream of D.P. 3
Solve For Depth
Given Input Data:
Bottom Width.....
4.00 ft
Left Side Slope..
7.00:1 (H:V)
Right Side Slope.
4.00:1 (H:V)
Manning's n......
0.022--,— _a rates =,mow.•.,
Channel Slope....
0.0047 ft/ft
Discharge........
0.74 c f s
Computed Results:
Depth.***. **.
0.14 ft
Velocity.........
1.12 fps
Flow Area........
0.66 sf
Flow Top Width...
5.53 ft
Wetted Perimeter.
5.55 ft
Critical Depth...
0.10 ft
Critical Slope...
0.0160 ft/ft
Froude Number....
0.57 (flow is Subcritical)
u!. �
_ �i . �. Oi 3 I � �. �';� �.-.mac 1 _ _. • ^
i
i
li
i-7A
I/d`•=�D mac- �- .. -
`
Open Channel Flow Module, Version 3.42 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
Trapezoidal Channel Analysis & Design
Open Channel
- Uniform flow
Worksheet Name: Oakridge III
Comment: Swale/V-pan Capacity
Upstream of D.P. 3
Solve For Depth
Given Input Data:
'
Bottom Width.....
4.00 ft
Left Side Slope..
7.00:1 (H:V)
Right Side Slope.
Manning's n......
4.00:1 (H:V)
0.020
Channel Slope....
0.0047 ft/ft
tComputed
Discharge........
Results:
0.35 c f s r.?,a
Depth............
Velocity.
0.09 ft
0.92 fps
Flow Area........
0.38 sf
Flow Top Width...
Wetted Perimeter.
4.94 ft
4.95 ft
Critical Depth...
0.06 ft
Critical Slope...
0.0153 ft/ft
'
Froude Number....
0.58 (flow is Subcritical)
I
I
Open Channel Flow Module, Version 3.42 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
i
I
i
ro
I
I
F
I
Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: Oakridge III
Comment:• Swale/V-Pan Capacity Upstream of D.P. 31 64.5;,J6
Solve For Depth
Given Input Data:
Bottom Width.....
Left Side Slope..
Right Side Slope.
Manning's n......
Channel Slope....
Discharge........
Computed Results:
Depth............
Velocity.........
Flow Area........
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number....
4.00 ft
7.00:1 (H:V)
4.00:1 (H:V)
0.022
0.0047 ft/ft
0.99 c f s = 4/j (ca, ,) a C.P. S
0.16
ft
1.23
fps
0.80
sf
5.80
ft
5.83
ft
0.12
ft
0.0151 ft/ft
0.58 (flow is Subcritical)
Open Channel Flow Module, Version 3.42 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
1
i
11
I
1
1
I
I
I
I
1
Rectangular Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: Oakridge III
Comment: Metal Sidewalk Culvert Capacity @ D.P.2
Solve For Discharge
Given Input Data:
Bottom Width..... 2.00 ft
Manning's n...... 0.016
Channel Slope.... 0.0086 ft/ft
Depth............ 0.39 ft
Computed Results:
Discharge........
Velocity.........
Flow Area........
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number....
2.88
cfs
3.69
fps
0.78
sf
2.00
ft
2.78
ft
0.40
ft
0.0079 ft/ft
1.04
(flow is Supercritical)
Open Channel Flow Module, Version 3.42 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
I0!-4)
i
I
F
I
I
I
I
Rectangular Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: Oakridge III
Comment: Metal Sidewalk Culvert Capacity @ D.P.3
Solve For Discharge
Given Input Data:
Bottom Width.....
Manning's n......
Channel Slope....
Depth............
Computed Results:
Discharge........
Velocity.........
Flow Area........
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number....
2.00 ft
0.016
0.0200 ft/ft
0.39 ft
4.39 cfs
5.63 fps
0.78 sf
2.00 ft
2.78 ft
0.53 ft
0.0081 ft/ft
1.59 (flow is Supercritical)
Open Channel Flow Module, Version 3.42 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
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PROJECT: 04 X)KIC&f T, for l ! i . Fi r5 i fi 1 � � STANDARD F>OORMMQ
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' MARCH 1991 9-14 DESIGN CRITERIA
' 23•
' EFFECTIVENESS CALCULATIONS
PROJECT: 04 K R IPG?, 13L x / 54 STANDARD FORM B .
COMPLETED BY: MP�W J DATE: 12-/2o/93
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CONSTRUCTION
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STANDARD FORM C
SEQUENCE
FOR 19 114-
ONLY COMPLETED BY:
MISW
DATE:
Indicate
by use of a
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erosion control measures will be installed.
Major modifications to an approved schedule may require submitting
approval by the City Engineer.
a new schedule for
YEAR 494
' MONTH I FE6 IMAR IAO'R I MAr I -�LiQ I-J L11J A%d I rOpr I act' I I
OVERLOT GRADING --
WIND EROSION CONTROL
Soil Roughening
Perimeter Barrier
' Additional Barriers
Vegetative Methods
Soil Sealant -
Other
,RAINFALL EROSION CONTROL
STRUCTURAL:
Sediment Trap/Basin
Inlet Filters—.-- -
Straw Barriers
Silt Fence Barriers
Sand Bags
' Bare Soil Preparation
Contour Furrows
Terracing,
Asphalt/Concrete Paving
Other
VEGETATIVE:
Permanent Seed Planting
Mulching/Sealant
Temporary Seed Planting
Sod Installation ---- -
Nettings/Mate/Blankets
Other
ITRUCTURES: INSTALLED BY
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