HomeMy WebLinkAboutDrainage Reports - 04/06/2000/j, �0
ID D
a
!.1 o Fria
o
D
PROPERTY OF
0 0 FORT COLLINS UTILITIES
-1 0
U 10
1 O
Q1 Addendum to the D
Oi�o O Erosion Control Re
�I O � 0 Poudre Valley E
A
U
O O D P.U.D.
�
inage and
rt
ipital
1
a D �� (Fort Collins, Colorado
'
o
D
�
March 15, 2000
�
�
1
1
1
1
1
1
11
O C=
THE
SEAR -BROWN
GROUP
Standards in Excellence
'
THE SEAR -BROWN GROUP
FLILLrSERVICE DESIGN PROFESSIONALS
209 SOUTH MELDRUM
'
FORT COLLINS, COLORADO 80521-2603
970-482-5922 FAX:970-482-6368
'
Mr. Donnie Dustin
City of Fort Collins
Water Utilities --Storm Water
'
700 Wood Street
Fort
Collins, Colorado 80521
March 15, 2000
IRE: Addendum to the Final Drainage and Erosion Control Study for the Poudre Valley
Hospital P.U.D.
1
1
Mr. Dustin:
We are pleased to submit to you, for your review and approval, this Addendum to the Final
Drainage and Erosion Control Study for the Poudre Valley Hospital P.U.D. All computations
within this report have been completed in compliance with the City of Fort Collins Storm
Drainage Design.Criteria.
We appreciate your time and consideration in reviewing this submittal. Please call if you have
any questions.
Respectfully,
The Sear -Brown Group
('d by:
.-H-Morley
Manager
cc: File 899-002
e:;�'
p0 RS6no rLL
NEW YORK • PENNSYLVANIA
COLORADO•UTAH•WYOMING
STANDARDS IN EXCELLENCE
EQUAL OPPORTUNITY EMPLOYER
I
ADDENDUM TO THE DRAINAGE AND
EROSION CONTROL REPORT FOR THE
POUDRE VALLEY HOSPITAL P.U.D.
'
FORT COLLINS, COLORADO
This addendum addresses the effect of adding a temporary parking area located in
' the north eastern portion of the Poudre Valley Hospital site, which is located east
of Lemay Avenue between Doctors Lane and Pitkin Street. The addendum
modifies the Final Drainage and Erosion control Study for the Poudre Valley
' Hospital P.U.D. Dated 24, 1992.
The modification to the plans is the addition of 0.67 acres of temporary parking
area north of the existing eastern employee parking. Presently this area consists
of grass, trees and a small restroom building. There also is an existing drainage
swale located on the eastern side of this area. When the parking area is
constructed, it will cover a portion of the existing detention pond and the swale.
The swale that is being filled in and will be replaced by a 24-inch diameter
equivalent pipe and area inlet. We have also designed the grades such that any
excess flows will overtop the high point in the parking area and spill to the
detention pond.
The detention pond volume requirements were determined with a simplified
' SWMM model. This was done because the original report used CUHP. We
followed the same principle of assuming 0-cfs outflow see sheets 6-8 of Appendix
B. We also recalculated the 100-year inflow rate by the rational method and
calibrated the SWMM model outflow to the matching rate using the basin width.
Because of the 0-cfs outflow condition, the inflow rate had little effect on the total
' storage required. We calculated the storage required in two ways as follows:
Using the new rainfall criteria (3.67") for the entire site.
' Using the old rainfall criteria (2.89 ") for the entire site.
Then bearing in mind that the new criteria only applies to the new impervious area;
the additional volume caused by the new criteria was prorated by area. Please see
attached calculations.
3
_/
' CONCLUSIONS
' In general we have applied the precedents set down in the original report. This has
resulted in a 0.04 ac-ft increase in detention volume for a total of 1.24 ac-ft total
' storage volume.
We have also addressed erosion by providing a silt fence at the tow of the new
slope for the detention pond.
I
0
LJ
[1
4
Fi
APPENDIX A
1
I
[1
1
I
I
11
I
1
I
I
I]
I
I
RATIONAL METHOD HYDROLOGY
5
to rn
T7 00
co
I
M
M O
0) O
O V-
M M
r O
� N
� N
4
O
Q
3
0
m
co
m
ti
a�
0
0
�
N O
N
O
OI
L
y
v
•
h
�
�
N CI
d
jp
�F
L
d
0
O
n1
m
? R
o �h
ago
n
E
N'
is
8
v
5
d l7
d
L
�p
O O
� N
G
e
n
I
I
r
1J
I
go€
�Na
C Z.N
N
a
I
u
I
I
F
I
I
17
I
0
8 in N
� O
�Bmm
Spy
�a
I
L
I
r
I
s0
o�
I
1
I
r
I
' APPENDIX B
I INLET AND PIPE SIZING
I
I
Ll
I
I
I
C
I
11
I
I
I
I
1
'l
RBD, Inc., Engineering
Consultants
'
PVHS Area Inlet
area inlet
at design Point 1
Type R grate:
Open length, L =
Open width, W =
Clogging, c =
Weir equation:
Qw = C Lc H^1.5
C =
3.0
Lc =
2.8 ft
H
Qw Qo
(ft)
(cfs) (cfs)
-------------
0.00
--------------------------
0.00 0.00
0.25
1.06 5.93
'
0.50
0.75
2.99 8.39
5.49 10.28
1.00
-- 11.87
1.25
13.27
1.50
-- 14.53
1.75
-- 15.70
2.00
-_ 16.78
2.25
17.80
2.50:
- -- 18.76
2.75.
- 19.68
20
15 .
10
0
5_
o•
0
785-001
1.8 ft
1.8 ft
20%
Orifice equation:
Qo = C Ac (2gH)^0.5
C = 0.6
Ac = 2.5 ft2
Q(100) = 13.15 cfs
d(100) = 1.23 ft
05 1 15 2
Head (ft)
a Weir - Doi -Controlling,
IFS=- M4111I11I1I
I
I
I
11
1
I
R-3402-3 Gutter Inlet Frames and., Grates
Heavy Duty A
W
E
Catalog
Dimensions in inches
I
wt.
No.
A
B D
E F
G H
Lbs.
Square
R-3402
113/8x11%8
l�b
I1NX %
17x17
4
R-3402-E
24x24
1%
24x24
29�ix2944
5
23%x6Y2
1
300
Rectan ular
R•3403 1635x22V4
1'3/1e 163'ix22Y4
25x30Ye St/e
1%x4'/ie 1
225
R-3403-A1 Gutter Inlet Frame and Grate
Heavy Duty Total Weight 445 Pounds
R 3403-F Gutter inlet Frame and Grate
Heavy Duty
Total Weight 485 Pounds
—:2 oj,
y$RCRJe�JCR�tiJCRCN�SRS�Bis
25
R-3404-5 Gutter Inlet Frames and Grates
Heavy Duty
Illustrating R-3402-E
Catalog
Dimensions
in inches
Wt.
No.
A
B
C
D
I E
F
G
H
Lbs.
R-3404
211/2x211h
11/z
20121x205i
22%ax22%
30s/ex3011
5ye
2x2
'%G
275
R-3405
23s/ax23s/e
1'Ft
22x22
243/4x243/4
323/4x323/4
6
21/a 21/a
1
345
1
-R-3405-A
233'sx23%a
2
22x22
24%az24%
321/ax321%
6%
21/4x21/4
1t/I6
1
460
9-3405-8
1 23%ax23%a
2
22x22
24Ya
32'/ax29
61/a
21/4x21/4
1'ha
440
Illustrating R-3405
'Same as R-3405-A except base flange on 3 sides only.
*Also available with Type L grate. See R-3588-L.
155
r�
�l
L
FREE OPEN AREAS OF NEENAH GRATES (Continued)
so.
so.
so.
CATALOG
FT
CATALOG
FT
CATALOG
FT.
NO.
TYPE
OPEN
NO.
TYPE
OPEN
NO.
TYPE
OPEN
R-3152 ........A
.......1.0
R-3274-B ......0
.......1.4
R-3401 ........D
.......
1.9
R-3157-1 ......A
.......
1.1
R-3275 ........A
.......
1.0
R-3401-B ......B
.......
3.8
R-3157-2 ......
V........
1.5
R3277 ........A
.......1.0
R-3401-C ......8
.......
5.7
R-3157-A ......K
.......
1.7
R3278-1 ......0
.......
1.3
R-3402 ........
A or C ...
0.4
R-3159-A ......S
.......1.3
R-3278-A ......0
.......1.3
R-3402-E ......A
or C ...
2.1
R-3161 ........S
.......1.3
R-3278-AL .....
L .......0.7
R-3403 ........A
or C ...
1.1
R-3165 ........A
.......1.4
R-3280-A ......0
.......1.8
R-3403-A ......B
.......
1.5
R-3169 ........B
.......0.7
R-3280-B ......0
.......1.2
R-3403-F ......A
.......
3.2
R-3170 ........8
.......0.7
R-3281-A ......0
.......1.0
R-3404 ........A
or C ...
1.4
R-3174 ........A
.......1.4
R-3281-AL .....
L .......0.5
R-3405 ........A
or C ...
1.5
R-3175 ........A
.......1.8
R-3281-B ......
DR/DL...1.0
R-3405-A ......A
or C ...
1.3
R-3180 ........0
.......0.9
R-3283-A ......8
.......1.4
R-3405-B ......A
or C ...
1.5
R-3203-A ......A
or C ...1.0
R3283-B ......B
.......2.8
-
R-3406 ........0
.......
1.8
R-3203-B ......
A or C ...1.0
R-3283-C ......B
.......4.2
-
R-3406-A ......0
.......
1.8
R-3203-C ......A
or C ...1.0
R-3285-A1 .....0
.......0.9
R-3406-2 ......0
.......
1.8
R-3205 ........K
.......0.9
R-3286 ........0
.......0.8
R-3406-2A .....0
.......
1.8
R-3210 ........0
.......1.7
R-3286-8V .....V
.......0.7
R-3408-L ......L
.......
1.2
R-3210 ........
DR/DL
..1.7
R-3286-9V .....
V .......0.7
R-3408-AL .....
L .......
2.4
R-3210 ........D
.......1.7
R-3287 ........0
.......1.4
R-3408-BL.....
L .......
2.4
R-3210-A ......0
.......1.7
R-3287-5 ......V
.......3.0
R-3409 ........0
.......
1.5
R-3210-AL .....L
.......1.5
R-3287-10V ....V
.......1.1
R-3413 ........0
.......
1.5
R-3210-L ......L
.......1.5
R-3287-11V ....V
.:.....1.1
R-3415 ........A
.......
4.1
R-3220 ........0
.......1.5
R-3287-15 .....V
.......3.0
R-3416 ........A
.......
1.4
R-3220-L ......L
.......1.5
R-3287-16 :....V
.......3.0
R-3420 ........A
.......
1.2
R-3222-C ......0
.......1.4
R-3287-SB10...
S .......1.5
R-3423 ........B
.......
1.6
R-3222-LA .....L
.......1.0
R-3287-SB11...
S .......1.5
R-3425-A ......K
.......
1.6
R-3222-1A .....L
.......1.0
R-3288-E2 .....DR/DL...2.6
R-3425-B ......K
.......
1.6
R-3227 ........D
.......2.3
R-3288-HV2 ....
V .......3.2
R-3429-A ......A
or C ..,.
1.0
R-3227-C ......0
.......1.9
R-3289-A ......D
.......1.5
R-3430 ........A
or C ...
0.9
R-3227-D ......
DR/DL...
2.3
R-3289-HV .....
V .......
1.6
R-3433 ........
A or C ...
1.5
R-3228-BD.....
DR/DL...
2.3
R-3289-1- ......0
.......1.5
R-3438-A ......
A or C ...
7.0
R-3228-G ......D
.......2.2
R-3289-C ......
DR/DL...
1.3
R-3443 ........A
.......
0.7
R-3228-H ......0
.......1.9
R-3290 ........0
.......1.7
R-3443-B ......A
.......
0.7
R-3228-J ......D.......2.2
R-3290-A ......0
.......2.6
R-3448-B ......0
.......
1.1
R-3228-K ......0
.......1.9
R-3290-8 ......0
.......3.5
R-3448-C ......0
.......
0.9
R-3229-A ......0
.......1.5
R-3290-C ......D.......3.8
R-3448-D ......S
.......
1.2
R-3229-L ......L
.......1.5
R-3291 ........0
.......1.7
R-3449 ........0
.......
0.9
R-3233 ........A
.......2.8
R-3292 ........0
.......1.8
R-3451 ........0
.......
1.5
R-3233-D ......A
.......2.8
R-3293 ........D.......2.8
R3451-B ......0
.......
1.7
R-3234-Bl .....
C .......1.3
R-3295-A ......D.......4.7
R-3454 ........A
.......
4.1
R-3235 ........0
.......1.3
.R-3295-8 ......D.......7.1
R-3454-B ......D
.......
2.5
R-3236 ........0
.......1.2
R-3295-AL .....L
.......3.2
R-3455-A ......A
.......
2.6
R-3236-1 ......0
.......1.2
R-3295-BL.....
L .......4.8
R-3455-C ......A
.......
2.6
R-3236-A ......0
.......1.2
R-3295-AV .....V
.......3.6
R-3457-C ......B
.......
6.0 =
R-3236-8 ......0
.......1.2
R-3295-BV .....
V .......5.4
R-3460-A ......A
.......
0.8
R-3237 ........0
.......1.3
R-3296-A ......0
.......3.6.
R-3460-D ......0
.......
0.8
R-3237-1 ......0
.......1.3
R-3296-B ......0
.......5.4
R-3461 ........0
.......
1.5
R-3237-A ......0
.......1.3
R-3297-1 ......0
.......2.3
R-3462-8 ......
DR/DL...
1.8
R-3237-8 :.....0
.......1.3
R-3336 ........A
or C ...1.8
R-3463-B ......
DR/DL...
3.5
R-3238 ........0
.......1.3
R-3337-A ......0
.......1.1
R-3465 ........A
.......
0.7
R-3239-A ......A
.......1.0
R-3338-F ......A
.......1.4
R-3466-A ......A
.......
1.2
R-3240 ........0
.......2.3
R-3338-G ......A
.......2.8
R-3469 ........A
.......
2.7
R-3246 ........0
.......1.7
R-3339 ........0
.......1.6
R-3469-E2 .....B
or D...
2.3
R-3246-A ......0
.......2.2
R-3339-A ......A
or C ...1.8
R-3471 ........0
.......
0.6
R-3246-A ......
DR/DL...
2.7
R-3340-B ......0
.......1.3
R-3472 ........A
or C ...
1.3
R-3246-AL .....L
.......3.0
R-3340-D ......0
.......1.2
R-3473 ........0
.......
0.9
R-3246-C ......D
.......2.2
R-3341 ........K.......0.3
R-3475 ........A
.......
2.7
R-3246-CL .....
L .......
1.6
R-3342 ........K
.......
0.5
R-3475-1 ......A
.......
2.7
R-3246-E ......0
.......1.8
R-3344 ........K.......1.1
R-3475-3 ......
A........
4.1
R-3246-F ......0
.......1.8
R-3345 ........K.......1.1
R-3475-E ......A
.......
2.7
R-3246-G ......
DR/DL...
1.9
R-3346 ........K
.......1.4
R-3475-F ......0
.......
5.4
R-3247-A ......
DR/DL...
5.1
R-3347 ........K
.......1.3
R-3475-G ......0
.......
8.1
R-3249-F ......S
.......1.1
R-3347-A ......K
.......2.3
R-3475-H ......0
.......10.8
R-3250 ........K
.......
1.5
R-3348 ........K
.......
1.9
R-3477 ........0
.......
3.3
R-3250-A ......K
.......1.5
R-3349-A ......K
.......1.8
R-3480 ........0
.......
3.3
R-3250-1 ......K
.......1.5
R-3350 ........K
.......2.2
R-3480-A ......A
.......
1.6
R-3250-8 ......K
.......1.4
R-3351 ........K
.......2.7
R-3501-A ......
M.......
0.9
R-3250-C ......K
.......1.4
R-3356-A ......K
.......1.5'
R-3501-8 ......
M.......
0.9
R-3250-BL .....L
.......1.0
R-3357-A ......K
.......2.0
R-3501-D2A....
M.......
1.0
R-3250-CL .....
L .......1.0
R-3359 ........K
.......1.1
R-3501-E2 .....
M.......
1.4
R-3250-BV......V
.......1.3
R-3360-A .....
.K .......1.6
R-3501-1-12.....
M.......
3.3
R-3250-CV .....
V .......
1.3
R-3361 ........
K .......3.4
R-3501-1-13 .....
M.......
3.0
R-3250-DV.....
V .......1.3
R-3362 ........0
.......2.3
R-3501-HL.....
M.......
3.3
R-3251 ........0
.......1.0
R-3362-1 ......0
.......2.3
R-3501-1-14.....
M.......
3.0
R-3252-A ......V
.......1.3
R-3363-1 ......0
.......4.6
R-3501-LlA ....
M.......
1.2
R-3259 ........A
.......1.7
R-3381 ........K
.......1.0
R-3501-M ......
M.......
2.3
R-3260-A ......
A .......
3.2
R-3382 ........
K .......2.3
R-3501-N ......
M .......
1.6
R-3261-A1 .....
C .......
1.1
R-3383-A ......
K .......2.7
R-3501-0 ......
M.......
1.4
R-3266 ........V
.......0.6
R-3383-B ......K
.......4.0
R-3501-P ......
M.......
1.5
R-3267 ........
V .......
0.3
R-3390 ........
K .......
2.2
R-3501-R ......
M .......
2.6
R-3270 ........A
.......0.9
R-3392 ........K
.......1.8
R-3501-TL .....
M.......
1.4
R-3272 ........
A .......
1.2
R-3393-A ......
K .......
2.0
R-3501-TR .....
M .......
1.4
R-3273-A ......
C .......
1.2
R-3396 ........
K .......
3.2
R-3502-A ......
M .......
1.4
R-3274 ........
C ........
1.2
R-3397 ........
A .......1.1
R-3502-B ......
M .......
1.4
R-3274-A ......0
.......1.4
R-3397-1 ......V
.......1.5
R-3502-D2 .....
M.......
1.9
so.
CATALOG FT.
NO. TYPE OPEN
R-3503 ........
M .......
1.3
R-3503-B ......
M.......
2.0
R-3504-F ......
M.......
2.8
R-3506-A2 ....:M.......
1.4
R-3506-8 ......
M.......
1.2
R-3506-B 1 .....
M .......
1.3
R-3506-B2.....
M........
1.3
R-3507-C ......
M .......
1.6
R-3507-D ......
M .......
1.6
R-3508-A2 .....
M .......
1.7
R-3508-B ......
M .......
1.8
R-3508-B 1 .....
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.B
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 or C ...
6.0
R-3531-B ......
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 ........V
.......
2.2
R-3588 ........
D .......
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 ........
C .......
2.5
R-3594 ........S
.......
1.8
R-3599-A ......L
.......
0.1-
R-3807 ........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 ......
C .......
2.4
R-3919 ........
DR/DL...
1.4
R-3920 ........
B or D ...
1.5
R-3921-A ......8
.......
1.0
R-3921-D ......D
.......
0.7
R-3922 ........
V .......
0.8
R-3922-A ......V
.......
0.8
R-3924 ........
B .......
2.3
R-3928 ........
B .......
0,5
R-3929 ........B
.......
0.2
R-3930 ........
B or D ...
0.3
R3931 ........
B or D ...
0.3
R-3933 ........
B 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 ........V
.......
1.2
R-3948 ........
D .......
1.4
R-3952 ........
D .......
1.1
R3954 ........
B .......
1.8
R-3961 ........
D .......
0.7
*Per Lineal Foot
Type K indicates "Special" grate style and is not among standard types as illustrated.
Type M indicates roll type or mountable curb.
267
I
J
I
1
LJ
a
I
I
I
11
r
r
Pipe capacity Design Point 1
Worksheet for Circular Channel
Project Description
Project File
c:\haestad\fmw\projectl.fm2
Worksheet
Parking pipe size
Flow Element
Circular Channel
Method
Manning's Formula
Solve For
Full Flow Capacity
Input Data
Mannings Coefficient 0,013
Channel Slope 0.004000 ft/ft
Diameter 24.00 in
Results
Depth
2.00
ft
Discharge
14.31
cfs
Flow Area
3.14
ft'
Wetted Perimeter
6.28
ft
Top Width
0.00
ft
Critical Depth
1.36
ft
Percent Full
100.00
Critical Slope
0.006130 ft/ft
Velocity
4.55
ftts
Velocity Head
0.32
ft
Specific Energy
FULL
ft
Froude Number
FULL
Maximum Discharge
15.39
cfs
Full Flow Capacity
14.31
cfs
Full Flow Slope
0.004000 ft/ft
02/15/00 FlowMaster v5.13
12:31:16 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1566 Page 1 of 1
I
I
1
A
I
I
r
I
r
I
I
I
t
fl
r
APPENDIX C
SWMM MODELING
k
f
THE
SEAR -BROWN
GROUP
(CLIENT: QU LLS Project No: 3i5
Project: CIS 1 ;.�J I�w decked By:
�lpy: Date: — za�_Sheet: Of:
�Per 1-:`v��.
A l,r:�l� tive�J
4o,-e.so = -7-:' P�el -.
0"-e)
,G
X 3 c�c-- * = . b 4 -
S
r.
' RBD, Inc., Engineering Consultants
PVHS TEMORARY PARKING LOT
Detention Pond Rating Curve
POND 200 IN BASIN A
Cumulative
Elev
Area
Area Storage
Storage
(ft)
(ft2)
(ac) (ac-ft)
(ac-ft)
- --------------
------
-------------------
-------------
4959
4939
0.11 0.00
0.00
4960
19,153
0.44 0,26
0,26
4961.0
21,825
0.50 0.47
0.72
4962.0
24,578
0.56 0.53
0.99
4963.0
27,629
0.63 0.59
1.59
Water surface elevation
for 1.5 ac-ft of storage
4962.9 ft
Water surface elevation for 1.2 ac-ft of storage
4962.4
V=1 /3d(A+B+(AB)A.5)
`
Area -Capacity Curve
o 64
6.62
1.6
--------
--------------------
---
1A
_________________________
---
12
u
:. 0.56..
�
_______________
_ _______________
_
1
m
n
U
N0.54-'
_________
_______________________
0.6
i
0.5 10.6
-4961.5 4962 4963
4961
.. ...
.4962.5
Stage (R at)
-
-
�1
y- Area Capacity
�I
II
11 15-Feb-2000
U
PVHSOLD.DAT
February 15, 2000
2 1 1 2
3 4
WATERSHED 1 /0
PVHS ADDITIONAL STORAGE FOR ADDITIONAL PARKING, 100 YEAR SWMM
MODEL
FOR ORIGINAL BASIN "A" CREATED BY JIM ALLEN-MORLEY 2 15 2000, 2.89" total
rainfa
500 00 1.0 1 1.0 1
24 5.0
0.60 0.96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56
1.20 0.84 0.60 0.48 0.36 0.36 0.24 0.24 0.24 0.24
0.24 0.24 0.12 0.12
1 -2 .016 .25 .10 .30 .51 .50 .0018
100 100 2000 5.76 65 .011
0
0
0
100
200 0 1 100.0
360.
.011
50.
50. .016 10.0
* NEW PVHS POND REVISED FOR TEMPORARY PARKING
0
200
300 52 0.1
1000.
.010
.0
.0 0.100 1.50
.0
.0 0.26
.00
0.72
0.00
0.99 0.00
1.59
0.00
0
300
500 0 1 25.0
100.
.0004
3.0
3.0 0.030 100.00
1
3 1
100 200 300 500
ENDPROGRAM
SWMM output file PVHSOLD.OUT:
February 15, 2000
ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1
DEVELOPED BY METCALF + EDDY, INC.
UNIVERSITY OF FLORIDA
WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970)
UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973)
HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS
MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974)
BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985)
WATERSHED 1/PROGRAM CALLED
*** ENTRY MADE TO RUNOFF MODEL ***
PVHS ADDITIONAL STORAGE FOR ADDITIONAL PARKING, 100 YEAR SWMM MODEL PVHS100.DAT
FOR ORIGINAL BASIN "Al' CREATED BY JIM ALLEN-MORLEY 2 15 2000, 2.891, total rainfa
NUMBER OF TIME STEPS 500
INTEGRATION TIME INTERVAL (MINUTES) 1.00
1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH
FOR 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES
FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR
60 .96 1.44 1.68 3.00 5.04 9.00 3.72 2.16
1.20 .84 .60 .48 .36 .36 .24 .24 .24
.24 .24 .12 .12
PVHS ADDITIONAL STORAGE FOR ADDITIONAL PARKING, 100 YEAR SWMM MODEL PVHS100.DAT
FOR ORIGINAL BASIN "A" CREATED BY JIM ALLEN-MORLEY 2 15 2000, 2.891, total rainfa
I
SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN)
NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV.
-2 0 .0 .0 .0 .0300 .016 .250 .100 .300
100 100 2000.0 5.8 65.0 .0110 .016 .250 .100 .300
TOTAL NUMBER OF SUBCATCHMENTS, 1
TOTAL TRIBUTARY AREA (ACRES), 5.76
1
PVHS ADDITIONAL STORAGE FOR ADDITIONAL PARKING, 100 YEAR SWMM MODEL PVHS100.DAT
FOR ORIGINAL BASIN "A" CREATED BY JIM ALLEN-MORLEY 2 15 2000, 2.89" total rainfa
,,*** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-1C MODEL ***
WATERSHED AREA (ACRES) 5.760
TOTAL RAINFALL (INCHES) 2.890
TOTAL INFILTRATION (INCHES) .330
,TOTAL WATERSHED OUTFLOW (INCHES) 2.438
1.56
.24
INFILTRATION RATE(IN/HR) GAGE
MAXIMUM MINIMUM DECAY RATE NO
.51 .50 .00180
.51 .50 .00180 1
"OTAL SURFACE STORAGE AT END OF STROM (INCHES) .123
RROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000
VHS ADDITIONAL STORAGE FOR ADDITIONAL PARKING, 100 YEAR SWMM MODEL PVHS100.DAT
OR ORIGINAL BASIN "A" CREATED BY JIM ALLEN-MORLEY 2 15 2000, 2.89" total rainfa
WIDTH
INVERT
UTTER
GUTTER NDP
NP
OR DIAM
LENGTH
SLOPE
UMBER
CONNECTION
(FT)
(FT)
(FT/FT)
1100
200
200 0
300 5
1
2
CHANNEL
PIPE
100.0
.1
360.
1000.
.0110
.0100
RESERVOIR
STORAGE IN
ACRE-FEET VS
SPILLWAY OUTFLOW
.0
.0
.3 .0
.7
.0
1.0
300
500 0
1
CHANNEL
25.0
100.
.0004
�OTAL
NUMBER OF GUTTERS/PIPES,
3
VHS ADDITIONAL STORAGE FOR ADDITIONAL PARKING, 100 YEAR SWMM MODEL PVHS100.DAT
OR ORIGINAL BASIN "A" CREATED BY JIM ALLEN-MORLEY 2 15 2000, 2.89" total rainfa
SIDE SLOPES
OVERBANK/SURCHARGE
HOR12
TO VERT
MANNING
DEPTH
JK
L
R
N
(FT)
50.0
50.0
.016
10.00
0
.0
.0
.100
1.50
0
.0
1.6
.0
3.0
3.0
.030
100.00
0
ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES
GUTTER TRIBUTARY GUTTER/PIPE
TRIBUTARY SUBAREA
100 0 0 0 0 0 0 0 0 0
0
100
0 0
0
200 100 0 0 0 0 0 0 0 0
0
0
0 0
0
300 200 0 0 0 0 0 0 0 0
IYDROGRAPHS
0
0
0 0
0
WILL BE STORED FOR THE FOLLOWING 1 POINTS
3
HE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL
TABILITY PROBLEMS THAT LEAD TO HYDRAULIC
SCILLLATIONS DURING THE SIMULATION.
200
'VHS
ADDITIONAL STORAGE FOR ADDITIONAL PARKING, 100 YEAR SWMM
MODEL
PVHS100.DAT
FOR ORIGINAL BASIN "A" CREATED BY JIM ALLEN-MORLEY 2 15 2000,
2.89"
total rainfa
*** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION
DAMS ***
CONVEYANCE . PEAK STAGE STORAGE TIME
ELEMENT (CFS) (FT) (AC -FT) (HR/MIN)
w
100 42.6 .2 0 35.
200 .0 .1 1.2 8 20.
300 .0 .0 0 0.
500 .0 (DIRECT FLOW) 0 0.
ENDPROGRAM PROGRAM CALLED
I
I
I
D.A.(AC)
0 0 0 0 0 0 5.8
0 0 0 0 0 0 5.8
0 0 0 0 0 0 5.8
I
PVH5100.DAT
February 15, 2000
2 1 1 2
3 4
WATERSHED 1/0
' PVHS ADDITIONAL STORAGE FOR ADDITIONAL PARKING, 100 YEAR SWMM
MODEL PVHS 100.DAT
FOR ORIGINAL BASIN "A" CREATED BY JIM ALLEN-MORLEY 2 15 2000, 3.67" of
rainfall
500 0 0 1.0 1 1.0 1
24 5.0
' 1.00 1.14 1.33 2.33 2.84 5.49 9.95 4.12 2.48 1.46
1.22 1.06 1.00 0.95 0.91 0.87 0.84 0.81 0.78 0.75
0.73 0.71 0.67 0.65
' 1 -2 .016 .25 .10 .30 .51 .50 .0018
100 100 2000 5.76 65 .011
0
' 0 100 200 01 100.0 360. .011 50. 50. .016 10.0
* NEW PVHS POND REVISED FOR TEMPORARY PARKING
0 200 300 52 0.1 1000. .010 .0 .0 0.100 1.50
0 .0 0.26 .00 0.72 0.00 0.99 0.00
1.59 0.00
0 300 500 0 1 25.0 100. .0004 3.0 3.0 0.030 100.00
' 1
3 1
' 100 200 300 500
ENDPROGRAM
1
1
SWMM output file PVHS100.0UT:
February 15, 2000
ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1
' DEVELOPED BY METCALF + EDDY, INC.
UNIVERSITY OF FLORIDA
WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970)
UPDATED BY UNIVERSITY OF FLORIDA (JUNE 1973)
' HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS
MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974)
IA'TERSHED BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985)
1/PROGRAM CALLED
** ENTRY MADE TO RUNOFF MODEL ***
PVHS ADDITIONAL STORAGE FOR ADDITIONAL PARKING, 100 YEAR SWMM MODEL PVHSIOO.DAT
�OR ORIGINAL BASIN "A" CREATED BY JIM ALLEN-MORLEY 2 15 2000, 3.67" of rainfall
UMBER OF TIME STEPS 500
INTEGRATION TIME INTERVAL (MINUTES) 1.00
N1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH
OR 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES
OR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR
' 1.00 1.14 1.33 2.33 2.84 5.49 9.95 4.12 2.48 1.46
1.22 1.06 1.00 .95 .91 .87 .84 .81 .78 .75
.73 .71 .67 .65
VHS ADDITIONAL STORAGE FOR ADDITIONAL PARKING, 100 YEAR SWMM MODEL PVHS100.DAT
OR ORIGINAL BASIN "A" CREATED BY JIM ALLEN-MORLEY 2 15 2000, 3.67" of rainfall
IUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN)
NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV.
12 0 .0 .0 .0 .0300 .016 .250 .100 .300
100 100 2000.0 5.8 65.0 .0110 .016 .250 .100 .300
OTAL NUMBER OF SUBCATCHMENTS, 1
OTAL TRIBUTARY AREA (ACRES), 5.76
1VHS ADDITIONAL STORAGE FOR ADDITIONAL PARKING, 100 YEAR SWMM MODEL PVHS100.DAT
FOR ORIGINAL BASIN "A" CREATED BY JIM ALLEN-MORLEY 2 15 2000, 3.67" of rainfall
*** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING 1N UDSWM2-PC MODEL ***
�TERSHED AREA (ACRES) 5.760
TOTAL RAINFALL (INCHES) 3.674
1TAL INFILTRATION (INCHES) .406
TOTAL WATERSHED OUTFLOW (INCHES) 3.141
tTAL SURFACE STORAGE AT END OF STROM (INCHES) .127
INFILTRATION RATE(IN/HR) GAGE
MAXIMUM MINIMUM DECAY RATE NO
.51 .50 .00180
.51 .50 .00180 1
IRROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000
IVHS ADDITIONAL STORAGE FOR ADDITIONAL PARKING, 100 YEAR SWMM MODEL PVHS100.DAT
FOR ORIGINAL BASIN "A" CREATED BY JIM ALLEN-MORLEY 2 15 2000, 3.67" of rainfall
WIDTH INVERT
GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE
'UMBER CONNECTION (FT) (FT) (FT/FT)
100 200 0 1 CHANNEL 100.0 360. .0110
200 300 5 2 PIPE .1 1000. .0100
RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW
.0 .0 .3 .0 .7 .0 1.0
300 500 0 1 CHANNEL 25.0 100. .0004
TOTAL NUMBER OF GUTTERS/PIPES, 3
IVHS ADDITIONAL STORAGE FOR ADDITIONAL PARKING, 100 YEAR SWMM MODEL PVHS100.DAT
FOR ORIGINAL BASIN "A" CREATED BY JIM ALLEN-MORLEY 2 15 2000, 3.67" of rainfall
ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES
SIDE SLOPES
OVERBANK/SURCHARGE
HORIZ
TO VERT
MANNING
DEPTH
JK
L
R
N
(FT)
50.0
50.0
.016
10.00
0
.0
.0
.100
1.50
0
.0
1.6
.0
3.0
3.0
.030
100.00
0
' GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC)
100 0 0 0 0 0 0 0 0 0 0 100 0 0 0 0 0 0 0 0 0 5.8
200 100 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5.8
300 200 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5.8
�YDROGRAPHS WILL BE STORED FOR THE FOLLOWING 1 POINTS
3
,VHS ADDITIONAL STORAGE FOR ADDITIONAL PARKING, 100 YEAR SWMM MODEL PVHS100.DAT
OR ORIGINAL BASIN "A" CREATED BY JIM ALLEN-MORLEY 2 15 2000, 3.67" of rainfall
** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS ***
CONVEYANCE PEAK STAGE STORAGE TIME
' ELEMENT (CFS) (FT) (AC -FT) (HR/MIN)
100 48.2 .2 0 35.
200 .0 .1 1.5 8 20.
300 .0 .0 0 0.
' 500 .0 (DIRECT FLOW) 0 0.
IDPROGRAM PROGRAM CALLED
L
C
I
I
1
I
11
I
I
I
I
I
APPENDIX D
ORIGINAL REPORT EXCERPTS
8
I
FINAL DRAINAGE AND
EROSION CONTROL STUDY
FOR THE
POUDRE VALLEY HOSPITAL P.U.D.
FORT COLLINS, COLORADO
September 24, 1992
Prepared for:
Client:
Haller & Larson, Ltd. Architects AIA
1725 Blake Street -
Denver, Colorado 80202
Prepared by:
RBD, Inc. Engineering Consultants
2900 South College Avenue
Fort Collins, Colorado 80525
(303) 226-4955
RBD Job No.�282-010
September 24, 1992
Mr. Glen Schlueter
City of Fort Collins
Utility Services Stormwater
235 Mathews
Fort Collins, Colorado 80522
RE: Final Drainage and Erosion Control Study
for the Poudre Valley Hospital P.U.D.
Dear Glen:
We are pleased to resubmit to you, for your review and approval,
this Final Drainage -and Erosion Control Study for the"Poudre Valley
Hospital P.U.D.. All computations within this report have been
completed in with the City of Fort Collins Storm
Drainage Design Criteria
We appreciate your time and consideration in reviewing this
submittal. Please call if you have any questions.
Respectfully,
RBD Inc. Engineering Consultants
Kevin W. Gingery,'P.E.
TABLE OF CONTENTS
DESCRIPTION
I. GENERAL LOCATION AND DESCRIPTION
A. LOCATION
B. DESCRIPTION OF PROPERTY
II. DRAINAGE BASINS
A. MAJOR BASIN DESCRIPTION
III. DRAINAGE DESIGN CRITERIA
A. REGULATIONS
B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS
C.
HYDROLOGICAL CRITERIA
D.
HYDRAULIC CRITERIA
E.
VARIANCES FROM CRITERIA
IV. DRAINAGE FACILITY DESIGN
A.
GENERAL CONCEPT
B.
SPECIFIC DETAILS
C.
EXISTING EARTHEN DETENTION PONDS
V. EROSION CONTROL
A.
GENERAL CONCEPT
B.
SPECIFIC DETAILS
VI. CONCLUSIONS
A.
COMPLIANCE WITH STANDARDS
B.
DRAINAGE CONCEPT
C.
EROSION CONTROL CONCEPT
REFERENCES
- APPENDIX A
VICINITY MAP
HYDROLOGY
NORTHWEST PARKING LOT ADDITION
HYDROLOGY & DETENTION
SOUTH PARKING LOT RELOCATION (Revised 9-23-92)
HYDROLOGY & DETENTION
ROOF DRAIN FLOWS, INLET SIZING,
AND STORM SEWER ANALYSIS
RIPRAP DESIGN
EROSION CONTROL
FIGURES AND TABLES
APPENDIX "B
(New since 9-13-91 submittal)
BASIN A & B HYDROLOGY
BASIN A & B POND ROUTING
BASIN C HYDROLOGY
BASIN A OVERFLOW SWALE
EMIGH DITCH PIPE HYDRAULIC ANALYSIS
FIGURES
PAGE
1
1
1
2
2
2
2
3
4
6
6
8
8
8
1
2
6
10
14
24
26
31
1
11
11
12
19
F
0
I
FINAL DRAINAGE AND
EROSION CONTROL STUDY
FOR THE
POUDRE VALLEY HOSPITAL P.U.D.
FORT COLLINS, COLORADO
GENERAL LOCATION AND DESCRIPTION
A. Location
The Poudre Valley Hospital P.U.D. is bounded on the west
by Lemay Avenue, on the north by Doctors Lane, and on the
east and south by existing residential subdivisions. The
hospital .property also encompasses one lot north of
Doctors Lane which is bounded on the west by Lemay Avenue
and on the east by Hospital Lane. More particularly, the
site is situated. in. the West half of Section 18, Township
7 North, Range 68 West of the 6th P.M. City of Fort
Collins, Larimer County, Colorado.
B. Description of Property.
The Poudre Valley Hospital P.U.D. site currently contains
numerous buildings, parking lots, landscaped areas, and
two earthen detention ponds._. The site is roughly split
in three directions with a portion of the drainage runoff
flowing to the northeast (Basin A), a portion of the
drainage runoff flowing to the southeast (Basin B), and
a portion of the site draining westerly onto Lemay Avenue
(Basin C), (see the drainage plan in the back pocket).
Two earthen detention ponds exist on site, with one pond
in the northeast corner and one pond in the southeast
corner of the Poudre Valley Hospital site. Numerous roof
systems of .the existing hospital buildings contain roof
top detention areas.
II. DRAINAGE BASINS
A. Major Basin Description
No major drainageway exists within the subject site. The
site lies within the Spring Creek Basin. For a detailed
analysis of the basin, refer to the report titled "Storm
Drainage Report and Calculations Poudre Valley Hospital"
by HDR dated July 10, 1984.
'
III. DRAINAGE DESIGN CRITERIA
A.
Reculations
The City of Fort Collins Storm Drainage Design Criteria
is being used -for the subject site.
B.
Development Criteria Reference and Constraints
Per the City Stormwater Utility, on -site detention is
required for development at the Poudre Valley Hospital
site.
C.
Hydrological Criteria
The rational method was used to determine peak runoff
flows for basins A, B, and C. The 10 and 100 year
rainfall criteria, which was obtained from the City of
'
Fort Collins, is the criteria which was utilized.
D.
Hydraulic Criteria
All calculations within this report have been prepared in
accordance with the City of Fort Collins Drainage
Criteria.
E. variances from Criteria
No variances are being sought for the proposed project
site.
IV. DRAINAGE FACILITY DESIGN
A. General Concept-
' The Poudre Valley Hospital is planning additions to the
current facility. The additions include:
1. Emergency Department Addition
2. Support Services Addition
3. Power Plant .Addition
4. Maintenance Building
5. Floors-3,4 and 5 at Southeast Addition
6. Parking Structure
7. Conference Center/Offices
8. Northwest Parking Lot
Included in the back pocket of this report are the Poudre
Valley Hospital P.U.D. Grading, Drainage and Erosion
Control Plans which address in detail the- proposed
improvements described above.
- - - 2
LJ
B. SPecific Details
Numerous improvements have been added to the Poudre
Valley Hospital over the years. The proposed additions
listed above are planned in the near future at various
' locations throughout the site. ..The site contains various
storm sewer systems, two earthen detention ponds and
numerous roof top detention systems. It is the intent of
' the final design to utilize the existing facilities where
ever possible.
An increase to the current drainage runoff flowing down
Lemay Ave..is not allowed per the City of Fort Collins
Stormwater Utility. Therefore the increased runoff which
would have gone to Lemay Avenue from the Emergency
' Department Addition and the Northwest Parking Lot, has
been detained in the proposed parking lot detention
systems and will be released at the 2 year historic
' release rate. -
A majority of the roof systems within the hospital detain
runoff water in one manner or another. The existing and
proposed roof top drain collection systems either release
runoff water at a rate of 4 inches per hour (per the
mechanical contractors .Uniform -Plumbing Code Criteria) or
at the historic 2.year release .rate (see the drainage
plan). Thus numerous roof top detention ponds exist or
are about to be constructed within the Poudre Valley
Hospital site.
Various components of the existing storm sewer system
contributory to the southeast earthen detention pond have
been adjusted accordingly to collect runoff per the
attached Grading, Drainage and Erosion Control Plan for
the Emergency Department Addition. Due to the capacity
of the .existing storm sewer system adjacent to the
Emergency Addition, roof top detention is required for
the Emergency Addition with a release rate at the 2 year
historic runoff.
A new storm -sewer system has been designed and extends
from the northeast earthen detention pond, west along the
north end of the Proposed Parking Structure, and then
angles south between the Proposed Support Services
Addition and the Proposed Parking Structure Addition.
This storm sewer system was necessary to transport on -
site surface runoff, and runoff from the Parking
Structure, to the northeast earthen detention pond. This
new storm sewer system was designed to carry the 10 year
' developed storm water runoff from the tributary areas.
A grass lined swale has been provided along the west and
north sides of the Proposed Parking Structure to collect
- 3
I
I
I
I
I
I
1
I
r
C.
storm water runoff events greater than the 10 year storm,
and transport the runoff into the northeast earthen
detention pond. Included in the appendix are the
hydraulic and energy grade line calculations for the new
storm sewer system.
Between the existing Power Plant and the existing
hospital in the northwest portion of the site, we have
proposed to remove and replace the existing doctors
parking lot in order to redirect drainage runoff to the
north. Currently drainage runoff flows in this parking
lot drain to the existing curb inlet at the southeast
corner of the parking lot and are collected in the storm
sewer system. Because the Support Services building is
proposed in the location of the existing storm sewer
system, the need has arisen to raise the parking lot up
in elevation vertically in order for the parking lot to
drain back to the north and then to the east. In order
to collect the redirected .runoff caused by raising the
parking lot, a 6 foot curb inlet is proposed north of the
new Maintenance Building. The curb inlet will connect
into the new 10 year storm sewer system being proposed
north of the new Parking Structure. Runoff collected by
the new curb inlet will be directed into the northeast
earthen detention pond. Storm events greater than the 10
year event will pond up at the 6 foot curb inlet until
spilling easterly across -the access drive and into the
grass lined swale along the north side of the Proposed
Parking Structure. From the swale, storm water runoff
will flow easterly and into the northeast earthen
detention pond.
Existing Earthen Detention Ponds
Along the eastern portion of the Poudre Valley Hospital
site are two existing grass lined detention ponds. These
ponds were constructed some time ago and have been
continually increased in size over the years as the
hospital has expanded in size. These: -ponds can be seen
on the drainage plan in the back pocket of this report.
With the proposed improvements and a request of the City
of Fort Collins Stormwater Utility, a verification of the
detention pond volumes and functions has been made. The
calculations pertaining to the detention ponds are
included in Appendix B of this report.
The site is composed of three basins A, B, and C. Basin
A drains into the northeast detention pond, basin B
drains into the southeast detention pond , and basin C
drains onto Lemay Avenue. The hydrology of basins A, B,
and C were calculated. The earthen detention ponds are
4
rather complex' nature. The bottom
p portion of the
detention ponds retains water and releases the water into
the ground by the percolation process. Once water
reaches the outlet pipe elevation, storm water can outlet
into the Emigh Ditch pipe line if the pipe line has
capacity. The Emigh Ditch pipe line normal reserved
capacity is 7 cfs from previous analysis by others.
In order to hydraulically analyze the two earthen
detention ponds, CUHP inflow hydrographs were generated
and calibrated to match the rational calculations for
basins A and B. Once the CUHP inflow hydrographs were
found, they were input into the dynamic detention pond
routing computer program, assuming the ponds could not
release water, and the maximum high water elevation was
' established in each pond. Both earthen detention ponds
are able to store the entire site runoff generated from
a 100 year storm event, without overtopping, and with
1 adequate freeboard available. Due to the nature of the
Emigh Ditch pipe line and the question of when the pipe
actually has water in it and when it does not, the ponds
can store the runoff water and release the storm water
runoff into the Emigh Ditch pipe line as capacity in the
Emigh Ditch pipe line becomes available.
A hydraulic analysis was done on the Emigh Ditch pipe
line. From the calculations in Appendix B, we have
demonstrated that with both earthen detention ponds full
from a 100 year storm event, and the Emigh Ditch pipe
line full with 7 cfs, the hydraulics of the system work
well with no anticipated problems occurring. In the
event both detention ponds are full and the Emigh Ditch
pipe line is flowing with 7 cfs, the northeast detention
pond will not be able to release water into the pipe
line, and the southeast detention pond will be able to
'
release 3.5 cfs into the Emigh Ditch pipe line. With a
combined flow of 10.5 cfs in the Emigh Ditch line,
pipe
the portion of the Emigh Ditch pipe line shown on the
drainage plan will not experience any problems (no
'
overflowing).
In conclusion, the existing earthen detention ponds along
the eastern portion of the Poudre Valley Hospital site
are adequately sized for the proposed improvements and
their related runoff. The northeast detention pond has
extra available capacity before reaching the one foot of
freeboard point. Because the detention ponds do not have
any emergency overflow path or spillway, the need for
providing a freeboard of one foot is absolutely essential
now and in the future if addition improvements occur at
the hospital.
1 _ 5
U
IV. EROSION CONTROL
1 A. General Concept
The Poudre Valley Hospital lies within the Moderate
Rainfall Erodibility Zone and the Moderate Wind
Erodibility Zone per the City of Fort Collins zone maps.
The Poudre Valley Hospital site is currently developed
and includes asphalt, concrete and grass surfaces with
numerous buildings. The proposed building and parking
improvements will be constructed over an extended period
' of time. As each building addition is constructed, the
potential for erosion problems is anticipated to be
minimal. Immediately after a site is excavated, concrete
and other building components will be installed within
1 the excavated areas. Small areas of exposed bare ground
within the construction work area are anticipated during
the building construction, and those areas of bare ground
will be subject to wind and rainfall erosion. The small
areas of exposed bare ground are anticipated to be
constantly covered by building products, people, or other
building appurtenances. Once the building construction
is completed, the bare ground will be covered with grass
sod and landscaped.
Per the City of Fort Collins Erosion Control Reference
'
Manual for Construction Sites and the related
calculations in the appendix, the erosion control
performance standard for the subject site is 85.0%. From
the calculations in the appendix, the effectiveness of
the proposed erosion control plan is 99.5%, because all
exposed surfaces will be covered by either concrete,
asphalt, buildings, or grass sod. Therefore the erosion
control plan as specifically detailed below, most nearly
meets the City of Fort Collins requirements.
B. Specific Details
Emergency Addition: use silt fences to control erosion
'
around the perimeter of excavated areas where new curb,
gutter, walk, pavement, and building are constructed.
Sediment should be prevented from leaving the work area.
After installation of the area inlet, the inlet shall be
filtered with a combination of concrete blocks, 1/2" wire
screen and coarse gravel (3/411) constructed according to
'
the detail on the detail sheet. After the improvements
have been completed, sod shall be installed.
grass
Support Services Addition: use silt fences to control
erosion around the perimeter of excavated areas where new
curb, gutter, walk, pavement, and building. are
constructed. Sediment should be prevented from leaving
6
the work area. After the improvements have been
completed, grass sod shall be installed.
Poster Plant Addition: use silt fences to control erosion
around the perimeter of excavated areas where new curb,
gutter, walk, pavement, and building are constructed.
Sediment should be prevented from leaving the work area.
After the improvements have been completed, any grass sod
disturbed during construction shall be replaced.
Maintenance Building: use silt fences to control erosion
around the perimeter of excavated areas where new curb,
'
gutter, walk, pavement, and building are constructed.
Sediment should be prevented from leaving the work area.
After the improvements have been completed, any grass sod
disturbed during construction shall be replaced.
Floors 3,4,5 SE. Addition: use silt fences to control
erosion around the perimeter of the existing building to
prevent sediment from construction materials and
disturbed ground from leaving the work area. After the
improvements have been completed, any grass sod disturbed
'
during construction shall be replaced.
Parking Structure: use silt fences to control erosion
around the perimeter of excavated areas where new curb,
gutter, walk, pavement, and structure are constructed.
Sediment should be prevented from leaving the work area.
After installation of the curb inlet and area inlets, the
inlets shall be filtered with a combination of concrete
blocks, 1/2" wire screen and coarse gravel (3/411)
constructed according to the details on the detail sheet.
1
After the improvements have been completed, grass sod
shall be installed.
I
Conference Center/offices: use silt fences to control
erosion around the perimeter of excavated areas where new
curb, gutter, walk, pavement, and building are
constructed. Sediment should be prevented from leaving
the work area. After the improvements have been
completed, grass sod shall be installed.
NW. Parking Lot: use silt fences to control erosion
around the perimeter of excavated areas where new curb,
gutter, walk, and pavement are constructed. Sediment
should be prevented from leaving the work area. After
the improvements have been completed, any grass sod
disturbed during construction shall be replaced.
KA
1
VI. CONCLUSIONS
'
A.
Compliance with Standards
All computations within this report have been completed
in compliance with the City of Fort Collins Storm
Drainage Design Criteria.
B.
Drainage Concept
The proposed drainage concepts adequately provide for the
detention of developed on -site runoff for the proposed
improvements at the hospital. The on -site storm sewer
systems transport detained roof top runoff and local
landscape and parking lot runoff to one of the two on -
site earthen detention ponds. The proposed grading
concepts will adequately transport storm water runoff to
the existing earthen detention ponds. The two existing
'
earthen detention ponds along the eastern portion of the
site are adequately sized to accommodate the increased
runoff from the proposed improvements.
C.
Erosion Control Concept
The proposed erosion control concepts adequately provide
for the control of wind and rainfall erosion from the
'
Poudre Valley Hospital proposed improvements. Through
the construction of the proposed erosion control
concepts, the City of Fort Collins performance standards
will be met. The proposed erosion control concepts
presented in this report and shown on the drainage and
erosion control plans are in compliance with the City of
Fort Collins erosion control criteria.
r
REFERENCES
1. Storm Drainage Design Criteria and Construction Standards by
the City of Fort Collins, Colorado, May 1984.
2. Erosion Control Reference Manual for Construction Sites by the
City of Fort Collins, Colorado, January 1991.
3. Storm Drainage Report and calculations Poudre Valley Hospital
by HDR, July 10, 1984.
8
I
li
APPENDIX A
I
CE. Vine Dries o
c
SAn Cristo SI ♦ '
S6YrL'n n.m $1
•,. », y .
cl
N N M I • � N , - 4
\ • is n E.
' '�< t tN.n 1. •.
• Y k• ` !`\\ 1 Pas• hp • • ad. E 0
'<-
deal I
Tn R••, d \ (• P e.
L
\ S. a yr
I \ 4\\ Cld w
\\ CI
w � E ON.. St.
J
Y
E N N io $t IIIIL L•M Ll
� E M02AGIls St. • e d
] m 31 u F 14.11,1111 St. FO
N 14 .1
U iNlr Lr:rrOV��..
u� u
E. m"tle $t •t ir•
N
I I N N ne
• . wG e , A
I E leul $1N
b.rM A C `
'iYr L•fr• I. v 4
— P ai e E hem $I. • P\`
wre . D.• or K*wi ' •....•tlarrr HOSPITAL
5
E. [GLse•In inn Eb• �
C.16.Id Sr
Dter. Ln •<r e \ Nin in rKn ne
ot
n
Or 1 a: [.� h1Lin ; St.N y l Nr ^
$r
I .'. BuW •H � • e euee• • SI � qq
St E.L•N Gr, to [.. ie p ve• 0. e ' j'" e� ; > ` d • . 1 Y r p
(•q• u eo •1 r it,
rc-' rt _ SL Lib $f 1 I F Q CI Prot Rr R E. Pre 1 M1
I kg r C.
Er N'L I •. �\ �nNl [ +
So
�•� AI •r Aven R W. Aide, •1 ♦mow Ww3 ,a
St
a I w u••a.• m E Slierl ' \ O '
�.
I oemM S n 4'� Cq• O.. Comm r t C' • .W e
^pr,. fi cons c � L.+. �i�•o•v C.
_ • ' cn.nrw . .i E i c�. a aE?c ■ \ 4D �4\ \
' ~\" ZI •V1'Ae1nVf.� LN ..V Or. ° e f IM �• 4 SI N 7` c
bI 0, a e enw� ; , L•••�= ..0 ,\ImsW o .
wI RP1 <r • < °: a <� ...�/. pe•N CI. 1 • V�� L'1 4
> I Y t u
?I ��u^ n a' °Clm' • au8 a is r,' T L•e� a 7i. iV NuLn
• rn 11 4•f mom• Q o!{ CI.
• Yel "'O _ comb N '90. P.,k.. d
• G N qy5..
Dr
bI 5 a^• , n•N naNN CI,
W In. >
N
r Ep
`I N r; _ 4+•na CI.Q u PI". KWOp F 4
uI i J T<Mw•ee o^
Print• nn Re -r ' eo ler St. } ' R011in we• Co. V
yr y6 a N
EMI sew
IT
w `�.. Or. W Jr. C.• INn So. CI. (i .l V C O a f . Y �• I
e t W e I EVNIr
r•ee • ° • Sr. ° Sv.e n 0 p m 9' m a
x — S9 ge Er FLU EL �• " I P '• 1. j
,, f NIYYi "' ' •I I EanW, n ♦ O SI <\r wAwvm [I. a No it In.
LAAE a,l '
S"ER wr]OD . I � L
Co.6.0
C C _ W
I, <ntfnnra
eo iep o
4sr.. r j[ P EL 9 }{�. slot tN. 4� '
aYrA E WA Y o., v o M" rd LA. I ' o.... Co.: ��
C.IiIiN CL f• Paw 1a i €J Srrra t. •Irl.y°r•
d' Co. 1 • /Ne• m L S 4 EO ar00i I N mMt
VICINITY MAP
SCALE: 1"=2000'
%Z
HYDROLOGY
1
1
1
1
1
r
t
I
1
SHEETS 3, 4, AND 5 OF THE
THE HYDROLOGY SECTION HAVE
BEEN REPLACED WITH
APPENDIX B
0
11
NORTHWEST PARKING
LOT ADDITION
HYDROLOGY i DETENT]
�1
Engineering Consultants
r
I
f
CLIENT 'Ngt/.Eie GpQSON JOBNO. ZSz'o/O
PROJECT POUCtre. CALCULATIONSFOR NW ParkjU Let 000,/,(
MADE BY n wy DATF9 7+2 / CHECKED BY DATE SHEET 7 OF �2
_ GiyEn%�
*NcJ Parlin�._C.of- paci�tfion_ _ I
_
,.
-
�
1_.-
f _
{ Krsfiw
_ ;
Co f Ft ((ins ye lease h+iz = Z Y.e rc
4-
fCalculaflo✓�
�..
0 20 i. Csa.dr S, liy CLar from Bore �! 3) L
L.
f
7 7
7-
Qz
-
CIX / 9sXzoz).
1-012o - —
—
-
079 c (flisbr,c
��—
}
f
r,
I__ i�propos�
7c
- -- ---'-- - -
/,87C//-CGF)DNL
-- -
G o,9s -
S- l�L '-
I
-- . - `
� i
' - t-
� - --
.
S .25 /dle ,-
/ 87C,/ 9 O
I
1
I,
f _
I
I
�
J
}
25K5,GoXo
7 7-4f
a /, 8/-Bfs COl��d)
Qec' o�cffs(De�e%�
..
aw P �K/AI(a
QE uW K
-` '- - I
✓ /a
041 G07 .
-1 C�t6t_i,4B
-'GONTDUR� '
I ( !
�/nE t -
t/T/QI/ vOt N6 GuR✓E /527}CttFT Lo_n iv//aw,pi+rj
I
_ . - Scale
_ AR.E1D `-/AlZ I • RE .Z.. _ Ir04
Pa�+i
j �30
1726
7/42
I
T
1
f
1- - AL
f
f .
!
N G tdT.=GoA/ PovO OvrG_6-r PIPE S %�-E 9 _
1
,
-
t
Q CAA"CZ$h)fyZ , use _ed }
I
a _ y
-
)'IQ ,OZGq�
-
-9Tf;',i = o oars o bj ,e� 5 ZC3tz /
$ 'XrL �.r_r../! hi
i
f 7rr j d a /J,P� �A-O 02/8_�4 6/[02/8) 2C3Z2)[II�LZ'
Q
(N,G,�
�Q-./022CF
7A ✓G PIPE - le22 i 074
,e D_ P -
tfs --
FOR POND eUTGGT' �tsnf olh�P 'L. . daid
l,g.
's
8142
DETENTION POND SIZING BY FAA METHOD
i' DEVELOPED BY
JAMES C.Y. GUO, PHD, P.E.
DEPARTMENT OF CIVIL ENGINEERING
UNIVERSITY OF COLORADO AT DENVER
EXECUTED ON 08-23-1991 AT TIME 07:30:45
It
rrPROJECT TITLE: NORTHWEST PARKING LOT FOR THE POUDRE VALLEY HOSPITAL
L�
(k*** DRAINAGE BASIN DESCRIPTION
BASIN ID NUMBER = 1.00
BASIN AREA (acre)= 0.20
f RUNOFF COEF = 0.95
[!***** DESIGN RAINFALL STATISTICS
f� DESIGN RETURN PERIOD (YEARS) = 100.00
INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN
]DURATION 5 .10 20 30 40 50 60
INTENSITY 9.0 7.3 5.2 4.2 3.5 3.0 2.6
1 l **** POND OUTFLOW CHARACTERISTICS:
MAXIMUM ALLOWABLE RELEASE RATE
OUTFLOW ADJUSTMENT FACTOR
AVERAGE RELEASE RATE
80 100 120 150 180
2.1 1.7 1.5 1.2 1.0
.079 CFS
1
_ .079 CFS
AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR.
**** COMPUTATION OF POND SIZE
�----------------------------------------------------
RAINFALL
RAINFALL
INFLOW
OUTFLOW
REQUIRED
DURATION
INTENSITY
VOLUME
VOLUME
STORAGE
MINUTE
INCH/HR
ACRE -FT
ACRE -FT
ACRE -FT
--------
---------- ----------
----------
---------
E-.
0.00
0.00
0.00
0.00
0.00
5.00
9.00
0.01
0.00
0.01
j�
10.00
7.30
0.02
0.00
0.02
!L
15.00
6.25
0.02
0.00
0.02
20.00
5.20
0.03
0.00
0.03
25.00
4.68
0.03
0.00
0.03
L]
Lit
30.00
- 4.15
0.03
0.00
0.03
I
35.00
3.83
0.04
0.00
0.03
40.00
45.00
3.50
3.25
0.04
0.04
0.00
0.00
0.03
0.03
50.00
3.00
0.04
0.01
0.03
55.00
2.80
0.04
0.01
0.04
60.00
2.60
0.04
0.01
0.04
65.00
2.40
0.04
0.01
0.03
70.00
2.20
0.04
0.01
0.03
75.00
80.00
2.00
1.80
0.04
0.04
0.01
0.01
0.03
0.03
85.00
1.60
0.04
0.01
0.03
--------------------------------------------------
THE REQUIRED POND SIZE = 3.506043E-02 ACRE -FT
THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 55
1***** GEOMETRIES OF AN EQUIVALENT CIRCULAR POND
-------------------
STAGE
CONTOUR
(DEPTH)
DIAMETER
FEET
-----FEET
0.00
166.53
1.0
1.50
2.00
2*50
169.53
172.53
175.53
178.53
181.53
----------------------------
CONTOUR
POND
POND
AREA
SIDE SLP
STORAGE
ACRE
-- ------
FT/FT
ACRE -FT
0.50
3.00
0.00
0.52
3.00
0.25
0.54
3.00
0.52
0.56
3.00
0.79
0.57
3.00
1.07
0.59
3.00
1.37
3,5,%0'/3E-0Z geoe6-FT
/ Acre. -FT = 43566 c u AL
3.5-0(0g3E-oz(,113s46) = l5727 cu
MINUTES
Fo r 0.55- ,m ^ fc 11
of vra`L Ton ,+i, e- cf
volume = , 0350(00y3
1527 cf : ,07gcf= _
/9)33Z 6ec. 60=322 ^in
101vs SSm-n . initial
s ferir /u�tfi = 37-7 min
6.29 gou/'S {vdnain
r
1
1
1
2
SOUTH PARKING
LOT RELOCATION
HYDROLOGY G DETENTION
r
1
It
1
CLIENT #C( l/er- - Za rs0. ? JOB NO. Z 8 Z -O/D
R
INC PROJECT 10OOd M Uall Gy Ytz'O; al CALCULATIONS FOR S0074A Park;n LDf ROE
Engineering Consultants MADE BY Kw(- DATE ii0�9/ CHECKED BY DATE SHEET )I OF yZ
;Pevlse) Q-z,3-9z By KtUG
�:.. GIJ�n/ 1
So�fh ParK>nJc.Lo�' PxtPutsra�+_ � l 4_
-
II,
F/NI7
iP �, de le„f,an'_✓a/urnL - f - j
� �
_
. SOI M1414/�_j%
$'000 SF O 11 HB o��� r`al Bred ou}�le itlny _o to L2may /�vCnue)
J
� - -
` ,
C`c[zYR')
Gslault¢fon
�fo
TZ DyL _ = 1
!.
sic
t
!
7-4
r
-
--
;._
J ,
_
_
1
- - --- _ - _-
- - -
5o✓rh
PiirjC�na� LOt OGte?i
'` ._.R u�
1'/o mG Gam'._-, �ir.(ai"Yn ;,�urvG �_ G!ti-rc lOn •rD IlDdirt es
-
1 :. GOnr7bU,e 1... .. . ArYs- f•'T 2 Vol-
t _ I _.
-
�I
..- � .�
_ 298(0 �f3 �oK�
T -
_ _ ._�----7anDC•-30YSi�t3� 1
S '
ALL r S GS
t it
�1
4 offs t
./9.OZBOG
�, Q b7( 0/23) Z(Z)
Tj7_%i�diaey_f/ 0.123 -,;, �z,Hi�iZ)
'
{. �!Q.? D(o19_GP
�32z Izz
Tr ooBS J 61(ooBSF ,z
4 y /y4"dlA PIPe
i Q= OY30cPJ
�'0 iQ
I ! j oY3olefs
'l
L , dY. cfs-[I
-
DIA.:..PVC, P/fE . __t _
-- -- -
!
{
I
_
j I
- -
—
�2/ya
IPeu�se� 9-Z3-9Z
ey Kw(v
-------------------
DETENTION POND SIZING BY FAA METHOD
DEVELOPED BY
JAMES C.Y. GUO, PHD, P.E.
DEPARTMENT OF CIVIL ENGINEERING
�---- UNIVERSITY OF COLORADO AT DENVER ----------------------------------------
EXECUTED ON 09-23-1992 AT TIME 13:07:33
I
PROJECT TITLE: SOUTH PARKING LOT EXPANSION FOR THE POUDRE VALLEY HOSPITAL
DRAINAGE BASIN DESCRIPTION
BASIN ID NUMBER = 1.00
BASIN AREA (acre)= 0.34
RUNOFF COEF = 0.95
***** DESIGN RAINFALL STATISTICS
DESIGN RETURN PERIOD (YEARS) = 100.00
INTENSITY (IN/HR) -DURATION (MIN) TABLE IS GIVEN
1,DURATION 5 10 20 30 40 50 60 80 100
INTENSITY 9.0 7.3 5.2 4.2 3.5 3.0 2.6 2.1 1.7
POND OUTFLOW CHARACTERISTICS:
MAXIMUM ALLOWABLE RELEASE RATE _ .049 CFS
OUTFLOW ADJUSTMENT FACTOR = 1
120 150 180
1.5 1.2 1.0
AVERAGE RELEASE RATE = .049 CFS
AVERAGE RELEASE RATE = MAXIMUM'RELEASE RATE * ADJUSTMENT FACTOR.
***** COMPUTATION OF POND SIZE
-----------------------------------------------------
RAINFALL
RAINFALL
INFLOW
OUTFLOW
REQUIRED
DURATION
INTENSITY
VOLUME
VOLUME
STORAGE
MINUTE
INCH/HR
ACRE -FT
ACRE -FT
ACRE -FT
-----------------------------------------------------
0.00
0.00
0.00
0.00
0.00
5.00
9`.00
.0.02
0.00
0.02
10.00
15.00
7.30
6.25
0.03
0.04
0.00
0.00
0.03
0.04
20.00
5.20
0.05
0.00
0.05
25.00
4.68
0.05
0.00
0.05
30.00
4.15
0.06
0.00
0.05
v
i
13�42
Reosel
9-Z3-�iZ
6y KW(o
35.00
3.83
0.06
0.00
0.06
40.00
3.50
0.06
0.00
0.06
45.00
3.25
0.07
0.00
0.06
50.00
3.00
0.07
0.00
0.06
55.00
2.80
0.07
0.00
0.07
60.00
2.60
0.07
0.00
0.07
65.00
2.46
0.07
0.00
0.07
70.00
2.32
0.07
0.00
0.07
75.00
2.19
0.07
0.01
0.07
80.00
2.05
0.07
0.01
0.07
85.00
1.91
0.07
0.01
0.07
90.00
1.77
0.07
0.01
0.07
'
95.00
100.00
.1.64
1.50
0.07
0.07
0.01
0.01
0.06
0.06
105.00
1.36
0.06
0.01
0.06
i-----------------------------------------------------
'THEREQUIREDPONDSIZE=6.853828E-02
ACRE -FT
THE RAINFALL
DURATION
FOR THE
ABOVE POND
STORAGE= 75
MINUTES
Foro� 7S n0'Ilk rwin�ll
***** GEOMETRIES OF AN
EQUIVALENT CIRCULAR POND
dvrd-,'on r 4-ht/pord volume
= 29846 OF . 7-,LKe 298lo cf
---------------------------------------
STAGE CONTOUR CONTOUR
--------------
POND
POND
OS'9 cps = 60, 939 sec i 60
7S m)n
(DEPTH) DIAMETER
AREA
SIDE SLP
STORAGE
- /oI m%n 1°l✓ S
FEET
FEET
ACRE
FT/FT
ACRE -FT
)r,)fi4l S{vrn7 le,yf,4 = /09/.�i•
---------
------------
0.00
------
166.53
--------------------------
0.50
3.00
0.00
_ n
!8 Grouts fa drai
0.50
169.53
0.52
3.00
0.25
1.00
172.53
0.54
3.00
0.52
1.50
175.53
0.56
3.00
0.79
2.00
178.53
0.57
3.00
1.07
2.50
181.53
0.59
3.00
1.37
--------- ----------
----------
---------- --------------
,11
1
1
1
1
1
ROOF DRAIN FLOWS,
INLET SIZING, AND
STORM SEWER ANALYSIS
I YA2,
I
I NC
Engineering Consultants
1
1
1
1
I
J
1
1
1
1
1
1
1
1
1
1
1
11
CLIENT Ntller- Larson JOBNO. ZEZ-O/D
PROJECT Ipv// CALCULATIONSFOR Rtwq"-Dr-a;n TCoWS
MADE BYMUL,DATE g 7 CHECKED BY DATE SHEET IS OF
_ � � t VEN �
Ca'tor � /l�rna
9'As5oc7a%s,
�'o I Nara Cater,
kuirw. y�-Assocn�
des?gqnn_a l
Co:
_
Roof S vaT
Jo
;. Fovin9as
wh7c/, _ ancLrr
a.,V&
l!-
-to -.come '/
P a► 4ses� /DoE
/f'y►,'poffp.=- rarrr%,� ..
—'
_Sewer Sy5iem5
L i 5"%hlv�r
lPi bw4tCt�inon_•
h
Dcr Sewers i or►.
+
..........2i
_GheGK
f�cp of
ta<.cj /°I°P, 5/ s fem _
y
SOL07 o AI_
lr
_
T
-
f
i.... ff
%i So✓th_ Sform.
5�*we%: - �`
1 6r ne
- - -, i
' .
co m
y ,�
oL n E crrra / Sforrn
-
—
---
1043(4,Y/,74)�
6:61 cf5.
...East
� �
r
_ B�
S-larn+
5e-rvtr 8'�Lrne
(sEHddStron' ):_ ,_
l - Tofal
-Poof /hS
{ KcnP 19ree 1
de.rf ian .
/3.9/O SF_ ' D 32 FIcKS --
,Releases Yn HSO +or c0
T =�
20 ePs jt
-
- - -' -'
.-
T/1'ID. . CXI/rq Shirm�StNer
-
_
N
-
-
t.-- G
_
So✓I h - 6osi
.. Toia!
"E GU/NG.
.,eooP r4iea. _+
S L/NE /HRZ_ --
u�08S, Si--, f,S/ f%Gn45
- --
4 i r
_
Ex sSn
Ka?Ps �i+n a r!/dram
to A pernt�
-
1
l
r,
mmedta Y
N, of mJ2I vTS
of n/Qw , eevues LL
'
. •. Q,= I J9
r E
PT-o.Pos�l
SAP or'tr_SuvIces
1
1, LIn
L
,
1
-
Ta/alr�
2S,2ST7.SFt
OJSBffcis�
2rzo ifs
_
I_
I
I_
Vz2/
_
To
l.1 Rmf flr to
(000 SF
D 52 C4,
e- '
q
,c1i� 0 9sL'I)�St)
/.98 cfs
-�u.�rerfr
-atr:ir�s fo`:�
- —
-
DoUwrs
r � �6)
POWER P4AA/T�
LAu,�O,er/I
Roof- Aga
�$vic0/A/bs
-
. Zo/ooa rF
- goof dly.ins Bumf
I
atgrooi��`
k_
_.1/rZSCos
1
I i
�curre�Flr
cirgr;s fo _
—
_
exrsy�nyyi
curb_ n etai=e
_
lAm
' CATOR, RUMA & ASSOCIATES, CO.
' PROJECT
Date _ 'Z Tele hone Message
--- Z'd
IAKEWOOD,COLORADO
Job No, Ib yl
UPM d0id0 as:zt %, Ez 5nd
TUMINIC
Engineering Consultants
CLIENT ;Ialle -cl-ar5041 JOB NO. 28Z O/D
PROJECT P014 CALCULATIONS FOR Rao' av;n Fla+KS �.SnIE
T3Tn
MADEBY RiOC DATE 5,/CHECKED BY DATE SHEET ', OF yZ
,ZjCt�o,SF G,Z$ /4cres Croof.cimin;
onfecc.-.co . Ctnf-cam%off+ces_i �Fv_tyrc ' �..
Pro�+da /0 AnP ro?F.dry n at SF .:-- _.
�4krK1
_
�1re
r
!S� .UA 9SC�t)C/YO) S 3,Z
_ .—
{ a�a •s )n Parrs fi 0*f4 -Co a.dave ,
eld rKln Par}
Part-,
jG about r /#75 cf5 _ i -
_.77re,new Trr/c1-%aI//=also eo/fit ._50 e . aT �ua� /ot, �onof
_ �p mmn. .lb b pYf7c rr�rf/7 tD
- 1�•roi�IE.11ePJow.ei+ei_ a..e>`is�T.�...c�Fb,inlet�.:.arrw
)Gh /5 tt�ro Cc+zxl
0,95CLOOXS.65iCe
1,77
....,
(
/ - ..
To I �{OW t6 Garb
Qm 77 cfs
� � ��"
L; Fr"-;
,
_ 5.50 O.qZ 6 00 vsa 6 Gu,¢B /•uGEY I i
hG, «ra, '/n a+Irc.� i n Tat A7E. of so t Sen'iceg j _ - '
inTnG
.. r )nle wi// ro /yet
_anal f-0 ru7m e �~, e __n"Ti�+ltn oncr '6ai/d�ne� �
-11 iw+ n 51a .� ...c , {a.lYst . p,5. ..T L - �rlC7n V fn G.a ,q/fi`f
+-
I -
,sc/ft x Bop• a _
1 red rcko.. fa a%r' 2.80_aFs � 1
# /,/S sF.of o ir. •Mac/ear;.tH.,/2
I USG . /Ns clear 2 6re..fMkL /GJ•rY eF' 8.> Z
+ -
i ._
11
1
1
1
[1
:MNC
Engineering Consultants
CLIENT Fia'IGC-- /-L'40 ✓2 JOBNO.Z$Z-D/O
PROJECT P V N CALCULATIONS FOR Ih/ct S.6-in -
MADEBV W(.DATESZ7 CHECKED BY DATE SHEET AD OF yZ
Cr).
De-�rmin� -FIgWS 'MJ.,aKa.� rn(� Tmmts�laiulr oufnf�
SuP`wrt S
ccs
77t area In a wi%/ ca//ect Juno fir. ft seerl
arr.�1
s YC PCB O S_O c•S 4n� �i Klnt oltin9G��rea_
L
0.35
I
S
Use
r
-'
- -
..
Qtn� O SOCrXS(OS)Co,35 '-
!9.SGT�s�FT.
-
_
_ 3 �S cfs/Ff:X809 .iY.I.rr4!+c%o?7:
(
If
'
L
-I o o Z n5
t�
- r : i � .�C GZch
lea%Ne . /.? y �
I
_»1 o e.l �fo r Starrn Se wc-r Ptp�
' t
Sr;✓ my I fiLGUL.Q TTONS_Tr�
J I j
,._.
.
I
-.-_Y —C
_
new �{-lierl _ ,I _ 5 t*rwn _� 5 E.wt� - 5_ S'fz+•+._.!,_.. �
itor-i
I_, � � EX157"/i(J%
- -
CE-NTRI4C �7aRi+1 SEu/�.LSYST6/r'I.� -
- _
_ +
-_- - -
J _ i
.Eriscl�arc'_iri{0 f/re exrs{3n, S7brrq sewer
-
_.
- -
20;K? _ Tlnm:. SIM -�.T _.SP./'✓; CTS� _�____. !___.
7
r _
_ _
EXlsiin' Saifi Eos mf [ui�y
Naxt H P 5 9
I I
C
�— y _
'iT /I1N�M % 17S oP5 fror.�m� Ce �eces'
-
-
k
- i.I
_
1 T
4 I_ RcP a7049/o�r+QA .2/,34c j.!i�p�
77Scfs Cok)
I- i
its/
(vi5)
_ _ . ..
y4 .Sea H L _� 9XX,30H004�s
_S+cL R4• m 0;89% -'� _4�i�-I 2/ ayc{s 7 i�
b,c?�cs Co rJ.:
Yt52 IecP y /6 9 �-'j _Qg 1 Z/ y2a�s__? _4o
-4
ab gRs �oK�
i5t0.
Sf/9.io SSA, S(oy r 1.-9 RcP m O,I S` fo :.Qq' 7.86c�5 i..Qar
t106.DFs_(pl[j._
Exrs-rIA1G
Sdr —H SrORm &6w 4. SY57Z- : _ _
t
a� flnaL._�I7G iy[a7�i mvri+._T •W 7y7•'l' f'1'!.G -
I 1 _
tut// e(isc/,ars�c l��fie. eJcrs7yn9 S .- - -
I
•- ---
I .sill. fien
M(,picrlr
$y 0.2; 1.�%iilriarJ
EW� A/ln,.
!7
-
� -� �---
LI
/.09 AcnrS i
� Q� � .A o,9sCyx, �►� a� y,-;,yam , � � -J
7905:5f' i(fi..• rooF- Jvp idcfrn fia+ I.0 of 90 sElytu�
�f1..fxa/) _-
T
�.. roolF_'f'op dEfEa on re,F.�,sca a.� O. /sic
wCsf
Tula/ flew. at /►DNS Y,/yt:./O 5!�Zt/�fs Cerds(in�)
-
IS"�kGP be#wean � curb )n/ei-g-
1 i '� O �'! %n �'! Q o Y.7S.cfs :� 4e.: �/s
i S�St6y � IS RGP
Sfa ;at7o +c I
0
2y �0 K)
111
-+
i L
1 j{
I -
,_
I
I
I
I
11
I
I
U
I
I
I
I
I
I
I
I
U
MNC
Engineering Consultants
WENT NAller- 764r5dr' JOB NO. 092-1016
PROJECT t0V1y CALCULATIONSFOR Sfe4=
MADEBYkV6 DATE !&Z&L CHECKED BY -DATE -SHEET 11 OF NZ
R".
-y et�- -
0 ice. A9cr.r-s_�0,,e7207
....... . . ..... .... .... . ....
�-7
_At�
e-
or
-7F
7 -
-1-1-1-0,42 —Ir at/
VA'
L.
-- ---------
...... ... .
........ ... ...
c
-7-.
Orl.
... ........ ....
e�
TA
in -
rhef �M_ Z
4 h r5 rTa,.:,
�FAs.e_...
3
T
5,0;
... . ..... .
..z 7-
c O.ZO 0 1-7
--- ---- vFc
. /0. vr
o
0 4-
7
--------
-fL 16 ifs
. ........
L
_7
_ve
.r c7- 49r", a Ma 05 MI
'=4
-Tie
�rj
Tq,Ce . P%Jri9s--AN
i;j4COr"j�4"fia
4' a. e.,
AIVS
4
....
L-4.
... ....
........
------- -- ---
----
7 7'-;
7
7-1- 7
7,
i_:.,
- ---------
. .... . . .. .....
L .
71
1 iqA/y2
1
' MASS DIAGRAM METHOD
for
DETENTION VOLUMES
PROJECT: POUDRE VALLEY HOSPITAL
COMMENTS: 100 YEAR STORM -EMERGENCY ROOM ADDITION
MAXIMUM ALLOWABLE RELEASE = 0.16 cis 100 year historic
based on Tc
RATIONAL EQUATION: 0 = CIA
C*Cf= 1 AREA = 0.317 acres
developed
TIME OF CONCENTRATION =
developed historic
' TIME CA 1 INFLOW release STORAGE
(min) (in/hr) (cu ft) (cu ft) (Cu ft) (ac ft)
•---------------------•----------.....-----.........-..-------...
' 5 0.317 9.00 856 48 808 0.018546
10 0.317 7.30 1388 96 1292 0.029670
15. 0.317 6.00, 1712 144 1568 0.035991
' 20 0.317 1*20 1978 192 1786 0.041002
25 0.317 4.60 2187 240 1947 0.044703
30 0.317 4.15... 2368 288 2080 0.04775
35 0.317 3.80 253D 336 2194 0.050359
40 0.317 3.50 2663 384 2279 0.052314
-45 0.317 3.25 2782 432 2350 0.053941
50 0.317 3.00 2853 480 2373 0.054476
55 0.317 2.80 2929 528 2401 0.055121 M APK-
60 0.317 2.60 2967 576 2391 0.054892
70 0.317 2.30 3062 672 2390 0.054871
80 0.317 2.05 3119 768 2351 0.053977
' 90 0.317 1.85 3167 864 2303 0.052865
100 0.317 1.70 3233 960 2273 0.052190
110 0.317 1.55 3243 1056 2187 0.050204
12D 0.317 1.45 3309 1152 2157 0.049528
130 0.317 1.32 3264 1248 2016 0.046277
140 0.317 1.24 3302 1344 1958 0.044946
150 0.317 1.19 330 1440 1955 0,044882
160 0.317 1.13 3439 1536 1903 0.043682
170 0.317 1.09 3524 1632 1892 0.043443
180 0.317 1.05 3595 1728 1867 0.042855
t MNC
Engineering Consultants
G=a1•
er 3 oa4a3x».rUrpoasJ MH 0 3�0
//0 69,1 a J£
-.v U ovT63, y4
b= O.ZS
S,SD
ySGF
Is•
Pipe At
L
1
1 ..
CLIENT IIa.IIer- — Larsor. JOBNNO. 094_066
PROJECT PUN CALCULATIONSFOR A/Ortl+ Sfor,n
MADE BYI W 6 DATE 4190 CHECKED BY DATE SHEET 26 OF 'qZ
10H+l ll8
.I ._
,ew Al 7,501 1... Rim 499y{,2•
i J/.✓ 494Z7Ba1.b313..rA/U�N99U.27;
N
; _. _
f
�-MN+� 90 0 _
J
'
1-
k4
K�� r,00:[vo� ;.Kb=o3o
'-
_ !
/ ✓iti 6
yyyy
_
:K► 0 08 Czo°)
-� _
{
I /N,✓ ov�'/9G0,96
2Y
k_ I � I
t
R
"z 30*
90GF
//CROP Q
�O,yOye
►5 03oFs —
6
1
128
Lm0Yoy0
F�
_
I
' I 1 1 i.. 1� m
i � 1 �_ I
I �.
'_ I _
T
/i✓✓orT �/960.60
I
1
� -•RAM 47.A-o6M�L
i
.
y Kyr O,OS
1
_
..../mac
i.._
-.
-
U_�:
iVE7u7p"R
1
I
—i
DH77i
� 1
. .Vol.•
i �.°^ p/ e
3 n
I
I /7
(,� ,
i
� I�
Ir �L=0
I I-
rl•�-- e_utt tens
� ..-'
I - '---
y
MH a
j3H o 33.1 (Ipca71
-
'
77
y. _.
---. :-
r-
(
,
'
; --
, -
.
I
-
t{
I
1 I
-
+
-
-
L
I
I_
t I
_-'_.
r _!
r -
_. ___—
:
l
I _
F
�
ti
maaaazzzaeaaaaaaaaaazzzzzzazeaaaaaaaaaazaaaaazazaazaaaaaaaaaaazzaaaz
REPORT OF STORM SEWER SYSTEM DESIGN
' USING UDSEWER-MODEL VERSION 3
DEVELOPED
BY
JAMES C.Y. GUO ,PHD, PE
DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER
IN COOPERATION WITH
URBAN DRAINAGE AND FLOOD CONTROL DISTRICT
-------------- DENVER, COLORADO
�* EXECUTED BY DENVER UD AND FCD POOL FUND STUDY - DENVER METRO AREA
ON DATA 08-28.1991 AT TIME 16:19:15
** PROJECT TITLE
POUDRE VALLEY HOSPITAL NORTHERLY STORM SEWER SYSTEM
** RETURN PERIOD OF FLOOD IS 10 YEARS
**
SUMMARY
OF HYDRAULICS AT MANHOLES
.............................................................................
MANHOLE
CNTRBTING
RAINFALL
RAINFALL
DESIGN
GROUND
WATER
COMMENTS
D
NUMBER
AREA * C
DURATION
INTENSITY
PEAK FLOW ELEVATION
ELEVATION
MINUTES
1NCH/HR
CFS
FEET
FEET
0.01
N/A
N/A
................................................
N/A
15.03
4963.00
4962.18
OK
90.00
N/A
N/A
N/A
15.03
4963.90
4962.45
OK
118.00
N/A
N/A
N/A
13.26
4964.20
4962.50
OK
370.00
N/A
N/A
N/A
13.26
4967.50
4963.92
OK
495.00
N/A
N/A
N/A
7.76
4967.00
4965.02
OK
633.00
N/A
N/A
N/A
2.77
4966.50
4965.40
OK
3700.00
N/A
N/A
N/A
5.50
4968.10
4964.49
OK
633.10
N/A
N/A
N/A
2.77
4966.50
4965.48
OK
3700.10
N/A
N/A
N/A
5.50
4968.10
4964.68
OK
IMEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION
L
�* SUMMARY OF SEWER HYDRAULICS
' NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8
..................
SEWER MANHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING
ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(HIGH) D1A(H1GH) DIA(HIGH) WIDTH
1D NO. ID NO. (1N) (FT) (IN) (FT) (IN) (FT) (FT)
...- ...-....... ..............
1.00 90.00 0.01 ARCH 24.45 27.00 19.00 30.00
2.00 118.00 90.00 ROUND 23.33 24.00 24.00 0.00
3.00 370.00 118.00 ROUND 23.33 24.00 24.00 0.00
4.00 495.00 370.00 ROUND 19.08 21.00 18.00 0.00
5.00 633.00 495.00 ROUND 13.36 15.00 15.00 0.00
6.00 3700.00 370.00 ROUND 14.73 15.00 15.00 0.00
7.00 633.10 633.00 ROUND 13.36 15.00 15.00 0.00
8.00 3700.10 3700.00 ROUND 14.73 15.00 15.00 0.00
IMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
�MENSION UNITS FOR BOX SEWER ARE IN FEET
QUIRED DIAMETER = COMPUTED; SUGGESTED DIAMETER = COMMERCIAL
R A NEW SEWER, FLOW IS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE,
(ISITNG SIZE IS USED
------------------------------------------
SEWER DESIGN 0 P-FULL 0 DEPTH CRTC DEPTH VELOCITY FROUDE COMMENTS
ID NUMBER 1N CFS IN CFS YN FEET YC FEET IN FPS NUMBER
---•...........................................•--•...-••-••-------- .......
1.00 15.03 15.16 1.66 1.39 5.28 0.70 V-OK
2.00 13.26 14.35 1.52 1.31 5.18 0.75 V-OK
3.00 13.26 14.35 1.52 1.31 5.18 0.75 V-OK
4.00 7.76 6.66 1.50 1.06 4.39 0.00 V-OK
5.00 2.77 3.78 0.79 0.67 3.37 0.72 V-OK
6.00 5.50 5.79 0.97 0.95 5.37 0.95 V-OK
7.00 2.77 3.78 0.79 0.67 3.37 0.72 V-OK
8.00 5.50 5.79 0.97 0.95 5.37 0.95 V-OK
,DUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
.......---...........-•
SLOPE
..............................................
INVERT ELEVATION
BURIED
DEPTH
COMMENTS
ISEWER
NUMBER
UPSTREAM
DNSTREAM
UPSTREAM
DNSTREAM
•'•••.......
X
........................................................
(FT)
(FT)
(FT)
(FT)
1.00
0.40
4960.96
4960.60
1.36
0.82
NO
2.00
0.40
4961.17
4961.06
1.03
0.84
NO
3.00
0.40
4962.28
4961.27
3.22
0.93
NO
4.00
0.40
4963.28
4962.78
2.22
3.22
OK
5.00
0.34
4964.00
4963.53
1.25
2.22
OK
6.00
0.80
4963.49
4963.13
3.36
3.12
OK
7.00
0.34
4964.00
4964.00
1.25
1.25
OK
8.00
0.80
4963.49
4963.49
3.36
3.36
OK
MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET
11
a3/9z
I* SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW
ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION
FEET FEET FEET FEET FEET FEET
.... ... •... ............ ••.. .........
1.00 90.00 0.00 4962.54 4962.18 4962.45 4962.18 SUBCR
2.00 28.00 0.00 4963.17 4963.06 4962.50 4962.45 SUBCR
3.00 252.00 0.00 4964.28 4963.27 4963.92 4962.50 SUBCR
4.00 125.00 125.00 4964.78 4964.28 ' 4965.02 4963.92 PRSSIED
5.00 138.00 108.81 4965.25 4964.78 4965.40 4965.02 SUBCR
6.00 45.00 0.00 4964.74 4964.38 4964.49 4963.92 SUBCR
7.00 0.10 0.00 4965.25 4965.25 4965.48 4965.40 SUBCR
8.00 0.10 0.00 4964.74 4964.74 4964.68 4964.49 SUBCR
ltSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW
9* SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
--- ---- ------ •------..-------.'.....
EWER UPSTREAM MANHOLE
FRICTION
DOWNSTREAM MANHOLE
ID NO. MANHOLE
ENERGY WATER
LOSS
MANHOLE
BEND
MAIN
JCT ENERGY
ID NO.
ELEV FT ELEV FT
FT
ID
K
K
LOSS FT
1.00 90.00
4962.88 4962.45
0.70
0.01
0.00
0.00
0.00 4962.18
2.00 118.00
4962.92 4962.50
0.00
90.00
0.30
0.00
0.13 4962.88
3.00 370.00
4964.34 4963.92
1.29
118.00
0.30
0.00
0.13 4962.92
4.00 495.00
4965.32 4965.02
0.68
370.00
1.00
0.00
0.30 4964.34
5.00 633.00
4965.58 4965.40
0.25
495.00
0.05
0.00
0.01 4965.32
6.00 3700.00
4964.94 4964.49
0.56
370.00
0.08
0.00
0.D4 4964.34
7.00 633.10
4965.66 4965.48
0.03
633.00
0.25
0.00
0.04 4965.58
8.00 3700.10
4965.13 4964.68
0.08 3700.00
0.25
0.00
0.11 4964.94
BEND LOSS =BEND K* VHEAD IN SEWER.
MAINLINE LOSS=
OUTFLOW VHEAD-JCT LOSS K*INFLOW VHEAD
JUNCTURE LOSS=
0 1F THE ABOVE DIFFERENCE
IS
LESS THAN ZERO
FRICTION LOSS=0 MEANS IT IS NEGLIGIBLE
OR POSSIBLE
ERROR DUE TO
JUMP.
FRICTION LOSS
INCLUDES DROP AT MANHOLE
1
I
I
2q/qz,
RIPRAP DESIGN
I
i ANC
Engineering Consultants
CLIENT JOBNO. Zsz-O/D
PROJECT Rim CALCULATIONSFOR 9wnP-
MADEBV KW-2DATE $ 4 CHECKED BY DATE SHEET 26' OF YZ'
� G i c/Gn ' Z`i`:;Qd•• C'IR "X3o"/iE•xrP)
� �� N'E,
d�n'f'ron f'b �
.i 1
' .. scapc o-;Ya9�
f
'
_
�
1
{
_
A
//✓O"i ri I
ai .fht
d�"f'/� r�e_._��__.
�_.J
.o.�'/U`';
SDGur10-A!
� 1 ,UD9�-FGp
-
-
�_
_
- --
---,
From
%-ry�vre S_-7 o°a u�St�
TYFG L G/ass
!o RiPo
�fJNS
_ _'- Sie
f
I
Lie.•{- "F•[hP:n.Sien-
I
4
{-
,..
�
I
L3 DJ7Y
e H+ O r� ro{ec{ion
- t
'16�Xr,�f�rt�
w
i�
I M i
L- st0oes h e aL in A�.1
!O D
- Y-
eeet
L'-3D�
e�
I �i
I
i
of/r r
nJaac=2 2(6{�
-/Z` 1 %7r✓Sf
-I
I
l
I I
�'
_
i t li
a -use
Z
I
_
_ � i - �
S-ie� 7 De��
r�r� 'w>dt_�+
1
_ 3 D r•.:�., (ry `x3o"�
I { I
_
8 -u-'j
Us'e:
Jft
No Text
1
1
1
1
1
1
1
1
1
1
A
1
1
1
1
1
1
1
1
RAINFALL PERFORMANCE STANDARD EVALUATION
---------------------------------------------------------------------I
PROJECT: Po�oa� .v�u�Y /�OSP/rAL STANDARD FORMA I
ICOMPLETED BY: k4rv1V DATE: 9/3 9/
---------------------------I
IDEVELOPEDIERODIBILITYI Asb Lsb I Ssb I Lb ! Sb I PS i
ZO I (ac) I (ft) I (%) I(feet) I (%) I (%) I
ISUBBASIN
--------_ �a-n��--- I- I I- I I
aat on mode, io AtIn I N/,9 I - I — 18s,o 1
S�pPe pt
I0.75
I
I I
Se,rIloiCpS
mOle reck
,✓/N
N/l9
—
-
BS•0
Boi/ar Paws
'I'a
N/q
N/N I
-
-6 9`
M oder4e—
o , 07
Nlp
N/A
Ssd'fiy,s
,E A�m
Modem%
e, 6o
NlA
nl/A
PdrKi N
s+r5
rnod�r�fe
a.3(o
NIq .
NlA
—.
—
0 I
0ce/
Nlodertt4e
0,91
NSA
NI9
N6✓ Pe �
Go t
/Noc(erxx�
Ol Zo
^l /N
NI.9
USED
0 �QO
I
I
TT�BLE
YD ,v
RE OF
oR K
¢ND A
Lgb ON,
.Ssb
I
CiiGcac
T/on/S D
NE,
C�,eOpIBI
/ry zo
E
i. -----------------------------------
,woe ruin/
IIiIII
D is rn
ew#
I
__________________________
I
I
I
I
I
271yz
HOI/SF-A:1989
I
' ---EFFECTIVENESS-CALCULATIONS-
---------------- ------------------------
PROJECT: Poup,ee- vFAaGEY 905PIM41- STANDARD FORM B
+COMPLETED BY: DATE: /3 f/
I
L
I
1
I
F
I
I
I
d
Erosion Control
C-Factor
P-Factor
Method
Value
Value Comment
-----------------------------------------------------
Ro*vs y- cUR,B
Ole/
/, D 0
A6ey)9LTlcamcowg
0,0/
/,OD
SOD 6RA55
0,01
/,OO
c."L)cG F/G TAR S ,
/, Do
01 W
S/GT �ENGE
/,00
O,SO
-----------------------------
MAJOR PS SUB AREA
------------
BASIN M BASIN (Ac) CALCULATIONS
----- ------ ----- ------ ------------------------ ---------- ----------
= 1p! es.o /,yo AsPnalt/Concrcte l B„;l/i��S = 1, 2B /4a
`^
Sod Grass = 0,1Z Rc
/Vef c Factor = 1,29C,o1)t.IZ(�I) s,o1
Net• P Factor= °.8oxo'so=o.40 y
EfF=C/-CXP)x/oo= (I-�0{X ,y6))X Ito=`f9,6% ?8 OK/o
ofr
B$i0
0.75
RaPi�lt/ Concn°fG ,$ui//3n�= O.T//9L
�^I'ofs
KI/d;�ron
Sod Grass a O,Dy AG..
0.'11[.oi)
_
Ne- c Factor- o,75" I
Net- P Facfor= o,so
x100 _ (1-
o
85,b
0,11
%i5pha/flGonc.rfe/Lfui/�%nfs= O•//Ac
goof"
R
Sod Grass = O Ac . I
Ne:F C Facfar = , 01
A10- P Facafor = °' $0
EFP=C/—CXP)Xldd= (/—(,IIY,S�))xloo= 49,5%s %
Cox)
VGkde. 105, 0
BS,o
-/Is-
0.07 061ha/t) Conc^tke Ba1/440ys c 0, 07,9c,
50&L brass = O RG,
Nc - C Fadvr= , o /
NLfi P Fac%r= ,So
EFF< (/-CXP)X /00= )BSo90
(oK) ;
I0,(,0 AX5110h4#/GorlcrelCJf�ai//:nos- o.bo.9c
sod Grass = o h+-c--
Nc#
` Ne- - P Fsc{or = o•So
cxP)x/oo = (I-f,•Ix.%o)xioo= 99. slo ? es,olo I
I -----
-------
------
-------
-----------------------------------------------
HOI/SF-78:1989
EFFECTIVENESS CALCULATIONS
----------------------------------------------------
PROJECT: STANDARD FORM B
COMPLETED BY: keu.,y Gia/GE,ey —,eBD DATE: 9/3/q/
Erosion Control
C-Factor.
P-Factor
Method
Value
Value Comment
--------------------------------
�oact!3�Cur/j
0,0/
--------------------------
/160
As/oha/f�canae{e
o. o /
/ . 0 6
-f'od Grass
O' O /
/,0 0
6raval FiNerS
/.OD
O•Sd
Si/f Fcncc
----------------------------------------------------------------------�
MAJOR
PS
SUB
AREA
BASIN
(%)
BASIN
(Ac)
CALCULATIONS
-----
Af,R)'
------
BS,o
-----
------
2.3(0
--------------------------------------------
)&f.444h4) Concix*/= A6,0.4
Sod Grass= o•76Ac--
Nx-t G Facfar_ o.ol
,Ue-'- P F•a4;06r= 0.00X•SD=0.4o
�F - �/'cicP�x/o0=�1-(.o�X.9eJ)KIODa99•b%1� O'a"--
�O
85,0
0.9/
/iaPhs/f, Conch& 6alld;7o O.6SRc
6,21. -Vlr—
ce
NGt C Facfor= o, of I
tik* P Fawlil r= 6,60
EFF=Ci-cxP)x/oo=Cl-(•e�x•so/)x�oo=94.S%>SS�o90 `
'UW
9S.O
0.20
A5/oha /f ConuY-'f L = 49.20 h+c
arK"�
sod Gross c o Ac .
Nei- C F`acfar= 0.01
Not P Fa.cf+sr = •0.50
EFF = (/-C K,*)x/eb = Cl-!o�><.so))x/oa
--------------------------------------------
HDI/SF-B:1989 - ---
1
3%t2
CONSTRUCTION SEQUENCE.
PROJECT: •
P°vDkE V'44f-EY
NOsPrry L
STANDARD FORM C
SEQUENCE.
FOR 1991-96 ONLY
COMPLETED BY: KWG w/RBD 144•
DATE: 9-3-91
Indicate
by use of a bar
line or symbols when erosion control measures will be installed.
Major modifications to an
approved schedule may require submitting
a new schedule for
approval
by the City Engineer.
i
i
i
r
I
YEAR
MONTH -------- -
OVERLOT GRADING I
WIND EROSION CONTROL
Soil Roughing
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/Mats/Blankets
Other
D 19N1 I p 1I
1"Z 1993 I 1 1"14 1"S I I"(*---------------fj--------------------------------------------
I
I
STRUCTURES: INSTALLED BY MAINTAINED BY
VEGETATION/MULCHING CONTRACTOR
DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON
HOI/SF-C:1989
FIGURES AND TABLES
No Text
. - AUG 27 glSalcmRmq R:
.. .
. _ e\21
�
.1
@�
�
�� ■k�|��� ��4(.
k�
�
E2
f�
i§�
E
.§�F
$§
§E
§CO
�•
k
dill
.If
�E.2
§
IkI
,§
gig
�-
`k
E
2 �
E
E Ji
�E
MmE2Z
§�o
1.0
I
9
-
8
1
.7
.6
F
W
u. .4
z
2-
O
z_
z .3
W
a
O
U.
0 .25
x
W
x
.2
15
10
8
0
6
LL
9
0 4
-LL
i'
8
Cr 3
w
z
a
,.
c
7
iom!ey/
z
c�
1.0
Z
z
-
--.8-
W
-----
5.5
..
- a-
o
W
.6
Z
U-
O
5
Z
z
=
-
.4
W
ao
CD
4.5
z
.3
w
-
U.
x
4
t
O 2
O
c�
x
z
O
w
0
3.5
w
o_
-�
x
O
U.
.I
O .08
w
F-
F
3
O
►-
~o .06
x
c�
O
U.
z
W
=
x .04
w
2.5
o_
f
.03
}
a
3
�
a .02
U.
0
2
a
_
a
W
01
L
n-
O
O
---
-
-
- --
vo a
- _
1.5
Cr
5 39/yz
4
3
2
1.5
1.0
.9
.8
.7
.6
.5
.4
.3
.25
2
15
0
((++ Figure 5-2
NOMOGRP'AH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2'
JJ Adapted from Bureau of Public Roads Nomograph
N
5-10 DESIGN CRITERIA
MAY 19"
0.6
-
0.7
ru-
0.6
I�
Z 0.5
z
W
> 0.4
O
F-
a 0.3
w
0
c�
? 0.2
0
z
O
a 0.1
MAY 1984
0.0 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1, 1 1•,• 1
0 .1 2 3. 4
FLOW INTO INLET PER SO. FT. OF OPEN AREA (CFS/FT2)
Figure 5-3
CAPACITY OF GRATED INLET IN SUMP
(From: Wright -McLaughlin Engineers, 1969)
1=ATe0 ItoI.-t T`
�: Pi ti f'�i: F/�. 2..%0 IwI Z. �i•SS Tr
Swrr%-IFS : COMMERCE Ciry Svjd f J/� Pnowt Z89` '4Bz-S
5-11
DESIGN CRITERIA
36/N1
b
O
0
d
Cfl
w
O
H
O
w
14
4J
O�
ro
p
y Y
d
O
p
T?
O
44
41
M
°°
:3
o
o �
d
,
14
7
0%
o
w
0
�-- 00 CD - N 0") DO CO CV 00
C� O. _ .-- cy) - _ O) O 00 " 00 00 00 O
O O O O O O O O
-- - .10.40103 -4uaui'4snfpV AOLoU'4np
37/Ht
I
1
1
I
1
11
1
1]
1
11
I
38/6
1
1
1
1
1
1
1
1
1
i
1
1
1
1
1
1
1
1
STORM DRAINAGE DESIGN AND
TECHNICAL CRITERIA
TABLE 803
MANHOLE AND JUNCTION LOSSES
p/ NOT[
PLAN
FEW Aq TTN O/ PLAN
IN�f.
of
USE EQUATION 805
o' N k VIZ
.�9
01.4
OI.rI VI VL .
Oyq
SECTION
USE EQUATION 801
SECTION
K. d2 CASE I
CASE II
.1
INLET ON MAIN LINE or-
kb oivS
INLET ON MAIN LINE
MIL„Ilet- Q,I athC�ha
WITH BRANCH LATERAL
0„ r
p/
PLAN
4'r1- � ----- °'--�
USE EQUATION 801
PLAN
sk
k- -ZY
USE EQUATION 805
U
va" f'`
NLS k
SECTION
� d
K=�}bl`sea. VI �vZ
SASE g
INLET OR MANHOLE AT
BEGINNING OF LINE
o�
SECTION
CASE M
MANHOLE ON MAIN LINE
CASE III
1111TH 9 LATERAL ;CASE
NO. K� K.
_BRANCH
r-
I 0.05 22 1/2 0.7
II 0.25 45 0•.•50
IV 1.25 60 0.35
90 . 0.25
No Lateral See Case I
Date: NOV 1984
Rev:
REFERENCE:
APVVA Special Report No. 49, 1981
1
1
1
1
1
1
1
1
1
1
DRAINAGE CRITERIA MANUAL
.4C
0
0
F
RIPRAP
MEMENEEMEN
NONE■
mom
MEN
�'�s
./��
IEO
WA::
E��
w�wl�
Yt /D
Use Do instead of D whenever flow is supercriticol.in the barrel. .
**Use Type L fora distance of 3D. downstream.
1.0
FIGURE 5-7. RIPRAP EROSION PROTECTION AT CIRCULAR
CONDUIT OUTLET.
11-15-82
URBAN DRAINAGE 8 FLOOD CONTROL DISTRICT
40�42
DRAINAGE CRITERIA MANUAL
8
7
0 = Expansion Angle
'Emmommom
No
rAd
Arm
VAA
021-mm
muffiEffiNEW
mummmmum
Emmummum
mummommm
Emmummom
RIPRAP
.1 .2 .3 A .5 .6 J Al
TAILWATER DEPTH/CONDUIT HEIGHT, Yt/D
FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS
. 11-15-82
URBAN DRAINAGE 8 FLOOD CONTROL DISTRICT
I
PAGE 23
1 olrnrnOoo '
, , 1
' 1 a I -c:r et LO Ln Ln I
1 Ln I WWOW W '
1
i o i ch4mmmccoo0o I
1 1 '
1 c I a• .1d, qw mr Ln Ln LO Ln Lri lit I
1 I
i o i aorn . . . .o.rn . . .rnoo . I
I o 1 00Co�CrCrerel•avintnln I
1 M 1 WWcoWcow WWWWWWWt)r 0000 � ,
CD i hCoco
oDt;nmmma,O+rnrno+v+rno+rnO+a+rn I
i O i v er -I tr v a' lcr a' 44 of 444 4 V et C tr
1 N I COW CO CO CO CO 000000 CO WODCOW WCO W CO CO
1 1
1 O I OM Ct Ln W tO LO to h h fa h l*l h h h f.,h h h 0000 cO co co co I
I
1 '-+ 1 co co co W co co co co co co co co co W co co co co co co co W co co co co I
1 1 '
1 O 1 co NMCf LnlAtntL. . .tOtOtOhhhhhhhhhhW co W ;
O 1 O'1 1 M Ct C:r -t*' .0 —W CI CI• -0 CI Ch et et CT qd- Cf Ct CI• -01 -o a' ."r Q• et -W 1
Q 1 1 co WWW WWWCDW co WWWW co C00000WW 0000c0W COW I
1 I
O 1 O 1 to ON CM-01 Ct to Ln Ln to tO tO to tO tO tO tO t0 LO tO h h h h h h 1
I
O 1 W I M Ct lcr CI• Cr Ct 'o -"• Ct CI• Cf -*1 -01 Ct it Cr Cr Cr Cr Cl tt -*- -d Cr Ct V 1
U I I CO CO CO CO W CO CO CO CO CO W 00 CO CO CO CO CO CO W CO CO CO CO CO CO CO I
1 1
1
w 1 O I CZ m. . . M . . C. cCh C. LL7 In In In l!. . Ln Ll. Ln to tO tO tO la tO h 1
H 1 I • • • • . • • • • • 1 • . I
Z I h 1 M M Co co co co co co Cr CI CO CO CO CO -crW CO C1• CO CO M OD CO CO CO Co co 1
1-•. 1 � I Coco W W W W W W W W W W W W W W' W W W W W W W W COW I
J 1 O 1 OtO co 0.--1.--1NNMMMM-Ft -d-d'-el Ct a'Ct qdllA li)Ln lL'f LO IO 1
CD
I t0 I MM M Cf Ct Ct Cr d' d• Ct Ct C1 a'et C7't7 Ct�Ct Ct Ct a7 CI''o CI 1
1 I co co co CO co W c0 c0 c0 co co co co co co co co co W co co co co co c0 c0 I
fY I�4= 1 Ln N Lnh CO 0100.-I .�� N N N N N M M M M M -,W -W et tt� 1
. • 1
WO 1 vin 1 N en M M M M Cr Cr .4, Ct•CT I CY Ct CT CI•-d' CI•Ct Cif V' CI•Ct'CY CI' 1
I I WW WW WWWCO WWWWWCOWWWWWCOW00WCDCOW I
1
' CD 1 0.Ln i .--I co r'1 M � Ln Ln tO tO h h h co co co co co WO1 ON O10000CD '
I J Ct I N N C7 M M tM M fM M M M fM CM M C4 M M M C4 fM M 4 a' 41
cn1 to 1 COW LOCO cOWWW WWWc0WW 00000000 WWcOWWWCOW 1
1
C 1 0 1 t0 Ln CO CD M et et Ln Ln Ln LO LO LO LO%O h h h 1� 00 W CO Cl ON I
r-O N N cn f7 M M P'9 C4 M CM C4 C4 M tM M M tM M M M M M M M M 1
Q 1 I Coco CD cO CO W W W CO c0 c0 co CO c0 0000 W W COW Coco COW W W I
F- 1 Ln 1 .--1 r-1 Ln h co CD CD"" N N m cn M Ct Cf CI %* CI• Ln Ln Ln to tO tO h h 1
Ln I . I . . . . . . 1 . . . . . . . . . . . . .
1 M t .+NNN N m M to t'7 en m m M M cn M en M fn M M M M M M fM I
W 1 I cow0000cOW00coCOCO00WWWWWWWWWWWWWWW '
Q I 0 I MN LO W OIO r'IN N Cc7 m M Ct� .0. of � v Ln Ln Ln Ln tO tO tO tO 1
• I
1 M I O1"I .--I "- r♦. N N NNNN NN NN N NNNN NNN NN I
1 I W W W W W W W W W W W W W W W W W W W W W W W W W W I
1
OW I Ln 1 Ln Ln O1N M Cr Ln tO h h h co co co CL 0% M Ot CL OL 000000 I.
= I . I . . . . . . . . . . . . . . . . . . . . . . . . . . .
W I N 1 01 O O .--I 1� r-I 1 y ."I ."•1 r .--I r-I r .-•1 rti r r-I r♦ rti ^'4 N N N N N N 1
CL 1 I h co CO CO CO CO CO 00 00 00 cD 00 00 CO CO CO CO CO CO CO CO CO W CO CO CO 1
1 1 '
1 CDI Ct In CDMtn t0 co co CT 00 O.-+rti r•1 •--I N N N N M M M M M M 1
CO OL O O O O O O O .--i rti .'a rti ."t rti .--1 rti r•1 r-I r-1 rti '"'I '"' r~ rti rN 1
I I h h 00 CO CO 00 c0 0o 00 co co 0o 00 00 co co W co co co co W co co co co I
1 1
1 Ln 1 WNW r-. Cf Lnhh .OL cn CD O.--I . ._."ItiNNNMMMM 1 .
i r1 i tO co W 01 ON 0% cn OL O1 OL 0% 000000000000000 1
1 I h h h h h h h h h n h co co co co W. W co co co co co W co co co I
' I 1 1 CDI t0 M CD � h 01 O rlN tM M dtO h h CI• ' Ln Ln Ln Ln tO to to to to tO 1
.
. I
I •-d 1 Ct tO h h h h co co co co co co co co co co co co co co co co co co co co 1
1 1 h h h h h h h h h h h h h h h h h h h h h h h h h h 1
1 1 '
t Ln 1 OLO �tOhW Cohhf�tO tO tO Ln tf. . . . . . . .tf. .OLL. ;.
1 . 1 .
1 O I O N N N N N N N N N N N N N N N N N N N •--I rd P-1 rN O O 1
1
1
I 0000 000000000000000000000 a I
' 1 0 co H 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1
I JZLA. I r-4NM CT Ln tO hW 01 O 14 N MCT Ln tO h co 01 O Ln O Ln O Ln O I
1 U- W v 1 r4 .--1 ."I 1~ .--I r1 .'+ ry r•1 r•1 N N M M Ct Cr Ln I
TABLE 5.1
11
y2lq 2.
PAGE 24
Table 5.2 C-Factors and P-Factors for Evaluating EFF Values.
Treatment
C-Factor
P-Factor
'
BARE SOIL.
Packed and smooth . . . . . . . . .
. . . 1.00
1.00
Freshly disked. . . . . . . . . .
. . . 1.00
0.90
Rough irregular surface
1.00
0.90
SEDIMENT BASIN/TRAP. . . . . . . . . . .
. . . 1.00
0.50(1)
'
STRAW BALE BARRIER, GRAVEL FILTER, SAND
BAG. .'1.00
0.80
SILT FENCE BARRIER . ... . . . . . . .
. . . 1.00
0.50 .
ASPHALT/CONCRETE PAVEMENT. . . . . . . .
. . . 0.01
1.00
'
ESTABLISHED DRY LAND (NATIVE) GRASS. . .
See Figure
1.00
SOD GRASS . . . . . . . . . . . . . . . .
. . . 0.01
1.00
TEMPORARY VEGETATION/COVER CROPS .
0.45(2)
1.00
HYDRAULIC MULCH @ 2 TONS/ACRE. . . . ...
. . . 0.10(3)
1.00
SOIL SEALANT . . . . . . . . . . . . . .
. 0.01-0.60(4)
1.00
'
EROSION CONTROL MATS/BLANKETS. . . . . .
. . . 0.10
1.00
HAY OR STRAW DRY MULCH
After planting grass seed, apply mulch
a rate of z tons acre (minimum) and
at
adequately
anchor, tack or crimp material into
the soil.
Maximum
'
Slope Length
M (feet)
I to b 4UU . . . . ..
. . . 0.-06
1.00
6 to 10 200 .• •
0.06
1.00
11 to 15 150 . ... . .
0.07
1.00
16 to 20 175 .
0.11
1.00
'
21 to 25 75 . . . . .
. 0.14
1.00
25 to 33 50..
0.17
1.00
> 33 35
0.20
1.00
NOTE: Use of other C-Factor or P-Factor
values reported
in this
table must be substantiated by documentation.
'
(1) Must be constructed as the first step
in overlot grading.
(2) Assumes planting by dates identified in Table 7.4
thus.dry
or hydraulic mulches are not required.
(3) Hydraulic mulches shall be used only between March
15 and
May 15 unless irrigated.
(4) Value used must be substantiated by
documentation.
APPENDIX B
CLIENT Ala Ile V_ - 4ACS01-1 JOBNO. F-92-010
NG PROJECT CALCULATIONS FOR E'X,
Engineering Consultants MADESYk6U6 DATE 10(CHECKED BY DATE SHEETOF
F
- - -----
7d _*49
------- ----
7
05";7iu�s :,_7
1-. flfr^J
1-J. -1 7 -7 ----- -
-- -- ------
77 �C
5 _7
z
iv)(Am)
7V IN)%W d!ill 7
J
f WA, k. a 0% Als �jc eqsc�
.... ...... .
7
Irl _IF, 3 -4
6 106_�Ek _j
++ >
or
1 0, V7
16i ...... 7j,
L
ib __j
Ad ;W'
�-4
T _77
7
4�STL - -----
■��INC
Engineering Consultants
CLIENT M%-116C -4arSon JOBNO. ZFZ-o/G
PROJECT PVN CALCULATIONS FOR •EastDeferrf:onVO/un
MADE BY 60ATE�CHECKED BY DATE SHEET Z OF U
,vE -.1 Jusr/wG
oE.vrro
�+oNvl
I 77
I
I
,
T.Olan1rnei�p,x.wiii�-
I
1
" r a�✓TD u 2
9REA iNz'—
�QEfI
- ✓D -
H4S4_`
-I 6,Soc�
lB� osn
�_�
231.09j.
I..
'i96Z
/o,
J./1
l
Z `l81{
_
y963_
l3 BS
t 35�625
/
_ -
VII
Vie
/31(�J 65aN �sesa+
/asoe isoso)�)
11179/ ifs
✓zi
Y-i4 Bolo+Z�isa+
IgoSo 2llsol_
19�58o
, r v3-Y-j-6x,/h7v+ZS/zSt
(?(ISO ZS/Zs
Z3,lo`/f{i3
i I
_
1
3 '
-
r
_.
_
i -
—
, -
SEA X
E
E%70.V
I ST7A16 D7EN
197
1
7 OL 3
17 GSb
ZS
L _f
__`19GZ
-T-
_H463 _ I
23 56_ 1 _ S8�9oo
�
3'lj.YyB
>
_
I I
V.
I/3(�lit?Sf.
_
L
1 _ L
- I _ _
.- -
I - J-
.
''3G)t zSt13os3nt
V3 /3CtXjossD38sah
::3y/5'HB'YCf
_
'..
I ...
_y___y ,Y385bot
_3ossoBSo�
589ebt• 38Soa(S89oo) YBJ3H0-
•F-f-'3
.;.....
�
-.
-
- -
pon4
T!Te
+
h'
: '
r -
_-11iA tons .:uwe
i
-- -
d nam��all i►Tode.! ��e de#errffon";
nee�C /n_ /ou/ %lyclioAn�hs.
5TFP2
__
d
i « flora Ival�e3
I i _� '_. _
--,For each P
II_ �,i, ,Sec �-ctlHP...!ov�f;
. O•r' _next f'eJ✓
_ _
. _ _,_
I
i
3/2d
U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE AT TIME
CUHPE/PC VERSION MODIFIED IN JANUARY 1985
PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 0
POUDRE VALLEY HOSPITAL EXISTING DETENTION PONDS
BASIN ID: A .. BASIN COMMENT: BASIN A 100 YEAR DEVELOPED RUNOFF
AREA OF BASIN LENGTH OF BASIN DIST TO CENTROID IMPERVIOUS AREA SLOPE UNIT DURATION
(SOMI) (MI) (MI) (PCT) (FT/FT) (MIN)
.01 .15 .08 58.80 .0120 5.00
' COEFFICIENT COEFFICIENT
(REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)
.084 .352
CALCULATED UNIT HYDROGRAPH
TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH PEAK VOLUME OF RUNOFF
(MIN) (MIN) (CFS/SDMI) (CFS) (AF)
3.62 6.30 12123.64 135.78 .60
*** NOTE THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER,
REPLACING THE ONE COMPUTED BY CUHPD (TP= 4.21)
WIDTH AT 50 = . MIN. - - -
2 I WIDTH AT 75 - 1. MIN. K50 - .35 K75 - .45
RAINFALL LOSSES INPUT W/ BASIN DATA
MAX. PERVIOUS RET. _ .40 IN. MAX. IMPERVIOUS RET. _ .55 IN.
INFILTRATION = .50 IN./HR. DECAY = .00180/SECOND FNINFL = .50 IN./HR.
TIME UNIT ' TIME UNIT ' TIME UNIT '
HYDROGRAPH ' HYDROGRAPH * HYDROGRAPH
* r
• r
0. 0. * 10. 8. * 0. 0.
5. 76. * 15. 0. * 0. 0.
1
i
1 Yip
'1 BASIN ID: A BASIN COMMENT: BASIN A 100 YEAR DEVELOPED RUNOFF
**** STORM NO. = 1 •*** DATE OR RETURN PERIOD = 100-YEAR
INCREMENT TOTAL STORM * INCREMENT TOTAL STORM
TIME RAINFALL EXCESS HYDROGRAPH * TIME RAINFALL EXCESS HYDROGRAPH
(MIN.) (IN) PRECIP (CFS) ' (MIN.) (IN) PRECIP (CFS)
* r
' 0. .00 .000 0. ' 60. .10 .084 7.
5. .03 .000 0. * 65. .10 .084 7.
10. .08 .000 0. * 70. .05 .033 3.
15. .12 .000 0. * 75. .05 .033 3.
20. 21 .000 0. * 80. .03 .017 2.
25. .36 .221 17. ' 85. .03 .017 1.
30. .65 .614 49. * 90. .03 .017 1. '
35: .36 .336 31. • 95. .03 .017 1.
40. .21 .185 17. * 100. .03 .017 1. '
45. .16 .139 12. * 105. .03 .017 1.
50. .13 .109 9. * 110. .03 .017 1. '
55. .10 .084 7. * 115. .03 .017 1. '
TOTAL PRECIP. = 3.01 (1-HOUR RAIN = 2.60) EXECESS PRECIP. = 2.078 INCHES
VOLUME OF EXCESS PRECIP = 1. ACRE-FEET
PEAK G = 49. CFS TIME OF PEAK = 30. MIN.
INFILT.= .50 IN/HR DECAY = .00180 FNINF = .50 IN/HR
MAX.PERV.RET.= .40 IN. MAX.IMP.RET.= .55 IN.
RATIONAL FORMULA C = .69
1 = 8.2 INCHES/HOUR
A = 7.2 ACRES
41.
G = 41. CFS M97ZFIE3 FFqWO c9GC0cgT7ov
i
1
U.D.F.C.D. CUHP RUNOFF ANALYSIS EXECUTED ON DATE AT TIME
'CUHPE/PC
VERSION MODIFIED IN JANUARY 1985
PRINT OPTION NUMBER SELECTED FOR THIS BASIN IS 0
POUDRE VALLEY HOSPITAL EXISTING DETENTION PONDS
BASIN ID: B •• BASIN COMMENT: BASIN B 100 YEAR DEVELOPED RUNOFF
AREA OF BASIN LENGTH OF BASIN DIST TO CENTROID IMPERVIOUS AREA SLOPE
UNIT DURATION
'
(SGMI) (MI) (M1) (PCT) (FT/FT)
(MIN)
.02 .08 .06 58.80 .0220
5.00
COEFFICIENT COEFFICIENT
(REFLECTING TIME TO PEAK) (RELATED TO PEAK RATE OF RUNOFF)
.084 .376
CALCULATED UNIT HYDROGRAPH
TIME TO PEAK TIME OF CONCENTRATION PEAK RATE OF RUNOFF UNIT HYDROGRAPH
PEAK VOLUME OF RUNOFF
(MIN) (MIN) (CFS/SGMI) (CFS)
3.09 5.00 24348.10 418.79
(AF)
.92
'
*•* NOTE : THE TIME TO PEAK IS CALCULATED BASED ON THE TIME OF CONCENTRATION PROVIDED BY THE USER,
REPLACING THE ONE COMPUTED BY CUHPD (TP= 3.52)
'
WIDTH AT 50 = 1. MIN. WIDTH AT 75 = 1. MIN. K50 = .35 K75 = .45
RAINFALL LOSSES INPUT W/ BASIN DATA
MAX. PERVIOUS RET. _ .40 IN. MAX. IMPERVIOUS RET. _ .50 IN.
INFILTRATION = .50 IN./HR. DECAY = .00180/SECOND FNINFL = .50
IN./HR.
TIME UNIT ' TIME UNIT ' TIME UNIT '
HYDROGRAPH * HYDROGRAPH * HYDROGRAPH •
• f
• f
0. 0. * 10. 9. * 0. 0. •
5. 117. * 15. 0. * 0. 0.
1
r
r
s/w
�1 BASIN ID: B BASIN COMMENT: BASIN B 100 YEAR DEVELOPED RUNOFF
***• STORM NO. = 1 **** DATE OR RETURN PERIOD = 100-YEAR
INCREMENT TOTAL STORM • INCREMENT TOTAL STORM
TIME RAINFALL EXCESS HYDROGRAPH + TIME RAINFALL EXCESS HYDROGRAPH
(MIN.) (IN) PRECIP (CFS) • (MIN.) (IN) PRECIP (CFS)
• r
■
0. .00 .000 0. + 60. .10 .084 11.
5. .03 .000 0. + 65. .10 .084 11.
10. .08 .000 0. " 70. .05 .033 5.
15. .12 .000 0. • 75. .05 .033 4.
20. .21 .000 0. * 80. .03 .017 2.
25. .36 .249 29. " 85. .03 .017 2. "
30. .65 .614 74. " 90. .03 .017 2.
35. .36 .336 45. • 95. .03 .017 2.
40. .21 .185 25. * 100. .03 .017 2. "
45. .16 .139 18. • 105. .03 .017 2.
50. .13 .109 14. + 110. .03 .017 2.
55. .10 .084 11. • 115. .03 .017 2.
TOTAL PRECIP. = 3.01 (1•HOUR RAIN = 2.60) EXECESS PRECIP. = 2.106 INCHES
VOLUME OF EXCESS PRECIP = 2. ACRE-FEET
PEAK Q = 74. CFS TIME OF PEAK = 30. MIN.
INFILT.= .50 IN/MR DECAY = .00180 FNINF = .50 IN/HR
MAX.PERV.RET.= .40 IN. MAX.IMP.RET.= .50 IN.
RATIONAL FORMULA C = .70
1 = 8.8 INCHES/HOUR
A = 11.0 ACRES
Q = 68. CFS /NgrcNe:S N4a0 ��4tcu� �r<o�v
1 U.D.F.C.D. CUHPD RUNOFF ANALYSIS EXECUTED ON DATE AT TIME
CUHPE/PC VERSION MODIFIED IN JANUARY 1985 TO WRITE OUTPUT FILE OF STORM HYDROGRAPHS FOR SUBSEQUENT
USE WITH MULTI -PLAN RIVER ROUTING ROUTINES OF HEC-1
POUDRE VALLEY HOSPITAL EXISTING DETENTION PONDS
NO HYDROGRAPH VALUES WERE WRITTEN TO AN OUTPUTFILE FOR THIS RUN OF CUHPD.
r
7/20
a aassaaaaassasaaaaaaassasaasaaaaaaaaaaaasaasaaaaaaaa saaeaaaasaaaaassaaaaa
HYDRO POND
RESERVOIR FLOOD ROUTING AND FLOW ANALYSIS
VERSION 3-DECEMBER 1990
DEVELOPED BY
JAMES C.Y. GUO, PHD, P.E.
DEPARTMENT OF CIVIL ENGINEERING
UNIVERSITY OF COLORADO AT DENVER
EXECUTED BY CITY AND COUNTY USE ONLY -DENVER UDBFCD POOL FUND STUDY
ON DATE 10-04-1991 AT TIME 07:36:22
a aaaaasssasaaaaaaaaaasaasassaaaaaaa_aaaaaass-aaaaaaeaa_�aaaaaaaaaasssaaa
*� PROJECT TITLE: POUDRE VALLEY HOSPITAL BASIN A DETENTION POND
�* LAYOUT OF OUTLET WORKS:
NO ORIFICE IS SPECIFIED.
NO WEIR IS SPECIFIED.
'
STAGE -AREA -STORAGE
CURVE FOR THE RESERVOIR:
'
......................................................................
ELEVATION
(STAGE)
CONTOUR EQUIVALENT
AREA DIAMETER
POND BANK
SIDE SLOPE
CUMULATED
STORAGE
................................•••............_.._...................
FEET
ACRES
FEET
FEET/FEET
ACRE-FT
4959.00
0.15
90.91
0.00
0.00
4960.00
0.41
151.53
30.31
0.28
4961.00
0.49
164.18
6.32
0.73
4962.00
0.58
178.89
7.36
1.26
4963.00
0.80
209.98
15.55
1.95
'*
THE GIVEN
INFLOW AND COMPUTED OUTFLOW
HYDROGRAPHS
ARE TABULATED AS FOLLOWS:
INFLOW
RESERVOIR
STAGE AND OUTFLOW
TINE
RATE
STAGE
STORAGE
ORIFICE
VEIR
OUTFLOW
MINUTE
CFS
FEET
ACRE -FT
CFS
CFS
CFS
................••••.__.._....-...._............._.._.
0.00
0.00
4959.00
0.00
0.00
0.00
..........._
0.00
5.00
0.00
4959.00
0.00
0.00
0.00
0.00
10.00
0.00
4959.00
0.00
0.00
0.00
0.00
15.00
0.00
4959.00
0.00
0.00
0.00
0.00
0.00
4959.00
0.00
0.00
0.00
0.00
'20.00
25.00
17.00
4959.38
0.06
0.00
0.00
0.00
30.00
49.00
4959.84
0.29
0.00
0.00
0.00
35.00
31.00
4960.68
0.56
0.00
0.00
0.00
40.00
45.00
17.00
12.00
4961.05
4961.21
0.73
0.83
0.00
0.00
0.00
0.00
0.00
0.00
50.00
9.00
4961.28
0.90
0.00
0.00
0.00
55.00
7.00
4961.47
0.95
0.00
0.00
0.00
60.00
7.00
4961.44
1.00
0.00
0.00
0.00
65.00
7.00
4961.55
1.05
0.00
0.00
0.00
1
70.00
3.00
4961.60
1.08
0.00
0.00
0.00
75.00
3.00
4961.63
1.11
0.00
0.00
0.00
80.00
2.00
4961.81
1.12
0.00
0.00
0.00
85.00
1.00
4961.72
1.13
0.00
0.00
0.00
90.00
1.00
4961.68
1.14
0.00
0.00
0.00
I
I
9124
I
I
I
I
I
I
I
1
I
r
95.00
1.00
4961.84
1.15
0.00
0.00
0.00
100.00
1.00
4961.75
1.15
0.00
0.00
0.00
105.00
1.00
4961.73
1.16
0.00
0.00
0.00
110.00
1.00
4961.87
1.17
0.00
0.00
0.00
115.00
1.00
4961.78
1.17
0.00
0.00
0.00
120.00
0.00
4961.75
1.18
0.00
0.00
0.00
125.00
0.00
4961.88
1.18
0.00
0.00
0.00
WL
130.00
0.00
4961.79
1.18
0.
135.00
0.00
4961.81
1.18
0.00
0.00
0.00
mom, TdP oF 6E9M EGEVA7I44-1
FROM exois/'% ORffW/a/6 �6
NOTE: OUTFLOW WAS DETERMINED 8Y POND OUTLETS
OUTFLOW = ORIFICE FLOW + WEIR FLOW
H9(,3•5-9 ,4toN6 E-45T
ORIFICE
FLOW = TOTAL
FLOW RATE
THROUGH THE
ORIFICES
FR.EE-,60m2O = /, 71 /F
WEIR
FLOW = TOTAL
FLOW RATE
THROUGH THE
WEIRS
/5 k�GEASEO OvT
ND w,,9-72=9
of Thfe D ETE1V 77,oA1 POA)D ,
A�
1
1 1/20
____________________
HYDRO POND
RESERVOIR FLOOD ROUTING AND FLOW ANALYSIS
VERSION 3-DECEMBER 1990
DEVELOPED BY
JAMES C.Y. GUO, PHD, P.E.
DEPARTMENT OF CIVIL ENGINEERING
UNIVERSITY OF COLORADO AT DENVER
EXECUTED BY CITY
AND COUNTY USE ONLY -DENVER UD8FC0 POOL FUND STUDY
ON DATE 10.04.1991 AT TIME 07:51:19
',aaaaaaaaaaaaaaaaaaaaaeaaaeaaaaaaaaaaaaaa=aaaaaaaaaaaaaeaaeaaaaaaaaaaaaaaaaa
*' PROJECT TITLE:
POUDRE VALLEY HOSPITAL BASIN 8 DETENTION POND
'
LAYOUT OF OUTLET WORKS:
NO ORIFICE IS SPECIFIED.
NO WEIR IS SPECIFIED.
*
STAGE -AREA -STORAGE CURVE FOR THE
RESERVOIR:
....... .........................................
ELEVATION CONTOUR
EQUIVALENT
•••••.......--•-•-•-•-
POND BANK
CUMULATED
(STAGE) AREA
DIAMETER
SIDE SLOPE
STORAGE
FEET ACRES
......................................................................
FEET
FEET/FEET
ACRE-FT
4959.00 0.26
118.92
0.00
0.00
4960.00 0.58
178.89
29.98
0.42
'
4961.00 0.70
197.18
9.14
1.06
4962.00 0.88
221.42
12.12
1.85
4963.00 1.35
273.83
26.20
2.97
r
*'
THE GIVEN INFLOW AND COMPUTED OUTFLOW HYDROGRAPHS ARE TABULATED AS FOLLOWS:
.....................................................................
INFLOW
RESERVOIR
STAGE AND OUTFLOW
— —
TIME
RATE
STAGE
STORAGE
ORIFICE
HEIR
OUTFLOW
MINUTE
CFS
FEET
ACRE -FT
CFS
CFS
CFS
0.00
0.00
4959.00
0.00
0.00
0.00
0.00
5.00
0.00
4959.00
0.00
0.00
0.00
0.00
10.00
0.00
4959.00
0.00
0.00
0.00
0.00
15.00
0.00
4959.00
0.00
0.00
0.00
0.00
20.00
0.00
4959.00
0.00
0.00
0.00
0.00
25.00
29.00
4959.19
0.10
0.00
0.00
0.00
30.00
74.00
4960.00
0.45
0.00
0.00
0.00
35.00
45.00
4960.75
0.86
0.00
0.00
0.00
40.00
25.00
4961.08
1.11
0.00
0.00
0.00
45.00
18.00
4961.22
1.25
0.00
0.00
0.00
50.00
14.00
4961.45
1.36
0.00
0.00
0.00
55.00
11.00
4961.55
1.45
0.00
0.00
0.00
11,00
4961.53
1,53
0,00
0.00
0.00
65.00
11.00
4961.68
1.60
0.00
0.00
0.00
'60,00
70.00
5.00
4961.75
1.66
0.00
0.00
0.00
75.00
4.00
4961.79
1.69
0.00
0.00
0.00
80.00
2.00
4961.76
1.71
0.00
0.00
0.00
85.00
2.00
4961.88
1.72
0.00
0.00
0.00
90.00
2.00
4961.84
1.74
0.00
0.00
0.00
71
u
Ii
/%
95.00
2.00
4961.81
1.75
0.00
0.00
0.00
100.00
2.00
4961.91
1.76
0.00
0.00
0.00
105.00
2.00
4961.86
1.78
0.00
0.00
0.00
110.00
2.00
4961.93
1.79
0.00
0.00
0.00
115.00
2.00
4961.88
1.80
0.00
0.00
0.00
120.00
0.00
4961.94
1.81
0.00
0.00
0.00
125.00
0.00
4961.90
1.81
0.00
0.00
0.00
130.00
0.00
4961.95
1.81
0.00
0.00
0.00
/nA� NuJG
135.00
0.00
4961.91
1.81
0.00
0.00
0.00
/N/N. 7-0P eF BERM E4,E41fi7-/4>J
NOTE: OUTFLOW WAS
DETERMINED BY POND
OUTLETS
;riw 1 6XI//19/7' ORACU/NG /5
OUTFLOW = ORIFICE FLOW ti WEIR
FLOW
y9� 3,co AGo.UG 5 ovTH S/DES
ORIFICE
FLOW
= TOTAL
FLOW RATE
THROUGH THE
ORIFICES
WEIR
FLOW = TOTAL
FLOW RATE
THROUGH THE
WEIRS
FAgF DARO- 4,05 SF No
X,97-2=,e / 5 4C44611S& 007 DF
MIS
TrrE oETE�/T744/ PDNv,
1
1
1
1
r
u
I
I
11
I
Ll
I
I
I
I
11
I
:MNC
Engineering Consultants
WENT
PROJECT PUN CALCULATIONSFOR
MADEBY0)' DATE _/4LYj9_/CHECKED BY -DATE -SHEET Ii-OF
J-
L
- - - - - - - - - - -
it
h
iP-4 1�ir_s
-fair!
Ara �j
rjKt-W�fa
L
-f d
1L--
-- ---
7;
YeAr Iwo
Ohh) Ze-Ma' I
............ ... ....
.. .. ..... ..
_5,
.. . .. .......
- - ------ -- -
iv
---------- - --
7,7-
e--
-1 -
Cf.I'M rd
A;
---
-7-T
Ill" All:;
't
. ..........
-------
?
7t
Pa'rf lip, k
— -
-- - ------------
NW
r-aL ='Op 071 CAS
7- *7 01185k,
- 0
-17 7- 9 T 0 q 9 + - TO 7 c 1 7 _1`/ 6j4��.
ens/iv
M_
...... . ....
24
lop,
i 40
Z !to +he_pvt4 of 1� 'o?ams) a,
I !41om
- 0 _. I td�
i:$'.;
- ---------
. Fi
80
#77 so:
10K,
------------ I
W JAW
ei�o�
_77
f,^ 0M
Lid.
rl
J
CLIENT 1141lef - 24 r s-an JOB NO. Zg Z _016
%INC PROJECT PVN CALCULATIONS FOR N Ain,l;cs of e-- hD,+A
Engineering Consultants MADE BYL`_LLDATE 1E Z CHECKED BY DATE SHEET 17- OF 2d , �e
I
I
I
i
r
131W
-----------------
REPORT OF STORM SEWER SYSTEM DESIGN
USING UDSEWER-MODEL VERSION 3
DEVELOPED
BY
JAMES C.Y. GUO ,PHD, PE
DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER
IN COOPERATION WITH
URBAN DRAINAGE AND FLOOD CONTROL DISTRICT
DENVER, COLORADO
�aa aaaaaaaaaaaamaanaa_---aaaaaa-_-.,r___-_---,._____�_-____
** EXECUTED BY DENVER LID AND FCD POOL FUND STUDY - DENVER METRO AREA
ON DATA 10-25.1991 AT TIME 10:23:02
** PROJECT TITLE
POUDRE VALLEY HOSPITAL EM1GH DITCH PIPE WITH IRRIGATION WATER ONLY
** RETURN PERIOD OF FLOOD IS 100 YEARS
`** SUMMARY OF HYDRAULICS AT MANHOLES
...•--••-•----••--••-----••............................••-•-...------••---
MANHOLE
CNTRBTING
RAINFALL RAINFALL
DESIGN
GROUND
WATER
COMMENTS
D NUMBER
AREA * C
DURATION INTENSITY
PEAK FLOW ELEVATION
ELEVATION
MINUTES
INCH/HR
CFS
FEET
FEET
203.00
N/A
N/A
N/A
7.00
4962.15
4960.75
OK
357.00
N/A
N/A
N/A
7.00
4962.53
4961.02
OK
370.00
N/A
N/A
N/A
7.00
4962.60
4961.08
OK
370.10
N/A
N/A
N/A
0.10
4960.90
4961.28
NO
1052.00
N/A
N/A
N/A
7.00
4963.66
496174
OK
1052.10
N/A
N/A
N/A
0.10
4961.33
4961:82
NO
1120.00
N/A
N/A
N/A
7.00
4963.42
4961.86
OK
1360.50
N/A
N/A
N/A
7.00
4963.62
4962.22
OK
IMEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION
(-Sour# EgST 40E767W7 A) ~10)
(NIRYN E7PS7- 00-7-67jn40/ AW40--
I
I
11120
*t SUMMARY OF SEWER HYDRAULICS
NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8
SEWER
... .....
MANHOLE
....................................
NUMBER
SEWER
REQUIRED
SUGGESTED
'
EXISTING
ID
NUMBER
UPSTREAM
DNSTREAM
SHAPE
DIA(HIGH)
DIA(HIGH)
DIA(HIGH)
WIDTH
---_.____-
ID NO.
..............
ID NO.
"
(IN) (FT)
(IN) (FT)
(IN) (FT)
(FT)
2.00
357.00
203.00
ROUND
__..._._.._....................__._
22.09
24.00
24.00
0.00
3.00
370.00
357.00
ROUND
23.05
24.00
24.00
0.00
4.00
370.10
370.00
ROUND
3.71
10.00
15.00
0.00
5.00
1052.00
370.00
ROUND
23.05
24.00
24.00
0.00
6.00
1052.10
1052.00
ROUND
3.04
10.00
10.00
0.00
7.00
1120.00
1052.00
ROUND
23.05
24.00
24.00
0.00
�IMENSION
8.00
1360.50
1120.00
ROUND
25.13
27.00
24.00
0.00
UNITS FOR ROUND AND ARCH SEWER
ARE IN INCHES
,IMENSION UNITS FOR BOX SEWER ARE IN FEET
DIAMETER = COMPUTED; SUGGESTED DIAMETER =
COMMERCIAL
rEQUIRED
OR
A NEW SEWER, FLOW
IS ANALYZED BY THE
SUGGESTED
SEWER SIZE; OTHERWISE,
XISITNG
SIZE IS USED
SEWER
DESIGN 0 P-FULL Q
DEPTH CRTC DEPTH
VELOCITY
FROUDECOMMENTS
ID
...-------'••••
NUMBER
IN CfS
..............'•-_...---'._........__............---..._.......
IN CFS
YN FEET
YC FEET
IN FPS
NUMBER
NUMBER
2.00
7.00
8.76
1.35
0.98
3.10
0.50
V-OK
3.00
7.00
7.82
1.48
0.98
2.82
0.42
V-LOW
4.00
0.10
4.15
0.13
0.16
1.42
0.83
V-LOW
5.00
7.00
7.82 -
1.48
0.98
2.82
0.42
V-LOW
6.00
0.10
2.41
0.12
0.15
2.18
1.36
V-LOW
7.00
7.00
7.82
1.48
0.98
2.82
0.42
V-LOW
8.00
7.00
6.21
2.00
0.98
2.23
0.00
V-LOW
ROUDE NUMBER=O INDICATES THAT A
PRESSURED FLOW OCCURS
I------
_ ------•-••---------------------•---•------------.-------
SEWER
SLOPE
INVERT ELEVATION
BURIED
DEPTH
COMMENTS
ID
NUMBER
UPSTREAM DNSTREAM
UPSTREAM
DNSTREAM
.....
X__
(FT)
'•'•__.
(FT)
(FT)
(FT)
2.00
0.15
4959.31
.......
4959.08
........................
1.22
1.07
NO
3.00
4.00
0.12
0.41
4959.33
4959.65
4959.31
4959.33
1.27
0.00
1.22
2.02
NO
NO
5.00
0.12
4960.14
4959.33
1.52
1.27
NO
6.00
1.20
4960.50
4960.14
0.00
2.69
NO
7.00
0.12
4960.22
4960.14
1.20
1.52
NO
8.00
0.08
4960.60
4960.42
1.02
1.00
NO
�K MEANS BURIED DEPTH
IS GREATER
THAN REQUIRED SOIL
COVER OF
2 FEET
I
I
I
I --
** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
...............................
SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW
ID NUMBER LENGTH LENGTH UPSTREAM 'DNSTREAM UPSTREAM DNSTREAM CONDITION
FEET FEET FEET FEET FEET FEET
....... ............................. .... ........
2.00 154.00 0.00 4961.31 4961.08 4961.02 4960.75 SUBCR
3.00 13.00 0.00 4961.33 4961.31 4961.08 4961.02 SUBCR
4.00 78.00 78.00 4960.90 4960.58 4961.28 4961.08 PRSSIED
5.00 682.00 0.00 4962.14 4961.33 4961.74 4961.08 SUBCR
6.00 30.00 30.00 4961.33 4960.97 4961.82 4961.74 PRSSIED
7.00 68.00 0.00 4962.22 4962.14 4961.86 4961.74 SUBCR
8.00 240.50 240.50 4962.60 4962.42 4962.22 4961.86 PRSSIED
IRSSIED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW
t* SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
---'-"............................._._...............................--'-"
EWER UPSTREAM
-'
MANHOLE FRICTION DOWNSTREAM MANHOLE
ID NO. MANHOLE
ENERGY WATER LOSS MANHOLE BEND MAIN JCT ENERGY
ID NO.
ELEV FT ELEV FT FT ID K K LOSS FT
.......................•--.........•'•'-•-•.........._...._.............._.__.
2.00 357.00
4961.17 4961.02 0.27 203.00 1.00 0.00 0.15 4960.75
3.00 370.00
4961.21 4961.08 0.00 357.00 0.40 0.00 0.05 4961.17
4.00 370.10
4961.31 4961.28 0.00 370.00 0.00 0.50 0.11 4961.21
5.00 1052.00
4961.86 4961.7 0.60 370.00 0.40 0.00 0.05 4961.21
6.00 1052.10
�7.00 1120.00
4961.89 4961.82 0.00 1052.00 0.40 0.00 0.03 4961.86
4961.99 4961.86 0.07 1052.00 0.00 0.50 0.06 4961.86
8.00 1360.50
4962.29 4962.22 0.23 1120.00 1.00 0.00 0.08 4961.99
NOTE % 44AWIU THG EMI6N D ITCH
BEND LOSS =BEND K* VHEAD IN SEWER.
IS F2.Ou+/NG W /7W 7 f
MAINLINE LOSS=
OUTFLOW VHEAD-JCT LOSS K*INFLOW VHEAD
a11D5007 06WST
JUNCTURE LOSS=
0 IF THE ABOVE DIFFERENCE IS LESS THAN ZERO
AND 7//d
FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP.
FRICTION LOSS INCLUDES DROP AT MANHOLE
06"TEAlT70A/ PONO /S
rou M.4)1 •N'W 0' 141
jTNd'
THE fbND /5 6RB.9TSR
7'N.vN TA/E 6AoWX6Y eS4E11,97"1I/
/N 7W4F ffw4N/6N O/T" PIPE
Al0TE S loge-,) 7W6' E/vt/6# 017r# /S
L/NEB TNj*S 4wv7w-.4 c.ON
0671FA/ O.✓
p400ilA/G /O /77i 7 cf5 AAIO TlIE
LE.Ov,4 77#6
A/.rA ,
NORTN EAST O6TEA/T/4d /49A/10 /S
PO.VO .
/N TN 6
Fuac TN6 Mqx. N.W,4. 1W THE
irld, S
SevTNEpS
PoArO + THE fA/£R6Y EGEVAT/ON
PoNo.)
IN THE 6M/6N D�TcN PIPE /N6)
GEAUE
p�Av77Oa
4NA4ye-6r' 7►7 FiAIO 7 4F
WATER
TNas No C04'rER CAN
PONO. TIfE
RATS AT W pIGN
7W6 SOOTNENST
THE DETENT/OA!
ORA
V15 -r"j STORM
C4M L6AUE
067VV770'v Polio /9 NO Now
'
mUsT STORE
CA1AI Do) 'ps
cv/cL £i'FEGT 7W 6
IQ UAIOFF C W MICFF IT
*o PRO
7-MIS
E/N16/i O/Tc/t PIPE GiAJE.
TFFERE is NO WAV
PIPE cl.✓E � N�
Em/6N virck
7 cps FRAM SOME
BE CARRY1414
SoORC4-s 4VH4FV TIVE
vP�A2EA/►M1
/S FULG, cmax.
Q6T6N7�gA/ POND
=Y961•88 /N rHE NOarMEA+ST
1'
y,p�,(,
D,vTroA/ POND.�
' 1
=aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa� aaaaaaaaaaaaaeaaaaaaaaaacaaaaaacrmaaaaa
REPORT OF STORM SEWER SYSTEM DESIGN
USING UDSEWER-MODEL VERSION 3
DEVELOPED
BY
JAMES C.Y. GUO ,PHD, PE
DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO
AT DENVER
IN COOPERATION WITH
URBAN DRAINAGE AND FLOOD CONTROL DISTRICT
�1aaaaaaeaaaaaaaaaaaeaaaeaaaaaaaaaaaa=aaaaaaaaa==aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa
DENVER, COLORADO
*** EXECUTED BY DENVER LID AND FM POOL FUND STUDY - DENVER METRO AREA
ON DATA 10.25-1991 AT TIME 11:51:22
*** PROJECT
TITLE
POUDRE
VALLEY HOSPITAL EMIGH DITCH PIPE WITH IRRIGATION 8
STORM WATER
*** RETURN
PERIOD OF FLOOD IS 100 YEARS
*** SUMMARY
.....................................................................
#-------------------------------------------------------------------------------
OF HYDRAULICS AT MANHOLES
MANHOLE
CNTRBTING RAINFALL RAINFALL DESIGN GROUND
WATER COMMENTS
ID NUMBER
AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION
MINUTES INCH/HR CFS FEET
FEET
203.00
•••••••• ......................................
N/A N/A N/A 10.50 4962.15
4961.08
OK
357.00
N/A N/A N/A 10.50 4962.53
4961.41
OK
370.00
N/A N/A N/A 10.50 4962.60
4961.51
OK
370.10
N/A N/A N/A 0 4960.90
4961.75
NO
1052.00
N/A N/A N/A 7.00 4963.66
4962.23
OK
1052.10
N/A N/A N/A 0.10 4961.33
4962.31
NO
1120.00
N/A N/A N/A 7.00 4963.42
4962.36
OK
-
1360.50
N/A N/A N/A 7.00 4963.62
4962.71
OK
to ►rAO 77/E &M14611 o /TI:M
A107-E
PI PE G IAI E FWW IAI G tr TN
MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION
7 CPS THE �Yi6wsr
�OK
7
7EPS°'j eavo, Its FOcc
YE9A' STn
FIQOIN ,q /00
snUC
dSERR�E
EU@�� I/JICL
A7r op
6?DAtn��4�'e
OF 3,S° c
�M�F �ny67
EnI 16 N D
r4p A T°TJ74 D/5 FGou�
/W 77fE Emle. N o/red
p/PE U•vE of /o•SCPS .
1-7/20
t** SUMMARY OF SEWER HYDRAULICS
NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8
.. " ........................................•.....................•.-
SEWER MANHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING
1D NUMBER UPSTREAM DNSTREAM SHAPE D1A(HIGH) DIA(HIGH) D1A(HIGH) WIDTH
ID NO. ID NO. (1N) (FT) (IN) (FT) (IN) (FT) (FT)
........... .....................................................
' 2.00 357.00 203.00 ROUND 25.72 27.00 24.00 0.00
3.00 370.00 357.00 ROUND 26.83 30.00 24.00 0.00
4.00 370.10 370.00 ROUND 14.09 15.00 15.00 0.00
5.00 1052.00 370.00 ROUND 23.05 24.00 24.00 0.00
6.00 1052.10 1052.00 ROUND 3.04 10.00 10.00 0.00
7.00 1120.00 1052.00 ROUND 23.05 24.00 24.00 0.00
8.00 1360.50 1120.00 ROUND 25.13 27.00 24.00 0.00
I
DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES
DIMENSION UNITS FOR BOX SEWER ARE IN FEET
EQUIRED DIAMETER = COMPUTED; SUGGESTED DIAMETER = COMMERCIAL
FOR A NEW SEWER, FLOW IS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE,
EXISTTNG SIZE IS USED
" '••'••.......---•---------------*...............--
SEWER DESIGN 0 P-FULL 0 DEPTH CRTC DEPTH VELOCITY FROUDE COMMENTS
ID NUMBER IN CFS IN CFS YN FEET YC FEET IN FPS NUMBER
...............................................................................
2.00 10.50 8.76 2.00 1.16 3.34 0.00 V-OK
3.00 10.50 7.82 2.00 1.16 3.34 0.00 V-OK
4.00 3.50 4.15 0.88 0.75 3.79 0.74 V-OK
5.00 7.00 7.82 1.48 0.98 2.82 0.42 V-LOW
6.00 0.10 2.41 0.12 0.15 2.18 1.36 V-LOW
7.00 7.00 7.82 1.48 0.98 2.82 0.42 V-LOW
8.00 7.00 6.21 2.00 0.98 2.23 0.00 V-LOW
FROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS
!.........•••..........'••••••••••••.................................
SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS
ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM
% (FT) (FT) (FT) (FT)
.............................................................
2.00 0.15 4959.31 4959.08 1.22 1.07 NO
3.00 0.12 4959.33 4959.31 1.27 1.22 NO
4.00 0.41 4959.65 4959.33 0.00 2.02 NO
5.00 0.12 4960.14 4959.33 1.52 1.27 NO
6.00 1.20 4960.50 4960.14 0.00 2.69 NO
7.00 0.12 4960.22 4960.14 1.20 1.52 NO
8.00 0.08 4960.60 4960.42 1.02 1.00 NO
�OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET
19�20
"* SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS
SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW
ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION
FEET FEET FEET FEET FEET FEET
--------... ..................... "I ..................
2.00 154.00 154.00 4961.31 4961.08 4961.41 4961.08 PRSSIED
V 3.00 13.00 13.00 4961.33 4961.31 4961.51 4961.41 PRSSIED
4.00 78.00 78.00 4960.90 4960.58 4961.75 4961.51 PRSSIED
5.00 682.00 233.88 4962.14 4961.33 4962.23 4961.51 SUBCR
6.00 30.00 30.00 4961.33 4960.97 4962.31 4962.23 PRSSIED
7.00 68.00 68.00 4962.22 4962.14 4962.36 4962.23 PRSSIED
8.00 240.50 240.50 4962.60 4962.42 4962.71 4962.36 PRSSIED
SS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW
I
t* SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS
...............................................................................
EWER
UPSTREAM
MANHOLE
FRICTION
DOWNSTREAM
MANHOLE
ID NO.
MANHOLE
ENERGY WATER
LOSS
MANHOLE
BEND
MAIN
JCT
ENERGY
ID NO.
ELEV FT ELEV FT
FT
ID
K
K
LOSS
FT
---•---------•--•-....-----•------•-•-•-•--•------•.......••••--•------------•
2.00
357.00
4961.58 4961.41
0.33
203.00
1.00
0.00
0.17
4961.08
3.00
370.00
4961.68 4961.51
0.03
357.00
0.40
0.00
0.07
4961.58
4.00
370.10
4961.97 4961.
0.23
370.00
0.00
0.50
0.06
4961.68
5.00
1052.00
4962.35 4962.
0.62
370.00
0.40
0.00
0.05
4961.68
00
1052.10
4962.38 4962.31
0.00
1052.00
0.40
0.00
0.03
4962.35
7.00
r8
1120.00
4962.48 4962.36
0.06
1052.00
0.00
0.50
0.06
4962.35
.00
1360.50
4962.79 4962.71
0.23
1120.00
1.00
0.00
0.08
4962.48
AWT6: W NEN THE E'Mi 6N DITCH
;BEND LOSS =BEND K* VHEAD IN SEWER.
'MAINLINE LOSS= OUTFLOW VHEAD-JCT LOSS K*INFLOW VHEAD
SJUNCTURE LOSS= 0 IF THE ABOVE DIFFERENCE IS LESS THAN ZERO
FRICTION LOSS=O MEANS 1T IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP.
FRICTION LOSS INCLUDES DROP AT MANHOLE
Few % W /}EN TNT >�7 IFS IrcH r5
/AND
y7fE SouTNEAS'T OETa"A17'.tiv
PoaD is ICELEwsm16 sroRmaA*wt
re.1TE OF S•SCF's) THE
6QgOE GWE /NTAF
ENERGY
1 AfORTNEWSr DE7Z<
ovovco BE y91:z.38 . 2F 77�E
pogo a76K6' FOCI FKu►+"'r►�A/`.
7'E/9.t ST oRAI E'v6wr )T7fE wA7uTR
N•G.G- s Y941us NO
tvo000 6E GSN✓/Ns THE PoDO)
OA/0 AW FACT 4✓ATEA /N 7X6
E/M/GIi DITCH P/PE/-•eV�' 7W
BX/T THE PIPE uvE A,vD E''I �
SF W4r6:Q D/0 /N
T� AND' EJN i6 N p ITtk
F*cr &-x,rTiVE
P /PE L/.UE AAA F/aG 7 MC P0A)7
yo CcLtcu.'042.39� TNERF�dCD
SriLt• 6E L./9G3.59- y44o14-
l.zl ` OP fxrE'DON'ev /FUGABLE
iAj -r# P0AI0
I5 FLOWIA16 WIrN 7 CPS
AA/0 IrMC 5O07A"F"T
pE7WW770A! f»No 15 RECEJI-VV4
Wgre.R RT-A "7LF"OF
3.9"GFs. TN6i
/IV THE SAID OF �11G1.9S
( 11= FOL- FCoin.9 /DOYE/PR
sToot m ewwri IS EQ vvG ro
77+E EN6R6V EGE'VN7/eAJ /.v
7-10W d'/M/6.V D /rCN /i/E CivE ,
7-M/5 pOES AAOT cAKSE �N✓
3E6-40LG ~,e4e706 W/TI/
Tiff SEGMeJVr OF 7-,V6'6MMMN
OIT,tt Pl&l C/NE MODELED
47-TN/S T/mE . TifIE
D/s FLOW In/ Tiff 6-M /67Y
D17Z}f P/PEGAUE u►oDGD BE
10.5SCFS .
0o COAICLOSIOAJ
2f �+�+ PITH eo,SFarly cEeterrfien
Pe AS wam fell as a result'
too yaar'Stor.r. eve$+{) gNdl •l-le6MA6N .
D" IT�C}I plp4L /7 me was of prv7 n) 7iQ �5
4vfv- a,Psbr..,noWsNelot red.s7tAese
od C,Ula*401nS ensfmteKt
de{cni>on vt
Fhao� u+eultime
l netoun'%a.
,Woo hieKiPend c�o/d rek..xse 3.Sv0S44A8b■��
DRAINAGE CRITERIA MANUAL
RUNOFF
y20
50
30
H
20
Z
W
V
W
IL
10
Z
W
IL
y5
W
¢
3
M
C
cc
2
cc
3
1
5
MEN1111
FA
• I
./
101 FAR,
III
I'
�WW
B>
W■MW,■■ris�
i�s�s����■■�
�I"MIIW►I■I■�"Al�MMM■■■■�
�r��MWMEII
■MSII�MMM■■■■�
�F�WJW
FA■I,MII/M1MMMENE■I
�
�IMIIMIA■r1■II/"1=MWEE■■I�
.1 .2 .3 .5 1 2 3 5 10 20
VELOCITY IN FEET PER SECOND
- GE VELOCITY FO
FIGURE 3 2. ESTIMATE OF AVERAGE FLOW R
USE WITH THE RATIONAL FORMULA.
*MOST FREQUENTLY OCCURRING "UNDEVELOPED"
LAND SURFACES IN THE DENVER. REGION.
�{ REFERENCE: "Urban Hydrology For Small Watersheds" Technical
Release No. -55, USDA, SCS Jan. 1975.
5-1-84 .
URBAN- DRAINAGE & FLOOD CONTROL DISTRICT
0
ot0'
Oro.
0zo'
Ezo'
.i0'
Zzo'
Oz0'
E 10'
E10'
.i0'
z10
010 z
u
000' u
0oo'
LOW G
.00' C
O
V
G00' �
6
too' h
W
W
W
OT00'
0zoo' W
uoo' C.
0
,?Do
J
zzoo' N
woo.
noo'
0ioo' p
N
noo' W
m
zloo GO
a
010 0'
0000
0000
O
eoo0' %
m
0000 E
GOOD,
.auD. U.
RATIO OF DEPTH TO 014METEM d/D
m
m
0
No
■■■■■■
■■
N■■■■
I
■■�■���■■■N■■■■
■■■■■■
■■■■■■n
���■■■■�
■■■■■
w:.Igw,
. .
mmi
nn■■
NNIS
m
N■■
■\MS►�MEM■■■■
■■
■■■■
`�■N■■■■
■■■■\\■��\i■MONO
■■■■■■N■■�■■1�■■NN.
■■■■■W.
■■i►
mums
■■■
■
\\
■
■\NOON■
■■\,�i�■■■■►■a�■■■■
■
■■
MEN
■.NONE
■■.a
■■
■■■
■
MEN
■■■■■■
•.
■■■■■■.
MEN
■■■MEN
no
NOON
NOON■■,
�■■■■,1■
.: a
.,. ..
.. µ'
2�20