SW4191202_Calcs and Narrative_1/2/2020

Starmwater
Report
Matcor Metal Fabricat0.
ion.
Site Improvements
Project Location: Welcome, North Carolina Project #: 17-042
Designer:
Triad Design Group, P.C.
4807-C Koger Blvd
Greensboro, NC 27407
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December 19, 2019
triaddesigngroup
ARCHITECTURE I ENGINEERIN 0 (INTERIOR 0ESI�GN
ON - C Koger Boulevard; Greensboro, NC 27407 I T - 33$-218.8282. F - 335=218-8016 .I www.triied=desi.gngroup.com

Storrriwater Report
Matcor Metal Fabrication Site improvements
welcome, Davidson County North Carolina
17-m
Narrative:
The purpose. of this project is. to construct al ruck drive, trailer parking, and new employee
parking to serve. a.n existing 1. 931 000 sf manufacturing facility on a. 32.1.1 acre. site located at
the physical address of 835. Salem Road in Welcome, NC. The existing site currently has.
approximately 8.57 acres of existing BUA. An additional 1.87 acres of BUA are being
proposed and approximately 0.37 acres of existing BUA will be removed due to the
construction bringing the total BUA for the entire site to 10.07 acres or 31.W% BOA. The
proposed Project Area will be 4.46 acres. The proposed 5CM is a wet detention pond. A total
of 3.38 acres will drain to the proposed pond. A total of 2.49 acres of BUA will drain to the.
pond. including approxirriately1.47 acres of existing BUA. Which will more than offset the 0.14
acres of new BUA that will bypass the pond. The 1, 2, and 10 year storm events have been.
modeled and the past -development runoff from the project area will be reduced to below pre -
development rates.. A summary. of the flows is listed below.
nrninnrio Arimn. I -
Pre -Development
DA-1
post -Development
DA-1 Pond
Post -Development
DA-1 (Bypass)
Drainage Area
4,46 AG
3.38 AC
1..08 AC
CN
77
90
86
BLIA
1..82 Acres
2.49 Acres
0.62 Acres
Tc
5 ruin
5. min
5 min
Flows
Design Storm.
Pre-Dev
Past-Dev
to Pond
Routed. Flow
From.Pond
Post-Dev
Bypass
Post-Dev
Total
1-Year
6.120 cfs
9.142 cfs
0.540 cfs
2.426 cfs
2.453 cfs
2�-Year
8.923. cfs
11.77 cfs
2.19 cfs
3.241 cfs
3.479 cfs
10=Year
19.00 cfs
20.25 cfs
8.835 cfs
5.939 cfs
13.95. cfs
100-Year
33.86 cfs.
31.55 cfs
23.75 cfs
9:595 cfs
25:57 cfs
IIPa.ge

Pond Check Rev 2019-09-30.gpw
PERMANENT WET DETENTION POND DESIGN - RISERIBARREL
Revised 8-24-99 _
ECT: Matcor Fong 1.
TION:, Welcome, NC:
iiTE DATA
TOTAL SITE AREA =
PROPOSED BUILT UPON AREA=
FUTURE BUILT.UPON AREA
TOTAL ON -SITE BUILT UPON AREA
PERCENT BUILT -UPON=
ON=SITE DRAINAGE AREA TO POND
ON -SITE BUA TO POND =
)NSITE % BUA FOR POND SUB -BASIN =
.OFF -SITE DRAINAGE AREA TO POND
TOTAL WATERSHED AREA TO POND
DISTURBED AREA =
TEMP. SED. STOR. USED YIN
11
CHECKED. BY:
DATE:
REVISED::
32.111 WATERSHED = NIA
2A9 CLASSIFICATION: WS - NIA
0.00 GWAIWCA = NIA
2.49
7.75%
2.49
73,67%
0.00 VAX. OFF-SITE.B.U.-.% = 0%
3.38
138
TEMPORARY SEDIMENT STORAGE.
PERMANENT SEDIMENT STORAGE
PERMANENT WATER QUALITY
COMPOSITE B.U.
DEPTH minimum`3 feet
SA/DA Fi ure 5.6_2
TEMPORARY WATER QUALITY
PRINCIPAL SPILLWAY
TYPE
DESIGN STORM
RAINFALL INTENSITY
JNOFF COEFFICIENT
DESIGN STORM
RAINFALL INTENSITY
RUNOFF COEFFICIENT
ecember 2.201
12119119.
0.5 acre=inch par disturbed w
0.125 acre -in per total drainage
73.67 :percent
3A feet (Average, De tb
2.5 percent
1.0 rainfall to be controlled
X corru
reinfor
10 ear
89 inches
aluminum
concrete
hour
X concrete: box
rip-raprip-mp lined
100. year
8.3. inches Per hour
0.8
ELEV. . BOT. OF POND =
807
SU.RFACE.ARFA =
1754
ELEV: BOT, OF PSS =.
807
SURFACE AREA =
1784
ELEV. @ BOT. OF PWQ =
808
SURFACE AREA =
2034
ELEV. NORMAL POOL =
812
SURFACE AREA =
5196
ELEV. TOP. OF RISER =
813.75.
SURFACE AREA =
7290
ELEV.
A EMER. SPILLWAY =
814.75
ELEV. @ TOP OF DAM =
8.16.5
INVERT OF BARREL =
807
MPORARY SEDIMENT STORAGE VOLUME
Page

Pond .Check Rev 2019-09-30,gpw
12/19/19
VOLUME PROVIDED
ELEV. BOT. OF POND=
ELEV. @ NORMAL POOL =
ALLOW 75%
807.00
812.00
OF BASIN VOLUME
SURFACE AREA =
SURFACE AREA =
TO WQ ORIFICE _.
1784
5196
13088
OK
PERMANENT SEDIMENT STORAGE VOLUME
REQUIRED
1534
VOLUME PROVIDED
ELEV: BOT. OF PSS =
807.00
SURFACE AREA .=
17.84
ELEV. @_BOT. OF PWQ
808.00
SURFACE AREA =
VOLUME PROVIDED =
2034
1909
OK
PERMANENT WATER QUALITY
.SURFACE
AREA RE '❑
3581
NORMAL POOL ELEVATION =.
812.00
SURFACE AREA PROVIDED =
5196.
OK
TEMPORARY WATER. QUALITY
STORAGE REQUIRED
�
Rv=
0,711
VOLUME REQUIRED
8748.
VOLUME PROVIDED
ELEV.. BOT. OF TWQ =
812.00
SURFACE AREA =
5196
ELEV. P, TOP OF TWQ =
813.75
SURFACE AREA .=
7290
VOLUME. PROVIDED =
10925
OK
Page 2

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Bilinear Interpolation Equation.Formula. Calculator - Double Interpolator
Page 1. of 3
AJ Design Math Geometry Physics Force
Finance Loan Calculator
5PON50RED.SEARC.HES.
equation calculator with solution 01
C:::ma�them�aflcsformula solver R
Fluid Mechanics n
equation solving calculator car.
scientific calculator with form"
Bilinear InterpolaEtion. Equation Calculator
Engineering Double Interpolator Formula
To interpolate the. P value
xr, X2, x3, Yi, Y2, Q11, Q12, Qaj and Q22 need to be entered/copied from the table.
x and y defines point to perform the interpolation.
P is the interpolated value and solution
Soling for P
Px2 — x)(Y2 —Y) ail + (x — x1)(Y2 - Y): �sl + (x2 — X)(Y ---Y) Q� + (x — xl)(Y —Yi)
� �aa
(x2 - xi)(Y2 -Yl) (x2—N1)(Y2.—Yi) (XI _ x1)(Y2 --Yl). (x2.—X0(Y2.—,Yl)
Inguts:
x
3
x
3.35
X2
4
y,
170
y
73.67
y2
8Q
Qi.j
2.51
Qzi
2.09
Ql2
2.92
Qaz
12.41
Calculate Like Share w
Ic
https:llwww.aidesigner.com/phpinterpplationlbilinear interpolation-equation.php 12/18/2019

Bilinear. Tnterpolation Equation Formula. Calculator - Double Interpolator
Page 2 of 3
Solution:
DARE MORE MEMORIES
flA
EASY ONLINE.ORDERINO
P = 2.5419095
Change:Equation orrormula
Select to solve for a different unknown
�1 fit.
linear interpolation
Y2
single interpolator
Rry]3
bilinear interpolation
EY-2
IY1rF
double interpolator
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Infant Growth Charts - Baby Percentiles Overtime Pay Rate Calculator

Water Quality Craw Dawn Time
Size of Hole 1 0.005454
Storage Volume 10981
Surface.Area.of bond ft"2 (As) .5.196
Head of Water above Hole, ft (h) 1.76
Coefficient of Contraction of an orrifice (0.0) 0 6
Time to Dewater Days 3.65837
Q 0, 03474 cfs
Omin 0.02542 5 .days
Amax 0.06355 2 days

SLIEJI~C:T %........................_.....___._----------- PR ....... OD. NO, .............:. �.............,.,.»........,... .
1..r.lC..w.....::...:...:...... SHEEFNO. .__:..::..._ ... .0� ........_..................
DESIGNEE) BY. y /.f W DATE .
CHECKED BY .., .............. _.._._........... ................. .._.........._... _................... DATE
4807 Koger Blvd., Suite C Greensboro, NC 27407 336-218-8282 www.triad-designgroup.com

Hydraflow Table of Contents
Matcor Pond 1 Rev: 1,gpW
Hydraflow Hydrographs by Intelbolve v9,22
Wednesday, Dec 18, 2Q19
Watershed Model Schematic ............ .... .................. ............................. I
Hydrograph; Return Period Recap ............................... a ............................. ..:...... 2
Year
SummaryReport ....................... ..... .................... ......................................................3
Hydrograph Reports ..........
.......................................................... 4
Hydrograph No, 1, SCS Runoff, Pre-Dev Flow_...................... ..................................... 4
Hydrograph No..2; SCS Runoff, Post Dev Flow to Pond ........................................ ..........
Hydrograph No.. 3, SCS Runoff, Post ❑ev Bypass..........:.................................................. 5
Hydrograph No. 4, Reservoir, Post Dev From Pond ......................
PondReport Pond 1 ...... ....................... ................ ..... ........................................ . 8
Hydrograph No. 5, Combine, Post Dev Total................................................................ 10
2'-Year
SummaryReport .................................. ......... ... ..... ... ............... ............ 11
HydrographReports................................................................................................
Hydrograph No. 1, SCS Runoff, Pre-Dev Flow............................................................... 12
Hydrograph No. 2, SCS Runoff, Post Dev Flow to Pond .................... I ................. .... .... .13
.Hydrograph No. 3, SCS Runoff, Post Dev Bypass ...................... 14
Hydrograph No. 4, Reservoir, Post Dev From Pond ..................................................... 15
Hydrograph No. 5, Combine, Post Dev Total.................................................................. 16
10 - Year
SummaryReport ..................................... ......................... ...................... ..... ..... 17
Hydrograph Reports ............... ................. .......................................... 18.
Hydrograph No.. 1, SCS Runoff,�.Pre-Dev Flow .. ......................... 18
...........
Hydrograph No. 2, SCS Runoff; Post Dev Flow to Pond .....:.:....:.....,.....,....:....,,..... 19
Hydrograph No. 3, SCS Runoff, Post Dev Bypass:..................:..................................... 20
Hydrograph No. 4, Reservoir, Post Dev From Pond .... .......................... 21
Hydrograph No. 5, Combine, Post Dev Total ................ ........................ ...... ........ 22
100 -Year
SummaryReport ...,... ....................................................................................... 23
HydrographReports. .............................................. .........._............................... ........ 24
Hydrograph No. 1, SCS Runoff, Pre-Dev Flow............................................................. 24
Hydrograph No, 2, SCS Runoff, Post Dev Flow to Pond .............................................. 25
Hydrograph No. 3, SCS Runoff, Past Dev Bypass ..............................::...............,..:... 26
Hydrograph No. 4, Reservoir, Post Dev From Pond .....,,......... 27
Hydrograph No. 5, Combine, Post Dev Total . .......... ............ ...,.,........ I. ...... ... ............. ... 28
OFReport.........................................................................................................29

►lllatarshed Model Schematic Hydraflow Hydrographs by Intelisolve v9.22

Hyd rog raph Return Period Recap Hydraflow Hydro graphs by InteI!so lye v9.22.

Hydrograph Summary Report
Hydraflow.Hydaographs.by Intelisalve v9.22
Hyd.
No.
Hydrograph
We.
(origin)
Peak
flow
WS)
Time
interval
(min)
Time to
peak
(Hh)
Hyd.
volume.
(tuft)
inflow
hyd(s)
Maximum
Elevation
M.
Tdtai
strge. used.
{euft)
Hydrograph
description.
1
SCS Runoff
6.120
2
718
12,297
--
----
-- -
Pre-Dev. Flow
2
SCS Runoff
9.142
2
71.8
18,744
--
----.
------
Post.oev Flow to Pond
.3
SCS Runoff
2.426
.2
716
.4,903
--
Post Dev Bypass:
4
Reaervoir
0.540
2
766
14,875
2
813.80
.26;849
Post Dev From Pond
5.
Combine
2:A53.
2
716
19,778
3, 4
-
-- .
Post Dell Total
Matcor Pond 1 Rev 1.gpw
Rettarn. Period: 1 Year
Wednesday, .Dec 18, 2019

4
lHydrograph Report
Hydraflaw liydrographs by Intelisolve v9.22
Hyd. No. 1
Pre-Dev Flow
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval
= 2 min
Drainage:.area
= 4.466 ac.
Basin Slope
= 0.09/0
Tc method
= USER
Total precip.
= 2.61 in
Storm duration
= 24 hrs
* Composite (Area/CN) =1(1.820 x 98) +.{1..930 x 60} + (0 710 x.69)] 14.460
Q (cfs;
7.00
• f1
5.00
.4.00
3.00:
M
Wednesday, Dec 1.8, 2019
Peak discharge = 6.120 cfs
Time to peak =
718:min
Hyd. volume =
121297 tuft
Curve number =
77*
Hydraulic length
a ft
Time .of cane. (Tc) _
5.00 min
Distribution =
Type 11
Shape factor =
484
Q (Cfs)
7.00
"Mid
5.00
MR
8.00
2.00
1.00
0.00 I I I i l l 1 l -- — 0.00
0 120 240 360 480 600 72G .840 960 1080 1200 13.20 1440. 1660
Time (min)
Hyd No. 1

V
Hlydrograph Report
Hydraflow Hydrographs by inteIisglve. v9.22
Hyd. No. 2
Post Dev Flow to Pond
Hydrograph type = SCS. Runoff
Storm frequency = 1 yrs
Time interval
= 2 min
Drainage area.
= 3.380 ac
Basin Slope
= 0...0 %
Tc method
= USER
Total precip.
= 2.61 in
Storm duration
= 24 hrs
Composite Orea1CN.7 = [(2:490 x 98) + (0.890 x 69)113.380
Post Dev Flow to. Pond
Wednesday, Dec 18, 201.9
Peak discharge =. 9.142 cfs
Time to peak =
716 min
Hyd. volume =
18,744 cuff
Curve number =
9o*
Hydraulic length =
0 ft
Time of conc.(Tc) =
MO min
Distribution =
Type Il
Shape factor =
484
Q (cfs) Hyd: No. 2 -- 1 Year Q (cfs)
10,00 10.00
8.00. 8.00
6.00. 6.00
4.00 4.00
2
2.00
.00
0.00 . 0.00
0 120 240 3.60 480 600 720 840 960 1080: 1200 1320
Time (min)
Hyd No. 2

Hydrograph Report
Hydraflow Hydrograpns by lntelisoive v9.22
Wednesday, Dec 18, 2019
Hyd. No. 3
Past Dev Bypass
Hydrograph type
= SCS..Runoff.
Peak discharge =
2.426 cfs
Storm frequency
= 1 yrs
Time to peak
716 min
Time interval
= 2 min
Hyd. volume =
4,903 cuft
Drainage area
= 1.080 ac
Gurve.number -
86*
Basin Slope
= 0.0 %
Hydraulic length =
0 ft
Tc method
= USER
Time of cane. (Tc)
5.00 min
Total precip.
= 2;61 in
Distribution =
Type 11
Storm duration
= 24 hrs
Shape factor =
:484
* Camposite.(Area/CN) = f(0.620 x 98) + (OA60 x 6.9)]./ 1.080
Q (Cfs)
100
2.00
1.00.
Post De►r Bypass
Hyd. No. 3-- 1 Year
Q WS)
3.00
2.00
1.00
0.00 L 0:Q.0
0 120 240 $60 480 .600 720 8.40 9601080 1240 1320 1440 1:560
Time Amin)
Hyd, No. 3

7
Hydrvgraph Report
Hydraflow Hydragraphs by [ntelisolve v9.22
Wednesday, Dec 18, 2019
Hyd. No. 4
Post ❑ev From Pond
Hydrograph type =
Reservoir
Peak discharge
= 0.540 efs
Storm frequency =
1 yrs
Time to peak
= 766 min
Time interval =
2 min
Hyd. volume
= 14,875 daft
.Inflow hyd. No. =
2 - Post Dev Flow to Pond
Max. Elevation
= 813.80 ft
Reservoir name =
Pond.1
Max. Storage
_ 26,849 cuft
Storage Indication method used. Wat.pond routing start elevation = 8.12-00 ft
Q (Cfs)
10.Oa
•M
WIIIIII
Post Dev From Pond
Hyd. No..4 — 1 Year
0. �Cfs)
10.00
EL,
. 11
[KIL
2.00
0.00 man 0:00
0 600 1200 1800 240.0 . 3000 3600 42.00 4800 54D0 6000
Time (min)
Hyd No. 4 Hyd No..2 ® Total storage used -- 26,849 cuff

Pond Report
$
I-Iydraflow Hydrographs. by Intellsolve v9.22
Wednesday, Dec 1.8,
261.9
Pond No. 1 - Fond t
Pond .Data
Contours : User -defined contour areas..Conic.method
used for voiurrle calculation:.Bagining Elevation = 80.7.00 ft
Stage,l Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 807.00
1.784
0
0
1,00 808.00
2.034
1,907
1;907
4.00 811.00
4,028.
8,923
10,831
4650 811:50
4,612
2;158
12,989
.5:00 8.12:00
5,196.
2;450
15,439
5.50 812.50
5,879
2,767
18,208
6:75 813,75
7,290
81214
25,420
9.00. 816.00
9,603
18;943
45,363
9.50 816,50
10,190
4,947
50,310
Culvert1 Orifice Structures
Weir Structures.
[A]
[B]
[C] [PrfRsrl
[A] IS]
[C] [D]
Rise (in) = 12.00
1.00
0.00 0:00
Crest Le.n (ft)
= 6.28 12.60
0.00 0.00
Span (10) = 12.00.
1.06.
0,00 0.00
Crest El. tit}
= 8.1.3..75 614.75
.0.60 0,00
:No. Barrels. = 1
1
0 0
Weir Coeff.
= 3:33 2,80
3.33 3.33
invert El. (ft) = 808,00
812.00
0.00 0.00
Weir Type
= Riser Broad
-- -
F_ength.(ft) = 70,00
.0.00
0.00 0,00
Multistage.
= Yes No
No No
Slope {%] = 1.00
0.66
0,00 nla
N-Value. _ .013
013
:013 n/a
Orifice Coeff. = 0.60
MO
0.60 0.60
Exfil.(inlhr)
= 0.000 (by Contour)
Multi -Stage = nla
No
No No
TW Elev. (ft)
= 0:00
Note:
CufverUotiffce Quill ows are analyzed under IN at (ic)'and outlet (no) control, Weir risers checked for oriffce candiunns (ic) and submergence
(s).
Stage ! Storage ! Discharge Table
Stage Storage Elevation Civ A Clv. B CIv
C. PrfRsr Wr A
Wr B Wr C
Wr D Exfil User
Total
ft cuft ft.
cfs
Cfs efs
cfs cfs:
cfs cfs
cfs cfs cfs
cfs
0:00 0 807.00
.6.00
0,00 --
- 0.00
0.00 -
- _
0.000
0.10 191 801.10.
0.00
a:00. --
- 0.00
.0.00 -
- - - -
0,000.
0.20 381 807.26
0.00
0.06 -
-- 0.00
0.00. -
-- - _
0,000
0.30 572 807.30
.0,00
0.00 -.
- 0.00
.0.0a
-. - -
01000
0.40 763 807A..
0.00
Mo
-- 0:00
0.00 ---
- .
0.000
.0.50 954 60.7.56.
0.00
0.00 --
-- 0.00
0.00
0.60 1,144. 807.60
0.0o
fl.00
0.00
0.00 --
-- - --
0.000
0.70 1,535 807:.70
0.00.
0.100
- 0,00
0,00 -
w. -
0.000
0.8o 1,526. 807,80
0.00
0.00 --
-- 0.00
0.00 -
-- - --
0.000
0,90 1,717 80.7.90
0.00
0.00 - .
-- 0.00
0 00
- - -
0:0mo
1..0o 1,907 .806.00
0.00
0.00. --
-- woo
0:00 -
-- - --
0,000
1.30 2,800 808.30
bm
0.00. -_
- O.Oo
0,00 __
_ ...
0,000
1.60 3,692 808.60
0.06
0.00
0.00
0.00 -
--- -
0.000
1.90. 4,584 808.90
0:00
0,00 --.
-- 0:60
0.00 -
--- - --
0.000
210 5,477 849:20
0.00
0,00
-- 0,0.0
0.00. w-
- -- --
0,00.0
2:50 6,368 MOM
.0:00
0.00 --
-- 0,00
0.6o --
-- - --
0.000
2.80 .7,2.62 80.9.80
0.00
0.00
-- 0,00
0:06
--- -- --
0.000
3A o 8,154 81010
.0:0.0
0.00. ---
-- 0.00
0.00 --
- - --
0.000
3.40 9.046 810.40
0:o0
0.00. --
-- 0.00
0,00 - »
- . - -
0:000
3.70 9;939.
0.00
0:00 ---
-- 0A0
0.00 --
-- - ---
0.000
.810,70
4:0.0 10.831 811.0.0
0.06
ma-»
- 0.00
O.flO -
--- --
0,000
4.05 11,047 811.05
0.00
0.00
-- 0.00:
0.00
-- ---
0.000.
4.10 11,263 811:10
0.00
0:00 - -
-- 0:00
0.00 --
-_ - -
0.000
4.15, 1.1.478 811:15
6,00
.0,60 _-
- 0.00
0.00 -
- -
0,000
4.20 11,694 811.26
0.00
0.00
- 4.00
0.00
- -
0,000.
4,25 11,910 .811.25
0.00
0.00 --
- 0.00
0.00 -
- _- --
0.000
4.30 12,126 811.30.
00
0:00 -
-- 0.00
0.00 --
-- -- -
0.000
4;3.5 12,342. 811:35
0.00
Mo
-. 0:00
0,00
-- -- --
0.000
4.40 12,557 811.:40
0.00
0.00 -
--- 0.00
0.00 -_
__. _
0.000
4.45 12.773 811.45
.0.00
0,00
0.00
0A0 - -
-- -- --
0.000
4.50 12,989 811.50
6.06.
6.00 -
- . 0.00
6,00 - -
-- -- --
0.000
4.$5 13,234 .811.:55.
0.06
0.00 -
- 0.00
0.00 -
-- ---
0.000
4.60 13,479 811.60
0.00
0.00 -
-- 0.00
0.00. --
-- -- -
0;000
Continues on next page...

Pond 1
Stage I,
Storage 1
❑ischarge
Table
stage
Storage
Elevation
Clv'A
CIv B CIV C
PrfRsr
Wr A
Wr B
Wr C. Wr. R Exfll User Total
ft
cuff
ft
cfs
as cfs
cfs
cfs
cfs
cfs cfs cts cfs cfs
4.65
13,724
811.65
0.00
0.00 -
0.00.
MO
-- - -- - 0.000.
4.70
13,969
811.70:
0.00
oxc)
-
0.00
0,00.
-- - --- 0.000
4,.75
14,214
811.75
0400
0.00 -
-
0.00
0.00
- - -- 0.000
4.80
14;459
81.1 M.
0,00
0.00 -
-
0.00
.0.00
0.000
4.86
14,704
811.86
MO
0.00 -
0.00
0.00
0.000
4x
14,949
811.90:
0.00
O.oO. -
_
0.00
0.00
-- --- - --- 0.000.
4,95
16,194
811.96
0,00
0:60
--
0.00
0.00
- - --- - U00
5:00
16,439
81 no
0.00
6.00 -
--
0,00
0.00
-- - --. 0,000.
6.65
15,716
81.2,05.
0.06
0.06 is -
-
0:00
6,00
- - --- 0.003
5.10
15,993
812.10
0.00
0.01 is -
--
0.00.
0.00
-- - -- -- 0.006
:5;1.5
16,269
812A 5.
0.00
0.01 is
--
6,00
0.00
0:009
5.20
16,546
812.20.
0,0o
0.0.1 is -
-
0.00
0.00
-- - 0.0,10.
6: 5
16.823
812.25
o:o0
0,01 is -
-_
o,00
6.00
-_. - - -- 0.012
5.30
17,099
812.30.
0.00
0.01 is
-
0:00
0.00
- - - 0,0.13
5.35.
17,376
812.35
0.00.
6.01 is -
-
0;00
0.00
- - -- - 0.015
5.40
17,653
812.40
o:00
0,62 is --
--
Mo.
0.00
-- -- - - 0;016
5.45
17,929
812.45
0.00
0.02:1c
0.00
0.60
-- -- - - 06017
6.50
18,206
812.50
0.00
OM is - -
---
0.00
0.00
-.. - - 0.01.$.
5.63
19,027
812.63
O,00
0.02 is -
- -
0.00.
0.00
0.020
5.75
19,849
812.76
0.00
0:02 id --
0.06
0.00
- -- - - o.o22
5.88.
20,670
812.88.
O.W.
0.02 is --
-
0.06
0.00
-- __ -. _. 6.024.
6.00
21,492
81.3.,00
0.00.
0.03 is
---
0,00
0.00
- - --- - 0.026.
6.13
22,313
813;13
6.00
0,03 is --
0;00
0.00
- -. - - - 0.027
625
23;134
613.25
0.00
0.Q3 is ---
---
o:0.0
0.00
- -w -- 0.029
6,38
23,956
81.3.38
0.00
o;o3.1c
---
0,00
.0.00
0.030.
6.56
24;777
813.50..
0.00
0.03 is -
_
0.00
0,00
--- -- 0.032
6.63
25;599
813.63
0.00
0.03 Pc --
-
0,00
0.00
-- - -- - OM3.
6.75
261420
813;75
0.00
0.03Ic -
-..
0.00
0,00
--- =. -- 0:034
6.98
28,3.14
813,95
2.24 ic.
0.04 is ---
---
2,23
0.00
-- -- -- 2.268
7.20
30,209
814.20
6131 oc
0.04 is -
- -
6.31
0.00
---
7.43
Mj 03
814.42
8.02 oc
0.04. is -
-.
8m s
0.00
iB.057
7.65
33,997
614,65
8.24 oc
0,04 is --
--
8:23 s
0,00
--- - -- --- 8.276
7.88
3502
814..87
8:41.oe
0,04 is
---
8.40.s
1.38
- - - -- 9.823
8.10
31,786
815:10
8.58 do
0.05. is -
-. -
856 s
6.46
-•- - - -. 15.06
8.38
39,680
815.32.
8.71 oc
6,05 is -
- -
6:70 s
13.60
--- -- 22.35
6.55
41.,575
815.55
8,85: oc.
0.06 is -
--
8.84 s.
22.32
- - -- -- 31.20
. 8.78
43,469
815.77
8.9.9 oc
0,0.5 is
--
8.98 s
U.37
--- --- - - 41.4.0
9.00
45;363
816.00
9,1300
0.05 is -
--
9.11 s
43.60
- - --- 52.75
9.05
45,858
816.05
9::16 ac
0.05 is
--
9,15 s
46,24
--- - - _ 55:44
9.10
.46; 353
816:10
9.19. oc
0.05 is ---
9.16 s
46.94.
__ _ __ -. 5& 15.
9.15.
46,847
818.15
9.21 oc
0,05 is -
-. -
9,21 s
51.68
M- - - 60:94
9.20
47;342
81.6420
9.24 oc
0.05 is --
---
9.20 s..
54A7
-- -- -- - 63,73
9:25
47;837
816,25
9.27 oc
0.05.ic -
-•
9.22 s.
57.31
- 66.59.
9.30
48,331
816.30
9.30 oc
o:06 is -
--
9.30.s
6o:20
- - - - -- 69.55
0.35
48,8.26
816:35
9.33 or.
0.05 is --
-
9.30:s
63.14
-- -- -- - - 72.4.9.
9.40.
4%321
816:40
9.36 oc:
0.05: is --
-.-
9.29. s
6fi; ! 2
- -- 75,47
9.46
49,815
816.45.
9.39 oc
0.06 Ic -
--
9.34 s
69A 5
- - - -- 78.54
9.50
.50,310
816.50
9.42:oc
0.06Ic -
--
9.39..s
72.23
...End

Hydlrograph Report
10
Hyd rafiow Hyd Tog raphs by InteIisoive A22
Hyd. No. 5
Post Dev Total
Hydrograph type
= Combine
Storm frequency
= 1 yrs
Time interval
= 2 min
Inflow hyds.
= 3, 4
Q (ds)
3.00
2.00
1.00
R�L
0.00
:0 .480
Hyd. No. 5
Post Deg Total
Hyd. No..6 -- 1. Year
960 1440 1920
Hyd No. 3.
Wednesday, Dec 18, 2019
Peak discharge = 2.4.53 cfs
Time to peak = 716 min
Hyd. volume 19,778. cuft
Contrib. drain. area- 1.08.0 ac
2400 288e:
- Hyd' No. 4
3360 384o 4320
Q (ds)
3.00.
f►IKIFIII
1.00
-- .0.00
4800
Tirne (min).

11
Hydrograph Summary Report Hydraflow Hydrographs by Intelisolve v9.22
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
Interval
(mint'
Time. to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
{ft}
Total
strga used
(Cuft)
Hydrograph
description
1
SCS Runoff
8.923
2
718
17,852
--
-- --
---
Pre-Dev Flow
2
.5C5 Runoff
11.77
2
716.
24,412
— -
---
Post Dev Flow to Pond
3
SC5 Runoff
3.241
2
716
6;585
—
— - -
Post Dev Bypass
4
Reservoir
2.190
.2
726
M,544
2
81.3697
28,249
Post Dev From Porld
5
Combine
3.479
2.
7k
27,126
3,4
-- --
---
Post Dev Total.
Matcor Pond:1 Rev 1.gpw
Return Period`. 2 Year
Wednesday, Dec 18, 2019

12
Hydrograph
Report
Hydraflow Hydregraphsby Inteliselve V6.22
Wednesday, E}ec 18,:2019
Hyd. No. I
Pre-Dev Flow
Hydrograph type
= SCS Runoff
Peak discharge =
8.923 cfs
Storm frequency
= 2 yrs
Time to peak =
718 min
Time interval
= .2 min
Hyd. volume =
17,852 cuff.
Drainage area
= 4...450 ac
Curve number =
77*
Basin Slope
0.0 %
Hydraulic length =
0 ft
Tc method
= USER
Time of conc. (Tc) =
5.00 min
Total precip.
= 3.15 in
Distribution. =
Type 11
Storm duration
= 24 hrs
Shape factor =
.484
' Composlte.[ArealCNV = [(1.820 x 98) * (1,930 x 60) t (0.710 x 69)] l,4.460
Q.(Cfs)
1.0.00
E-MiIfl
AM
►•M
'2.00
.Pre -Deg Flow
Hyd. No. 1 � 2 Year
Q (Cfs)
1 o.00
NMI
2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320. 1440 1560
Time (min)
Hyd No,. 1

13
Hydrograph Report
Hydraflow Hydrographs by Intefisolve v9.22
Wednesday, bec:18, 2019
Hyd. No. 2
Post Dev Flo►nr to Pond
Hydrograph type
= SCS Runoff
Peak discharge
= 11.77 cfs
Storm frequency
= 2 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 24,412. cuff
Drainage area
= 3..380. ac
Curve number
= 90*
Basin Slope
= 0.0 %
Hydraulic length
= p ft
Tc method
= USER
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.15 in
Distribution
= Type 11
Storm duration
= 24 hrs
Shape factor
= 484
. Composite'(Area1CN) = 1(2.490 x 98) + (0.890 x 69)111380
Post Dev Flow to Pond
Q (efs) Hyd. No. 2 -- 2. Year Q (cfs)
12.00 U00
1.0,00 10.00
8.00 8,00
6..00 6.00
4.00 4.00
2.00. 2.00
0.00 . 0.00
0 120 240 360 480 .600 M 840 960 1080 1200 1320
Time (m1h)
Hyd No. 2

Hydrograph Report
14
Hydrailcw Hydrographs by I.Mellsolve v9.22
Hyd. No. 3
Post ❑ev Bypass
Hydrograph type
= SCS Runoff
Storm. frequency
= 2 yrs
Time interval
= 2 mire
Drainage area
= 1.0.80 ac
Basin Slope
= 0.0 %
Tc method
=USER
Total precip.
= 3.15 in
Storm duration
= 24 hrs
Wednesday, Dec 1$, 2019
Peak discharge = 3.241 cfs
Time to peak =
716 min
Hyd. volume. =
6,585 tuft
Curve number =
86*
:Hydraulic length =
0 ft
Time of cone (Tc) =
5.00 min
Distribution =
Type II
Shape factor =
484

Hydrograph Report
116
Hydraflow Hydrographs try Intelisolve A22
Hyd, No. 4
Post Dev From Pond
Hydrograph type
= Reservoir
Storm frequency
= .2 yrs
Time interval
= 2 min
Inflow hyd. No.
= 2 - Post Deb Flow to Pond
Reservoir name
= Pond 1
Storage Indlcafion method used. Wet pond routing start elevati6ft = 812.0.0 ft.
Post Dev From Pond
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Wednesday, bec 18, 201.9
= 2.190 cfs
= 726 m i n
20,540 cuff
= 81197 ft
- 28,249 cuft
Q cfs Q (ds)
� } Hyd. No. 4 -- 2 Year
12.00 12.00
10, 00 10.00
6.00 8:00
6.00 6.00
4.00 4.00
2.00 2.00
Lj
0.00. 0.00
0 480 960 1440 1920 2400 2880 3360. 3840 :4320 4800 5280 5760
Time (rain)
--� Hyd No. 4 -- Hyd No.:2 ® Total storage used = 28,249 cuff

16
IHydrograph Report
Hydraflow Hydrographs by Infellsolve v9.22
Wednesday, Dec:18, 2019
Hyd. No. 5
Post ❑ev Total
Hydrograph type
= Combine
Peak discharge = 3.479 cfs.
Storm frequency.
= .2 yrs
Time to peak. = 720 min
Time interval
= 2 min
Hyd. volume = 27,126. cuff
Inflow hyds.
_ 3, 4
Contrib. drain. area= 1.080 ac
Q {cfs}
4.00
MIX
1.00
Post Dev Total
Hyd, No: 5 - 2 Year.
Q (cfs)
4M
3.00
2.00
1.00
0.00 �� -.0.00
0 120 240 360 480 600 720 840 .960 1080 MG 1320 1440 1560
Time (min}
Hyd No. 5 Hyd No. 3 Hyd No. 4.

iIN
Hlyd rog ra ph. Summary Report Hydraf low Hydrbgraphs by intelisolve v9.22.
Hyd.
No.
.Hydrograph
type
(origin)
Peak
flow
(efs)
Time
Interval
(min)
Time to
peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
{fQ
Total
strge used
(cuft)
Hydrograph
description
1
SCS. Runoff
19.00
2
.716
38,419
- —
----
-- --
Pre-Dev Flow
2
SCS Runoff
20.25
2
716
43,368.
--
- -
--
Post Dev Flow to Pond
3
SC5 Runoff
5:939
2
716
12,366
-
- ---
Post Dev Bypass
4
Resembir
8.835
2
722
39,488.
2
814-74
34,682
Posf. Dev From Pond
5
Combine
13.95
2
718
51,853
3,4
----
---
Posh Dev Total
Matcoi Pond 1 Rev 1.9PW
Return Period: 10 Year
Wednesday, Dec 18, 2019.

18
Hydrograph Report
Hydra4low Hydrdgraphs by lntellsalve v9:22
Wednesday, Dec 18; 2019
Hyd. No. I
Pre-Dev Flow
Hydrograph type
= SCS Runoff
Peak discharge
= 19.00 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 38A19 tuft
Drainage area
= 4.460 ac
Curve number
= 77*
Basin Slope
0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of cone. (Tc) =
5.00 min
Total precip.
= 4.89 in
Distribution
Type If
Storm duration
= 24 hrs.
Shape factor
484
Gornpaslte (ArealGl�} _ [(T,820 x 98} + {1.930.x 60} + (0.710 x 69}] 14.480.
Q (cfs;
21.00
18.01a
15.0g
1.2.00
OM
.Ii
3,00
Q (cfs)
21..00
18,00
15.00
12.00
i
3.00
0 120. 240 360 480 600 720 840 960 1080 12.00 1320. 1440
Hyd No..1 Time (min)

19
Hydrograph Report
Hyd raflow Hyd ragraphs,by IMefisolve v912
Wednesday, Oeeo 18, 2019
Hyd. No. 2
Post Dev Flow to Pand
Hydrograph type
=- SCS Runoff
Peak. discharge =
20.25 cfs
Storm frequency
= 10 yrs
Time to peak. =
716 min
Time interval
= 2 min
Hyd.. volume =
43,368 tuft.
Drainage area.
= 3.380 ac
Curve number =
90*
Basin Slope
= 0.0 %
Hydraulic length =
0 ft
Tc method
= USER
Time of conc. (Tc) =
5.00 min
Total precip.
= 4.89 in
Distribution =
Type 11
Storm duration
= 24 hrs
Shape factor =
484
* CornposRe (AreaIGN). r [(2.490 x 98) -r (0:890:x 69)] / 3.380
Q (cfs;
21.00
18.00
15.00
12.00
M
20
Q f cfs)
21.00
MR9611]
`P 0 S
• li
. 11
3.00
0.00-�..�,,, _ z — 0.00
0 120 240 360 480 600 120 840 950 1080 1200.
--�-- Hyd No. 2 Time (min)

28
Hydrograph Report
Hydrafldw Hydrographs by Intelisolve v9.2.2
Wednesday, Dec 18, 20.1.9
Hyd. No. 3
Post Dev Bypass
Hydrograph type
= SCS Runoff
Peak discharge
= 5:939 cfs
Storm frequency
= 10 yrs.
Time to peak
71.6 min
Time interval
= 2 min
Hyd. volume
= 12,366 cuff;
Drainage area
= 1.080 ac
Curve number =
86*
Basin Slope
0.0 %.
Hydraulic length
= 0 ft
Tc. method
= USER
Time of conc. (Tc) =
5.00 .min.
Total. precip.
= 4.89 in
Distribution =
Type. [I
Storm duration
= 24 hrs
Shape factor =
484
Cornpasite (ArealCN) = [(0.620 x 98):+ (0.460 x 69)11.1.O8D
Q (cfs}
5.00
5.Oq
4.00
3.00
2.00
1..00
0.06
0 120 240
Hyd No. 3:
Post Deg Bypass
Hyd. No. 3 --10 Year
360 480 600 720. 840
Q (Cfs)
6.00
5.00
4,00
3,00
2.00
Sul 91
0.00
960 1080 1200 1.320.
Time (min)

Hydrograph. Report
2'i
Hyd raflow Hydrograp hs by: Intelisolve V..9.22
Hyd. No. 4
Post Dev From Pond
Hydrograph type =
Reservoir
Storm frequency =
1 Q..yrs
Time interval =
2 min
Inflow hyd. No. =
2 - Post Dev Flow to Pond
Reservoir name =
Pond 1
Storage Indication method. used. Wet pond routing start elevation = 812.00 ft.
Post Dev From Pond
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max, Storage
Wednesday, pea 18, 2019
= 8.835 cfs
= 722 min
= 39,488 cuff
= 814.74 ffi
= 34,682 cuft
Q {cfs} Hyd. No. 4 -- IQ Year Q {cfs}
21.00 21:00
18.00 18.00
15.00 1.5.00
12,00 12.00
.9.00 9:00
6.00 6.00
3.00 3.00
10.00
0 120 240 360 480 600. 720 8.40 960 1080 1200 1320 1440 1560
Time (min)
�-- Hyd No;. 4 Hyd No. 2 Total storage used = 34,682 cuff

22
IHydrograph Report
Hydraflow Hydrographs by fntellsolve.:v9.,22
Wedriesday, Dec 18,.2019
Hyd. No. 5
Post ❑ev Total
Hydrograph type
= Combine.
Peak discharge = 13.95 cfs
Storm frequency
= 10 yrs
Time to peak = 71.8 min
Time interval
_ 2 min
Hyd. volume = .51,853 cuf�t
Inflow hyds.
= 3,.4.
Contrib. drain. area-- 1.080 ac
Post Dev Total

23
Hydrograph Summary Report Hydraflow Hydmgraphs by Intelisotve AN
Hyd.
No.
Hydrograph
type.
(Origin)
Peak:
flow
(cfsy.
Time
interval
(min)
Time to
peak
(miny
Hyd.
volume
(Cuft).
Inflow
hyd(s)
Maximum
elevation
{ft}
Total
strge used
jcuft)
Hydrograph
description
1
SCS Runoff
33.86
2
7%
69,547
--
—
Pre-Dev Now
2.
SCS Runoff
31.55
2
716
69,689
--
-.
:Post Dev Fiow to Pond'
.3
SCS Runoff
9.595
2
716
20,570
--
-_- -
--
Post Dev Bypass
4
Reservoir.
23.75.
2
720
s5;801
2
815.38
39,981
Post Dev From Pond
5
Combine
31,00
2
720
86,371
3,.4
-
Post Dev Total.
Matcor Pond 1 Rev 1.9Pw
Return Period: 1.00 Year
Wednesday, Dec 18, 2019

24
Hydrvgraph Report
Hydraffow Hyd rographs by Irite Iisolve.v9.22
Wednesday, Dec 18, 2019.
Hyd. No. 1
Pre-Dev Flaw
Hydrograph type
= SCS Runoff
Peak discharge
= 33.86 cfs.
Storm frequency
= 10.0 yrs
Time to peak
= 716 min
Time interval
= .2 min
Hyd, volume
= 69,547 cult
Drainage area
= 4.80 ac
Curve number
= 77*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of colic. (Tc)
_ 5,00 min
Total precip.
= 7.24 in
Distribution
= Type 11
Storm duration
= 24 hrs
Shape factor
W 484.
Composite (Area/CN) =.[(1.820 x 98) + (1..930'x 60) + (0,710 x 69)] 14,460
Q �Cfs)
35.170
30.00
25.0.0
20..00
15.00
iD]16Iil
5.00
0.00 ' '
0 120 240
Hyd No. 1
Pre -Deg Flow
Hyd. No..1 -- 100 Year
360 480 600 720 840
Q (Cfs)
35.00
30.00
25.00
20.00
15:00
1.o.00
5.00
` 0.00
060 1080 1200 1320
Time (min.)

q.-I
Hydrvgraph Report
Hydraflow Hydrag rephs by IMel isoive v9;22
Wednesday, Dec 18,.2019
Hyd. No. 2
Post Dev Flow to Pond
Hydrograph type
= 5C5 Runoff
Peak discharge
= 31.55 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
`Hyd. volume
= 69,689 cuff
Drainage area
= 3380 ac
Curve number
= 90*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
TO method
= USER.
Time of.conc. (TO
= 5.00 min
Total precip.
= 7.24 in
Distribution
= Type 11
Storm.duration
= 24 hrs
Shape factor
= 484
" Composite' (Area1CN).=;(2,490 x 98) + (0.890. x 69)] / 1380
Q (cfs,
35.00
c� �t
25;00
20.00
15,00
10.00
19/11111
Q (cfs)
35.00.
30..00
IKIIIIII
15.00
MOO
5.00
0.00 - 0.00
0 120 240 360 480 600 720 840 950 1080 1200
Hyd Na. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs by:Intelisolve v9.22
Wednesday; Dec 1 81: 2019
Hyd. No. 3
Post Dev Bypass
Hydrograph type
= SC5 Runoff
Peak discharge
= 91595 efs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 20,570 cuff
Drainage:area
= 1.080 ac
Curve number
= 86*
Basin Slope
0.0 %
Hydraulic length
= 0 ft
Tc method
W USER
Time of conc: (Tc)
= 5.00 min
Total precip,
= 7.24 in
❑istribution
= Type 11
Storm duration
= 24 hrs
Shape factor
= 484
Composite Area/c N) = [(0.626 x 98) + (0,460 x 69)] 11.080
Post Dev Bypass

Hydrograph
Repot.
27
Hydraflow. Hydrogrsphs by [ntelisolve v9.22
Wednesday, Dec 18, 2019
Hyd. No. 4
Post Dev From Pond.
Hydrograph type
= Reservoir
Peak discharge.
= 23.75 cfs
Storm frequency
= 1..Oa yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume.
= 65,801 cuff
[nflow hyd. No.
= 2 - Post Dev Flow to Pond.
Max. Elevation
= 81 5:36 ft
Reservoir name
= Pond 1
Max. Stora9e
= 39,981 cuft
Storage. Indication method used. Wet pond routing start elevation = 812100 ft
Post Dev From Pond

Hydrograph Report
W.
Hydraflow Hydrographs by.intelisolve A.22.
Hyd. NO. 5
Post rev Total
Hydrograph type
= Combine
Storm frequency
= 100 yrs.
Time interval
= 2 min
Inflow hyds.
= 3, 4
Q (cfs;
35.00
30.00
�&71101 t
20.00
`Willi
10.00
• li
Wednesday, Dec 18, 2019
Peak discharge = 3 1. 00 cfs
Time to peak = 720 min
Hyd'. volume 86,371 cuft
Contrib. drain. area 1.08.0 ac
Q (cfs)
35.00
30.00
25M
20.00
15.00
fiN11il1
0.00. UO
0 120 240 360 480 600 720 840 960 1080 1200. 1320 1440 1.560.
Hyd Na. 5 - Hyd No, `3 Hyd N0. 4 Time (min)

Hydraflow Rainfall Report
29
Hydrafiaw Hydro.graphs,by IntellsolVe V922
Return
Intensity -duration -Frequency Equation Coefficients (FHA)
Period
(Yrs)
B
Q
E
(NIA}
1
0.0000
0.0000
0,0000.
---
2
65.6146
13,2000.
0.8864.
3
0.0000
0,0000
0.0000
-- .
5
73.9494
13,3000
0,85i4
-- - -
10
69M11
12.6000
0:8085
----
.25 25
62,4174
11.5000
0.7526
----
50
52.8628
10.1000
O.6973
--
100
48.3280
0,4000
0,6611
----
Fite dame: SampieFHA:idf
Intensity = B 1(Te + D)AE
Wednesday, Pee 18.2019
Return
Period
Intensify Values (lnlhr)
(Yrs)
5 min
10
15
20
25
30
35
.40
45
56
55
60
1
0.00
0.00
0.00
0,00.
0:00
0.00
0.00
0.00
0.00
0:00
0.00
0,00
2
.5.Q1
4.04
3,40
194
2.60
2.33
2.11
1.04
1,79
1.66
1..55
1.46
3
0.00
0.00
6.00
0.00.
0.00
0.00
0.00
0;00
0.00
.0;00
0,00
0.60
5
6.22:
5.07.
4.29
3.14
332
2.99
2,72.
2.51
152
2.16
2.63•
1.,91
10
6.89
6.63
479
4.18
3.73
3,37
3.08
2.84
2.64
2.47
2.32
2.10
25
T57
6.20.
5.30
4.65
4.16
3,18
3.47
3.21
3.00
2.81
2,65
2.51
50
7.95
6.52
5.59
4.92
4:42
4.03
317.1
145
123
3.04
2.87
2.73
100
8.29
6.81
5.85
5..17
4.66
4.26
3.94
3.67
3.44
3.25
3.08
2.93
Tc = time in.min utes,.ValLies may exceed .6Q:
Precis. file name: Samole.bcn
storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
5-yr
16-yr
25-yr
50-yr
1p0-.yr
S.CS 24-hour
2.61
3.15
0,Q0
3.30
4:89
5.81
6.52.
7,24
SCS 6-Hr
1.00.
2.22
0106
0.00
3.42
4:03
4,48
0.00
Huff-1 st
0.00
0;00
0.00
0.00
0:00`
0.00
0.00
0,00
Huff-2nd
0.00
0.00
0.00
0.00.
0.00
0.00
0.00
0:00
Huff-3rd
0:60
0,00
am
0.00
0.00.
0.00
0.00
0.00
Fluff-4th
0:00
0.00
0.00
0.00
0.00.
0.00
0.00
0,06
Huff-lndy
0.00
0.00
0.00
0.00
OM
0.00
0.00
0:00
Custom
.0.00
1.75.
0.00
2,80.
3,90
5.25
6.00
7.10