HomeMy WebLinkAbout2003 Stormwater Mgmt System for Ashbury SubdivisionSTORMWATER MANAGEMENT SYSTEM
FOR
ASHBURY SUBDIVISION
City of Sebastian, FL
August 2003
Prepared By:
Schulke, Bittle & Stoddard, L.L.C.
1140 7th Court, Suite 'F'
Vero Beach, Florida 32960
(772) 770-9622
Received
rl Jodah S. 3ittle, P,E.
EI. i4y. No. 57396
P&Z
GroWh Mg. r
TABLE OF CONTENTS
Section Page
I PROJECT DESCRIPTION 1
- Summary of Project Areas
II EXISTING CONDITIONS 2
- Area / Existing Use
- Existing Vegetation
- Topography
- Existing Drainage System
- Soil Types
- Drainage Basin / Flood Elevations
- Water Table
III DRAINAGE PLAN 3 - 11
- Water Quality Criteria
- Water Quantity Criteria
- Pre Development Calculations
- Post Development Calculations
- Pond Sizing Calculations
IV SUMMARY 92
APPENDICES
Appendix A
Location Sketch
U.S.G.S. Quad Map
Flood Zone Map
Aerial Map
Appendix B
SCS Soil Data
Soil Borings
Appendix C
Flood Routing: Mean Annual, 10, 25 and 100 year - 24 hour Rainfall Events
Appendix D
Drawdown Analysis for Wet Pond
Appendix E
Run-off Data
Appendix F Fiduciary Letter
Deed
I. PROJECT DESCRIPTION
Ashbury Subdivision is a proposed 56.92 acre site consisting of 195 residential lots. The project lies in Section 6 and 7, Township
31 S, Range 39E. The site is located on the north side of Sebastian Elementary School, north of 512 in the City of Sebastian,
Florida. The subject site consists of a existing woods.
The proposed stormwater treatment system consists of a wet detention system providing treatment and attenuation for the subject
site. The subject site's modified stormwater system has been designed to attenuate stormwater runoff based on post developed
conditions consisting of proposed roadways, houses and driveways with pre -developed conditions consisting of dense wooded pine
trees and palmetto bushes. The drainage plan will be designed and constructed in accordance with the design and performance
criteria of 40C-42, F.A.C., "Regulation of Stormwater Management System."
The reviewing agency for permitting is the St. Johns River Water Management District, Melbourne Field Office and the City of
Sebastian.
SUMMARY OF PROJECT AREAS:
Site Area 1 2,514,796 s.f. 57.73 acres
Basin Area (Less commercial area) 1 2,479,634 s.f. 56.92 acres
- POST -DEVELOPMENT AREAS
On -Site Areas
Drainage Area
2,479,634 s.f.
56.92 acres
100.0%
Building
j 773,364 s.f.
17.75 acres
31.2%
Conc. Drives/ Pads
210,918 s.f.
4.84 acres
8.5%
Roadways
180,077 s.f.
4.13 acres
7.3%
Stabilized Areas
s.f.
.00 acres
0.0%
Total Impervious
1,164,359 s.f.
26.73 acres
47.0%
Wet Storm Detention Area
244,423 s.f.
5.61 acres
9.9%
@ control elevation
Total Pervious for Basin Area
1,070,852 s.f.
24.58 acres
43.2%
II. EXISTING CONDITIONS
AREA / EXISTING USE:
The existing site consists of woods.
EXISTING VEGETATION:
The existing vegetation consists of pine trees, palmetto bushes and scattered wetlands.
TOPOGRAPHY:
The pre -developed topography varies from 21' to 25'. The property's contours generally slope from the center of the property out to
the adjacent properties. It appears that the site ultimatly discharges to the ditch to the west of the property which discharges south
to the CR 512 right-of-way's drainage system.
SOIL TYPES:
The site lies within S.C.S. soil types Immokalee, Myakka, Archbold, Pomello, and Satellite. The H.S.G. value varies from 'A' to 'B/D'
to 'C' from the S.C:S. soil data with a majority of the site equalling type'B/D'. Appendix B contains pertinent S.C.S. soil data on this
series of soil, copied from "Soil Survey of Indian River County, Florida".
DRAINAGE BASIN FLOOD ELEVATIONS:
The parcel lies within flood zone "X" as determined by FEMA flood zone map no. 12061 C0076 E (5/04/89).
WATER TABLE:
The existing water table elevation is estimated based on existing topography and existing adjacent ditches. The elevation of the
water table set for the subject site is 20.5 NGVD.
'ME CoN-near- Core At7J4CCA-T '6E15a"141-2 ELLrAJE4-14Ztj
56000tG (FVMmrt No. 4-661- &52g1_ ') I s A-r M-1.. 19.75 F7, A e,ke
tN5yE6-fto" va,N -1-W ewto/et-r- RNA-1 -rNr6 �-�� vq-rio►� Arplewra5
Go P>f Lmolle te+.►ir AS- . ffb_fs a-i-te AAV r
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Priam -114v �x�lopL y O'kip A-eaa►-tI?. L-CLV-VA_[t.0,J 0,50 F-r zo 0,715 Ir-r PlAlget
WA 2 e_W1Ve L 9tVXV AP "W'14'!ry E5-rlm4le- EvIZ ?cll7 S1'Cb . ?'11E1215Fb �
III. DRAINAGE PLAN
The proposed Stormwater Management System consists of a wet detention system. The detention areas are located in the center
and the perimeter of the property. The system conveys the stormwater run-off through the folfowing facilities.
1. The pavement is sloped to drain into drainage inlets and into the lake through a piping system.
2. The runoff is detained in the lakes.
3. During storm events, run-off will flow through the control structures and into the existing right-of-way's drainage system
WATER QUALITY CRITERIA:
The Drainage Plan implements a wet detention system in accordance with 40C-42.026(4) and meets design requirements for the
following:
1. [40C-42.026(4)(a)] The system treatment is provided by retention of greater value of the following.
a. 1.0 in of run-off from the total drainage area
b. 2.5 in of run-off from all impervious areas
This treatment requirement is satisfied with the proposed wet detention system which retains the required treatment volume.
2. [40C-42.026(4)(b)] The drainage system provides the capacity for half of the appropriate treatment volume of stormwater between
24 to 30 hours following a storm event. (Appendix E)
WATER QUANTITY CRITERIA:
The applicant must demonstrate that the stormwater management system's discharge criteria is designed to satisfy the Mean
Annual and 25 year - 24 hour storm event (SJRWMD) and the 10 year - 24 hour storm event (Ciyt of Sebastian. The 100 year - 24
hour storm event has also been provided for determination finished floor elevations. Flood Routings (Appendix C) have been
generated by the SJRWMD approved software (ADICPR) for the pre and post development conditions for the subject storm events
Input data includes:
a. basin size
b. time of concentration
c. soil storage values
d. precipitation
e. rainfall distribution
f. stage/storage/discharge data
The computer program used is the "InterConnected Pond Routing" (ADICPR developed by Streamline Technologies. This program
generates on -site run-off hydrographs by using a modification of the soil conservation service "CN" method or a "lagged" hydrograph
using the Santa Barbara Urban Hydrograph method in conjunction with the S.C.S. method. The S.C.S. method was used for this
project. The computed discharge rates are located in Section IV - Summary.
PRE -DEVELOPMENT CALCULATIONS:
On -Site Areas
Drainage Area
2,479,634 s.f. 56.92 acres 100.0%
Building
.00 acres 0.0%
Driveways/ Walk/ Pads
00 acres 0.0%
Roadways
.00 acres 0.0%
Total Semi. -Impervious
.00 acres 0.0%
Total Impervious
s.f. .00 acres 0.0%
Total Pervious
2,479,634 s.f. 56.92 acres 100.0%
Weighted Curve Number
• Impervious
0.0% ICN1 = 98
• Semi -Impervious
0.0% Soil Group B/D
ICN2 = 98
• Pervious
100.0% Soil Group BID
ICN3 = 70
CN = [(% Impervious)(CN1)
+ (% Semi-Impervious)(CN2) + (% Pervious)(CN3) ]
CN = 70.0
Time of Concentration
t1 = Overland Flow = [ 0.007 (N x L)^0.8
] / [ P10.5 x S^0.4 ] = Kinematic Wave Eq.
Where
N = Mannings Roughness Coeff.
_ 0.8
L = Length of Flow (ft) _
300
Change in elevation =
0.36
P = Rainfall Intensity =
5.5 j
S = slope (ft/ft) =
0.0012
t1 = 211.6 min. = 3.5 hours
t2 = Shallow Concentrated Flow = L 160V (where overland flow lengths exceed 300 feet)
Where:
L = Length of Flow (ft) _
400
V = Velocity (fps) _
0.2
t2 = 33.3 min. _ .6 hours
Total Time of Concentration (Tc)
245.0 min. = 4.1 hours
i L'olumhus Street
a° n,
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POST -DEVELOPMENT CALCULATIONS:
On -Site Areas
Drainage Area
2,479,634 s.f.
56.92 acres
100.0%
Building
773,364 s.f.
17.75 acres
31.2%
Driveways/ Walk/ Pads
210,918 s.f.
4.84 acres
8.5%
Roadways
180,077 s.f.
4.13 acres
7.3%
Stabilized Areas
s.f.
.00 acres
0.0%
Total Impervious
1,164,359 s.f.
26.73 acres
47.0%
Wet Storm Detention Area
244,423 s.f.
5.61 acres
9.9%
Total Pervious
1,070,852 s.f.
24.58 acres
43.2%
Weighted Curve Number
% Impervious
47.0%
ICN1A = 98
% Wet Pond Area
9.9%
CN1 B = 100
% Semi -Impervious
0.0%
ICN2 = 98
% Pervious
43.2% Soil Group B/D
ICN3 = 74.0
CN = [(% Impervious)(CN1)
+ (% Semi-Impervious)(CN2) + (% Pervious)(CN3)
]
CN = 87.8
Time of Concentration
t1 = Roof to Ground =
t2 = Overland Flow = [ 0.007 (N x L)^0.8
Where
N = Mannings Roughness Coeff. _
L = Length of Flow (ft) _
Change in elevation =
P = Rainfall Intensity =
S = slope (ft/ft) _
t2 =
t3 = Overland Flow = [ 0.007 (N x L)^0.8
Where
N = Mannings Roughness Coeff. _
L = Length of Flow (ft) _
Change in elevation =
P = Rainfall Intensity =
S = slope (ft/ft) _
t2 =
Pipe Flow = Length / velocity
1 2 min.
P^0.5 x S"0.4 ] = Kinematic Wave Eq
0.24
100
0.80
5.5
0.0080
15.7 min.
P^0.5 x S^0.4 ] = Kinematic Wave Eq
0.012
260
0.80
5.5
0.0031
4.5 min.
Length (ft) = 650
velocity (ft/s) = 1.5
t4= I 7.2 min.
Total Time of Concentration (Tc) 29.4 min.
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PONDS 1-5 AND ROADWAY VOLUMES
PONDA
Incremental
Incremental
Cumulative
Cumulative
Stage
Area
volume
volume
volume
volume
ft,
fac)
(ac-ft
c.f.)
iac-ft)
(c.f.
bot. of ;)ond = 10.50 I
1.074
0.00
0
46,787.s_f.
10.626
462.880
18.50 I
1.583
10.63
462,880
68, 953. s_f.
3.44
149.671
Control = 20.50 I
1.853
0.00
0
80,718.s.f.
6.19
269,757
23.50 I
2.275
6.19
269,757
99,12O.s.f.
1.28
55,621
top of bank = 24.0 I
2.832
7.47
325,378
123,364.s.f.
POND-2
Incremental
Incremental
Cumulative
Cumulative
Stage
Area
volume
volume
volume
volume
(ft
(ac)
ac-ft.
(c.f.
ac-ft)
(c.f.)
bot. of po5 = 10.50 I
0.038
0.00
0
1,665..0.
0.728
31,692
18.50 I
0.144
0.73
31,692
6,258. s.f.
0.36
15,531
Control = 20.50 I
0,213
0.00
0
9,273.s.f.
0.82
35,735
23.50
0.334
0.82
35,735
14, 5 50. s.f.
0.21
9.242
top of bank = 24.0 I
0.515
1.03
44,977
22,419.s.f.
POND-3
Incremental
Incremental
Cumulative
Cumulative
Stage
Area
volume
volume
volume
volume
(ft
(ac)
(ac-ft
c.f.)
(ac-ft)
c.f.
bot. of pon = 10.50 )
1.349
0.00
0
58, 760. s.f.
13.721
597,688
18.50
2.081
13.72
597,688
90,662.s.f,
4.72
205,446
Control = 20.50 I
2.635
0.00
0
114,784.s.f.
8.82
384,183
- 23.50 I
3245
8.82
384,183
I
141,338.s.f.
1.82
79,285
top of bank = 24.0 I
4.036
10.64
463,468
I
175,801.s.f.
POND-4
Incremental
Incremental
Cumulative
Cumulative
Stage
Area
volume
volume
volume
volume
ft
(ac)
(ac-ft)
c.f.
(ac-ft)
(c.f_)
bot. of pond = 10.50 I
0.346 I
0.00
0
15, 062.s.f.
3.620
157,692
18.50 I
0.559 I
3.62
157,692
24,361.s.f.
1.28
55.735
Control = 20.50 I
0.720 I
0.00
0
31,374.s.f.
2.47
107,538
23.50
0.926
2,47
107,538
40,318.s.f.
0.53
23,272
to. of bank = 24.0 I
1.211
3.00
130,810
52,770.s.f.
POND-5
Incremental
Incremental
Cumulative
Cumulative
Stage
Area
volume
volume
volume
volume
ft
ac)
(ac-ft)
(c.f..
(ac-ft)
(c.f.)
bat. of ::ond = 10.50 I
0.021 I
0.00
0
898.s.f.
0.540
23,504
18.50 I
0.114 I
0.54
23,504
4, 980. s.f.
0.30
13,254
Control = 20.50
0.190
0.00
0
8,274.s.f.
0.80
34.868
23.50 I
0.344
0.80
34,868
14,971.s:f.
0.24
10,259
top of bank = 24.0
0.598
1.04
45,126
26,063,s.f.
;ROADWAY STORAGE
Incremental
Incremental
Cumulative
Cumulative
Stage
Area
volume
volume
volume
volume
ft
ac,
(ac-ft,
c.f.:
(ac-ft
(c.f.
23.50
0.000 I
0.00
0
. s.f.
0.233
10,150
24.00
0.932 I
0.23
10,150
40,600.0.
POND SIZING CALCULATIONS
REQUIRED TREATMENT VOLUME
Total Contributing Area (ac) =
56.92
Total Impervious Area (ac) =
26.73
Required Treatment over site (in) =
I 1.0
4.74
ac-ft
Required Treatment over impervious area (in) =
I 2.50
5.57
ac-ft
Required Treatment Volume (ac-ft) =
5.57
(112 Treatment Volume )
2.78
PROPOSED TREATMENT VOLUME
Incremental
Incremental
Cumulative
Cumulative
Stage Area
volume
volume
volume
volume
ft i8c)
(ac-ft)
(c.f.)
(ac-ft)
(c.f.)
I bot. of pond = 10.50 I 2.827
0.00
0
123,150. s.f.
29.235
1,273,456
I 18.50 I 4.481 I
29.23
1,273,456
195,214.s.f.
10.09
439,637
Control = 20.50 I 5.611 J
0.00
0
244,423.s.f.
1.419
61,792
20.75 ) 5.737 I
1.42
61,792
249,913.s.f.
1.36
59,336
I 1/2 treat. vol. el. = 20.985 5.856 I
2.78*
121,128
should =2.78 ac-ft 255,073.s.f.
2.79
121,513
I rqd. treat. vol. = 21.452 6.091 I
5.57
242,641
265, 327. s.f.
0.29
12,761
I weir = 21.50 I 6.115 I
5.86
255,402
266,381.s.f.
11.47
499,790
23.25 6.997
17.34
755,192
304,808.s.f.
1.77
76,888
I 23.50 I 7.123
19.10
832,080
310,297.s.f.
4.31
187,829
top of bank = 24.0 I 10.124
23.41
1,019,909
441,017.s.f.
Orifice Sizinq Drawdown Calculations
Rqd. Treatment Vol. to Draw Down :
2.784 ac-ft (Provided in Pond)
Rqd. Min. Time to Drawdown 1/2 T.V.
241hours
Rqd. Max. Time to Drawdown 1/2 T.V. I
30 hours
Elevation of Orifice :
20.50 N.G.V.D.
Assumed Orifice Diameter: I
8.001 inches
Centroid of Orifice:
20.83 N.G.V.D.
Elevation of Control Elevation
20.50 N.G.V.D.
Elevation of treatment volume :
21.45 N.G.V.D.
Max. Orifice Diameter*:
8.41 inches
'Orifice Equation: Q=C*A*(2*g*H)^.5
Orifice Diameter Utilized : I
9"xY
Permanent Pool Volume Calculations
Contributing Area (CA)
56.925 acres
length of wet season (WS)
153 days
wet season rainfall depth (R)
31 inches
minimum residence time (RT)
21 days*
runoff coefficient (C)
0.58
impervious 56.8%
0.95
pervious 43.2%
0.1
Required PPV**
11.77 ac-ft
** PPV = (CA*C*R*RT/(WS*12))
PPV Provided : I
39.331ac-ft
*Note : 14* 1.5 = 21 days utilized to eliminate need of littoral zone.
Mean Depth Calculations
Mean Depth = PPV / Area at Control El.=
39.33.ac-ft 15.611 acres = 7.0.ft <= 8 ft. O.K.
WETLANDS 1-2 VOLUMES
WETLAND - 1
Incremental
Incremental
Cumulative
Cumulative
Stage
Area
volume
volume
volume
volume
(ft)
(ac)
(ac-ft)
(c.f.)
(ac-ft)
(c.f.)
bot. of wetland = 24.20 I
0.285 1
0.00
0
12,400.s.f.
0.257
11,175
top of bank = 24.5
1.426
0.26
11,175
62,100.s.f.
WETLAND - 2
Incremental
Incremental
Cumulative
Cumulative
Stage
Area
volume
volume
volume
volume
(ft)
(ac)
(ac-ft)
(c.f.)
(ac-ft)
(c.f.)
bot. of wetland = 21.00 1
1.104 1
0.00
0
48,100.s.f.
1.051
45,780
top of bank = 21.7 1
1.899 1
1.05
45,780
82,700.s.f.
IV SUMMARY
Following are summaries of pre -developed and post -developed discharges for the storms that have been
analyzed.
ROUTING SUMMARY
City of Sebastian and Saint John's River Water Management District (SJRWMD)
PRE -DEVELOPED CONDITIONS
Mean Annual- 24 hourCS Type II, Ff. Modified Storm Event) (SJRWMD)
Teak Discharge
(CFSi
Pre 9.71
25 year- 24 hour (SCS Type Il, Ff. Modified Storm Event) (SJRWMD)
Peak Discharge
(CFS)
Pre 30.51 I
10 year- 24 hour (SCS Type Il, Ff. Modified Storm Event) (City of Sebastian)
Peak Discharge
(CFS
Pre I 21.43
25 year- 24 hour (SCS Type II, Ff. Modified Storm Event) (City of Sebastian)
Peak Discharge
(CFS)
Pre 27.24 I
POST -DEVELOPED CONDITIONS
Mean Annual- 24 hour (,SCS Type II, Ff. Modified Storm Event) (SJRWMD)
Peak Discharge Peak Stage
CFS (NGVD
Pond To Offsite 8.21 I 22.33
pre/post dill. 1.5
25 year- 24 hour (SCS Type II, Ft. Modified Storm Event) (SJRWMD)
Peak Discharge Peak Stage
(CFS, (NGVD)
Pond To Offsite 29.85 24.04
pre/post diff. 0.66
10 year- 24 hour (SCS Type II, Ff. Modified Storm Event) (City of Sebastian)
Peak Discharge Peak Stage
CFSi NGVD,
Pond To Offsite 21.12 23.37
pre/post diff. 0.31
25 year- 24 hour (SCS Type II, Ff. Modified Storm Event) (City of Sebastian)
Peak Discharge Peak Stage
CFS �NGVD-
Pond To Offsite I 26.10 23.83
pre/post dill. 1.14
100 year- 24 hour Peak Stages
100 year
+NGVD)
Ponds 1-5 24.43
As demonstrated by the above calculations and the Flood routing computations and mounding analysis contained in the appendices of
this report, the proposed stormwater management system meets the requirements of the City of Sebastian and SJRWMD. The system
provides adequate treatment volume, recovery of the treatment volume and attenuation for the mean annual, 10 year and 25 year - 24
hour storm events.
Existing Wetland Summary:
As can be seen in the Flood Routing Calcs, the existing wetland 91 is estimated to receive 3.3 acres, or 5.8 percent of the site's existing
run-off. Based on this estimate wetland #1 receives (1,156,573 of/ 43560 sf/ac) x 0 058 = 1-54 ac-ft of runoff. Due to the surrounding
elevations being at or lower than wetland #1's elevations, the post developed discharge to wetland #1 has been set to whatever rainfall
enters the wetland and the surrounding buffer. The control structure from wetland #1 to Pond-1 has been set such that the wetland
reaches its maximum capacity prior to discharging, elev. 24.40.
As can be seen in the Flood Routing Calcs, the existing wetland #2 is estimated to receive 14.5 acres, or 25.5 percent of the site's
runoff. Based on this estimate wetland #2 receives (1,156,573 of/ 43560 sf/ac) x 0.255 = 6.77 ac-ft of runoff for the 25 year-24 hour
storm event. To best simulate the pre -developed runoff characteristics for the existing wetland, the ouffall structure should be sized to
discharge approximately the same volume of runoff for the post developed storms. Due to the approximate pre -developed discharge
volume to wetland #2 exceeding the available volume within the wetland, the drop structure to wetland #2 has been sized to discharge a
volume equal to the wetland volume, or 1.05 ac-ft, within a 24 hour period.
Appendix A
Location Sketch
U.S.G.S. Quad Map
Flood Zone Map
Aerial Map
VICINITY MAP
lei I
\or
I�t RIVER `\
< El
HAV
.-,. ' •FI ELCU -. ��• �l \ O SKYANTIAA' L:GMML
' :. R O S E"N D `
�aERVF;ln
OCE use\
BFE` t�Sch+.i1LUU YOIDMRr
Ail ' I ACRES �/� ` H G� ,F�Ng." \ L -+-o
Vie',
e 2s s DER
S'�:.�' H LS ``
ROSELAND
SEBASTIANr oz •� ,aa.' IP xU �V f EpSD6 T,
�J MUNICIPAL ,,1:ya.,TI,L.Y fj�� ,,� '` iT rYCJL/CES • tih:l'..9 S7'fA:,'Nl W..Iy EI.CHAM
Y{ SLBA STIR A' STA _ CITY MIAT HAAI)' \'
iv,pilr.A•r,.. r ,� AIRPORT >rJ .,�+ cLtr- ALLr rMAIN ST.< _ cq,r�.,,.,q
�\ G AlUNICIrAL ~
J� „ I
1• V \ T`r VL Sr H'ASHf;'TII�'J�J..a ZA
t E r I irosr1.
/•' PuL T `lJ)L N•iry r�/L
v 9 \ \ C
9'0\ �_ HEIGHTS
a TAL\
. 011,1 LJx' 9 J - ^v w 'I 1
r I•.t li 1. J 1tssse T■■■ rxwl • VAIEH CIA sl ('l.1.li AT1J
L ` I-, ■ Y CJ V r,P[ Do .v • `s EST / r i L !sl1.{T AEH!'
L I P� 1,: r HJ.,r�
5t)5 1 f . Gt-•` ) AISMFF[ 6LYD
' p11 /Sl:yAS77AA• !r \\ xex�_'IfC�T �S AT
s�- .\• r„•��
.;, . (•'r FINP�'r\` i \ a _`nfUS L 'L I`�t"Ly TANG r ri ' Nr
UN-W^ASI/F•/Cl/',U_�Ci
DNAHGL r—A C CAIAYD Y IN A
4 _ �L � ♦• \, rum •a Morfxa —�
CGURS£i\QOLLIER �., y 4, 4x4'I ul AV a4Ux 1 of Srbaviax,
I CLU9
�• � G i � i e i ,- � [xUlUx . npr PAi:x .r'c . � _6�•�'?1'," %'•• \\ �'l
1 � I I _ - _ � 2 N HIBI$C U5,4'_
�?�►y {{{jjj 'Cl
S ��¢ �� s = x4 #
m IIn_II I 1V0
UBfNxC.sl[Lsv[rsor_ _r�J�U
I _ r /I m �I ✓P2 r �FI; Av[I o - �5 �o •G. 1> '�•
, ,••l � O � S �lINGSCN �AI'F.i CRCIF A.Y' }`�-;r� ~ •' � 3a '
LAAE OR
t' �•1Efi •¢¢ANDGEI AV JI; �If "I ",1L , l DfYDk1'G-'NUS C 7 -y '
i 1ss.tt Alp N ell
e
� I AL[M'ILv 3_ „ .0 Ir� +�T JO LsY DI[MLNs .+
wAvrJ #\ c .�%vfrF ;'� it �cr� D CU Ic VE II j I- L lyF
11 66 TI \
'.•.1 �40-�. LLix[I xvl 1-- '� �, 11, P 1 �4,ir - z sll D -
i N o H -. f u I� a .\ c1 r �F •� LEAR � I , F
r sus , SfII x +\ , �. r I',1. jI I� a H tAl rl •� i �..
x Lt �Ys�' `>_' ,, II.-E, ILr�x F_Jvv".k.\i�t .u..i..lI� l:_ �U�. ,III� �•4 \ ''�``�-\�_1Ir.y1 II !m_ IN i.iLI 42. O1p .II� Q I fiSULNR �
C_I`FJ• ,555 Ir :_d ?µxWC12 BNDV1101 DMPLmw
'
•} .ti'; !/I.U/ JDBDAF V 0 Lf116 lV ,-,.. •• I �.�
� 1't)1ITlI ,
I ONLIIN 1
t)h'Ln `�/1;.f�Y.! UUyIDN>11m
� ..•:_._ -I .�
IVA JIn
xi �I'�. FL1_ t / ( ivi.'l i•r I I \' I I .� ,.
"1 . Itl FNf7 All II �I •. h j I.-. -
-L t I •F il...
I I [ r :'.:��� ,:" - 1 ail � :y ,.? �`,••� 4 .. ,,... ••,. \
It
1
x 18�� �w4
Piling _
3080 CO
y l,_ CO r�
I`
3079
1 . � osela�d
r1 •X .
Invay Bea on1•_
2
r n
5 \0i
\�q
0 u A NAp
�( \o Light
A
Lp
`.\ 13 M—
,r
—;,' // \\•. o' Fish
tr
hu
GRANT
T 30 S \\„
o�..�. 31 S
3077
22.1
eb
stian
LU w Mac , -hia:�
L g
S'� A TIAN MUNICIPAfc'`o
AIRPORT j Ii......__.�� 'I i' —_ % BM
3076 9bPiling F.
23
O / \ ..•��� II ,i ii 'I it � � I! ! i I � � `�' p \ \ _ •• `� `\,�
25 \ ••.,,
75
.) i I - .. I :,I� 12., jl II h- ../ f ------•----• --Via•----•,
30
Zbr` j II I%,: ;, h� • i, .0of � j� p� Cu . /•, \
X
i \
\\
I � 23 � ` . I
KAJEAWAL FLOOD INSURANCE PROGRAM
u
u
FIRM
FLOOD INSURANCE RATE MAP
;j IN.U)IAN RWER COUNTY,
fl.k.1fUDA AND
!NCORPW-t-xrED AREAS
PANEL 76 OF 169
CONTAIM:
commuNITY NUMBER PANEL SUFFIX
HHASTM, CITY Of 120123 0076 E
UNINCORPORATED AREAS 120119 0076 E
�� r
PANEL [.0CATION I i �U��c c S c=
y
MAP NUMBER:
12061CO076 E
EFFECTIVE DATE: L
MAY 4, 1989
I 1"ederal E'inergency Manigement Agency
W13
ZONE X
City of Sebastian
120123
lar
7
a.w
hh
44,
uv— mko.
R i. AlL
Ail `�L
0:4, 4
tv
IKE
T7
nv 4 Wif M al I
O-CITHIULKE9 imni,Lg (-& STO)IDDARID9
rinUPTIMM, Ulf,41 TPIKWITTIMA RTIq AMM Pro 'Afllac - (Z
-1-�)TPT(nqpa7zrqlr, A, TP)TPT I
Appendix B
SCS Soil Data
Soil Borings
R. 38 E. I R. 39 E
INDIAN RIVER
COUNTY, FLORIDA 'fir 1f
r
21
11 4
4
21
EBASTIAN
IIEI
33
29
-37
512
T,
12'
-4.
21
I I
12
7'- 2
rd�
45 .33
kl
12
'rMngi
Cum,,
2
t �si-
4
196
Soil Survey.
_
'I
TABLE 17.--WATER FEATURES
I I 11 11
("Flooding" and water table
11
and
terms such as rare, brief, apparent,
"rare," "brief," "apparent,"
"perched"
and perched are explained in
the text. The symbol
{ means
less than; > means more than. Absence of
an entry
indicates that
the
feature is not a concern
or that data were not estimated]
Map IHydrologicl
Floo�inq
1.
I?ich water a
e
symbol and
soil name I
group
I Frequency I Duration I Months
I Depth
I Kind
I Months
i
( Ft
1------------------
I
C
None------------ ---
I I I
11.0-3.0
Apparent
I Jun -Nov
Canaveral I
!
2------------------------ I
I
B/D
I I
(None ------------ I --- 1 ---
I
1 0-1.0
!Apparent I
}�
Jun -Feb..
Chobee
3----------------------- I
B/D
(None ------------ I --- 1---
1 0-1.0
!Apparent
I Jun-Oct-
EauGallie
I
I I
I I I
I
I
'<
I
'4=------=--------------I
B/D
None ------------I --- I ---
I 0-1.0
IApparent
y
Jun-NoV I
,.
�
Immokalee
I
I
5----------------------!
I
B/D
+None ------------ !
! 1 -- I -'-
i 0-1.0.,1Apparent
I
r
Jun
E.
Myakka
ti
6----------------------- I
B/D
(None ------------ I --- I---
1 0-1.0
lApparent I
Jun -Feb
Oldsmar !
1 ! I
I
I
I
`
7----------------------- I
A
iNone------------I --- ` ---
i >6.0
Palm Beach
I
I
8----------------------- I
!
A
I !
(None ------------ I --- 1 ---
I I I
I
I >6.0
I
! I
I ---
{ I
3'
y
Paola
¢^
9----------------------- I
D
INone------------ I --- i---
I 0-1.0
(Perched I
Jun -Oct.
Pepper
r}
10--------------------- -I
C/D
1 ---------I I
--- I ---
I
I 0-1.0
! I
Apparent I
Jun -Dec ='
Riviera !
(None--- !
y
i'
11---------------------- I
A
(None ------------ I --- I ---
i >6.0
i ---
St. Lucie
9
12----==--------------I
A
(None ------------ I --- I --r4
13.5-6.0
IApparent I
Jun-NOvI,
Archbold (
( I
13---------------------- I
B/D
(None-----------
0-1.0
I � IApparent I
Jun -Oct?'
y
Wabasso'�
14----------------------I
B/D
--- ---
iNone------------I !
1 0-1.0
I
IApparent I
I I
Jun-`
t ,
Winder
15---------------------- I
B/D
INone ------------ I --- I ---
I 0-1.0
IApparent I
Jun -Fe;
Manatee !
I I I
I
! !
�i
16--------------------
B/D
!Rare ------------ 1 I ---
I 0-1.0
IApparent I
Jun -Not
s
Pineda--!
I !
!
17.* I
I I I
I
I !
Quartzipsamments
18----------------------I I
B/D
( I I ---
!None ------------I
I 0-0.5
!
IApparent I
Jun! -4ct,
Captiva
See footnotes at end of
table.
n River County,, Florida
Map symbol and
soil name
eaches
"omello
*
'rban land
*
.rents
'loridana
-------------
;t. Augustine
it. Augustine
i
3oca-------------------
Irban land. +
;auGallie--------------
Jrban land.
Immokalee--------------
Urban land. i
----------------------
Jupiter
2 2----------------------i
Jonathan
3----------------------
Astatula
-- - -----------i
Satellite
5** --------------------
McKee
;-------------------
Boca
;9----------------------�
Malabar
10** --------------------
Gator
See footnotes at end
197
TABLE 17.--WATER FEATURES --Continued
Floo"2inr High water table
IHydrologicl I
group i Frequency i Duration i Months i Depth i Kind i Months
f I I I •{ Ft I I
C iNone------------1 --- i --- i 2.0-3.5 iApparent i Jul -Nov
I I I I a
B/D
C
B
B/D
B/D
B/D
B/D
B
A
C
D
B/D
B/D
D
of table.
e------------1
None------------f
None------------i
None------------i
None------------i
f
None------------i
{
Frequent--------i
I
None------------i
None------------�
None------------�
--- ` + 0-1.0 iApparent i Jun -Feb
--- --- i 1.5-3.0 Apparent Jul -Oct
--- j 2.0-3.0 +Apparent i Jun -Oct
--- --- 0-1.0 iApparent ; Jun -Feb
Very long----
---
0-1.0 !
Apparent
0-1.0
iApparent i
0-1.0
I I
±Apparent
3.0-5.0
iApparent
>6.0
1.0-3.5
iApparent
+2-0
I I
`Apparent i
0-1.0
I f
iApparent i
0-1.0
iApparent i
+2-1.0
I f
iApparent
n-Oct
Jun -Nov
Jun -Nov
Jun -Oct
Jun -Nov
Jan -Dec
Jun -Feb
Jun -Nov
Jun -Dec
198
Map symbol and
soil name
TABLE 17.--WATER FEATURES --Continued
kaoodin;
Hydrologic, '
group Frequency Duration Months
41**--------------------
1
B/D
lNone ------------
Canova
1
1
42**--------------------I
B/D
None------------
Terra Ceia
I
I
44**--------------------
I
D
INone------------
Perrine Variant
I
I
-4--------------------
i
D
iNone------------
Myakka
I
I
46----------------------I
A
INone ------------
Orsino
I
I
47------------- ---------I
B/D
(None------------
Holopaw
I
I
48----------------------
I
C
INone------------
Electra
- I
I'
49----------------------
I
B/D
(None------------
Pompano
50.*
Pits
I
I
51**--------------------
I
D
INone------------
Riviera
1
52**--------------------
I
D
INone------------
Oldsmar
I
I
53**--------------------
I
D
INone------------
Manatee
I
I
54**--------------------
I
D
IFrequent--------
Riomar
I
I
55**--------------------
I
D
INone------------
Floridana
I
I
56**--------------------
I
D
INone ------------
Pineda
I
I
57**--------------------I
D
INone ------------
Holopaw
I
I
58**--------------------
I
B/D
(None------------
Samsula
I
I
59----------------------I
B/D
(None------------
Lokosee
I
60**--------------------
I
D
INone------------
Pompano
I
61**--------------------I
D
INone ------------
Delray
I
I
i
See footnotes at end of
table.
Soil Survey
HiQt water
table
Depth
+ Kind
I Months
-
+2.-0
`Apparent
I Jan -Dec
+1-1.0
IApparent
I Jan -Dec
+1-1.0
I
(Apparent
I
` Jun -Nov
-
I
I
+2-1.0
iApparent
i Jun -Feb_
3.5-5.0
I
iApparent
I
I Jun -Dec
,
-
0-1.0
iApparent
I Jun -Nov';
I
I
2.0-3.5
iApparent
I Jul -Oct
0-1.0
iApparent
I Jun -Nov
---
i ---
I +2-1.0
(Apparent
i Jun -Dec_
--- I
---
I +2-1.0
iApparent
I Jun -Feb
--- i
---
i +2.-1.0 IApparent
I
Jun -Feb
I
I I
I
e.�.
Very long -----
I Jan -Dec
I +2-0
IApparent I
•:
Jan -Dec ._
---
i ---
i +2-1.0 iApparent
i
te'
Jun -Feb.,,?..
---
I ---
I +2-1.0 IApparent
I
Jun -Dec' o
---
i ---
I +2-1.0 IApparent
I
Jun -Apr _ 11
{
1
la'
--- I
--- (
+2-1 0 IApparent
{Jan
-De¢
--- i
---
1 0-1.0 i
Apparent I
Jul xo,r
--- I --- I +2-1.0 IApparent
I I I
--- i --- i +2-1.0 IApparent
I i I
Jun-Q!C
- w
4'�u.r<F4`t+i-NA�f'��d ,?4:PjJfrr'VM1'ii�mX�S{J'
Soil name and
I I
IDepthl
sample number
I !
rn
Archbold:
I I
1 21
S82FL-061-006-1
0-
1
S82FL-061-006-2
2-181
118-381
S82FL-061-006-3
138-511
S82FL-061--006-4
S82FL-061-006-5
i51-80
Astatula:
1 41
S82FL-061-015-1
0-
1 4- 51
S82FL-061-015-2
1
S82FL-061-015-3
5-141
114-441
S82FL-061-015-4
144-711
S82FL-061-015-5
S82FL-061-015-6
171-801
Boca:
S82FL-061-002-1
S82FL-061-002-2
S82FL-061-002-3
S82FL-061-002-4
Canaveral:
S82FL-061-008-1
S82FL-061-008-2
S82FL-061-008-3
S82FL-061-008-4
S82FL-061-008-5
S82FL-061-008-6
S82FL-061--006-7
Canova:
S82FL-061-011-1
S82FL-061-011-2
S82FL-061-011-3
S82FL-061-011-4
S82FL-061-011-5
S82FL-061-011-6
S82FL-061-011-7
S82FL-061-011-8
S82FL-061-011-9
S82FL-061-011-10,
0- 7'
7-141
14-201
20-2411
0- 5'
5- 91
9-171
17-341
34-491
49-611
61-8011
0- 6'
6-121
12-131
13-211
21-241
24-341
34-401
40-491
49-SE
TABLE 19.--PHYSICAL ANALYSIS OF SELECTED SOILS
Partic
Sa
I
Horizoul
Very (Coarse
1coarsel(1.0-
IMedium
1 (0.5- 1
'(2.0- 1 0.5)
0.25)
10)
I Mm I
Mm
! Mm 1
A
1 0.0 i
4.6
i 65.5 I
1
Cl
1 0.0 1
5.3
1 61.9
Cl
1 0.0 (
5.5
I 57.6 1
C2
1 0.0 1
4.5
i 53.4
C3
0.1
8.5
i 61.7
le -size distribution
nd
Fine
Very I
1
Total
(0.25-Ifine
1(0.1- 1
(2.0-
0.1)
0.05)
0.05)`
Mm
j Mm i
Mm
28.2
I 1.0 1
99.3
31.3
1 1.0 1
99.5
35.0
1 1.2 I
99.3
40.2
1.3 ;
99.4
28.0 1 1.0 1 99.3
Silt ; Clay
I(0.05-1(<0.002)
`0.002)
1 1 MIl
0.3 ' 0.4
0.0 1 0.5
0.1 ( 0.6
0.0 1 0.6
0.0 0.7
A
0.0
7.3
70.2
21.1
0.8
99.4 '
i
0.0 '
1
0.6
AIC I
0.0 1
5.4 1
68.4 i
24.1 1
0.9 (
1
98.8
I
0.1
1
1.1
Cl
1 0.0 1
5.4 1
69.0 1
23,4 I
0.8
98.6
1
0.3
1
Z.1
C2
1 0.0 I
6.9 i
66 5 l
24.4 1
0.9 1
98.7
I
0.3
I
1.0
C2
1 0.1 I
8.7 1
64.0 1
25.1 i
0.6 i
98.5
0.2
1.3
C3
0.1 '
7.6
59.9
28.5
0.9
97.0 1
2.2 1
0.8
Ap
1 0.2 11
I
1.6
E
I 0.2
2.0
Bw
1 0.7 1
3.1
Bt
i 2.8 i
3.4
A
I I
1 0.0 I
r•
0.4
Cl
1 0.0 I
0.5
C2
1 0.0 1
0.3
C3
1 0.0 1
0.7
C3
1 0.0 1
1.3
C4
1 0.0 1
0.8
C5
! 0.2
4_1
Oap
I
---
Oa
---
---
A I
0.2 113.8
E1 1
0.2 1
14.6
E2 1
0.2 1
13.1
Btg1 1
0.1 1
+
9.0
Btg2
0.2
10.1
Cgkl
Cgk2'l
0_4
.0_9 1
10_5
74
Cq 1:..
0.6. 1
9._3
5.8
11 70.4
1 14.7
' 92.7
' 3.8
' 3.5
i
7.1
1 73.0
( 13.1
I 95.4
) 2.8
1.8
7.9
1 68.5
( 13.1
1 93.3
I 2.7
I 4.0
6.1
57.3
i 12.4
82.0
3.1
14.9
23.2
167.9
1 3.8
1 97.3
1 0.0
1 2.7
I
20.6
1 73.0
I 4.6
1 98.3
1 0.0
1.7
18.4
1 73.8
1 4.9
1 97.4
I 0.4
1 2.2
18.5
1 74.8
14 0
I 98.0
I 0.6
1 1.4
18.0
173.0
1 5.4
( 98.4
1 0.0
( 1.6
1
17.1
1 73.3
I 5.1
i 96.4
( 2.1
1.5
24.7
52.2
9.4
90.6
8.0
1.4
66.2
62.0
61.4
42.1
44.4
41.3
35.7
42_8
18.2
20.0
20.7
14.4
14.1
13.6
17.6
21.8,
98.9
1 98.5
1 97.0
66.8
69.9
67_1
63.7
1 76.2
0.0
0.4
1.4
5.2
4.7
9_5
13.6
5 E3
1.1
1.1
1.6
28.0
25.4
23.4
22.5
18.0
a .. m
>=Sic.:Gr9w"%fw'd5i4�Fa�.ssvi.rr7.17�'.��:-sz s-SSi '.�.....;'a,7•� •-•.,�•�•.++ �' ;--
r
Water
content
Hydraulic I
Bulk I
1
density
1
tivity 1
( field1barrl
bar I bar
(saturated)lmoisture)i
I
cln/hr i
I
;,cc `-----F'cT
I
1I
(w j -----
! !
80.2 I
I
1.53 1
1
3.81 1.91 0.9
63.7
1
1.56
1
2.71 201 0.9
0.9
80.8
1.55
1
301 251
0.7
60.5 i
1.58
2..61 2.31
I I
105_4 i
I
1_38 1
I I
2 61 1_71 0_4
143 5
1_47
2_31 1 61 0_3
22.6
11.2
8.5
0.8
1.09
1.53
1.41
1.48
20.3'
7.3�
11.3',
21.0!
I
14.81 6.5
3.71 0.7
7.11 1.8
17.81 6.9
24.3
' 1.35 '
1 1
9.8
7.0'
2.3
1.2
27.6
1.52
1 1
5.21
4.31
4.01
0.6
35.5
1.42
I 1
5.31
4.41
50.6
48.0
1.39
1 1.46 i
5.61
4.61
3.81
1.3
1.0
20.7
30.9
I 1.42 1
1.38 1
9.01
8.31
6.71
6.11
2.0
1.2
11.0
69.7
68.4
31.6
0.1
10.0
11_2
00
0.2
0.40
0.40
1.54
1.62
1_62
1.71
' 1.78
,1.84
1.82
139.2
148. E
3_R
3.5
20.4
17.5
13.E
14__
13. E
115.7'
110.0
2.6
2.7
18.6
15.4
12_5
37.2
26.9
0.3
0.2
9.5
8_1
5.4
6.0
5_6
N
0
U)
I
Soil name and `Depth
sample number I
In
Electra:
S82FL-061-007-1
S82FL-061-007-2
S82FL-061-007-3
S82FL-061-007-4
S82FL-061-007-5
S82FL-061-007-6
S82FL-061-007-7
S82FL-061-007-8
Floridana:
S83FL-061-017-1
S83FL-061-017-2
S83FL-061-017-3
S83FL-061-017-4
S83FL-061-017-5
S83FL-061-017-6
S83FL-061-017-7
S83FL-061-017-8
S83FL-061-017-9
Gator:
S83FL-061-016-1
S83FL-061-016-2
S83FL-061-016-3
S83FL-061-016-4
S83FL-061-016-5
S83FL-061-016-6
S83FL-061-016-7
S83FL-061-016-8
S82FL-061-003-1
S82FL-061-003-2
S82FL-061-003-3
S82FL-061-003-4
S82FL-061-003-5
S82FL-061-003-6
S82FL-061-003-7
S82FL-061-003-8
S82FL-061-003-9
TABLE 19.--PHYSICAL ANALYSIS OF SELECTED SOILS --Continued
Particle -size distribution I I I Water
content
I Sand i Silt i Clay I I l
Horizonl Very (Coarse IMedium I Fine (Very I Total I I I Hydraulic I Bulk I I I
lcoarsel(1.0- 1 (0.5- 1(0.25-(fine 1 (2.0- 1(0.05-1(<0.002) 1 conduc- I density 1 1/101 1/3 1 15
1(2.0- 1 0.5) 1 0.25)1 0.1) 1(0.1- 1 0.05) 10.002)I 1 tivity I (field 1 barl bar l bar
1 1.0) 1 I 1 1 0.05)1 1 1 1(saturated)lmolsture)l I I
I I I I I I I I I I I I I
iqm
Mm
' 0- 5A ' 0.0 ' 3.2
1 5-171 E1 1 0.1 l 3.5
I17-301 E2 1 0.1 1 4.5
130-331 Bhl 1 0.1 I 4.0
133-361 Bh2 1 0.0 1 3.6
136-471 EB 1 0 0 1 3.4
147-591 Btgl 1 0.0 1 4.0
;59-721 Btg2 11 0.1 4.4
0- 5'
5-14�,
14-20'I
20-30
30-34�1
34-371
37-53
53-68
68-80!
0- 6'
6-261
26-301
30-441
44-491
49-541
54-621
62-80
I
0- 81
8-131
13-331
33-361
36-41I
41-471
47-641
64-721
72-801
Ap +
A I
E
Btgl 1
Btg2 1
BCg I
Cgkl I
Cgk2
Cgk3
0.3
0.2
0.3
0.2
0.2
1.8
1.0
5.4
0.6
10.5
10.2
14.4
8.2
7.6
7.4
7.6
10.0
5.6
ihm I Ib ! iim
' 33.6
' 47.4
' 13.6
I 302
1 47.0
i 17.1
( 28.2
1 48.5
116.5
I 25..6
l 44.1
l 15,5
l 23.4
1 43.0
1 16.$
l 232
1 44,0 1
18.8
27.2
38.8
10.0
28.8 1 38.4 1 7.7
47.5
47.7
51.4
35.8
35.0
26.2
27.6
24.4
26.6
29.5
31.0
28.0 I
22.7 I
23.1 1
18.0 I
20.0 1
19.6 1
31.4
4.3
4.5
3.9
3.4
3.7
3.2
3.8
5.2
7.6
97.8
i {
1 1.1 1
1.1
97.9
1 1.5 I
0.6
97.8
i 1.5 i
0.7
89.3
I 5.4 I
5.3
86.8
1 6.4 1
6.8
89.4
l 6.9 1
3.7
80.0
i 2.8 1
17.2
79.4
i 2.7 i
17.9
92.1
I I
I 2.1 I
5.8
93.1
1 2.3 l
4.1
98.0
I 1.4 i
0.6
70.3
1 5.5 1
24.2
69.6
1 6.9 1
23.5
56.6
1 22.4 I
21.0
60.0
1 21.0 1
19.0
64.6
1 15.4 1
20.0
71.8
7.2
21.0
Oap---
---
---
---
---
---
Oa-
-
---
Cgl 1
I
0.2 1
1
6.6
1 28.6 l
1 (
23.1 I
8.5 I
I
67.0
Cg2
1
0.0
5.0
23.0
1
17.2 1
5.4
l
50.6
Cg3
0.0 1
5.4
1 22.6
117.4
17.0 1
5.6
I
50.6
Cg4 I
0.2 i
5.2
i 23.2
117.9
I
5.6
I
51.6
Cg5 1
0.7 1
7.1
I 25.4
I
5.1
56.2
Cg6
0.7
7.9
31.7
22.9
7.2
70.4
Ap
E1
E2
Bhl
Bhl
Bh3
BC
Bbb
C
0.0 '
0.0 1
0.0 1
0.0 1
0.0 l
0.0 1
0.0 1
o.0 I
0.0 '
i
3.8
3.0
3.1
3.5
2.9
3.3
3.5
3.2
3.1
48.2
49.5
47.8
42.3
40.2
40.4
42.0
41.3
40.6
40.1
39.8
41.3
38.5
41.1
42.5
45.0
46.5
44.0
4.6
5.3
5:9
4.1
5.3
5.8
5.4
4.6
4.3
r
96.6
97.6
98.1
88.4
89.5
92.0
95.9
95.6
92.0
11.5 l
16.2 1
14.4 l
15.0 1
19.6 1
9.4
I
1.7 1
1.5 i
1.0
1
3.5 1
2.2 1
2.9 1
2.5
21.5
33.2
35.0
33.4
242
20..2
1.7
0.8
0.9
4.5
5.0
4.5
1.9
1.5
5.5
l �mihr I (j/cc I 1,t(vtJ----
1 24.3 1 1.49 1 5.71 3.61 1.3
1 17.1 I 1.56 ( 4.41 3.11 0.9
1 16.8 1 1.54 1 3.91 2.11 0.8
I 22.6 1 1.28 1 17.81 14.51 4.0
1 4.5 I 1.30 1 24.91 20.81 6.5
1 10.7 1 1.52 1 8.91 '6.11 1.6
1 0.3 l 1.63 1 19.41 17.11 7.2
0.5 1 1.66 ' 16.51 14.11 5.8
I I I I I
30.3
41.4
25.6
26.3
21.6
11.0
27.9
9.2
8.0
1.39
1.17
1.47
1.21
1.32
1.45
1.52
1.55
1.62
7.8'
9.61
3.91
19.51
16.91
13.71
5.91
8.91
6.81
1
4.8' 1.5
7.5I 1.7
2.61 0.6
15.01 2.3
12.81 2.4
10,61 27
4.21 0..9
6.51 1.1
4.21 0.9
'�"'" i.'�'a'�`a1�.r�a:��.�9:�ti�'"�;�'i�`'„4..fr�hy�...,-�:-�...r.�s?..�s...,..`..5. �'x .�`V-'�w�.v". �. •*�..~e";`=,_� g••�= y. Sri-`..r.,� ��:xsm _ ....
Soil name and
sample number
Depth
I
'{ r
Horizon) Very
lcoarsel
1(2 0-
1.0)
In
Jonathan:
I I
1
I I
1
S83FL-061-019-1
0- 31
A.
0.1
S83FL-061-019-2
1 3-261
126-511
E
E
1 0:2 1
1 0.3
S83FL-061-019-3
151-751
1
S83FL-061-019-4
175-801
E
0.8
0.1
S83FL-061-019-5
Bhm
i
Jupiter:
{ {
10-
{
1
S82FL-061-009-1
51
1
Al
0.0
S82FL-061-009-2
5-12!
A2
0.0
Manatee:
{
I
S82FL-061-005-1
1 0-
S82FL-061-005-2
1 3-
S82FL-061-005-3
1 8-b
116-31
S82FL-061-005-4
130-4.
S82FL-061-005-5
142-5
S82FL-061-005-6
S82FL-061-005-7
I54-7
Orsino:
I
S83FL-061-020-1
1 0-
S83FL-061-020-2
1 2-2.
123-21
S83FL-061-020-3
126-4
S83FL-061-020-4
143-6
S83FL-061-020-5
162-8
S83FL-061-020-6
Palm Beach:
I
S83FL-061-020-1
1 0-
S83FL-061-020-2
1 6-1
118-4
S83FL-061-020-3
S83FL-061-020-4
149-8
Paola:
S82FL-061-013-1
0-
S82FL-061-013-2
( 2-
S82FL-061-013-3
9-1
TABLE 19.--PHYSICAL ANALYSIS OF SELECTED SOILS --Continued
Particle-size.distribution
Sand i Silt i Clay
Coarse (Medium I Fine )Very I Total I {
(1.0- 1 (0.5- 1(0.25-)fine 1 .(2.0- 1(0.05-1((0.002)'
0.5) 1 0.25)1 0.1) i(0.1- 1 0.05) 10.002)'
0.05)
Mm Mm' Mm Mm Mm I Mill Mm
15.1 ' 65.1 ' 17.4
16.0 1 61.9 1 19.5
17.4 1 57.3 { 22.3
18.6 1 56.3 { 22.1
12.7 567 23.5
1.2 ( 28.4 ; 52.6
1.6 1 28.3 1 52.2
1.3 '
99.0
1.5 1
99.1
1.9 1
99.2
1.2 1
99.0
0.4
93.4
1
12 8 I
95.0
12.4
94.5
0.8 ' 0.2
0.2 1 0.7
0.4 1 0.4
0.1 1 0.9
3.3 3.3
4.9 1 0.1
2.4 3.1
iydraulic ' Bulk '
conduc- 1 density 1
tivity I (field
saturated)imoisture)
(in/hr { G/cc
AP (
0.1 1
4.2 1
42.3
32.0
6.6 1
85.2
1 5.0
1 1
9.8 '
I
12.2
' 1.21
1
A I
0.0 1
3.9 1
42.7
1 31.2 1
6.1 1
83.9
8.5
7.6
II11
6.0
1.44
IIII
BA 1
0.0 I
3.1 1
39.3
1 32.5 1
7.2 11(1
82.1
7.5 1I(1
I1I1
10.4
1..9
1.46
Bt
1I1
0.0 I1
3.4
11I
37.5
30.1
III
i11i
69
77.9
10.4
11.7
0.0
1.61
Btgl
0.0
36
389
31.1
6.9
80.5
4.3
152
0.0
1.60
Btg2
0.0
4.2
42.8
29.4
5.0
81.4
5.6
13.0
01
1.57
2.
2
46.4
25.2
2.8
88.4
4.6
7.0Cg
---
---
A '
0.0 '
0.3
'
8.5 '
72.4 '
16.1 '
E 1
0.0 I
0.3
1
8.0 1
73.7 1
15.4 1
Bwl&Bh 1
0.0 1
`0.3
1
7.3 171.8
115.1
1
Bw2&Bh 1
0.0 1
0.3
1
7.4 {
72.7 1
15.1
BC 1
0.0 1
0.3
1
6.6 1
74.4 1
15.2 1
C
0.0 !
0.2
5.5
71.4 ;
15.3
A '
Cl 1
C2 1
C2
(
A
E !(
BSI
nw
0.5 ' 10.2 ' 64.9 ' 21.3 ' 0.5 '
0.2 1 10.8 I 63.6 122.8 I 0.5
0.1 i 3.1 I 61.3 133.8 I 0.4
0.1 3.6 65.8 29.1 ; 0.3
0.1 ' 9.2
0.0 ( 8.2
0.0 8.2
0.0 ' 8.3
73.6 ' 16.3
69.8 19.8
69.7 20.2
,68 2 20.6
' 61 2 . 27.2
60 1 , 27.0
0.3
0.6
0.7
0.6
1.0
3.' 2
97.3 ' 2.3
97.4 1 1.3
94.5 1 1.8
95.5 1 1.6
96.5 1 1.0
92.4 3.6
I
97.4 1 0.9
97.9 1 0.7
987 I 0.3
98..9 i 0.2
99.5 1 0.0
98.4 0.6.
98.8 .0.2
97.7 O 5
97.2 ( O 4'
976 ; O5
0.4
i ---
1.3
---
3.7
± ---
2.7
---
2.5
l ---
4.0
I
i ---
1.7
---
1.4
---
1.0
{ ---
0.9
l
{ ---
0.5
( 67.1
1.0
( 94.7
1.0
101.3
1.8
( 146.0
2 4
( 130_1
1 9
128a5
1.39
1.42
1.62
1_56
1.48
1.52
N
O
0)
Water
content
1/101 1/3 i 15
barl bar { bar
----- cttwtl-----
I r
---I I
� { I
24.01 18.5'
17.51 13.4
16.41 14.1,
16.51 14.2
18.11 15.7
16_21 13_6
I
( 7.9
4.2
2 4
( 2.5
1.9
1 2.0
7.9
5.2
5.7
5.1
5.7
5_4
(
5.31 2.1
2.8) 1.0
1.51 0.3
1.51 0.5
1.2) 0.4 0
Ll+ 0.3 C
A.
k
TIWL 19.--YHY�llxi �` _.._-
Soil name and
sample number
Pepper:
S82FL-061-010-1
S82FL-061-010-2
S82FL-061-010-3
S82FL-061-010-4
S82FL-061-010-5
S82FL-061-010-6
S82FL-061-010-7
S82FL-061-010-8
Perrine Variant:
S82FL-061-001-1
S82FL-061-001-2
S82FL-061-001-3
St. Lucie:
S82FL-061-014-1
S82FL-061-014-2
S82FL-061-014-3
S82FL-061-014-4
{Depth{Horizon{ Very
I { Icoarse
1 1 1(2.0-
{ 1.0)
to
0- 21
2- 81
Al 1
A2 1
E 1
0.1
0.2
0.3
B-221
22-271
27-321
Bh 1
Bhm 1
0.5
0.3
32-391
39-471
B'h 1
BE 1
0.4
0.5
47-601
Btg i
0.5
0- 61
6-201
Ap 1
Ckgl 1
1
1.1
2.1
6.2
20-241
Ckg2
1
0- 31
1
A 1
0.0
3-301
30-561
C 1
C 1
0.0
0.1
56-801
1
C '
f
0.3
ar icle-s ze IlstrT u (on
Sand
stir i ulay i
Coarse IMedium
(1.0-
0.5)
I
I Fine {Very
1 (0.5- 1(0.25-Ifine
i 0.25)1 0.1) 1(0.1-
1 1 0.05)1
I Total
1 (2 0-
1 0.05)
I Si
1(0.
I0.0
{
Mm
Mm
Mm
Mm
_
_
19.4
1 66.5
112.8
I 0.6
1 99.4
I
13.5
1 69.0
1 15.1
1 0.9
1 98.7
1
13.5
1 64.3
1 19.1
1 1.8
{ 99.0
1
13.7
1 59.1
118.4
1 1.6
1 93.3
1 2
13.1
1 60.0
1 20.0
1 1.7
I 95.1
1 1
11�3
1 58.5
1 20.3
1 1.9
1 92.4
1 1
I 14'2
1 60.2
1 18.1
1 1.8
1 94.8
1 1
13.3
i 53.8
i 13.9
1.1
+ 82.6
i 2
I 6.5
I 19.6
1 35.6
1 8 9
1 71.7
113
I 5 9
I 10.9
1 21.7
( 7.7
I 48.3
1 26
8.6
i 11.1
i 19.9
i 8.4
+ 54.2
i 21
I 8.3
1 67.8
1 22.7
1 1.0
1 99.8
1 0
8.9
I 66.6
1 22.9
1 1.1
i 99.5
{ 0
I 16 1{
63.8
1 18.2
I 1.0
I 99.2
10
23.3
! 60.5
i 14.7
i 0.7
i 99.5
i 0
It I Clay I Hydraulic
05-1(<0.002) 1 conduc-
02)1 1 tivity
(saturated)
m . elm �milir
0.1 ' 0.5 128.0
0.5 1 0.8 1 105.0
D.1 1 0.9 1 93.3
9 I 3.8 1 2.0
.2 ! 3.7 2.5
.8 i 5.8
.9 3.3
.1 15.3
.2 ' 15.1 ' 6.8 '
6 1 25.1 1 4.3 I
.0 24.9 ` 2.6
.0 I 0.2 1 69.0 1
1 1 0.4 1 101.0 i
•1 1 0.7 I 124.5 1
.0 0.5 125.3
iWater
content
I
Bulk
density 1 1/101 113 1 15
(field I barl bar 1 bar
moisture)
G/cc I - --�'cT t lwt T
( I {
1.31 I 5.2I 4.11 1.5
1.50 1 3.61 2.81 0.9
1.59 1 3.81 3.31 0.6
0.94 1 46.21 38.01 9.1
1_44 i 17 01 14 11 3_4
0.89 1 38 21 31.0113.0
1.26 1 26.11 228115.5
1.36 1 24.01 21:2110.4
1.55 1 3 41 2.61 1.5
1.63 1 2.21 1.91 0.8
1.52 1 2.31 1.91 0.6
1.58 1 1.611
1.21 0.3
N
O
v
---�-� w _ e..:-...�.. . � r.� � ..� .� v�g�,�.", •+�'�" ., � - ` -% 'w'' we "ice`
.8 i 5.8
.9 3.3
.1 15.3
.2 ' 15.1 ' 6.8 '
6 1 25.1 1 4.3 I
.0 24.9 ` 2.6
.0 I 0.2 1 69.0 1
1 1 0.4 1 101.0 i
•1 1 0.7 I 124.5 1
.0 0.5 125.3
iWater
content
I
Bulk
density 1 1/101 113 1 15
(field I barl bar 1 bar
moisture)
G/cc I - --�'cT t lwt T
( I {
1.31 I 5.2I 4.11 1.5
1.50 1 3.61 2.81 0.9
1.59 1 3.81 3.31 0.6
0.94 1 46.21 38.01 9.1
1_44 i 17 01 14 11 3_4
0.89 1 38 21 31.0113.0
1.26 1 26.11 228115.5
1.36 1 24.01 21:2110.4
1.55 1 3 41 2.61 1.5
1.63 1 2.21 1.91 0.8
1.52 1 2.31 1.91 0.6
1.58 1 1.611
1.21 0.3
N
O
v
---�-� w _ e..:-...�.. . � r.� � ..� .� v�g�,�.", •+�'�" ., � - ` -% 'w'' we "ice`
iWater
content
I
Bulk
density 1 1/101 113 1 15
(field I barl bar 1 bar
moisture)
G/cc I - --�'cT t lwt T
( I {
1.31 I 5.2I 4.11 1.5
1.50 1 3.61 2.81 0.9
1.59 1 3.81 3.31 0.6
0.94 1 46.21 38.01 9.1
1_44 i 17 01 14 11 3_4
0.89 1 38 21 31.0113.0
1.26 1 26.11 228115.5
1.36 1 24.01 21:2110.4
1.55 1 3 41 2.61 1.5
1.63 1 2.21 1.91 0.8
1.52 1 2.31 1.91 0.6
1.58 1 1.611
1.21 0.3
N
O
v
---�-� w _ e..:-...�.. . � r.� � ..� .� v�g�,�.", •+�'�" ., � - ` -% 'w'' we "ice`
69/11/209� TILT 16:36 FAX 561 589 6469 KSM ENGINEERING 16001
. ISM
KELLER, SCHLEICHER & MacWILLiAM ENGINEERING AND TESTING, INC.
P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 FAX (772) 589-6489 SEBASTIAN '772) 589-0712
E 8,; 5C99 MELBOURNE (321) 768-8482
ST. LUCiE (T72) 229-9C93
September 11, 2003
Jeffrey Blackstone
The Coy Clark Co.
575 South Wickham Road
West Melbourne, Florida 32904
Re: Soil Borings
Ashbury Subdivison
56 Acre Parcel in 6.315-39E
Sebastian, Florida
KSM 34625
Gentlemen:
As requested, KSM Engineering & Testing has performed a subsurface investigation at
the referenced site. Presentation of the data gathered during the investigation, together
with our geotechnical related opinions, are included in this report_
A. Site Description:
At the time of drilling, the site was fairly flat with moderate to heavy underbrush and
trees. Due to the underbrush and trees, the site was not accessible to our truck
mounted drill -rig.
B- Project Description:
The proposed project will consist of a single family development. Roadways will also
be constructed for the project. Lakes will be constructed for stormwater detention and
as a fill source.
69/11/2003 THU 16;36 FAX 561 589 6409 KSM ENGINEERING IM002
KSM
KELLER, SCHLEICHER & MaCWILLIAM ENGINEERING AND TESTING, INC.
P.O. BOX 7$-1377, SEBASTIAN, FL 32978-1877 FAX (772) 589-6469 MELBOURNE (321) 768-5488
E.B.: 5693 ST. LUCIE (772) 229-9093
Ashbury S/D -2- September 11, 2003
C. The scope of our sturdy consisted of the following:
1. Performed hand-augered test borings in the proposed roadways and
construction area lakes.
2. Measured the groundwater level at each boring and estimated the normal high
season water table in the Lake borings.
3. Obtain shelby tube soil samples and performed permeability test on the samples
in our laboratory.
4. Prepared this report to document our findings.
D. Site investigation:
The site investigation program consisted of performing ten (10) hand -auger borings with
static cone penetrometer readings in the proposed roadways to depths of 6 feet below
existing grade and two (2) hand auger borings were performed in two (2) of the lakes.
Also, four (4) shelby tube samples were obtained from two (2) of the lakes for
permeability testing In our laboratory.
During the hand -auger borings with Penetrometer readings, a shaft with a conical point
is pushed through the soil and the thrust required to push the cone tip is measured on
an attached calibrated gauge. The value of the bearing pressure exerted by the cone
point allows the operator to estimate the existing soil density. After the thrust was
measured, the hole was advanced with a hand -auger in 1-foot increments to permit a
continuation of measurement of relative density versus depth.
The records of the soils encountered, the penetration resistances and groundwater
level are shown on the attached logs.
E. Engineering Evaluation And Conclusions:
Based on the information obtained from this site investigation we are pleased to offer
the following evaluation:
09/11/2003 THU 16:37 FAX 561 589 6469 ISM ENGINEERING Cj003
K S M
KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC.
P.Q. BOX 78-1377, SEBASTIAN, FL 32978-1377 FAX (772) 569-6469 SEBASTIAN (772) 589-0712
BOURNE E.B.: 5693 ACE ST. UCIE (772) 229. 093
Ashbury S/D -3- September 11, 2003
The boring logs indicate the subsurface conditions to be fairly uniform across the site_
The soils consist mostly of fine-grained sand. Penetrometer readings recorded during
the boring operation in the proposed roadways indicate the soil density is loose to
medium dense. Please refer to the boring logs for specific information relative to the
soil description.
F. Roadway:
The material below the proposed roads in their condition are suitable to support the
roads. We did not find any material (muck, silt, etc.) that: would require any
modification. Therefore, the roadways may support a flexible pavement. The minimum
pavement design should include the following:
Clear the drives of any surface debris, including vegetation, roots and organic matter.
Stumps shall be removed entirely. The cleared areas should be graded level and
proofrolled. Any soft yielding areas shall be excavated and replaced with clean
compacted fill. Sufficient passes should be made during compaction operations to
produce a density no less than 95 percent of its modified proctor value (AASHTQ T180)
to a depth of two feet.
Additional fill shall consist of clean granular sand containing less than 8% material
passing the U.S. Standard No. 200 mesh sieve and placed in loose layers of 12" and
compacted to the above densities.
Eight inches of suitable clayed soil having a Limarock Bearing Ratio (LBR) of 40 or a
Florida Bearing Value (FBV) of 50 should be used for the stabilized sub -grade and
compacted to 98 percent of its modified proctor value (AASHTQ T180).
Six inches of cemented coquina rock (LBR 100) or limerock should be compacted to
98% of its modified proctor value (AASHTQ T180). A minimum of 12" separation
should be maintained between the bottom of the base and the high seasonal
groundwater table.
The asphalt wearing surface should consist of 1-1/2" of Type S-1 or S-3 in accordance
to the "Florida Department of Transportation Standard Specifications for Road and
Bridge Construction'.
0�/11/2003 THU 16:38 FAX 501 389 6489 KSH ENGINEERING WJUUa
KSM
KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC.
P.O. BOX 78-1377, SEBASTIAN, FL 3297$-1377 FAX (772) 589-5469 SEBASTIAN MELBOURNE (321) 768-8488
E.B.: 5693 ST. LUC;IE ;772) 229-9093
Ashbury SID
Ma
G. Detention Lakes Permeability Tests:
September 11, 2003
The following table indicates the measured water table along with our estimated high
season water table for each test location:
TEST LOCATION
1See Location Plan)
P-1, A-1
P-2, A-2
MEASURED WATER
TABLE
12" Below Grade
48" Below Grade
ESTIMATED HIGH
SEASON WATER TABLE
6" Below Grade
28" Below Grade
The following table indicates the horizontal and vertical flow rates for each test location:
TEST LOCATION HORIZONTAL FLOW VERTICAL FLOW
(See Location Plan) RATE RATE
P-1
12�
11.7 Ft/Day @ 16" Depth
24.2 Ft/Day @a 16" Depth
9.5 Ft/Day a@ 16" Depth
20.5 Ft/Day @ 16" Depth
This estimate is based upon our interpretation of existing site conditions and a review of
the USDA Soil Survey for Indian River County, Florida.
0/11/2003 THU 16:38 FAX $61 589 6469 KSM ENGINEERING 10005
KSM
KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC.
P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 FAX (772) 589-6469 SEBASTI,AN (772) 589-C712
EA.: 5693 ME STDJRNE UDE (772) 229 9093
Ashbury S/0 -5- September 11, 2003
H. Fill, Source:
The hand auger soil borings performed at the site generally encountered fine-grained
sand. Percent fine analysis was performed on six (6) soil samples that represent the
typical soil stratas we found on the site. Please note that deeper borings below 6 feet
could not be perform since the site was not accessible to our truck mounted drill -rig.
A brief description of the soil profiles based on our visual examination and percent
"fines" passing the U.S. #200 Sieve is presented below. For more information, please
refer to the attached boring logs and sieve analysis logs.
PERCENT FINE'S
BORING
DEPTH OF
SOIL
PASSING THE
LOCATION
SAMPLE
DESCRIPTION
#200 SIEVE
HA-1
45" - 7211
Dk. Brown Sand
5.0
HA-3
48" - 72"
Lt. Brown Sand
1.4
HA-4
38" - 72"
Grayish Brown Sand
2.2
HA-5
6" - 40"
Lt, Gray Sand
1.2
HA-7
0" -101,
Gray Sand w/Roots
1.2
HA-10
0" - 10"
Gray Sand w/Roots
1.0
A sand which have 5 percent or less soil fines is considered to be clean sand. These
soils are the most desirable as structural fill because they drain freely when excavated
below the groundwater table and are not moisture sensitive. The soils encountered In
the 6 feet soil profiles all have 5 percent or less soil "fines" and therefore are considered
a structural fill source for foundations, floor slabs, or pavement areas. Please note that
raking of these surface soils may be required to remove roots, stumps or any other
deleterious matter.
0QV11/2003 THU 16;39 FAX 561 589 6469 KSM ENGINEERING WJUUD
KSM
KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC.
P.O. BOX 78-1377, SEBASTIAN, Flr 32978-1377 FAX (772) 569-8469 MELBOURNE SEB(772 769-07i2
URNE {327� 768-848B
E.B.: 5693 ST. LUCIE (772) 229-9093
Ashbury S/0 -$- September 11, 2003
1. Closure
This report has been prepared for the project in accordance with generally accepted soil
and foundation engineering practice.
We are pleased to be of assistance to you on this phase of your project. When we
magi be of further service to you or should you have any questions, please feel free to
1
f f �Oald-G. feller, P.E.
f f�
Joe Schulke, P.E.
sb
� L
I
99i11/2003 THU 16:39 FAX 561 589 6489 KSM ENGINEERING 9007
,a S 1
KELLER, SCHLEICHER & MacWILLIAM ENGINEERING �AND EBES�TNI`NG772) 58INC.
712
P.0. BOX 78-1377, SEBASTIAN, FL 3297 8�-1377 MELBOURNE (321) 766-8488
E.B.: 6693 5T. LUGiE (772) 229-9093
Date September 2, 2003
Location: Ashbury Subdivison
56 Acre Parcel in 6-319-392
Sebastian, Florida
HA-1, See Attached Location Plan
----'----- DEPTHStrata PEN DESCRIPTION OF
IN FEET FROM -TO READINGS SOILS
-----------------------------------------------------------
-0 - 0" - 12"
Dark Gray Sand
with Roots
-1----------------------------- i2-----------------------------
z2" - 48" Light Gray Sand
-2 - 24
-3- 27
-4- ---------------------------- 30----------------------------
48" - 72" Dark Browil Sand
-5-
33
-6----------------------------- 40-----------------------------
Water Table : 50n Below Existing Grade
Job ##: KSM 34625-1ha
09,111/2003 THU 16:39 FAX 561 589 6469 KSM ENGINEERING U008
KM
KELLER, SCHLEICHER & MaoWILLIAM ENGINEERING AND TESTING,
I�NG,772) INC.
P.G. BOX 7$-1377, S1=BASTfAN, FL 3297E-1377 ) 9-0712
MELBOURNE (321) 768-6468
E.B.: 5693 ST. LUCIE (772) 229-9095
Lute : September 2, 2003
Location: Ashbury Subdivison
56 Acrq Parcel in 6-319-39B
Sebastian, Florida
RA-2, See Attached Location Plan
-----------------------
DEPTH Strata PEN DESCRIPTION OF
IN FEET FROM -TO READINGS SOILS
----------------------------------------------------------------
-0- on _ 8ff
Dark Gray Sand
with Roots
-1- --- 24 Light Gray Sand
with Some Marl
-2- 27
-3- 30
-4- 30
-5----------------------------- 32-----------------------------
60" - 72" Dark Brown. Sand
-6----------------------------- 35------------------------- --
Water Table : 58" Below Existing Grade
Job #: KSIM 34625-2ha
09/11/2003 THU 16:40 FAX 561 589 6489 KSH ENGINEERING IM009
SM
KELLER, SCHLEICHER & MaoWILLIAM ENGINEERING AND TESTING, INC.
P.Q. BQX 78-1377, SEBAST4AN, FL 32978-1377 FAx (772) 589 6469 MELBOURNE (321) 768-6486
E.B.: 5693 ST. LUDE ('T72) 229-9093
Date September 2, 2003
Location: Ashbury Subdivison
56 Acre Parcel in 6-31.5-39E
Sebastian, Florida
HA-3, see Attached Location Plan
---------------------------- -
DEPTH Strata FEINT DESCRIPTION OF
IN PEET FROM -TO READINGS SOILS
----------------------------------------------------------------
-0- On - 48" White Sand
-1- 24
-2- 28
-3- 32
-4- ----------------------------- 34-----------------------------
46" - 70" Lt. Brownish Gray Sand
-5-
34
-----------------------------------------------------------
-6----------70" - 72"---------- 40-------- Dark Brown Sand------
WaterTable : 64" Below Existing Grade
Job #: KSM 34625-3ha
"/11/2003 THU 16:40 FAX 561 589 6469 KSM EI*GINEERING 0010
KSM
KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC.
P.O. BOX 78-1377, SEBASTIAN, FL 32976-13i7 FAX (772) 589-6469 S ESASTIAN (772) 589-0712
E.B.: 5693 MELBOURNE (321) 768-8488
ST. LUCIE (772) 229-9093
Date September 2, 2003
Locations: Ashhury Subdivison
56 Acre Parcel in 6-31S-39E
Sebastian, Florida
HA-4, See Attached Location Plan
----------------------------------------------------------------
DEPTH Strata PEN DESCRIPTION QF
IN FEET FROM -TO READINGS SOILS
----------------------------------------------------------------
12" Dark Gray Sand
with Roots
-1----------------------------- 27-----------------------------
12" - 38" Light Gray Sand
- 2
30
-3- 30
------------------------------------------------------------
38" - 72" Grayish Brown Sand
-4 - 34
-5- 32
-6- ---------------------------- 40-----------------------------
Water Table : 42" Below Existing Grade
Job #: KSM 34625-4ha
U9111/2003 THU 16:40 FAX 561 589 6489 ASH ENGINEERING [J011
KS lid
KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC.
P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 FAX (772) 5a9.6469 SEBASTIAN (772) 589-0712
M ELBO U RNE (321) 768-8466
E,B.: 5693 ST. LUCIE (772) 229-9093
Date September 2, 2003
Location: Ashbury Subdivison
56 Acre Parcel in 6-315-39E
Sebastian, Florida
HA-5, See Attached Location Plan
DEPTH -------- Strata PEN DESCRIPTION Or
IN FEET FROM -TO READINGS SOILS
----------------------------------------------------------------
- 0 - 0 "" - 6" Gray Sand
with Roots
----------"---- 6" _ 40' Light Gray Sand
-2- 31
-3- 32
-----------------------------------------------------------
40" - 72" Brown, Sand
-4 - 34
-5
34
-6----------------------------- 35-----------------------------
Water Table : 44" Below Existing Grade
Job #: KSM 34625-5ha
00/11/2003 THU 16:41 FAX 561 589 6469 KSM ENGINEERING 9 012
K S
KELLER, SCHLEICHER & MaoWILLIAM ENGINEERING AND TESTING, INC.
Pa. BOX 78-1377, SEBASTIAN, 1=L 32978-1377 FAX (772) 569.6469 SEBASTIAN (772; 589-0712
MELBOURNE (321) 766-6488
E. 3,: 5693 ST. LUCIE (772) 229-9093
Date September 2, 2003
Location: Ashbury Subdivison
56 Acre Parcel in 6-315-39E
Sebastian, Florida
HA-6, See Attached Location Plan
----------------------------------------------------------------
DEPTH Strata PEN ]DESCRIPTION OF
IN FEET PROM -TO READINGS SOILS
----------------------------------------------------------------
-0- D" - 10" Gray Sand
with Roots
-----------------------------------------------------------
-1- 101, - 50" 27 Light Gray Sand
-2 - 32
-3- 34
-4- 30
-----------------------------------------------------------
50" - 72" Brown Sand
-5- 36
-6-------------------------------------------------------------
Water Table : 54" Below Existing Grade
Job #: KSM 34625-6ha
0V1112003 THU 16:41 FAX 561 589 6469 KSH ENGINEERING tqjV10
K S
KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC.
RO BOX 78-1377, SEBASTIAN. FL 32978-1377 FAx,772) 569.6469 SEBASTIAN (772) 589-0712
MELBOURNE (321) 7$8.8488
E.R; 5693 ST. LUCIE (772) 229-9093
Date September 3, 2003
Location: Ashbury 8/1)
56 Acre Parcel in 6-31S-39E
North of CR512
Sebastian, Florida
RK-7, See Attached Location Plan RA-7
DEPTF_ `- Strata PEN DESCRIPTION OF
IN FEET FROM -TO READINGS SOILS
----------------------------------------------------------------
-0- 011 - 101, Gray Sand w/Roots
-1- -----------------------------------------------------------
100 - 44" 25 Light Gray Sand
-2- 35
-3 - 33
------------------------------------------------------------
44k - 72" Brown Sand
-4- 35
-5-
40
-6----------------------------- 38----------------------------
Water Table ; 50"
Job $#: KSM 34625-7ha
09'/11/2003 THU 16.41 FAX 561 589 6489 KSH ENGINEERING Q 014
KSM
KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC.
P.O. BOX 78-1377, SEBASTIA,N, EL 3297E-1377 FAX (772) 589-6469 SEBAS' IAN (772) 589-0712
MELBCUI�NE (321) 768-848$
E.B.: 5693 57. LUCIE (772) 229.9093
Date September 3, 2001
Location: Ashbury S/A
56 AQre Parcel in 6-215-39E
North of CR512
Sebastian, Florida
HA-8, See Attached Location Plan HA-3
----------------------------------------------------------------
DEPTI4 Strata PEN DESCRIPTION OF
IN FEET FROM -TO REAI"JIIVGS SOILS
-------------------------------------------------_--------------
-0- on - 6„
Gray Sand w/Roots
-----------------------------------------------------------
6" - 44" Light Gray Sand
-1- 28
-3- 30
------------------------------------------------------------
44° - 72" Grayish ErQwn Sand
-4- 32
-5-
36
-6----------------------------- 36----------------------------
Water Table : 50"
JQb #; KSM 34625-8ha
09/11/2003 THU 16:42 FAX 561 589 6469 ESM ENGINEERING 9015
KSM
KELLER, SCHLEICHER & MaCWILLIAM ENGINEERING AND TESTING, INC.
P.C, BOX 78-1377, SEBASTIAN, FL 32978-1377 FAX (772) 589-6469 S=BASTIAN (772) 589-0712
E.B.: 5fi93 MELBOURNE (321) 768•$486
ST. LUCIE (772) 229-9093
Date September 3, 2003
Location: Aehbury S/D
56 Acre parcel in 6-316-39E
North of CR512
Sebastian, Florida
HA-9, See Attached Location Plan HA-9
------------------------------------------------------------
DEPTH Strata PEN DESCRIPTION OF
IN FEET FROM -TO READINGS SOILS
----------------------------------------------------------------
-0- 0" - 6" Gray Sand w/Roots
6" - 40" Light Gray Sand
W1- 30
-2- 34
-3- 33
-_----------------------------------------------------------
40° - 72" Brawn Sand
-4- 36
-5-
40
-6----------------------------- 40----------------------------
Water Table : 46"
+Job #: KSM 34625-9ha
09/11!2003 THU 16:42 R.X 561 589 6469 KSM ENGINEERING to Old
KSM
KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC.
P.Q. BOX 79-1377, SEBASTIAN, FL 32978-1377 FAX (772) 589-6469 SEBASTIAN (772) 589-0712
E.B.: 5693 MELBOURNE (321) 76M488
ST. LUCIE (772; 229-9093
Date SepteMber 3, 2003
Location: Ashhury S/D
56 Acre Parcel in 6-315-39E
North of CR512
Sebastian, Florida
HA-10, See Attached Location Plan HA-20
----------------------------------------------------------------
DEPTH Strata FEN DESCRIPTION OF
IN FEET FROM -TO READINGS BOILS
----------------------------------------------------------------
-0- 0" - 10" Gray Sand w%Roots
-
-1- 10" - 24 Light Gray Sand
-2 - 27
-3- 30
-4- 46" - 72" 34 Srown Sand ---'---
-5-
40
-6----------------------------- 40-----------------------
Water Table : 52"
KSM 34 62 5 -10ha
0M1/2003 THU 16:42 FAX 561 589 6469 KSM ENGINEERING
Q017
L 1 S 1►'l
KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC.
P.Q. BOX 78-1377, SEBASTIAN, FL 32978-1377 FAX. (772) 589-6469 SEBASTIAN (772) 569-4712
E.B.: 5693 ME STG UGIE (T72) 229 9Q93
Date September 2, 2003
Location: ABhbury S/D
56 Acre Parcel
North of County Road $12
Sebastian, Florida
A-1, See Attached Location Plan
Depth Strata
in Feet From -Tea Description of Soil
-0- On - SM Gray Sand w/Roots
----------------------------------------------------
40" Lt. Gray Sand w/some
Roots
MM
-3-
-------------------------------__------------------------
40" -- 72" Dk. Brown Sand
-4
-5-
-6------------------------------------------------------------
Water Table : 12" below existing surface
Job #: KSM 34625-1a
U9/11/2003 THU 16:43 FAX 561 589 6469 KSH ENGINEERING 018
SM
KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC.
P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 FAX (772) 589-i469 SEBAS71AN (772) 589-0712
E_B.:5693 MELBOURNE (321) 760-6466
ST. LUC E (7. 2) 229-9093
LABORATORY PERMEABILITY - CONSTANT HEAD METHOD
(ASTM 2434)
DATE OF TEST: September 3, 2001 PROJECT NO. KSM 34625-1ph
CLIENT The Coy A. Clark Company
LOCATION Ashbury Subdivision
56 Acre Parcel
Sebastian, Florida
Pbl, See Attached Location Plan @ Location P-1
SAMPLE DESCRIPTION = Lt. Gray Sand
DEPTH @ SAMPLE LOCATION = 16 INCHES (Sample Taken Rorizantally)
LENGTH OF SAMPLE ALONG PATH OF PLOW = 5.5 INCHES
DIAMETER OF SAMPLE _. 3 INCHES
QUANTITY OF FLOW 400 MILLITERS
TIME INTERVAL OF TEST - 10 MINUTES
DIFFERENCE IN HYDRAULIC HEAD ACROSS THE SAMPLE = 19 31 INCHES
THE RESULTS OBTAINED FROM OUR LABORATORY PERMEABILITY TEST, WHERE K IS
THE COEFFICIENT OF PERMEA51LLI"LAY = 11.7 FEET/DAY
00/11/2003 THU 16:43 KAX 561 589 6469 KSK ENGINEERING 2019
SlIl
KELLER, SCHLEICHER & MeeWILLIAM ENGINEERING AND TESTING, INC.
P.O. BOX 78-1377, SEBASTIAN, FL 32976-1377 FAX (772) 589-6469 SEBASTIAN (772) 689-0712
URNE E,8 ; 5693 E ST LUCIE {772) 229-9093
LABORATORY PERMEABILITY - CONSTANT HEAD METHOD
(ASTM 2434)
DATE OF TEST: September 3, 2003 PROJECT NO. KSM 34625-lpv
CLIENT The Coy A- Clark Company
LOCATION Ashbury Subdivision
56 Aare Parcel
Sebastian, Florida
Pvl, See Attached Location Plan T Location P-1
SAMPLE DESCRIPTION - Lt. Gray Sand
DEPTH Q SAMPLE LOCATION 16 INCHES (Sample Taken Vertically)
LENGTH OF SAMPLE ALOX0 PATH OF FLOW = 5.5 INCHES
DIAMETER OF SAMPLE 3 INCHES
QUAXTITY OF FLOW = 325 MILLITERS
TIME INTERVAL OF TEST W 10 MINUTES
DIFFERENCE IN HYDRAULIC HEAL? ACROSS THE SAMPLE = 19 X INCHES
THE RESULTS OBTAINED FROM OUR LABORATORY PERMEABILITY TEST, WHERE K IS
THE COEFFICIENT OF PERMEABILITY = 9.5 FEET/DAY
09/11/2003 THU 16:44 FAX 561 589 6469 KSM ENGINEERING
Z020
KSM
KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC.
P.O. BOX 78-1377, SEBASTIAN, rL 32976-1377 FA)( (772) 589 69 MELBOURNE (321) 768-6466
E.B.: 5693 ST. LUCIE (772) 229-9093
Date September 2, 2G03
Location: Ashbury S/D
56 Acre Parcel
North of County Road 512
Sebastian, Florida
A-2, See Attached Location Plan
Depth Strata
in Feet From -To Description of Sail
-0- p„ - 611 Gray Sand W/Roots
----- ^- - - - - --
6" - 44" Lt. Gray Sand
-1-
-2-
-3-
----------------------------------------------------------
44" - 72" Grayish Brown Sand
-4-
_S-
-6-----------------------------------------------------------
Water Table : 48" below existing surface
Job #: KSM 34625-2a
0/11/2003 THU 16:44 FAX 561 580 6489 KSH ENGINEERING 10021
K S LYl
KELLER, SCHLEICHER & MeeWILLIAM ENGINEERING AND TESTING, INC.
P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 FAX (772) 589-64M SESASTIAN (772) 589-0712
E.B.: 5693 MELBOURNE S1. LUIE (
C772) 229.9093
LABORATORY PLU49ABILITY - CONSTANT HEAD METHOD
(ASTM 2434)
DATE OF TEST: September 3, 2003 PROJECT NO. KSM 34625-2ph
CLIgNT The Coy A. Clark Company
LOCATION Ashbu.ry Subdivision
56 Ar-re Parcel
Sebastian, Florida
Ph2, See Attached Location Plan 0 Location P-1
SAMPLE DESCRIPTION = Lt. Gray Sand
DEPTH 0 SAMPLE LOCATION = 16 INCHES (Sample Taken Horizontally)
LENGTH OF SAMPLE ALONG PATH OF FLOW = 5.5 INCHES
DIAMETER OF SAMPLE = 3 INCHES
QUANTITY OF FLOW - 825 MILLITERS
TIME INTERVAL OF TEST = 10 MINUTES
DIFFERENCE IN RYDRAULIC HEAD ACROSS THE SAMPLE - 19 % INCHES
THE RESULTS OBTAINED FROM OUR LABOPATORY PERMEABILITY TEST, WHERE K IS
THE COEFFICIENT OF PERMEABILITY = 24.2 FEET'JDAY
Oi/11/2003 THU 16:44 FAX 561 589 6469 SSM ENGINEERING 0022
K S
KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC.
R0. BCX 78-1377, SEBASTIAN, FL 32978-1377 FAX (772) 589-6469 SEBASTIAN (772) 589-0712
E.B.; 5893 ME STQURNE LUC E (772) 220-9093
LABORATORY PERMEABILITY - CONSTANT HEAD METHOD
(ASTM 2434)
DATE OF TEST: September 3, 2003 PROJECT NO. KSM 34625-2pv
CLIENT The Coy A. Clark Company
LOCATION Ashbury Subdivision
56 Acre Parcel
Sebastian, Florida
Pv2, See Attached Location Plan @ Location P-1
SAMPLE DESCRIPTION = Lt. Gray Sand
DEPTH @ SAMPLE LOCATION 16 INCHES (Sample Taken Vertically)
LENGTH OF SAMPLE ALONG PATH OF FLOW = 5.5 INCHES
DIAMETER OF SAMPLE = 3 INCHES
QUANTITY Or FLOW 700 MILLITERS
TIME INTERVAL OF TEST - 10 MIlrUTES
DIFFERENCE IN HYDRAULIC HEAD ACROSS THE SAMPLE = 19 % INCHES
THE RESULTS OBTAINED FROM OUR LABORATORY PERMEABILITY TEST, WHERE K IS
THE COEFFICIENT OF PERMEABILITY - 20.5 FEET/DAY
09/11/2003 THL' 18:45 FA1 581 589 6469 HSM ENGINEERING 1 023
K 1 ice,
KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TES EATING, INC.
R,O. BC?( 7$-1377, SEBASTIAN, FL 3297$-1377 MELBOJHNE (321) 768.8428
E.6.: 5693 S I. LUCIE (772) 229-9023
GRAIN SIZE ANALYSIS
(ASTM D422)
Date Tested: September 9, 2003 Client: The Coy Clark
Company
Project- Ashbury Subdivision
Job No.: KSM 34625
Location of Sample: I4A-1 (48" -72" )
Description of Soil: Dark Brown Sand
Sample No.: 1 'rested By: Tony
Sieve
Weight
Percent
Cumulative
Size.
Retained
Retained
Retained
No. 4
.0
.0
.0
No. 10
.0
.0
.0
No. 20
.0
.0
.0
No. 40
228.0
45.6
45.6
No. 100
232.0
46.4
92.0
No. 200
11.0
2•2
Pan
1.0
Unwashed Weight = 500.0 gm.
Washed Weight = 476.0 gm.
Fines By Washing = 24.0 gm.
Fines By Sieving 1.0 gm.
Total Fines - 25.0 gm.
Percent By Dry Weight Of Material Passing
The U.S. Standard No. 200 Sieve = 5.0
Percent
Passing
100.0
100.0
100.0
54.4
8.0
09/11/2003 THU 16:45 FAX 561 589 6469 KSM ENGINEERING Q6024
KSM
KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC.
P.O. BOX 78-1377, SEBASTIAN, FL 32978-1377 FAX (772) 589 6469 SEBASTIAN 589,0712
MELBOURNE (321) 7eB-6488
E.B.: 5693 ST- LUCIE (772) 229-9093
GRAIN SIZE ANALYSIS,
(ASTM D422)
Date Tested: September 9, 2003 Client: The Coy Clark
Company
Project. Ashbury Subdivision
Job No.: KSM 34625
Location of Sample: HA-3 (48°-70"
Description of Soil:
Light
Brownish Sand
Sample No.: 2
Tested By:
Tony
Sieve Weight
Percent
Cumulative
Percent. 1.
Size Retained
Retained
%
Retained
Passing
No. 4 .0
.0
.0
100.0
No. 10 .0
.0
.0
100.0
No. 20 .0
.0
.0
100.0
No. 40 224.0
44.s
44.8
55.2
No. 100 264.0
52.8
97.6
2.4
No. 200 4.0
0.8
98.4
1.6
Pan 1.0
0.2
Unwashed Weight
= 500.0
gm.
Washed Weight
= 494.0
gm.
Fines By Washing
= 6.0
gm.
Fines By Sieving
= 1.0
gm.
Total Fines
= 7.0
gm.
Percent By Dry Weight Of Material Passing
The U.S. standard No. 200 Sieve = 1.4
09/11/2003 THU 16:46 FA1 581 589 6469 KSK ENGINEERING IM025
KSM
KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESEBASSTING, INC,
P,O. BOX 78-1377, SEBASTIAN, FL 32978-1377 MELBOURNE (321) 768-8488
E.B.: 5693 ST. LUCIE (772) 229-9093
GRAIN SIZE ANALYSTS,
(ASTM D422)
Date Tested: September 9, 2003 Client: The coy Clark
Company
Project: Ashbury Subdivision
Job No.: KSM 34525
Location of Sample: FA-4 (38"-72")
Description of Soil: Grayish Broom Sand
Sample No.: 3 Tested By: Tony
Sieve
Weight
Percent
Cumulative
Size
Retained
Retained
%
Retained
No. 4
.0
.0
.0
No. 10
.0
.0
•0
No. 20
1.0
0.2
0.2
No. 40
174.0
34.8
35.0
No. 100
a12.0
62.4
97.4
No. 200
1.0
0.2
97.6
Pan
1.0
0.2
Unwashed
Weight
= 500.0
gm.
Washed Weight '
= 490.0
gm.
Fines By
Washing
= 10.0
gm.
Fines By
Sieving
- 1.0
gm.
Total Fines
11.0
gm.
Percent
By Dry Weight Of Material
Passing
The U.S.
Standard No. 200 Sieve -
2.2
Percent
Passing
100.0
100.0
99.2
65.0
2.6
2.4
09/11/2003 THii 16:46 FAX 561 589 6469 KSM ENGINEERING Z 026
KSM
KELLER, SCHLEICHER & MeoWILLIAM ENGINEERING AND TESTING, INC.
P.U. BOX 78-1377 SERASTIAN, FL 32978-1377 FAX (772) 589-6469 S!_'BASTIAN (772) 589-0712
S R : 56g3 MELBOURNE (321) 768-5488
5T_ LUCIE (772) 229-9093
GRAIN SIZE ANALYSIS
(ASTM D422)
Date Tested: September 9, 2003 Client: The Coy Clark
Company
Project: Ashhury Subdivision
Job No.: KSM 34625
Location of Sample: HA-5 (61-40"
Description of Soil:
Light
Gray
Sand
Sample No.: 4
Tested By:
Tony
Sieve Weight
Percent
Cumulative
Percent
Size Retained
Retained
Retained
Passing
No. 4 .0
.0
.0
100.0
No. 10 .0
.0
.0
100.0
No. 20 1.0
0.2
0.2
99.8
No. 40 242.0
48.4
48.6
51.4
No. 100 244.0
48.8
97.4
2.6
No. 200 7.0
1.4
98.8
1.2
Pan -_0
0.2
Unwashed Weight
= 500.0
gm.
Washed Weight
- 495.0
gm.
Fines By Washing
= 5.0
gm.
Finee By Sieving
= 1.0
gm.
Total Fines
- 6.0
gm.
Percent By Dry Weight of Material Passing
The U.S. Standard No. 200 Sieve = 1,2
•09/11/2003 THCI 18:46 FAX 501 589 6469 KSM E';GINEERING
2027
KSM
KELLER, SCHLEICHER & MacWILLIAM ENGINEERING AND TESTING, INC.
P.Q, BOX 76-1377, SEBASTIAN, FL 32978-1377 FAX (772) 589-6469 SEBASTIAN (772) 589-0712
E.6.: 5693 MELBOURNE (321) 765-0488
81. LOCIE (772) 229.9093
GRAIN SIZE ANALYSIS
(ASTM D422)
Date 'Tested: September 9, 2003 Client; The Coy Clark
Company
Project: Ashbvey Subdivision
Job No.: KSM 34625
Location of Sample: HA-7 W -10")
Description of Soil:
Cray Sand
with Roots
Sample No.: 5
Tested Sy:
Tony
Sieve Weight
Percent Cumulative
Percent
Size Retained
Retained t
Retained
Passing
No. 4 .0
.0
.0
100.0
No. 10 .0
.0
.0
100.0
No. 20 1.0
0.2
0.2
99.8
No. 40 346.0
69.2
59.4
30.4
No. 100 140.0
28.0
97.4
2.4
No. 2QQ 5.0
110
98.4
1.4
Pan 0.0
0.0
Unwashed Weight =
500.0 gm.
Washed Weight -
494.0 gm.
Fines By dashing =
6.0 gm.
Fines By Sieving =
0.0 gm.
Total Fines =
6.0 gm.
Percent By Dry Weight
of Material Passing
The U.S. Standard No.
200 Sieve =
1.2
02/11/2003 THLT 16:47 FAX 561 589 6469 KSH ENGINEERING WJ
KSM
KELLER, SCHLEICHER & MacWILLIAM ENGINF-ERING AND TESTING, INC.
I?a, BOX 78-1377, SEBASTIAN, FL 32978-1377 FAX (772) 589fi469 SCBASTIAN (772) 589-0712
MELBOURNE (321) 768-8456
E.8.: 5693 ST. LUCIE (772) 229-9093
GRAIN SIZE ANALYSIS
(ASTM D422)
Date Tested: September 9, 2003 Client: The Coy Clark
Company
Project: Ashbury Subdivision
Job No.: KGM 34625
Location of Sample: F..A-10 (0"-10"
bescription of Soil:
Gray Sand.
with Roots
Sample No.; 6
Tested By:
Tony
Sieve Weight Percent
Cumulative
Percent
Size Retained Retained t
Retained
Passing
No. 4 .0
.0
.0
10D.0
No. 10 .0
.0
.0
100.0
No. 20 1.0
0.2
0.2
99.8
No. 40 323.0
64.6
64.8
35.0
No. 100 153.0
32.6
97.4
2.4
No. 200 7.0
1.4
98.8
1.0
Pan 0.0
0.0
Unwashed Weight
500.0 gm.
Washed Weight
495.0 gm.
Fines By Washing =
5.0 gm.
Fines By Sieving
0.0 gm.
Total Fines =
5.0 gm.
Percent By Lary Weight
Of Material
Passing
The U.S. Standard No.
200 Sieve =
1.0
09/11/2003 THU 16:47 FAX 561 589 6469 KSM ENGINEERING
10029
I
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LOCZAT.IaN .CIF f'CAC. TF57; 1
LOCATION OF 1 AM> AU6,1n (¢�.
k�l
.LoI'ING _.:....i
Appendix C
Flood Routing: Mean Annual, 10, 25 and 100 year - 24 hour Rainfall Events
iColumbus Street
1-4
uir m ar push ••.e u I wA. ` I
`m
_.._.._.._......._.'m•.. _w.._.._.._.._.� J...�T r __ __ .._.._.._.._.._.._.._.._._ _..._.._.._.._..— — — — — — — ---------.._..--------._.._.-
_v._.._.._.._.._.._.._.._.._.. _ .. ..
CrE
c In
1 � 25 1 � 26 ; [-� �l1 28 � l 129 ! 1 30 1 31 � 1 = I, 33 I ��4 I 35 I 36 I r 137 l 38 I
.�.
--t-EH
i i ,/\\ .�:` ��� l—•1 I_ J - [�_ i .-j' l__1 Lr�—�� �_1J 1 '_+ tom`+
l- •
1
r 0
II r=1 �14J `/ �' �+% /1���`�;.::. r 1I u.r —...-.- II I'^-r- lI1l ._-.�1I�•-� [� --_"7"8a�_� I`I � "u"4;•—�--�IIl '�— 'lI ._` II v" • 1Ij14a'13 l .1.. 137�7! IT��-•'7' �•�—a---�l --------
j -;l176
I------� �y —� I �—� � • • ' • • � i I c
r,. {
-- ,—__ � 1 _ _ III u2 `•.•. •' . �. , m-�
ias ,4_7� I
13 1-332
171
11 ""• w7r \ `••.���—�,e=1�� l�t.t.48 'I --__—f �rA=— i a •j• l; II
I`------ j . . • x
—I ' mid 11 II —
--• `1-��,, :_}��30 I ,• • rn % I i------
,, �_—_—' I I'_-----� ly� . .w��r. •�, 168 t 150-44 1 —r' �� • • x I o
II I u8 1 I ::t I ``, � ' a' a' a' }1' � - 1 }.. I �2 � `a x' x' a x rm+ • x • • I i �mm
f--- • J I I • _� I >Ru1 y ` \ \ ' • ' (`l . x • •. x
---- I i ,mou1°oii .cn.onmet \,ti,)) • �—� = _ - t, I i — I1I '' r x • • + / ` I
§ 1 I • I i f[70 w �Jl 752 tv I 128 11IL
�-1,\,�.:�
r.---' ' iBs-= �� i,!"~" L a • a • ; \� �19�'� 1z7 57if
4?
rf
16I ,•
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166
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S�
0 51 52 [ 53 54
\ 123 \ �
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h—�— � ; 6� >' _ - ice, 158 7 / \ 7�,�T60
[-'.•r —__} 1 r j ' ----� r--I r- I + wayI x''72QlI'rf`—
\\, ' // eQeoywauRl fur 1 I } 5�, 1116 7I u8a''`1 ` �'�'1 '^'I r! (wt 9� I 111� I ��1_7 I; �11 I 11� I • I , I [—_-�..
62 i I
92 ,� r---- ----� (-�—� l I -- --, ,--1 �II i osj ��---� � ---
9l dl� 101lI�1C l f03 10 II 10 I I g3
9 10
I
3 1�1i 95 11 96i1 97 .I •-�1 • , •, [ � ,II 70711, 108,1� 1 71 L11 111 112111 M7�
994 1 114 �� I%r ,
j_. :� 1w. I� i l.... �rr r.; 1=uor
1'L----J' J'L— 1't— J't---
Is
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—•-7i8L"83m��--Jt__J - �11�.1L-i+
1;'1��' r66�'�•.w•;• ,Mp..gy..r p, I�a;
l
1 1
NOD'e1714'E 197q.03' __— _
r :
1IIIIT � e � i I o S� i F � Z� i
� � i � 9• 8 � A 8 r �1
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.10) [1]
Copyright 1995, Streamline Technologies, Inc.
ASHBURY S/D
.,.�.................. rnp�R.p.,t
------ Class: Node -------------------------------------------------------------
Name: BUBLEUP2 Base Flow(cfs): 0 Init Stage(ft): 17.5
Group: BASE Length(ft): 0 Warn Stage(ft): 23
Comment:
Stage( -Ft) Area(ac)
17.5 0.0001
23 0.0001
--------Class: Node ------------------------------------------------
Name: OFFSITE Base Flow(cfs): 0 Init Stage(ft): 18.5
Group: BASE Length(ft): 0 Warn Stage(ft): 23
Comment:
Time(hrs) Stage(ft)
0
18.5
10
20
12
20.5
14
21
1B
20.5
24
20
36
19
72
18.5
--------Class:
Node ------------------------------------------------
Name:
POND-1 Base
Flow(cfs):
0 Init
Stage(ft):
20.5
Group:
BASE
Length(ft):
0 Warn
Stage(ft):
23.5
Comment:
Stage(ft)
Area(ac)
20.5
1.853
23.5
2.275
24
2.832
--------Class:
Node ------------------------------------------------
Name:
POND-2 Base
Flow(cfs):
0 Init
Stage(ft):
20.5
Group:
BASE
Length(ft):
0 Warn
Stage(ft):
23.5
Comment:
Stage(ft) Area(ac)
20.5 0.213
23.5 0.334
24 0.515
--------Class; Node ------------------------------------------------
Name: POND-3 Base Flow(cfs): 0 Init Stage(ft): 20.5
Group: BASE Length(ft): 0 Warn Stage(ft): 23.5
Comment:
Stage(ft) Area(ac)
20.5 2.635
23.5 3.245
24 4.036
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.10) [2]
Copyright 1995, Streamline Technologies, Inc.
ASHBURY S/D
H::a.-**:.' Input Report
--------Class: Node ----------------------------------------- -------------------
Name: POND-4 Base Flow(cfs): 0 Init Stage(ft): 20.5
Group: BASE Length(ft): 0 Warn Stage(ft): 23.5
Comment:
Stage(ft) Area(ac)
20.5 0.72
23.5 0.926
24 1.211
--------Class: Node ----------------------- ------------------------
Name: POND-5 Base Flow(cfs): 0 Init Stage(ft): 20.5
Group: BASE Length(ft): 0 Warn Stage(ft): 23.5
Comment:
Stage(ft) Area(ac)
20.5 0.19
23.5 0.344
24 0.598
-------Class: Node ---------------------------------- -------------
Name: ROADWAY Base Flow(cfs): 0 Init Stage(ft): 23.5
Group: BASE Length(ft): 0 Warn Stage(ft): 24
Comment: ROADWAY STORAGE
Stage(ft) Area(ac)
16.5 0.0001
23.5 0.01
24 0.932
--------Class: Node ------------------------------------------------
Name: WL-2 Base Flow(cfs): 0 Init Stage(ft): 21
Group: BASE Length(ft): 0 Warn Stage(ft): 21.7
Comment:
Stage(ft) Area(ac)
21 0,572
21.7 1.899
--------Class: Basin ----------
Basin: POST -NTH Node: POND-3
Group: BASE
Unit Hydrograph: UH484
Rainfall File: FLMOD
Rainfall Amount(in): 999
Area(ac): 2B.46
Curve #: 87.B
DCIA(%): 0
-------------------------------------
Status: On Site Type: SCS Unit Hydr
Peak Factor: 484
Storm Duration(hrs): 999
Concentration Time(min): 29.4
Lag Time(hrs): 0
NORTH HALF OF SITE (SAME CN AND Tc)
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.10) [3]
Copyright 1995, Streamline Technologies, Inc.
ASHBURY S/D
Input Report
--------Class: Basin ------------------------------------------------------------
Basin: POST-STH Node: POND-1
Status: On Site Type: SCS Unit Hydr
Group: BASE
Unit Hydrograph: UH484
Peak Factor:
484
Rainfall File: FLMOD
Storm Duration(hrs):
999
Rainfall Amount(in): 999
Area(ac): 28.46
Concentration Time(min):
29.4
Curve #: 87.6
Lag Time(hrs):
0
DCIA(%): 0
SOUTH HALF OF SITE (SAME CN AND Tc)
--------Class: Basin -----------------------
-----------------------------------
Basin: PRE Node: N/A
Status: On Site Type: SCS Unit Hydr
Group: BASE
Unit Hydrograph: UH256
Peak Factor:
256
Rainfall File: FLMCD
Storm Duration(hrs):
999
Rainfall Amount(in): 999
Area(ac): 56.92
Concentration Time(min):
245
Curve #: 70
Lag Time(hrs):
0
DCIA(%): 0
--------Class: Pipe ------
Name: 1-2
Group: BASE
UPSTREAM
Geometry: Circular
Span(in): 36
Rise(in): 36
Invert(ft): 15.5
Manning's N: 0.012
Top Clip(in): 0
Bottom Clip(in): 0
From
Node:
POND-1
Length(ft):
175
To
Node:
POND-2
Count:
1
DOWNSTREAM Equation: Average K
Circular Flow: Both
36 Entrance Loss Coef: 0
36 Exit Loss Coef: 0
15.5 Bend Loss Coef: 0
0.012 Outlet Cntrl Spec: Use do or tw
0 Inlet Cntrl Spec: Use do
0 Stabilizer Option: None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting 2 3
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting 2 3
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.10) [4]
Copyright 1995, Streamline Technologies, Inc.
ASHBURY SJD
Input
Report ;x;:e "*:xa **-,.,cl * ::t::*::.Yi: *Itl:*: ,,, i** nn :: *Y **.-:a: ,,,%* XY,::kT*** n.,.Y;=>X:x>,,.* : ,;,-. ,,!
--------Class: Pipe
-------------------------------------------------------------
Name:
2-3
From Node:
POND-2 Length(ft): 320
Group:
BASE
To Node:
POND-3 Count: 1
UPSTREAM
DOWNSTREAM
Equation: Average K
Geometry:
Circular
Circular
Flow: Both
Span(in):
36
36
Entrance Loss Coef: 0
Rise(in):
36
36
Exit Loss Coef: 0
Invert(ft):
15.5
15.5
Bend Loss Coef: 0
Manning's N:
0.012
O.C12
Outlet Cntrl Spec: Use do or tw
Top Ciip(in):
0
0
Inlet Cntrl Spec: Use do
Bottom Clip(in):
0
0
Stabilizer Option: None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting 2 3
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting 2 3
-Class: Pipe
Name: 3-4
Group: BASE
UPSTREAM
Geometry: Circular
Span(in): 30
Rise(in): 30
Invert(ft): 16
Manning's N: 0.012
Top Clip(in): 0
Bottom Clip(in): 0
From Node: POND-3 Length(ft): 330
To Node: POND-4 Count: 1
DOWNSTREAM Equation: Average K
Circular Flow: Both
30 Entrance Loss Coef: 0
30 Exit Loss Coef: 0
16 Bend Loss Coef: 0
0.012 Outlet Cntrl Spec: Use do or tw
0 Inlet Cntrl Spec: Use do
0 Stabilizer Option: None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting 2 3
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting 2 3
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.10) [51
Copyright 1995, Streamline Technologies, Inc.
ASHBURY S/D
Input Report
--------Class: Pioe -------------------------------------------------------------
Name: 5-1
Group: BASE
UPSTREAM
Geometry: Circular
Span(in): 24
Rise(in): 24
Invert(ft): 16.5
Manning's N: 0.012
Top Clip(in): 0
Bottom Clip(in): 0
From Node: POND-5 Length(ft): 62D
To Node: POND-1 Count: 1
DOWNSTREAM Equation: Average K
Circular Flow: Both
24 Entrance Loss Coef: 0
24 Exit Loss Coef: 0
16.5 Bend Loss Coef: 0
0.012 Outlet Cntrl Spec: Use do or tw
0 Inlet Cntrl Spec: Use do
0 Stabilizer Option: None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWi, Inlet Edge Description:
Circular CMP: Projecting
--------Class: Pipe------
Name: P1-ROAD
Group: BASE
UPSTREAM
Geometry: Circular
Span(in): 12
Rise(in): 12
Invert(ft): 16.5
Manning's N: 0.012
Top Clip(in): 0
Bottom Clip(in): 0
2 3
2 3
From Node: POND-1 Length(ft): 155
To Node: ROADWAY Count: 2
DOWNSTREAM Equation: Average K
Circular Flow- Both
12 Entrance Loss Coef: 0
12 Exit Loss Coef: 0
16.5 Bend Loss Coef: 0
0.012 Outlet Cntrl Spec: Use do or tw
0 Inlet Cntrl Spec: Use do
0 Stabilizer Option: None
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
2 3
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.10) [61
Copyright 7995, Streamline Technologies, Inc.
ASHBURY S/D
:::�:.'c,c:i[rc::: Input Report
-------Class: Weir -------------------------------------------------------------
Name: BBL2-WL2 From Node: BUBLEUP2
Group: BASE To Node: WL-2
Count: 1
Type: Horiz Flow: Both Geometry: Rectangular
Span(in): 24
Rise(in): 37
Invert(ft): 21.3
Control Elev(ft). 21.3
TABLE
Bottom Clip(in): 0
Too Clip(in): 0
Weir Discharge Coef: 3.13
Orifice Discharge Coef: 0.67
--------Class: Drop Structure ------------------------------------
Name: DS-1 From Node: POND-1 Length(ft): 325
Group: BASE To Node: OFFSITE Count: 1
Outlet Cntrl Spec: Use do or tw Inlet Cntrl Spec: Use do
Upstream Geometry: Circular Downstream Geometry: Circular
UPSTREAM DOWNSTREAM
Span(in): 30 30
Rise(in): 30 30
Invert(ft): 20 19.5
Manning's N: 0.012 0_012
Top Clip(in): 0 0
Bottom Clip(in): 0 0
Entrance Loss Coef: 0 Flow: Both
Exit Loss Coef: 0 Equation: Aver Conveyance
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall 1 1
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting 2 3
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.10) [7]
Copyright 1995, Streamline Technologies, Inc.
ASHBURY S/D
Input Report
Weir 1 of 3 for Drop Structure DS-1 * [TABLE]
Count: 1 Bottom Clip(in): 0
Type: Mavis Top Clip(in): 0
Flow: Both Weir Discharge Coef: 3.13
Geometry: Rectangular Orifice Discharge Coef: 0.67
Span(in): 9 Invert(ft): 20.5
Rise(in): 3 Control Elev(ft): 20.5
Weir 2 of 3 for Drop Structure DS-1 *ax. [TABLE]
Count: 2 Bottom Clip(in) 0
Type: Mavis Top Clip(in): 0
Flow: Both Weir Discharge Coef: 3.13
Geometry: Rectangular Orifice Discharge Coef: 0.67
Span(in): 19 Invert(ft): 21.5
Rise(in): 999 Control Elev(ft): 21.5
Weir 3 of 3 for Drop Structure DS-1 *'I%' [TABLE]
Count: 1 Bottom Clip(in): 0
Type: Horiz Top Clip(in): 0
Flow: Both Weir Discharge Coef: 3.13
Geometry: Rectangular Orifice Discharge Coef: 0.67
Span(in): 37 Invert(ft): 23.8
Rise(in): 49 Control Elev(ft): 23.8
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.10) [8]
Copyright 1,995, Streamline Technologies, Inc.
ASHBURY S/D
Input Report
--------Class: Drop Structure ---------------------------------------------------
Name: P4-BBL2 From Node: POND-4 Length(ft): 60
Group: BASE To Node: BUBLEUP2 Count: 1
Outlet Cntrl Spec: Use do or tw Inlet Cntrl Spec: Use do
Upstream Geometry: Circular Downstream Geometry: Circular
UPSTREAM DOWNSTREAM
Span(in): 12 12
Rise(in): 12 12
Invert(ft): 18 17.5
Manning's N. 0.012 0.012
Top Clip(in): 0 0
Bottom Clip(in): 0 0
Entrance Loss Coef: 0 Flow: Both
Exit Loss Coef: 0 Equation: Aver Conveyance
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall 1 1
Downstream FHWA Inlet Edge Description:
Circular CMP: Mitered to slope 2 2
Weir 1 of 2 for Drop Structure P4-BBL2 *** [TABLE]
Count: 1 Bottom Clip(in): 0
Type: Mavis Top Clip(in): 0
Flow: Both Weir Discharge Coef: 3.13
Geometry: Rectangular Orifice Discharge Coef: 0.67
Span(in): 3 Invert(ft): 22.25
Rise(in): 999 Control Elev(ft): 22.25
Weir 2 of 2 for Drop Structure P4-BBL2 *** [TABLE]
Count: 1 Bottom Clip(in): 0
Type: Horiz Top Clip(in): 0
Flow: Both Weir Discharge Coef: 3.13
Geometry: Rectangular Orifice Discharge Coef: 0.67
Span(in): 24 Invert(ft): 24
Rise(in): 37 Control Elev(ft): 24
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.10) [9]
Copyright 1995, Streamline Technologies, Inc.
ASHBURY S/D
* % Input Report
--------Class: Simulation-------------------------------------------------------
C:\OPROJECT\OOJOBF-1\SCHULKE\03-022-1\ICP
Execution: Both
Header: $$DATE$$
--------- HYDRAULICS -----------------------------
HYDROLOGY -----------
Max Delta Z (ft):
0.1
Delta Z Factor:
0.02
Override Defaults: Yes
Time Step Optimizer:
0
Storm Dur(hrs): 24
Drop Structure Optimizer:
0
Rain Amount(in): 4.8
Sim Start Time(hrs):
0
Rainfall File; FLMOD
Sim End Time(hrs):
72
Min Calc Time(sec):
3
Max Calc Time(sec):
30
To Hour: PInc(min):
To Hour: Plnc(min):
10 30
28 15
14 15
30 30
72 60
---------GROUP SELECTIONS -------------------------------------------
+ BASE [08/18/03]
--------Class: Simulation---------------------------------------
C:\OPROJECT\OOJOBF-1\SCHULKE\03-C22-1\iCP
Execution: Both
Header: $$DATE$$
--------- HYDRAULICS ----------------
Max Delta Z (ft): 0.1
Delta Z Factor: 0.02
Time Step Optimizer: 0
Drop Structure Optimizer: 0
Sim Start Time(hrs): 0
Sim End Time(hrs): 72
Min Calc Time(sec): 3
Max Calc Time(sec): 30
To Hour: PInc(min):
10 30
14 15
30 30
72 60
---------GROUP SELECTIONS----------
+ BASE [08/18/03]
--------HYDROLOGY-
Override Defaults: Yes
Storm Dur(hrs): 24
Rain Amount(in): 10.56
Rainfall File: FLMOD
To Hour: PInc(min):
24 15
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.10) [10]
Copyright 1995, Streamline Technologies, Inc.
ASHBURY S/D
Y,:✓,4': •,�•••••a••• •y :ki1- Xt Xe %;caYXi Xt%.=Xt� mXt;k�k::e Xt:k=k r'itm%kak:X%ki�t�kn;;.w..YF-Y:Xc.fX=:'F+X<>k+-X:XY,o:UX�k %::SkY,i:l:
• • • • • •>• Input Report
--------Class: Simulation-------------------------------------------------------
C:\OPROJECT\OOJ08F-1\SCHULKE\03-022-1\ICP
Execution: Both
Header: $$DATE$$
--------- HYDRAULICS -----------------------------
HYDROLOGY -----------
Max Delta Z (ft): 0.1
Delta Z Factor: 0.02 Override Defaults: Yes
Time Step Optimizer: 0
Storm Dur(hrs): 24
Drop Structure Optimizer: 0
Rain Amount(in): 7.44
Sim Start Time(hrs): 0
Rainfall File: FLMOD
Sim End Time(hrs): 72
Min Calc Time(sec): 3
Max Calc Time(sec): 30
To Hour: Plnc(min):
To Hour: PInc(min):
10 30
24 15
14 15
30 30
72 60
---------GROUP SELECTIONS -------------------------------------------
+ BASE [08/18/03]
--------Class: Simulation ---------------------------------------
C:\OPROJECT\ODJOBF-1\SCHULKE\03-022•-1\ICP
Execution: Both
Header: $$DATE$$
--------- HYDRAULICS -----------------------------
HYDROLOGY -----------
Max Delta Z (ft):
0.1
Delta Z Factor:
0.02
Override Defaults: Yes
Time Step Optimizer:
0
Storm Dur(hrs): 24
Drop Structure Optimizer:
0
Rain Amount(in): 9.3
Sim Start Time(hrs):
0
Rainfall File. FLMOD
Sim End Time(hrs):
72
Min Calc Time(sec):
3
Max Calc Time(sec):
3C
To Hour: PInc(min):
To Hour: PInc(min):
10 30
24 15
14 15
30 30
72 60
---------GROUP SELECTIONS
-------------------------------------------
+ BASE [09/18/03]
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.10) [111
Copyright 1995, Streamline Technologies, Inc.
ASHBURY S/D
x::. , .......,.,,... Input Report V,-.k*a-* *,,,t g***F l***r;*X:: *,,%' a::xm..::x>: ,$:.%*** ;:k:x,:. ***
--------Class: Simulation -------------------------------------------------------
C: \OPROJECT\00JOBF-1 \SCHULKE\03-022-1 \ICP
Execution: Both
Header: $$DATE$$
--------- HYDRAULICS -----------------------------
HYDROLOGY --------------------
Max Delta Z (ft):
0.1
Delta Z Factor:
0.02
Override Defaults: Yes
Time Step Optimizer:
0
Storm Dur(hrs): 24
Droo Structure Optimizer:
0
Rain Amount(in): 8.64
Sim Start Time(hrs),
D
Rainfall File: FLMOD
Sim End Time(hrs):
72
Min Calc Time(sec):
3
Max Calc Time(sec):
30
To Hour: PInc(min):
To Hour: PInc(min):
10 30
24 15
14 15
30 30
72 60
--------GROUP SELECTIONS
----------------------------------------------------
+ BASE [08/18/03]
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.10) [1]
Copyright 1995. Streamline Technologies, Inc.
08/17/03
Basin Summar MEAN
--------------------------------------
Basin Name:
PRE
POST -NTH
POST-STH
Group Name:
BASE
BASE
BASE
Node Name:
N/A
POND-3
POND-1
Hydrograph Type:
UH
UH
UH
Unit Hydrograph:
UH256
UH484
UH484
Peaking Factor:
256.00
484.00
484.00
Spec Time Inc (min):
32.66
3.92
3.92
Comp Time Inc (min):
15.00
3.92
3.92
Rainfall File:
FLMOD
FLMOD
FLMOD
Rainfall Amount (in):
4.80
4.80
4.80
Storm Duration (hr):
24.00
24.00
24.00
Status:
ONSITE
ONSITE
ONSITE
Time of Conc. (min):
245.00
29.40
29.40
Lag Time (hr):
0.00
0.00
0.00
Area (acres):
56.92
28.46
28.46
Vol of Unit Hyd (in):
1.00
1.00
1.00
Curve Number:
70.00
87.60
87.80
DCIA (%):
0.00
0.00
0.00
Time Max (hrs):
15.25
12.22
12.22
Flow Max (cfs):
9.71
63.12
63.12
Runoff Volume (in):
1.89
3.45
3.45
Runoff Volume (cf):
390186
356784
356784
pe-E&IQ(
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.10) Ell
Copyright 1995, Streamline Technologies, Inc.
08/17/03
Basin Summar
-----------------------------------------
Basin Name:
PRE
POST -NTH
PCST-STH
Group Name:
BASE
BASE
BASE
Node Name:
N/A
POND-3
POND-1
Hydrograph Type:
UH
UH
UH
Unit Hydrograph:
UH256
UH484
UH484
Peaking Factor:
256.00
484.00
484.00
Spec Time Inc (min):
32.66
3.92
3.92
Comp Time Inc (min):
15.00
3.92
3.92
Rainfall File:
FLMOD
FLMOD
FLMOD
Rainfall Amount (in):
9.30
9.30
9.30
Storm Duration (hr):
24.00
24.00
24.00
Status:
ONSITE
ONSITE
ONSITE
Time of Conc. (min):
245.00
29.40
29.40
Lag Time (hr):
0.00
0.00
0.00
Area (acres):
56.92
28.46
28.46
Vol of Unit Hyd (in):
1.00
1.00
1.00
Curve Number:
70.00
87.80
87.80
DCIA (%):
0.00
0.00
0.00
Time Max (hrs):
15.00
12.15
12.15
Flow Max (cfs):
oovb 30.51
137.60
137.60
Runoff Volume (in):
5.60
7.81
7.81
Runoff Volume (cf):
1156573
806386
806386
r
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.10) [1]
Copyright 1995, Streamline Technologies, Inc.
08/17/03
Basin Summar - 10 224 =<xwMxmSFacKo:c cY,cR=k : m%;cY,o$S:<=F 1F xx:„ rm xa
Basin Name:
PRE
POST -NTH
POST-STH
Group Name:
BASE
BASE
BASE
Node Name:
N/A
POND-3
POND-1
Hydrograph Type-
UH
UH
UH
Unit Hydrograph:
UH256
UH484
UH484
Peaking Factor:
256.00
484.00
484.00
Spec Time Inc (min):
32.66
3.92
3.92
Comp Time Inc (min):
15.00
3.92
3.92
Rainfall File:
FLMOD
FLMOD
FLMOD
Rainfall Amount (in):
7.44
7.44
7.44
Storm Duration (hr):
24.00
24.00
24.00
Status:
ONSITE
ONSITE
ONSITE
Time of Conc. (min):
245.00
29.40
29.40
Lag Time (hr):
0.00
0.00
0.00
Area (acres):
56.92
28.46
28.46
Vol of Unit Hyd (in):
1.00
1.00
1.00
Curve Number:
70.00
87.80
87.80
DCIA (%):
0.00
0.00
0.00
Time Max (hrs):
15,00
12.15
12.15
Flow Max (cfs):
21.43
r
106.89
106.89
Runoff Volume (in):
3.99
5.99
5.99
Runoff Volume (cf):
823437
618692
618692
A POW.* Qr
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.10) [1]
Copyright 1995, Streamline Technologies, Inc.
08/18/03
. ' Basin Summary - COS25-24
---------------------
Basin Name:
Group Name:
Node Name:
Hydrograph Type:
Unit Hydrograph:
Peaking Factor:
Spec Time Inc (min):
Comp Time Inc (min):
Rainfall File:
Rainfall Amount (in).
Storm Duration (hr):
Status:
Time of Conc. (min):
Lag Time (hr):
Area (acres):
Vol of Unit Hyd (in):
Curve Number:
DCIA M :
PRE POST -NTH POST-STH
BASE BASE BASE
N/A POND-3 POND-1
UH UH UH
UH256
256.00
32.66
15.00
FLMOD
9.64
24.00
ONSITE
245.00
C. 00
56.92
1.00
70.00
0.00
UH484
484.00
3.92
3.92
FLMOD
8.64
24.00
ONSITE
29.40
0.00
28.46
1.00
87.80
0.00
Time Max (hrs): 15.00 12.15
Flow Max (cfs): 27.24 126.73
Runoff Volume (in): 5.02 7.16
Runoff Volume (cf): 1036564 739603
fK, Qr
UH484
484.00
3.92
3.92
FLMOD
8.64
24.00
ONSITE
29.40
0.00
28.46
1.00
87.80
0.00
12.15
126.73
7.16
739603
' Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.10) [1]
Copyright 1995, Streamline Technologies, Inc.
08/18/03
^'x Link Maximum Condit!
(Time units - hours)
Link Group Max Time Max Flow Max Delta Q Max Time FMax Stage Max Time Max DS Stage
Name Name Flow (cfs) (cfs) U/S Stage(ft) D/S Stage (ft)
----------------------------------------
1-2 BASE 12.31 11.04 0.63 15.05 22.31 15.16 22.32
2-3 BASE 12.48 6.67 0.30 15.16 Ooo,22.32 15.25 22.33
3-4 BASE 12.43 11.37 0.38 15.25 22.33 15.24 22.33
5-1 BASE 24.76 0.20 -0.16 15.02 22.31 15.05 22.31
BBL2-WL2 BASE 0.00 0.00 0.00 18.83 19.26 0.00 21.00
DS-1 BASE 15.10 8.21 0.01 15.05 22.31 14.00 21.00
P1-ROAD BASE 13.81 0.20 -9.64 15.05 22.31 0.00 23.50
P4-BBL2 BASE 15.24 0.02 0.00 15.24 22.33 18.83 19.26
POS'f Q
f �
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.10) [1]
Copyright 1995, Streamline Technologies, Inc.
08/18/03
Link Maximum Conditions/'SJR25-24
(Time units - hours)
Link Group Max Time Max Flow Max Delta Q Max Time Max US Stage Max Time Max DS Stage
Name ,Name Flow (cfs) (cfs) U/S Stage (ft) D/S Stage (ft)
----------------------------------------------------------------------------------------------------------
1-2 BASE 12.27 16.21 0.63 12.96 aw 23.97 13.11 23.99
2-3 BASE 12.42 5.42 0.30 13.11 23.99 13.38 24.04
3-4 BASE 12.48 19.62 -0.11 13.38 r 24.04 14.20 24.02
5-1 BASE 14.07 0.67 0.17 13.43 23.92 12.96 23.97
BBL2-WL2 BASE 14.20 1.96 0.23 27.68 21.82 71.96 21.82
DS-1 BASE 12.96 29.65 0.04 12.96 23.97 14.00 21.00
Pl-ROAD BASE 12.67 2.37 -9.64 12.96 23.97 13.51 23.91
P4-BBL2 BASE 14.20 1.96 0.00 14.20 24.02 27.68 21.82
�sY
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.10)
Copyright 1995, Streamline Technologies, Inc.
08/18/03
Link Maximum Conditions
(Time units - hours)
Link
Group
Max Time
Max Flow
Name
Name
Flow
(cfs)
----------------------------------------
1-2
BASE
12.27
14.65
2-3
BASE
12.44
6.40
3-4
BASE
12.47
16.61
5-1
BASE
24.10
0.45
BBL2-WL2
BASE
14.07
0.93
DS-1
BASE
13.28 �-021.12
P1-ROAD
BASE
12.25
0.29
P4-BBL2
BASE
14.07
0.93
__... • -• • .-.._..
.............................
.... ...............
..,....�,,.........
Max Delta Q
Max Time
FMa-xUS Stage
Max Time
Max DS Stage
(cfs)
-------------------------
U/S Stage(ft)
D/S Stage
(ft)
0.63
13.19
23.30
13.40
23.32
0.30
13.40
r 23.32
14.01
23.37
0.09
14.01
r 23.37
14.07
23.37
-0.16
13.26
.. 23.30
13.19
23.30
-0.14
25.70
21.46
26.50
21.46
0.03
13.19
23.30
14.00
21.00
-9.64
13.19
23.30
0.00
23.50
0.00
14.07
23.37
25.70
21.46
Few Of
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.10) [1]
Copyright 1995, Streamline Technologies, Inc.
08/18/03
Link Maximum Conditions
(Time units - hours)
Group
Max Time
Max Flow
Max Delta Q
Max Time /Max
US Stage
Max Time
Max DS Stage
Name
Name
(cfs)-
U/S Stage`\]R
(ft)
D/S Stage
(ft)
- -Link
-----------
1-2
BASE
----Flow
12.27
--
15.69
-------(cfs)-
0.63
------------
13.02
.P 23.75
-------------------------
13.20
23.78
2-3
BASE
12.46
5.87
0.30
13.20
23.78
13.95
23.83
3-4
BASE
12.49
18.62
-0.09
13.95
23.83
14.15
23.82
5-1
BASE
24.12
0.56
-0.16
13.36
r 23.74
13.02
23.75
BBt2-WL2
BASE
14.23
1.56
0.22
27.12
21.70
71.83
21.69
DS-1
BASE
13.04
n.+9 26.10
0.04
13.02
23.75
14.00
21.00
PI -ROAD
BASE
12.70
1.32
-9.64
13.02
23.75
13.22
23.75
P4-BBL2
BASE
14.15
1.54
0.00
14.15
23.82
27.12
21.70
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.10)
Copyright 1995, Streamline Technologies, Inc.
08/18/03
Node Time Series by Nod
Time Stage
(hrs) (ft)
x x Grou p
0.000
0,500
1.002
1.501
2.001
2.501
3.001
3.500
4.002
4.501
5.001
5.501
6.000
6.502
7.001
7.501
8.001
8.500
9.002
9.500
10.000
10.500
10.750
11.001
11.251
11.500
11.751
12.000
12.250
12.500
12.750
13.000
13.251
13.501
13.755
14.006
14.251
14.753
15.256
15.754
16.252
16.751
17.250
17.751
18.251
18.751
CO
BASE
21.00
21.00
21.00
21.00
21.00
21.00
21,00
21.00
21.00
21.00
21.00
21.00
21.00
21.00
21.00
21.00
21.00
21.00
21.0
21.00
21.0
21.0
21.0
21.0
21.0
21.0
21:
21.0
21.0
21.0
21.0
21.0
21.0
21.1
21.1
21.2
21.2
21.3
21.3
21.4
21.4
21.5
21.5
21.5
21.6
21.65
[11
0
0
0
0
0
0
0
I--------------
-- Inflow ---------------- >I
Link
Cumulative
Cumulative
Surface
Base Q
Onsite
Offsite
Bndry Q
Link Q
Outflow
Volume In
Volume Out
Ar.(ac)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(ac.ft)
(ac.ft).
----------------------------------------------------------------------
Node:
WL-DJO
U.;,
0.00
0.00
0.00
0.00
0.00
0.0000
0.000o
0.57
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
0.0000
0.57
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
0.0000
0.57
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
0.0000
0.57
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
0.0000
0.57
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
0.0000
0.57
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
0.0000
0.57
0.00
0.00
0.00
0.00
0.00
0.00
0,0000
0.0000
0.57
0.00
0.00
0.00
0.00
0.00
0.00
0,0000
0.0000
0.57
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
0.0000
0.57
0.00
0.00
0.00
0.0c
0.00
0.00
0.0000
0.0000
0.57
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
0.0000
0.57
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
0.0000
0.57
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
0.0000
0.57
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
0.0000
0.57
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
0.0000
0.57
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
0.0000
0.57
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
0.0000
0.57
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
0.0000
0.57
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
0.0000
0.57
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
0.0000
0.57
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
0.0000
0.57
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
0.0000
0.57
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
0.0000
0.57
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
0.0000
0.57
0.00
0.00
0.00
0.00
0.00
0.00
0.0000
0.0000
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.10)
Copyright 1995, Streamline Technologies, Inc.
C8/18/03
[21
Node Time Series by Node - SJ R25-24
<------ ---------- In -Flow ---------------- >I
Link
Cumulative Cumulative
Time
Stage
Surface
Base Q
Onsite
Offsite
Bndry Q
Link Q
Outflow
Volume In Volume Out
(hrs)
(ft)
Ar.(ac)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(ac.ft)
(ac.ft)
----------------------------------------------------------------------------------------------------------
19.252
21.67
1.84
0.00
0.00
0.00
0.00
1.02
0.00
0,8170
0.0000
19.751
21.69
1.88
0.00
0.00
0.00
0.00
0.90
0.00
0.8567
0.0000
20.250
21.71
1.92
0.00
0.00
0.00
0.00
1.07
0.00
0.8974
0.0000
20.751
21.73
1.95
0.00
0.00
0.00
0.00
0.73
0.00
0.9347
0.0000
21.251
21.74
1.98
0.00
0.00
0.00
0.00
0.65
0.00
0.9634
0.0000
21.750
21.75
2.00
0.00
0.00
0.00
0.00
0.58
0.00
0.9889
0.0000
22.250
21.77
2.02
0.00
0.00
0.00
0.00
0.52
0.00
1.0117
0.0000
22.750
21.78
2.04
0.00
0.00
0.00
0.00
0.46
0.00
1.0319
0.0000
23.250
21.78
2.06
0.00
0.00
0.00
0.00
0.46
0.00
1.0510 Q
23.750
21.79
2.07
0.00
0.00
0.00
0.00
0.36
0.00
1.0679
0.0000
24.250
21.80
2.09
0.00
0.00
0.00
0.00
0.32
0.00
1.0819
0.0000
24.751
21.80
2.10
0.00
0.00
0.00
0.00
0.34
0.00
1.0956
0.0000
25.250
21.81
2.10
0.00
0.00
0.00
0.00
0.22
C.00
1.1071
0.0000
25.750
21.81
2.11
0.00
0.00
0.00
0.00
0.16
0.00
1.1150
0.0000
26.251
21.81
2.11
C.00
0.00
0.00
0.00
0.13
0.00
1.1210
0.0000
26.751
21.81
2.12
0.00
0.00
0.00
0.00
0.11
0.00
1.1259
0.0000
27.251
21.81
2.12
0.00
0.00
0.00
0.00
0.09
0.00
1.1300
0.0000
27.750
21.82
2.12
0.00
0.00
0.00
0.00
0.05
0.00
1.1329
0.0000
28.250
21.82
2.12
0.00
0.00
0.00
0.00
C.14
0.00
1.1369
0.0000
28.750
21.82
2.12
0.00
0.00
0.00
0.00
0.07
0.00
1.1413
0.0000
29.251
21.82
2.12
0.00
0.00
0.00
0.00
0.09
0.00
1.1445
0.0000
29.750
21.82
2.12
0.00
0.00
0.00
0.00
0.11
0.00
1.1485
0.0000
3C.250
21.82
2.12
0.00
0.00
0.00
0.00
0.03
0.00
1.1514
0.0000
31.250
21.82
2.12
0.00
0.00
0.00
0.00
0.04
0.00
1.1542
0.0000
32.250
21.82
2.12
0.00
0.00
0.00
0.00
0.06
0.00
1.1583
0.0000
33.250
21.82
2.12
0.00
0.00
0.00
0.00
0.10
0.00
1.1648
0.0000
34.250
21.82
2.12
0.00
0.00
0.00
0.00
0.07
0.00
1.1716
0.0000
35.250
21.82
2.12
0.00
0.0C
0.00
0.00
0.10
0.00
1.1788
0.0000
36.250
21.82
2.12
0.00
0.00
0.00
0.00
0.17
0.00
1.1901
0.0000
37.251
21.82
2.12
0.00
0.00
0.00
0.00
0.11
0.00
1.2016
0.0000
38.250
21.82
2.12
0.00
0.00
0.00
0.00
0.03
0.00
1.2073
0.0000
39.250
21.82
2.12
0.00
0.00
0.00
0.00
0.05
0.00
1.2105
0.0000
40.250
21.82
2.12
0.00
0.00
0.00
0.00
0.07
0.00
1.2154
0.0000
41.250
21.82
2.12
0.00
0.00
0.00
0.00
0.05
0.00
1.2206
0.0000
42.250
21.B2
2.12
0.00
0.00
0.00
0.00
0.08
0.00
1.2260
0.0000
43.250
21.82
2.12
0.00
0.00
0.00
0.00
0.12
0.00
1.2343
0.0000
44.250
21.82
2.12
0.00
0.00
0.00
0.00
0.22
0.00
1.2482
0.0000
45.251
21.82
2.12
0.00
0.00
0.00
0.00
0.12
0.00
1.2622
0.0000
46.250
21.82
2.12
0.00
0.00
0.00
0.00
0.04
0.00
1.2687
0.0000
47.250
21.82
2.12
0,00
0.00
0.00
C.00
0.06
0.00
1.2725
0.0000
48.250
21.82
2.12
0.00
0.00
0.00
0.00
0.04
0.00
1.2764
0.0000
49.250
21.82
2.12
0.00
0.00
0.00
0.00
C.06
0.00
1.2805
0.0000
50.250
21.82
2.12
0.00
0.00
0.00
0.00
0.09
0.00
1.2867
0.0000
51.250
21.82
2.12
0.00
0.00
0.00
0.00
0.15
0.00
1.2969
0.0000
52.251
21.82
2.12
0.00
0.00
0.00
0.00
0.09
0.00
1.3070
0.0000
53.251
21.82
2.12
0.00
0.00
0.00
0.00
0.14
0.00
1.3166
0.0000
54.250
21.82
2.12
0.00
0.00
0.00
0.00
0.04
0.00
1.3242
0.0000
tA
0
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.10) [31
Copyright 1995, Streamline Technologies, Inc.
08/16/03
Node Time Series by Node - SJR25-24
<---------------- Inflow ----------------
>I
Link
Cumulative
Cumulative
Time
Stage
Surface
Base Q
Onsite
Offsite
8ndry Q
Link Q
Outflow
Volume In
Volume Out
(hrs)
(ft)
Ar.(ac)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(ac.ft)
(ac.ft)
--------------------------------------------------------------------------------------------------------
55.250
21.82
2.12
0.00
0.00
0.00
0.00
0.03
0.00
1.3272
0.0000
56.250
21.82
2.12
0.00
0.00
0.00
0.00
0.05
0.00
1.3303
0.0000
57.250
21.82
2.12
0.00
0.00
0.00
O.CC
0.07
0.00
1.3350
0.0000
58.250
21.82
2.12
0.00
0.00
0.00
0.00
0.11
0.00
1.3425
0.0000
59.251
21.82
2.12
0.00
0.00
0.00
0.00
0.07
0.00
1.3500
0.0000
60.251
21.82
2.12
0.00
0.00
0.00
0.00
0.10
0.00
1.3572
0.0000
61.251
21.82
2.12
0.00
0.00
0.00
0.00
0.17
0.00
1.3684
0.0000
62.250
21.82
2.12
0.00
0.00
0.00
0.00
0.05
0.00
1.3777
0.0000
63.250
21.82
2.12
O.OD
0.00
0.00
0.00
0.03
0.00
1.3814
0.0000
64.250
21.82
2.12
C.00
0.00
0.00
0.00
0.05
0.00
1.3850
0.0000
65.25C
21.82
2.12
0.00
0.00
0.00
0.00
0.08
0.00
1.3906
0.0000
66.251
21.82
2.12
0.00
0.00
0.00
0.00
0.05
0.00
1,3962
0.0000
67.251
21.82
2.12
0.00
0.00
0.00
0.00
0.08
0.00
1.4016
0.0000
68.251
21.82
2.12
0.00
0.00
0.00
0.00
0.12
0.00
1.4099
0.0000
69.251
21.82
2.12
0.00
0.00
0.00
0.00
0.22
0.00
1.4239
0.0000
70.250
21.82
2.12
0.00
0.00
0.00
0.00
0.06
0.00
1.4353
0.0000
71.250
21.82
2.12
0.00
0.00
0.00
0.00
0.04
0.00
1.4395
0.0000
72.000
21.82
2.12
0.00
0.00
0.00
0.00
0.06
0.00
1.4427
0.0000
Appendix D
Drawdown Analysis for Wet Pond
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.10) [1]
Copyright 1995, Streamline Technologies, Inc.
ASHBURY DRAWDWN CALCS
I nput Re port
--------Class: Node -------------------------------------------------------------
Name: OFFSITE Base Flow(cfs): 0 Init Stage(ft): 18.5
Group: BASE Length(ft): 0 Warn Stage(ft): 18.5
Comment:
Time(hrs) Stage(ft)
0 18.5
36 18.5
--------Class: Node ------------------------------------------------
Name: POND-1 Base Flow(cfs): 0 Init Stage(ft): 21.5
Group: BASE Length(ft): 0 Warn Stage(ft): 21.5
Comment:
Stage(ft) Area(ac)
20.5 1.853
23,5 2.275
24 2.B32
-------Class: Node ------------------------------------
Name: POND-2 Base Flow(cfs): 0 Init Stage(ft): 21.5
Group: BASE Length(ft): 0 Warn Stage(ft): 21.5
Comment:
Stage(ft) Area(ac)
20.5 0.213
23.5 0,334
24 0.515
--------Class: Node---- -------------------------------
Name: POND-3 Base Flow(cfs): 0 Init Stage(ft): 21.5
Group: BASE Length( -Ft): 0 Warn Stage(ft): 21.5
Comment:
Stage(ft) Area(ac)
20.5 2.635
23.5 3.245
24 4,036
--------Class: Node ---------------------------------------------- —
Name: POND-4 Base Flow(cfs): 0 Init Stage(ft): 21.5
Group; BASE Length(ft): 0 Warn Stage(ft). 21.5
Comment:
Stage(ft) Area(ac)
20.5 0.72
23.5 0.926
24 1.211
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.10) [2]
Copyright 1995, Streamline Technologies, Inc.
ASHBURY DRAWDWN CALCS
Input Report
--------Class: Node------ ----------------------------------------------
Name: POND-5 Base Flow(cfs) 0 Init Stage(ft): 21.5
Group: BASE Length(ft): 0 Warn Stage(ft): 21.5
Comment:
Stage(ft) Area(ac)
20.5 0.19
23.5 0.344
24 0.598
--------Class: Pipe ----------
Name:
1-2
From Node:
POND-1 Length(ft):
175
Group:
BASE
To Node:
POND-2 Count:
1
UPSTREAM
DOWNSTREAM
Equation:
Average K
Geometry:
Circular
Circular
Flow:
Both
Span(in):
30
30
Entrance Loss Coef:
0
Rise(in):
30
30
Exit Loss Coef:
0
Invert(ft).
16
16
Bend Loss Coef:
0
Manning's N:
0.012
0.012
Outlet Cntrl Spec:
Use do or tw
Top Clip(in):
0
0
Inlet Cntrl Spec:
Use do
Bottom Clip(in):
0
0
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting
2 3
2 3
r
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.10) [31
Copyright 1995, Streamline Technologies, Inc.
ASHBURY DRAWDWN CALCS
Input Report
-------Class: Pipe -------------------------------------------------------------
Name- 2-3
From Node:
POND-2 Length(ft): 320
Group: BASE
To Node:
POND-3 Count: 1
UPSTREAM
DOWNSTREAM
Equation: Average K
Geometry: Circular
Circular
Flow: Both
Span(in): 30
30
Entrance Loss Coef: 0
Rise(in): 30
30
Exit Loss Coef: 0
Invert(ft): 16
16
Bend Loss Coef: 0
Manning's N. 0.012
0.012
Outlet Cntrl Spec: Use do or tw
Top Clip(in): 0
0
Inlet Cntrl Spec: Use do
Bottom Clip(in): 0
0
Stabilizer Option: None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting 2 3
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting 2 3
--------Class: Pipe -------------------------------------------------------
Name:
3-4
From Node:
POND-3 Length(ft):
330
Group:
BASE
To Node:
POND-4 Count:
1
UPSTREAM
DOWNSTREAM
Equation:
Average K
Geometry:
Circular
Circular
Flow:
Both
Span(in):
24
24
Entrance Loss Coef:
0
Rise(:i.n):
24
24
Exit Loss Coef:
0
Invert(ft):
16.5
16.5
Bend Loss Coef:
0
Mannirg's N:
0.012
0.012
Outlet Cntrl Spec:
Use do or tw
Top Clip(in):
0
0
Inlet Cntrl Spec:
Use do
Bottom Clip(in):
0
0
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting 2 3
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting 2 3
.y
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.10) [4]
Copyright 1995, Streamline Technologies, Inc.
ASHBU'RY DRAWDWN CALCS
•• •••••• •' -• Input
Report
--------Class: Pipe -------------------------------------------------------------
Name;
5-1
From Node:
POND-5 Length(ft):
620
Group:
BASE
To Node:
POND-1 Count:
1
UPSTREAM
DOWNSTREAM
Equation:
Average K
Geometry:
Circular
Circular
Flow:
Both
Span(in):
24
24
Entrance Loss Coef:
0
Rise(in):
24
24
Exit Loss Coef:
0
Invert(ft):
16.5
16.5
Bend Loss Coef:
0
Manning's N:
0.012
0.012
Outlet Cntrl Spec:
Use do or tw
Top Clip(in):
0
0
Inlet Cntrl Spec:
Use do
Bottom Clip(in):
0
0
Stabilizer Option:
None
Upstream FHWA Inlet Edge Description:
Circular CMP: Projecting 2 3
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting 2 3
--------Class: Drop Structure ----------- -------------------------------
Name: DS-1 From Node: POND-1 Length(ft): 325
Group: BASE To Node: OFFSITE Count: 1
Outlet Cntrl Spec: Use do or tw Inlet Cntrl Spec: Use do
Upstream Geometry: Circular Downstream Geometry: Circular
UPSTREAM DOWNSTREAM
Span(in): 24 24
Rise(in): 24 24
Invert(ft): 20 19.5
Manning's N: 0.012 0.012
Top Clip(in): 0 0
Bottom Clip(in): 0 0
Entrance Loss Coef: 0 Flow: Both
Exit Loss Coef: D Equation: Aver Conveyance
Upstream FHWA Inlet Edge Description:
Circular Concrete: Square edge w/ headwall 1 1
Downstream FHWA Inlet Edge Description:
Circular CMP: Projecting 2 3
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.10) [5]
Copyright 1995, Streamline Technologies, Inc.
ASHBURY DRAWDWN CALCS
Input Report ='` xXcY raicYWk�Y X=xYF%ox x�xY,Ulock ycY xy =x=xx==;<Y X=Y a YFQ xnox.:YF>k=% x=x:d'F=x%c
Weir 1 of 1 for Drop Structure DS-1 a'x"` [TABLE]
Count: 1 Bottom Clip(in)-: 0
Type: Mavis Top Clip(in): 0
Flow: Both Weir Discharge Coef: 3.13
Geometry: Rectangular Orifice Discharge Coef: 0.67
Span(in): 9
Rise(in): 3
-- Class: Simulation-------
C;\OPROJECT\OOJOBF-1\SCHULKE\03-022-1\DRA
Execution: Hydraulics
Header: $$DATE$$
--------- HYDRAULICS -----------
Max Delta Z (ft): 0.1
Delta Z Factor: 0.02
Time Step optimizer: 0
Drop Structure Optimizer: 0
Sim Start Time(hrs): 0
Sim End Time(hrs); 36
Min Calc Time(sec): 3
Max Calc Time(sec): 30
To Hour: PInc(min):
36 30
--------GROUP SELECTIONS----
+ BASE [08/17/03]
Invert(ft): 20.5
Control Elev(ft): 20.5
-HYDROLOGY
Override Defaults: No
To Hour: PInc(min):
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.10) D ]
Copyright 1995, Streamline Technologies, Inc.
OS/17/03
Node Time Series by Node
<---------------
Inflow ----------------
>I
Link
Cumulative
Cumulative
Time
Stage
Surface
Base Q
Onsite
Offsite
Bndry Q
Link Q
Outflow
Volume In
Volume Out
(hrs)
(ft)
Ar.(ac)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(ac.ft)
(ac.ft)
----------------------------------------------------------------------------------------------------------
^'c,x Group:
BASE
Node:
OFFSITE
0.000
18.5C
0.00
0.00
0.00
0.00
0.00
0.94
0.00
0.0000
0.000C
0.501
18.50
0.00
0.00
0.00
0.00
0.00
0.94
0.00
0.0389
0.0000
1.001
18.50
0.00
0.00
0.00
0.00
0.00
0.94
0.00
0.0776
0.0000
1.501
18.50
0.00
0.00
0.00
0.00
0.00
0.93
0.00
0.1162
0.0000
2.001
18.50
0.00
0.00
0.00
0.00
0.00
0.93
0.00
0.1546
0.0000
2.501
18.50
0.00
0.00
0.00
0.00
0.00
0.92
0.00
0.1929
0.0000
3.001
18.50
0.00
0.00
0.00
0.00
0.00
0.92
O.00
0.2311
0.0000
3.501
18.50
0.00
0.00
0.00
0.00
0.00
0.92
0.00
0.2691
0.0000
4.001
18.50
0.00
0.00
0.00
0.00
0.00
0.91
0.00
0.3069
0.0000
4.501
18.50
0.00
0.00
0.00
0.00
0.00
0.91
0.00
0.3446
0.0000
5.001
18.50
0.00
0.00
0.00
0.00
0.00
0.91
0.00
0.3822
0.0000
5.501
18.50
0.00
0.00
0.00
0.00
0.00
0.91
0.00
0.4197
0.0000
6.001
18.50
0.00
0.00
0.00
0.00
MO
0.90
0.00
0.4571
0.0000
6.501
18.50
0.00
0.00
0.00
0.00
0.00
0.90
0.00
0.4945
O.00DO
7.001
16.50
0.00
0.00
0.00
0.00
0.00
0.91
0.00
0.5319
0.000O
7.506
18.50
0.00
0.00
0.00
0.00
0.00
0.91
0.00
0.5697
MOOD
8.006
18-50
C.00
C.00
0.00
0.00
0.00
0.91
0.00
0.6073
0.0000
8.504
18.50
0.00
C.00
0.00
0.00
0.00
0.92
0.00
0.6450
0.0000
9.004
18.50
0.00
0.00
0.00
0.00
0.00
0.93
0.00
0.6830
0.0000
9.501
18.50
0.00
0.00
0.00
0.00
0.00-
0.94
0.00
3.7212
0.0000
10.006
18.50
0.00
0.00
0.00
0.00
0.00
0.95
0.00
0.7606
0.0000
10.502
18.50
0.00
0.00
0.00
0.00
0.00
0.97
0.00
0.8000
0.0000
11.007
18.50
0.00
0.00
0.00
0.00
0.00
1.00
0.00
0.8410
0.0000
11.507
18.50
0.00
0.00
0.00
0.00
0.00
1.03
0.00
0.8829
0.0000
12.001
18.50
0.00
0.00
0.00
0.00
0.00
1.20
0.00
0.9285
0.0000
12.501
18.50
0.00
0.00
0.00
0.00
0.00
1.48
0.00
0.9837
0.0000
13.001
18.50
0.00
0.00
0.00
0.00
0.00
1.56
0.00
1.0464
0.0000
13.500
i8.50
0.00
0.00
0.00
0.00
0.00
1.58
0.00
1.1112
0.0000
14.002
18.50
0.00
0.00
0.00
0.00
0.00
1.59
0.00
1.1768
0.0000
14.506
18.50
0.00
0.00
0.00
0.00
0.00
1.60
0.00
1.2432
0.0000
15.001
18.50
0.00
0.00
0.00
0.00
0.00
1.61
0.00
1.3089
0.0000
15.501
18.50
0.00
0.00
0.00
0.00
0.00
1.62
0.00
1.3757
0.0000
16.001
18.50
0.00
C.00
0.00
0.00
0.00
1.63
0.00
1.4428
0.000C
16.501
18.50
0.00
0.00
0.00
0.00
0.00
1.64
0.00
1.5103
0.000C
17.001
18.5C
0.00
0.00
0.00
0.00
0.00
1.64
0.00
1.5780
0.0000
17.501
18.50
0.00
0.00
0.00
0.00
0.00
1.65
0.00
1.6460
0.0000
18.001
18.50
0.00
0.00
0.00
0.00
0.00
1.65
0.00
1.7143
0.0000
18.501
18.50
0.00
0.00
0.00
0.00
0.00
1.66
0.00
1.7B27
0.0000
19.001
18.50
0.00
0.00
0.00
0.00
0.00
1.66
0.00
1.8514
0.0000
19.501
18.50
0.00
0.00
0.00
0.00
0.00
1.67
C.00
1.9202
0.0000
20.001
18.50
0.00
0.00
0.00
0.00
0.00
1.67
0.00
1.9892
0.0000
20.5C1
18.50
0.00
0.00
0.00
0.00
0.00
1.68
0.00
2.0584
0.0000
21.001
18.50
0.00
0.00
0.00
0.00
0.00
1.68
0.00
2.1277
0.0000
21.501
18.50
0.00
0.00
0.00
0.00
0.00
1.68
0.00
2.1971
0.000D
22.001
18.50
0.00
0.00
0.00
0.00
0.00
1.68
0.00
2.2666
0.0000
22.501
18.50
0.00
0.00
0.00
0.00
0.00
1.69
0.00
2.3362
0.0000
Advanced Interconnected Channel & Pond Routing (ICPR Ver 2.10)
Copyright 1995, Streamline Technologies, Inc.
08/17/03
[21
Node Time Series by Node - DRAWDOWN
<---------------- Inflow ---------------- >I
Link
Cumulative
Cumulative
Time
Stage
Surface
Base Q
Onsite
Offsite
Bndry Q
Link Q
Outflow
Volume In
Volume Out
(hrs)
(ft)
Ar.(ac)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(cfs)
(ac.ft)
(ac.ft)
--------------------------------------------------------------------------------------------------------
23.001
18.50
0.00
0.00
0.00
0.00
0.00
1.69
0.00
2.4060
0.0000
23.501
18.50
0.00
0.00
0.00
0.00
0.00
1.69
0.00
2.4758
0.0000
24.001
18.50
0.00
0.00
0.00
0.00
0.00
1.69
0.00
2.5458
0.0000
24.501
18.50
0.00
0.00
0.00
0.00
C.00
1.69
0.00
2.6157
0.0000
25.001
18.50
0.00
0.00
0.00
0.00
0.00
1.69
0.00
2.6857
0.0000
25.501
18.50
0.00
0.00
0.00
0.00
0.00
1.69
0.00
2.7555'1
0.0000
26,001
18.50
0.00
0.00
0.00
0.00
0.00
1.69
0.00
2.8252
0.0000
26.501
18.50
0.00
C.00
0.00
0.00
0.00
1.68
0.00
2.8948
0.0000
27.001
18.50
0.00
0.00
0.00
0.00
0.00
1.68
0.00
2.9642
0.0000
27.501
18.50
0.00
0.00
0.00
0.00
0.00
1.68
0.00
3.0336
0.0000
28.001
18.50
0.00
0.00
0.00
0.00
0.00
1.68
0.00
3.1029
0.0000
28.501
18.50
0.00
0.00
0.00
0.00
O.CO
1.67
0.00
3.1721
0.0000
29.001
18.5C
0.00
0.00
0.00
0.00
C.00
1.67
0.00
3.2411
0.0000
29.501
18.50
0.00
0.00
0.00
0.00
0.00
1.67
0.00
3.3101
0.0000
30.001
18.50
0.00
0.00
0.00
0.00
0.00
1.66
0.00
3.3789
0.0000
30.501
18.50
0.00
0.00
0.00
0.00
0.00
1.66
0.00
3.4477
0.0000
31.001
18.50
0.00
0.00
0.00
0.00
0.00
1.66
0.00
3.5163
0.0000
31.501
18.50
0.00
0.Do
0.00
0.00
0.00
1.66
0.00
3.5848
0.0000
32.001
18.50
0.00
0.00
0.00
0.00
0.00
1.65
0.00
3.6533
C.0000
32.501
18.50
0.00
0.00
0.00
0.00
0.00
1.65
0.00
3.7216
0.0000
33.001
18.50
0.00
0.00
0.00
0.00
0.00
1.65
0.00
3.7898
0.0000
33.501
18.50
0.00
0.00
0.00
0.00
0.00
1.65
0.00
3.8579
0.0000
34.001
18.50
0.00
0.00
0.00
0.00
0.00
1.64
0.00
3.9259
0.0000
34.501
18.50
0.00
0.00
0.00
0.00
0.00
1.64
0.00
3.9938
0.0000
35.001
18.50
0.00
0.00
0.00
0.00
0.00
1.64
0.00
4.0616
0.0000
35.501
18.50
0.00
0.00
0.00
0.00
0.00
1.64
0.00
4.1293
0.0000
36.001
18.50.
0.00
0.00
0.00
0.00
0.00
1.63
0.00
4.1969
0.0000
36.005
18.50
0.00
0.00
0.00
0.00
0.00
1.63
0.00
4.1975
0.0000
Appendix E
Run-off Data
IP
_£
s
525 a4a�a
Page 5 ofsrN, P
Table 57.8
.:
SCS RUNOFF CURVE NgrIBERS FOR $ELECTED. AGRICULTURAL,
SUBURBAN.
AND URBAN
;LANb
I3SR _
Hydral..o gio
I
Svi GroojV
Land Use'.Description . 5
A.
Cultivated Landa
r E.
Without conservation treatment
72
81
88
9i"
With conservation treatment
62
71'.
78
81 Y
4
Pasture or range hand:;..
-
_
Poor_ condition
68.
:.79
Good condition
39
61
74
80
Meadow: good condition
30
,. 58
- 7
78
{
Wood or Forest..Land:
#
-
Thin stand poor cover,no mulch_,:.
45
66
77`
83._''
_
Good: cover -
25.
55
70
77
Open Spaces, Lawns, Parks, Golf Courses, Cemeteriess,
Good.condition grass cover on,.75% or more -"of the area
Fair. conditiob: grass:. cover on 50% to 75$.o 'the are
Poor. eonditi.on r '.grass` cover on 50$ or less . of -he area:,.`_'
{i8>
79
8ii
Commercial and Business Areas (85� impervious).
8g:
92
9
gS
LL
Industrial Districts (72% impervious)
Hl'
88
9l
93 ;
Res identialc
Average Tot size Av@gage a zmperviou5
1/8 acre 4r Iess 65
T7-
85
9-
92
1/4 acre
_
1/S acre 30:
1/2 acre 25'
S..
70
$0
85
L acre:' - 20
51
Paved Parking. Lots;, 12oofs; Drivewaysee
98
98
Streets and Roads
Paved ;with curbs and storrrr sewerse
96
9B
�8
48 '
4
Gravel....
76
8
3
y
Dirt...
72.
&2
87
8�w
Paved with open ditches
8.3
Newly .graded. area (no vegetation. establij5hed).,
77-
86
For a more.detailed description. of agricultural land use
tvrve numbers..,: refer
to
Table 5-9.' _. .
:...
Good cover is �irotet£ed f�roe grazing and litter and'brysh
cover soil
cCrtrve nfimb0s ,are computed' assumi g the runoff--- fr_ox the .house .and driveway
is directed
treetwiha411 froodhst1c_ande
swhere
add tional,
-infiltration could'at<cu
d'Phe remainin ervious areas (lawn? are consis7ered..ta be.
g p
in good
pasture condition
€or
_
these curve .numbe-rs
-
eIli ome:warmer::climates of -the country,. a curve number of-9�
may
be used
Y.
A �
fuse for temporaryconditions'during ..grading and construction.
Note Tese values afire for.:Antecederit. Moisture Condition
'II, and
I - 0.2S..
Refezetice USDA, SCSI, TR-55 (1984).
gnR299b/06e
625-040-205-a
Page 49 of 98
Table 5-4
OVERLAND FLOW.MANNING'S n VALUES
Recommended
Value
Range
of .Values
Concrete
.011
.01
- .013
--�
Asphalt
P
.012
.01
- .015.
Bare sands
.010
.010
- .016
:...:.
-;>
Graveled surfaces
.012
.012
- .030
Bare clay -loam (eroged)s
.012
.012
- .033
_
Fallow (no residue)
.05
.006
- .16
W ,..
Chisel plow (<1/4 tons/acre residue)
.07
.006
- .17
Chisel plow (1/4 - 1 tons/acre residue)
.18
.07
_ .34
Chisel plow (1 - 3 tons/acre residue)
.30
.19
- .47
Chisel plow (>3 tons/acre residue)
.40
.34
- .46
Disk/Harrow (C1/4 tons/acre residue)
.08
.008
- .41
Disk/Harrow (1/4-- 1 tons/acre residue)
.16
.10
- .25
Disk/Harrow (1 _ 3 tons/acre residue)
.25
.14
- .53
n
Disk/Harrow (>3 tons/acre residue)'
.:30
--
--
No till (<1/4 tons/acre residue)
.0.4
.03
- .07
No till (1/4 - 1 tons/acre residue)
.07 =
.01
- .13
No till (-1 - 3 tons/acre residue)
.30
.16
- .47
Plow (Fall)
.06
.02
- .10
=t'
Coulter
.10
.05
- .13
Range (natural)
.13
.01
- .32
Range (clipped)
.08
.02
- .24
Grass (bluegrass -.sod)
.45
.39
- .63
F>;.
Short grass praires
.15
.10
- .20
`l
c
Dense rass
.24
.17
- .30
Bermudagrassc
.41
.30
- .48
Woods 6J.4h - uN"a6oeuSJN)
.45
--
--
-=-'
All values are from En an 1983), unless
noted otherwise.
sWoolhiser (1975) .
bFallow
`.
has been idle for one year and.is:.,fair-ly
smooth.
_-
cPalmer (1946). Weeping lovegrass, bluegrass,
buffalo grass,
blue gramma
;::..
grass, native grass mix (OK), alfalfa,
lespedeza.
Note: These Values were determined specifically
for overland
flow conditions
�w
and are not appropriate for conventional
open channel
flow
calculations': See Chapter 7 of
this volume for open channel flow
procedures.
y,.
gnR299b/06a
4.6 4.8 __ .. ..
5.0 ST. JOHNS RIVER
WATER MANAGEMENT DISTRICT
4 i 4.2 4.4 NASSAU
MAKER �,�" �DUVAL -k
r-ST
C CLAY
�A."FORD i JOHNS iL A apmalbe
4.0
42 r�....lk
• 10 1 PUTNAM ■�
44 I
ALACHUA
1
t i
' L FLAW ER
• � i
Ocala
MARION ( ii■en
VOLUSIA
LAKE
L
1 , 1 Van
4.2 : SEhUNO TI
ORAMM
r - �
1 t9
4.4 E•tl �'{ O
i tL... OSCEOLA i w 4.8
5.0
POLx "u►
Q
i t 1 Rif AN 2
6 i \ � ip■ra
OtCEEC;OiEE - •-4.5--- .. .
44
9-6
Figure 9-2 Mean Annual 24-hour Maximum Rainfall, inches Source: Rao, 1991
r
8.5 9.0 9.5
ST. JOHNS RIVER
T5 WATER MANAGEMENT DISTRICT
8.0 NASSAU
y
Jacksonville •
BAKER %DUVAL -�
; r' 0
t i c CLAY
ST.
-BRADFORD JOHNS St. Augustine
i�
Gainesvill i
Palatka
T.5 • D PUTNAM
8.0 \ ALACHUA !
8.5 f - j FLAGLER
_ Ocala
j ~ MAR]ON. j Daytona
I I Deland
i
VOLUSIA
q LAKE
Leesburg
I -- — Sanford —
1
1 SEMlNOLE Tltuavllte
.
`•L_ `- ` ,Orlando � �—f — .
ORANGE
I L
_ __ _
OSCEOLA !
1 r Melbourne,`
i POLK i
i 8.5 i
I INDIAN 9.5
- —.av{—---------•--------- I —_ RIVER Vero
,Beach
!
OKEECHOBEE
9.0
Source: SJ 88-3
25-Year 24-Hour Maximum Rainfall for Northeast Florida, Inches_
A-8
Chapter III: Performance Criteria
Article XII: Surface Water Management
C. Whenever practical, as indicated by soil characteristics, water table elevation, and
topography, the overflow from any swale used shall be diverted to percolation areas,
ponding areas, or natural or artificial seepage basins of sufficient capacity to retain and
provide for the maximum infiltration of stormwater runoff from each drainage area for
the design storm.
d. Whenever practical, except in those development projects where.temporary ponding is
allowable, each percolation or retention area shall include positive drainage facilities
which provide for drainage to public outfalls or a lake, or watercourse, to handle the
runoff from storms of longer duration and severity than the design storm.
e. The area surrounding a retention or detention basin is recommended to be used as
private or public open space and shall be grassed unless the slopes exceed 4:1 which
would require sod.
f. The Soil Survey of Indian River County published by the U.S. Department of
Agriculture, Soil Conservation Service:. 1987, shall be the document to determine soil
classifications. Such soil classification may be modified by on -site testing and
engineering evaluation.
g. Flood routing analysis for all new Local road facilities shall show that the water
elevation shall at no time during the design storm duration exceed an elevation that
would:
(1) Permit floodwater encroachment outside existing drainage easements or right-
of-way for a three-year/twenty-four-hour duration storm.
(2) Place more than twenty (20) percent of the front yard or rear yard -area below
floodtiyater elevation any time during a ten-year/twenty-four-hour duration
storm.
(3) Exceed two inches above the lowest elevation on the centerline profile of the
roadway for a twenty-five-year/twenty-four-hour duration storm.
(4) Exceed the finished -floor elevation of any structure for a one-hundred-
year/three-day duration storm for projects located in a flood hazard area.
h. All new stormwater discharging into any canal or receiving water body shall be
designed to convey the permitted discharge after tailwater conditions are considered.
i. All bridges'shall be designed to pass the one hundred-year/three-day duration storm
event.
j. All drainage easements shall be sodded.
10.. Material specifications for culverts and storm sewers. The following pipe materials are
acceptable:
a. Reinforced concrete pipe; aluminum pipe; aluminum pipe arch; or HDPE. Other pipe
material may be used if approved for the intended use by the Florida Department of
Transportation (FDOT). In private systems, bituminous -coated steel may be acceptable
as determined by the City Engineer.
Land Development Code Page XII-6 City of Sebastian
6/8/2000 4:20 PM
Appendix F
Fiduciary Letter
Deed
"J,'r"Vi i C.7 40 r (oU dUUy I U bt-HULr t= H. 16�/04
Its , or5
t�
�1�t9G" i 114
t7tig 1asu-419tt at prep=dt by
(H YH€ AECOAl54' OF
rbtum to;
JEWIC- K. 13AIlTOR
CLEt,K CIRCLUt COURT
Dorrils G. Cortlak, $sq,
t14mm ttiVER CO., Ftk.
W
DgAN, MEAD, MINTON &- KLMN
N
W 1903 South 2PStreei, Su1110 200
Fort Plow, Florida 34947
(561) 464-?f00
D6CUf�lENTAAY S7AFSPS
�
For OFTloiui Use Only
OEFQ i
Tsx PArcol ldottil#ictttlon Nos,
NOTE$
ab•31.39.004(X?•5000-0na14.0
JIFFREY K, SANON. CLERK
0�-31.39.00000.5000.0a01 5,0
110LM R1VEH COUNTY
(11ANZRALMAR�UNIV DF.Eta
N
THIS OENI+R>AL WARRANTY DISED Is tnsdo as of the 261h day of l)"cmber,
2001, by VIROIL V. THORNTON, wkJB VX, THORNTON, whose post otilco arl draw is 4250
r-
9i1 Stre1;1, Vern Botch, FL 32960 ("Grmior), to SNOOK PROPERTIES, LLC, a FiOMA limited
c7
lipbility company, whose post office address is 4250 P Stmot, Vary 1344ch, FL 329%
("arsOw"),
(Wltomvor used heroin, the tgms "Grunttir" and "Cratttet" include all ft panics
on
to thls Instrument and the helrs, personal reprec.entutivas and assigns of
in&iduals and the eLmeeesars and W1843 of corporations, partnerships,
govommantpl and guttsl-govcmmcnW cadt[M)
W1Tr1 F.SS HT11
That Grampr, far wtd in conslderadon or the sum of Tan Dollare (SI O.00) and
other valuable conaiderntieri, tho reeclpt usd suffIcleney or%vhich is hcrcthy ar knowledpd`, by
these prewts does grant, bargain, soli, tiller►, romiso, rolcase, convey twd confirm unto Omitee,
oll that certain }saner of real property (the "Load'`) situate In Indian Diver County, Florida and
mote parilculwiy dasaribed lit E: ►f rrA". attnehod herein WA m9dc a part her4oh
ToomvGR W1'I i4 all the tcncmcats, henditamcnts and appuricttancos thereto
balon&iny or in anywise uppertalning.
TO HiWl: AND TO HOLD du sonic in fcc Amplo forever.
THIS VERD IS UEIAIG RECORDED FORTHESOILRPURPOSP,OF'EVII31:NCING
^^
AND CONFIRMING THAT T118 GRANTEE HEREOF TOOKTITL'E TO THE LAND
cr�
DUCRIIIEDHERMNPURSUANT TOTHE CONVZRSIONDESCRI)RDINTHFr
CERTIFICATI:OF CONVERSION RECORDED -IN OFFICIAL RECORD9'800K
Lqfi2, PAGE i OF T HP PUBLIC RECORDS OF INDIAN PI'VE,R COUNTY,
:v
FLORIDA, GRAi4IF`.E T009 TI-rLF, TO TII E LArib PURSUANT TO -FHE
�
PROVISIONS OF FLORIDA STATUTES 601,4390), ANI) NO CONSIDERATION NVAs
PAID BY GRANTEE TO ORANT1UP,
TITLE N(Yl' EXAMINED BY SCRIVENER
�scriPticin: Indisn Riwrar,i�. l7Ucusrtt—�ook.paga I457..296P Ps,q�: 1 at' 3
7x ctsr t Dick Ccsrars n t ;
— : , v z� - -� r 1- M I,LHmr, C UIVIHN 1 ES 40? 768 2009 TO SCHULKE F . 03= 04
AND Ommo:rharaby covenants with Ormtee that It Is lawfully seized of the !.,arid
in fee airnpla; that it has good right and lawful authority to sell and convey the Land; that it
hereby fully warrants the this to the Land and will defend tho wno agAinst ilia tr MUI ol&lrsrs of
all perwns Nyho rtsuaver. `I'ltis canvcyattca is mbjeot to Wes accruing aubsquent to Decambcr
31, 2000, ands to casemtnts, resWolom, agreements, conditional, limitations, rescrvatlons and
other matt>rra of record, if uny, but dais rafordttto to tha Pomping shall ml aperats to o imisase
tht: =nc.
GRANTOR hereby oertlfica that w of the date of the execution, delivery acid
public r"ord4on of LhIs iostt ment, imidtar Grantor nor any member or Grantor's farrtlly residos
upon the Land or any parcol of real property cortiiguotm thereto, The Land is not did
consllludoanl homestead of Chaim
IN WITNESS WHER110F, the Runty mforred to above m Cl antor has caused this
lnsitimmt to be "eouted and dollvmd In its namo and hoe: latend?d tho some to be and becon%o
efFeelive as oi'tha day and par 11ret abova wrltton.
Signed, waJW and delivered
in the pn;srsnee ol;
tl„�•�
dni;wnma
MkTI? OF FLORIDA
COUNTY OF i.NDIAN RIVER
'Virgil Tltomton
Tho foregoing imtmmont WU acknowlodged before nio this 261h day of
Ommlxr, 2001, by'Virgil 1:.11ormon. Sall porsan (check 040))K13personally known to tng,
U produced a driver's license (issued by a state of the United SuUns within tho last rive (5) years)
as Umtificadon, or M pradu«cd athcr ldcmMcatton, to wit, ,
`etwy Public. State of Florida
Commission No.:
My Commission Expires: _
lM[w>.P.111W[1kt3iDa�s+pcoc,ywQ��
NVC'AfiYr'�1afJ�Sr.1TEOFiz.0it7oA I
COMh1Ftd0: � ;:0. t:C�1S�
Oesaript:ion: Tnclj an Rtf.vex, n DOC= nt-Book. Page 1457. 2960 VAge r 2 of 3
9rder r Dick Ccf awls t :
S
J JI7 c. i cemua r'K U.HiK U-lFt'Hr-1 lt;; 407 768 2009 TO 1CHULKE P. 04/04
ZIT
The 5W 1/4 of the SW 1/4 oftho South 534.5 feet oitheNW 1140fthe SW 1/4, leas flue
North 254 fit oftha West 200 f44 all in Section s.Towariip31 South, Range 39 East, jr4an
lum Gouty, Plosida.
-3-
e ezlptian: Indllrl Ri"XIrt i70at rst-13aak.Paga 1457.,2960 Saga; 3 a� 3 rda.r; Dick gQaaant;
** TOTAL PAGE.04 **
I-K �..t_HHK �LN1PAH1E9 407 766 2009 TO SCHULKE P.02it32
June 24, 2003
To Whom It May Concern:
LETTER OF AUTHORIZATION
I, Mr, V.7, bornton, Proideml of Snook Pverti%, hetttty authorize Coy Clark'. Pretidelit, of Clark
Dovcalopment Company, to act as agent in all annexation, 7tzoning, permitting and certifictation muttars f®r
Mhbury Svb(1iv CeteQ in the City of Sebastian, bdian River County, Florida. This aut'horI7.0cn shall
includo Ell enginctrihff an itting serYiees for this subdivision,
Sly a .0 e
,M4TL OF FLOR1DA,
COUNTY OF WREVARD
`wgrn to and 9ubscribcd bofaro the this 1 duyoi �A , 2003, by, ��
�Y�r _,_who is personally known to me and who (4LJ) (did not) take an oath.
(SEAL)
NOTARY PUBLIC AT LARGE
fV/my�orWeygw VQW*c0XM
+vozgi QTA Pr IN& Noey a gyp,
ri LK. Zra 'DWA-Z MQ r.13 GC1 '77Q OCrA7 Onmcf M-3
a TOTAL PAGE.02 Wx.
COMMERCIAL INVESTMENT REALTORS & DEVELOPERS
June 24, 2003
To Whom It May Concem:
COY A. CLARK, CCIM
LETTER OF AUTHORIZATION
I, Mr. Coy Clark, President of Clark Development Company, hereby authorize Joe Scchulke, P.E.,
President, of Schulke, Bittle and Stoddard, LLC, to act as agent in all annexation, rezoning, permitting and
certification matters for Ashbury Subdivision located in the City of Sebastian, Indian River County, Plorida. This
authorization shall include all engineering. and permitting services for this subdivision.
a-Q
Signature
STATE OF FLORIDA,
COUNTY OF BREVARD
Sworn to and subscribed before me this day of ` �ltix'4 , 2003, by CJ
who is personal1v known to me anc ,ho (did) (did not) take an oath. J
(SEAL)
WARY PUBLIC A" LARGE
40
Ev
Offt wry 19, 2007
575 South Wickham Road, Suite E • Melbourne, Florida 32904
(321) 723=9888 • Fax: (321) 768-2009