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NEW RESIDENTIAL STRUCTURE
106 GENERAL MARSHALL BLVD.
TYBEE ISLAND, GEORGIA 31328
FOR
SALTWIND CONSTRUCTION
SAVANNAH, GEORGIA
NOTES AND DETAILS
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NEW RESIDENTIAL STRUCTURE
106 GENERAL MARSHALL BLVD.
TYBEE ISLAND, GEORGIA 31328
FOR
SALTWIND CONSTRUCTION
SAVANNAH, GEORGIA
NOTES AND DETAILS
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BOSWELL DESIGN SERVICES, INC.
103 NASSAU DRIVE
SAVANNAH, GEORGIA 31410
912-897-6932
LAHBOS@BELLSOUTH.NET
REVISIONS
Saltwind Construction P6+}f^`
06 General Marshall Blvd.
T?b ff Island, Georgia
w#j'A
S7}jwid $ Construction
do
(Frank $+?2})
Sounding f+}+{ Retreat
%7«7+$7}: Georgia 3141
BOSWELL DESIGN SERVICES,
«2I « 2 4 EASTHIGHWA »8 #
MAILING: /0 d NASSA UDRIVE
:»fes 2< i O <: /
912-897-6932
October 20, 2018 1:4,514
Q 0.03 M7 0.13 mi
rParcels Outline 1 t --r- ' . ' — I
0.05 0.1 0.2 km
Sources:.Esri, HERE, Garrnin, USES, Intermap, iNCREMENF p, NRCat,
Esri Japan, METI, Esh China (Hong Kong),.:Esd Korea:, Esr# (7ha{Sand').;
NGCC, G OpenStreetMap contributors; and the GIS User Community.;
SAGIS
Savannah Area Geographic InformaSon:Systern (SAGiS)
www.SAGIS.org
PIN.- 4--0001 -08-006
Owncr`s Alamc. MATT * MICHAEL 5 f- 5ANDRA E*
Owner's Address /:
Owners Adclre.5.5 2.- 10872 HAMPTON KD
Owners Address 3:
City fAlKfAX 5TATION
5t,7te: VA
Zip Code: 22039 2700
GEN GEORGE MAR5HALL BLVD TYBFE
.'street tight(nq-
Mumcipal Code: 4
AletybZ-2orbocd Code; 20230
Land LInit5,- I
1-,jf7d Front.7qC.- 0
Land ,depth: 0
Land 7y-pe. LT
ge,glf5t,vte Value. 256500
Land Value: 256500
5vildIng vglvc; 0
Property Class: K
Land U.5c Code: 9
,Tale Price: 250000
Tale /-- Ye,? t -. 2014
.dale A4ontb: 01
5,,10 aiy 16
Traa5lt Code: 0
APC Code:
Commercial Category:
Agent:
TbtalAsSe5-5men�: 102 G00
Leg,71De5crlptlon /.- LOT 5 LIGHT HOU5F- LANDING Fl
t eya /cripbon 2: 5 M 15 155 68
Sale or Book; 3935
5gle or Page: 100
5,75e Year Value: 0
Base Keir Value wl CF1, 0
CA UA Z,;?nd Value: 256500
CAMA 5ulldlng Vqlue. 0
CAA?4A Total Value: 256500
Cd1--tj1.?tcdAcreaqe-, 0.275474
Owner IV,3me: MATT $ MIC�IAEL 5 * 5ANDRA ff*
f7ullAddre55: GEN GEORGE MAK5HALL 5LVD TY13EE
PropertyAddre:55 2., GEN GEOPGff MAIKS�IALL BLVD
Property Grp Code: 3 1326
fs,t1m,qt--dz0n1n,g: R-1
f5ttmotedZonlng De5cription: 5mc e T"amjly Re-5identiaj
Alderman; 0
CommI55toner 4
1i1:5,-onc Do�rlct: N/A
Land Use: N u I I
f5tim,ated Flood Zane: AE
Clem cntary-5chool-. howird Elementary School
Middle,5chool. Coastal Minidle School
/116/7 5&hCOI- 151and5 High School
Voter r Precinct- 4 -10 C
Alder 7ext-- N/A
Neighborhood next. Null
(75 f AG47D-4440-4DCA-AO55-f39[3A7405B I DI
lgyerAlome; Jarce,15 OUthne-
ForThe
Fr=k Koncul Prqj ect
-'N
Tlie existing site is vacant and tfie site has several trees and the ground is generally flat with
slopes between 0 percent and 2 percent. The proposed project will be the construction of a new
residential structure and Wl I have grading and utilities. The total site is approximately 0.28
acres with the new project being approximately 0.2 acres disturbed.
Detention will not be required for this project,
The soils in this area have been classified by the Soil Conservation Service as being CuC
( Chi. ley Urban Complex ).
PRE DEVELOPMENT SM CONDITIONS
The existing site will be treated as one drainage area. The existing drainage area consists of 0.28
acres which drains predominantly to the west side of The property. The existing storm water run-
off volume currently leaving the site will be the maximum allowed to impact any adjacent
property during post developed storm events.
POST DEVELOPMENT S1W CONDMONS
The proposed site will be treated as one drainage area. New drainage is collected on site by
sheet drainage and new swales into the existing Tybee right of way and drainage system.
I ie TR55 method, was utilized for the analysis of the pre -development and post -development
runoff for this site. Hydroflow HydrograPhs software was utilized to perform these analyses and
for the: purpose of sizing pipes, inlets, ditches and detention. The analysis was performed
utilizing the following data:
IDF CURVES SAVANNAN
HYDROGRAPH GENERATION METHOD = RATiONAL
PRE -DEVELOPMENT SLOPE t= SEE EXHIBITS
K—OTLNr4W&LWJ''FI 1� gji; I I I e I jL
The proposed project is to be cleared of necessary trees and stumps to make way for the
proposed site improvements. The resulting increased runoff, which is encountered due to new
impervious area is displayed in the summary table at the end of this report.
Run-off calculations accompany thisreport.
DRAINAGE
1 2 5
10
25
_ so
100
AREA
YEAR YEAR YEAR
YEAR
YEAR
YEAR
YEAR
E -D
0.80 0.92 1.18
1. 8
1,68
1 .9
.18
0.96 1.08 1.33
1.58
1.83
2.07
2.32
TOTAL
INCREASE E IN
0.16 0.16 0.17
0.15
0.15
0.14
0.14
RUN. -OFF
A WA
IMPERVIOUS AREA% 0.00 AC�.
PERVIOUS AREA 0.28 AC.'
TOTAL 0.28 AC
I fft-ACIWH
IMPERVIOUS AREA = 0. 13 AC�,
PERVIOUS AREA = .15 AC
TOTAL = 0.28 AC
I
El
I
JoCD
Of
LLJ
� =00
00
cr (D
lk,
Q —j C)
4q
Q
< <
n CD
n n
000C
66'90[ M .05,tLZ6 N
6
maN x
I
/I-
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(Cfs)
Time
interval
(min)
Time to
peak
(min)
Volume
(Cuft)
Return
period
(Yrs)
Inflow
hyd(s)
Maximum
elevation
Maximum
storage
(Clift)
Hydrograph
description
1
SCS Runoff
0.80
1
726
2,824
1
---
------
FK-MATT-PRE-DEV-1-
2
SCS Runoff
0.92
1
726
3,279
2
----
------
FK -MATT -PRE -DEV -2-
3
SCS Runoff
1,18
1
726
4,208
5
FK -MATT -PRE -DEV -5-
4
SCS Runoff
1.43
1
726
5,154
10
----
FK -MATT -PRE -DEV -10
5
SCS Runoff
1,68
1
726
6,112
25
----
------
------
FK -MATT -PRE -DEV -25
6
SCS Runoff
1,93
1
726
7.079
50
FK -MATT -PRE -DEV -50
7
SCS Runoff
2.18
1
726
8,052
100
----
------
FK -MATT -PRE -DEV -10
Proj.
file- FK- MATT PRE-HYDROI
GPM file: SAVANNAH.IDFRun
date'. 10-20-2018
JL-
Hyd.
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
SCS Runoff
1 yrs
0.28 ac
0.0%
USER
= 4.50 in
= 24 hrs
Peak discharge
Time interval
Curve number
Hydraulic length
Time of conc. (TCN
Distribution
Shape factor
EM
= 0.80 cfs
= 1 min
= 84
0 ft
6 min
Type III
300
SCS Runoff - 1 Yr - Qp = 0.80 cfs
ftd. No. 2
ITIMSTION
OWHI Ile't, Mel
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 2 yrs,
= 0.28 ac
= 0.0%
= USER
= 5.00 in
= 24 hrs
Peak discharge
Time interval
Curve number
Hydraulic length
Distribution
Shape factor
MIM
= 0.92 cfs,
= I min
= 84
= 0 ft
= 6 min
= Type III
= 300
Total Volume --3;279 cuft
2 - SCS Runoff - 2 Yr - QP = 0,.92 ds
M
Hyd. No. 3
FK -MATT -PRE -DEV -5 -YR
110MOTPIP-01
OL411111 HeA
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 5 yrs
= 0-28 ac
= 0.0%
= USER
=
.0i
= 24 hrs
sw
Time interval
= 1 min
Curve number
= 84
Hydraulic length
= 0 ft
Time of conc. (Tc)
= 6 min
Distribution
= Type III
Shape factor
= 300
MEMMOMM33WH�.
M
rawlaw'IM
-- Ow
NIMA"AMMIM-WOP
Drainage area
Basin Slope
Th method
Total precip.
Storm duration
F!"
ii
= SCS no
= 10 yrs
= 0.28 ac
= 0.0%
= USER
= 7.00 in
= 24
hrs
Peak discharge
Time interval
Curve number
Hydraulic length!
Time of conc. (Tc)
Distribution
Shape factor
M M.
= 1.43 cfs
= 1 min
= 84
0 ft
6 min
Type III
300
4 Runoff - 10 Yr - Qp = 1.43 cfs
0 5 10 15 20 25
Hyd. No. 5
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCSI unoff
= 25 yrs
= 0.28 ac
= 0.0%
= USER
= 8.00 in
= 24 hrs
Peak discharge
Time interval
Curve number
Hydraulic length
Time of conc, (Tc)
Distribution
pp,.
Z -M
= 1.68 cfs
= 1 min
= 84
= 0 ft
= 6 min
= Type III
= 300
Total Volume = 6,112 cuff
5 - SCS Runoff - 25 Yr - Qp = 1.68 cfs
Hyd. No. 6
FK -MATT -PRE -DEV -50 -YR
K
E
= SCS Runoff
= 50 yrs
= 0.28 ac
= 0.0%
= USER
= 9.00 in
= 24 hrs
SM
= 1.93 cfs
= I in
= 84
0 ft
6 min
Type III
300
6 - SCS Runoff - 50 Yr - Qp - 1.93 cfs
I
M
U b 10 15 20 25
Hyd. No. 7
�MIILO:T-P-
= SCS Runoff
= 100 yrs
= 0.28 ac
= 0.0%
= USER
= 10.00 in
= 24 hrs
Peak discharge
Time interval
Curve number
Hydraulic length
Time o -L
Distribution
Shape factor
EM
= 2.18 efts
= 1 min
= 84
0 ft
6 min
Type III
300
7 - SCS Runoff - 100 Yr - Qp = 2.18 cfs
U b 10 15 20 25
Time (hrs)
jf Hyd. 7
Hyd. Hydrograph Peak Time Time to Volume
No. type flaw interval peak
(origin) (cfs) (min) (min) (cuff)
Return ' Inflow
period hyd(s)
(yrs)
Page 1
Maximum Maximum Hydrograph
elevation storage description
(ft) (tuft)
1 SOS Runoff
0.96
1 726
3,508
1
__
------
--_-- FK -MATT -POST -DEV -1
2 SCS Runoff
1.€ 8
1 726
3,993
2
----
------
------ FK -MATT -POST -DEV -2
3 SGS Runoff
1,33
1 726
4,971
5
__—
-_____
--_ FK -MATT -POST -DEV -5
SOS Runoff
1,53
1 726
5,956
10
--_
—_—_
-__-_- FK -MATT -POST -DEV -1
5 SCS Runoff
1.33
1 726
6,945
25
----
-----
__--- FK-IVIATf-POST-DEV-
6 SOS Runoff
2.07
1 726
7,936
50
----
---
--_ FK -MATT -POST -DEV -5
77 SCS -Runoff
2,32
1 726
f
6,930
� €
100
- —
FK -MATT -POST -DEV -1
f
LPrpj� fide: K- ATT PO T- Y it : A,i A, .IIF
k lr� t 10-20-2018
Hyd.
Eu—i,g I - A'SU:M
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
I
SCS Runoff
1 yrs
0.28 ac
O.O %
USER
= 4.50 in
= 24 hrs
Peak discharge
Time interval
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
SMIll
= 0.96 cifs.
= 1 in
= 91
=
0t
® 6 min
= Type III
= 300
U 0 1L) 15 20 25
1 7t
"Olakwo f-wom
Drainage area
Basin Slope
17b method
Total precip.
Storm duration
= SCS Runoff
= 2 yrs
= 0.28 ac
= 0.0%
= USER
= 5.00 in
= 24 hrs
Peak discharge
Time interval
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
English
= 1 .08 efs
= 1 min
= 91
0 ft
6 min
Type III
300
Total Volume = 3,993 cuft
2 - SCS Runoff - 2 Yr - Qp = 1.08 cfs
Hyd. No. 3
i
.firL--r,--YV
Drainage area
Basin Slope
Th method
Total precip
Storm duration
i
= SCS Runoff
= 5 yrs
= 0.28 ac
= 0.0%
= USER
= 6.00 in
= 24 hrs
Peak discharge
Time interval
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
9M
= 1.33>c
= 1 min
= 91
0 ft
6
in
Type III
300
Total Volume= 4,971 cuff
3 - SCS Runoff - 5 Yr - Qp = 1.33 cfs
U 0 1 U 15 20 25
9 1
a
111,1111-91, NO
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
K
I
= SCS Runoff
= 10 Yrs
= 0.28 ac
= 0.0%
= USER
= 7.00 in
= 24 hrs
Peak diSGharge
Time interval
Curve number
Hydraulic length
Time of conc� Tc,
LM
= 1.58 cfs
= 1 min
= 91
= 0 ft
= 6 min
= Type III
= 300
4 - SCS Runoff - 10 Yr - Qp - 1.58 cfs
M
Time (hrs,
if Hyd. 4
Hyd. No. 5
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
K
M
= SCS Runoff
= 25 yrs
= 0.28 ac
= 0.0%
= USE
= 8.00 in
= 24 hrs
SIMI
Time interval
1 min
Curve number
91
Hydraulic length
0 ft
Time of conc. (Tc)
6 min
Distribution
Type III
Shape factor
300
; Runoff - 25 Yr - Qp = 1.83 cf&
El
w
U b 10 15 20 25
Hyd. No. 6
Ly�.-Jf
• f*uency
Drainage area
Basin Slope
Te method
Total precip.
Storm duration
= SCS Runoff
= 50 yrs
= 0.28 ac
= 0.0%
= USER
= 9.00 in
= 24 hrs
MIM -7—M conc. pff)
Distribution
Shape factor
IMI
= 2.07 cfs
= 1 min
= 91
0 ft
6 min
Type III
300
6 - SCS Runoff - 50 Yr - Qp = 2.07 cf-1
Hyd.
I
= SCS Runoff
= 100 yrs
= 0.28 ac
= 0.0%
= USE
= 10.00 in
= 24 hrs
Peak discharge
Time interval
Curve number
Hydraulic length
Time of conc. (TO
Distribution
Shape factor
SM
= 2.32 cfs
= I min
= 91
0 ft
6 min
Type III
300
7 - SCS Runoff - 100Qp = 2.32 cfs
U 0 10 15 20 25
Time (hrs)
jP Hyd. 7
�� f _ . . , ���� I , . �� ` .
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.025
Channel Slope 024000 %
Left Side Slope 3M fUft (H:V)
Right Side Slope 3.00 fUft (H:V)
Bottom Width 3-00 ft
Discharge 0.92 ftp/s'
5
Results
Normal Depth 2.95 in --z>
Flow Area
Wetted Perimeter
Hydraulic Radius
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow Type
GVF Input Data
092 ft2
4.56 ft
2.42 In
4.48 ft
0,14 ft
0.01866 Rift
1.00 ft[S
0.02 ft
0.26 ft
0.39
Downstream Depth 0,00 in
Length 0,00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 in
Profile Description
Profile Headless
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
0.00 ft
Infinity ftfs
Infinity ftis
2.95 in
0.14 ft
0,24000 %
Bentley Systems, Inc. Haestad Methods SoldlhntlftowMaster Wi (SELECTsertes 1) [08.11-01.03]
1 01201201 8 3:45:53 PM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2
Worksheet for FK-MATT-SWALE-A
GVF Output Data
Bentley Systems, Inc. Haestad Methods Sol iftbmilOpffiewMaster V81 (SELECTseries 1) [08.11.01.03]
1012012018 3:45:53 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755-1666 Page 2 of 2
11'' 4 = a MT
9�= �
Friction Method
Manning Formula
Solve For
Normal Depkh
Input Data
Roughness Coefficient
Channel Slope
0,22000
%
Left Side Slope
1.0
,�
ft/ft (H:1/)
Right Side Slope
3,00
ft/ft (H:V)
Bottom Width
Discharge
3.p0
ft
r12— 71 Z
0.92
tt-1, ---iP
Results
Normal Depth
3.02
irt
FlowArea
0.95
W
Wetted Perimeter
4.59
ft
Hydraulic Radius
2A7
in
Top Width
4.51
It
Critical Depth
0.14
ft
Critical Slope
0.01866
tuft
Velocity
0,97
ft/s
Velocity Head
0.01
ft
Specific Energy
0:27
ft
Froude Number
0.37
Flow Type
SubcritiC21
GVF Input Data
Downstream Depth 0.00 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth
Profile Description
Profile Headloss
&,)
Upstream Velocity
Normal Depth
Critical Depth I
Channel Slope M
1012012018 3:4£:491
0.00 ft
Infinity ftis
Infinity ftis
3.02 in
0.14 ft
022000 %
Worksheet for FK-MATT-SWALE-B
G'A`F Output Data
=
Bentley Systems, Inc. Haestad Methods-SoIjR Master V8 (SELECTseries 1) [08.11:01.03]
1012012018 3:46;49 PM 27 S emons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-766-1666 Page 2 of 2
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