Stormwater Management Report STORMWATER MANAGEMENT REPORT
FOR
IJ
CRBARD
Li
PROPOSED WAREHOUSE USE RENOVATION PROJECT
IJ 303, 319 BAIT ROAD
QUEENSBURY, IVIS 12804
Ll
GPREPARED BY
HIGHLANDER ENGINEERING SERVICES, PI_LC
L_
I may, 2018
1�
4
L
C ..
�1
rill
r1i INTRODUCTION
n The project site is an existing warehouse facility and parkin areas at 303, 319 Bay
I I Road ire the Town of Queensbury. The total site area is 6.72 acres. The existing
n gravel parking areas to be paved are approximately 38,650 sq. fit.
EXISTING CONDITIONS
The site is currently developed with buildings andg
or aved ravel areas. The site
P
is fairly flat, sloping slightly from west to east, It appears that there Is some
existing stormwater conveyance off site, however, there is no evidence of any
storrnwater runoff leaving the site 4n the existing gravel parking areas to be
paved. All storrnater runoff in these areas will continue to be retained on site.
`` The site soils are classified by the Warren County SCS Soils Surrey as Oakville,
L
loamy fire sand and Efnora, loamy fire sand. Test pits confirmed the soil
Lclassification with fine and medium sandy loam over coarse sands. These soils are
well drained and are suitable for stormwater infiltration. The percolation tests
Lr
performed showed rates ranging from 11 inches per hour to 25 inches per hour.
I Town of Queensbury 50-Year Design Storm
The Town of Queensbury Code requires that peak discharge from the 50 year
storm be reduced to pre-development rates.
All runoff from the 50 year storm, in the areas to be paved, is being infiltrated on
Lsite, therefore the design meets the Town of Queensbury peak discharge
requirement.
LTemporary Erosion and Sediment Control Measures
E_ Temporary erosion and sediment control measures will be employed during
construction as necessary and as indicated on D g. C-6 "Erosion and Sediment
L_
HIQHEANDER
Mg#ianderEngineering Services, PUC 178 Maple Street, Glens Fails, NY 12801
Design and Constructiori Engineering Solutlnns
[_ Page 1 of 2
L_
I !
1 Control Details" and will he in conformance with the New York State Department
of Envi ron rnenta I Conservation 's "New York Guidelines for Urban Erosion and
Sediment Control".
DRAINAGE METHODOLOGY
As the existing soils are weft drained, all runoff frorn all impervious areas such as
the newly paved parking areas will be directed to infiltration trenches as shown
on the plans and thereby infiltrated into the ground on site.
CALCU LATi ON
Computations — SCS TR-20 HydroCAD
30- 50 gear storm went—Type II rainfall = 4.8"
Soils — fine to mediurn sands over coarse sands
Percolation rates — 2.4 -- 5.5 minutes per inch
L
L
L
Highlander Engi reerir�g Services, PL LC 178 Maple Street, Glens Falls, NY 12801
Design and Construction Engineerin!y Soiertions
Page 2 of 2
PROJECT NO. M-154-17
CR BARD — WAREHOUSE RENOVATION PROJECT
PHASE 2
TEST PIT & PERC. TEST DATA
Test Pits and felling Head tests
Performed By: MJ Engineering and Land Surveying
IJ Date:4/25/18
IJ Weather_ 50 degrees and Rafrting
r
Test Pit#I {TP#1}
0"-24" Gravel
24"-48" Orange Brown Sand
48"-60" G rey 5a nd
Water coming in at bottom of hole
Test Fait#2 (TP#J2)
W-23" Gravel
23"--50" Orange Brown Sand
50"-56" Grey Sand
Water comfng in at bottorn of hole
Test Pit 93 (Tp#3)
0"-3" Topsoil
3"-32" Dark Brown Sandy Loam with Fill Material
(Fall rn ate rial included; brick, concrete,concrete blocl� millings, 4"to 8" cobbles)
52"-55" Orange Brawn Sand
55"-60" Grey Sand
Water coming in at bottom of hole
Test Pit#4 (TP44)
0"-3"Topso1l
3"-33" Dark Brown Sandy Loam with Fill MMerial
i
(Fill material included; brick, concrete, concrete block, 7" to 6" cobbles)
35"-46" Orange Brown Sand
46"-54" Grey Sang
Water coming €rr at bottom of hole
I
Test Pit#5 (TP#5)
0'r-24" Gravel
24" - S3" Burnt Orange Sand
53"- 58" Grey Sand
Water corning in A bottom of Mole
Test Pit 96 (TP#6)
0"-8" Gravel
8"-38" Fill Material
(Fill material included, brick, concrete, concrete block, 2"to 6" cobble,steel,and organics)
38"-40" Burnt Orange Sand
40"-44" Grey S8 nd
fWater coming in at bottom of hole
L�
fAll fal ling Head test were preformed 3 feet from existing grade.
l. . Fa IIing Head Test#1 (PT#1)
L 11.11 inches per hour
11-08 inches per hour
11.18 inches per hour
Fallin Head Test#2 PT#2
g ( )
25.00 inches per Maur
24.67 inches per hour
24.32 inches per hour
J=aping Head Test# (PT##2)
14.23 inches per hour
14.67 inches per hiaur
14.10 inches per hour
I
r
CR BARD
I
PROPOSED WAREHOUSE RENOVATION PROJECT
rill 30 313 BAY ROAD
UEENSBURY. NY 12804
� .l
Li H d roCAD I E ULT - 50 YEAR DESIGN STORM
PREPARED BY
HIH LANDER ENGINEERING SERVICES, PLL
i .
a , 2018
i .
HLER
HFghionderEngineering Services, PtLC 178 Maple Street,Glens Fafls, NY 12801
esrgn and CoRstrutfitin Engineering Solutions
Page 1 of I
ril
I ;
WEST T P KII LOT SOUTH PA KING LOT
l _
INFILTRATION iNFILTRATION
TNI TRENCH
L
L
u ; Ifl Routing Diagram for GR BARD-WAREHOUSE RENOVATI0K
f�
Prepared ay HIGHLANDER EN(31NEERINGSERVICES,PLLC, PrinL�dS111.20A
L HydroCAD S IG.00.24 sir.00565 9 2x97 HydroCAD Software Salu�lon$LLC
I�
i
Cit BARD -WAREHOUSE RENOVATION
Prepared by HIGHLANDER ENGINEERING SERVICES, PLLC Printed 5111/2018
HydroDADO 10.X-2 0 sJn 00565 0 2017 Hydro AD Software Solutions LLC Page 2
Area Listing (all nodes)
Area CN Description
f (acres) (subcatchment--numbers)
0,980 98 Paved parking. HSG C (IS, 2S—)
0.980 98 TOTALAREA
LJ
LJ
L!
G
C
L
i
CIS BARD - WAREHOUSE RENOVATION
I Prepared by HIGHLANDER ENGINEERING SERVICES, PLLG Printed 6111M18
H droAD 10.00-20 stn 00565 0 2017 H dro AD Software Solutions LLG Pa e 3
Sail Listing (all nodes)
Area Soil Subcatchment
(acres) Croup Numbers
0.000 HSG A
0.000 HSG B
0.980 HBO C 1S, 2S
0.000 HSG D
0.000 Other
0.980 TOTAL AREA
IJ
C
L
L
L
II
GFZ BARD - WAREHOUSE RENOVATION
Prepared by HIGHLANDER ENGINEERING SERVICES, PLLC Printed 511112018
Hy4ro AD& 10.D0-20 alri 00565 @2017 Hydro AD Software SQIAons LL _ — P%e 4
Ground Covers (ell nodes)
HSG-A HSG-B HSG- HSG-D Other Total Ground Subcatchment
i (acres) (scres) {acres} (afras) (aces) (acfen) Cover NLmbers
0,000 0,000 0,980 0.000 0,000 0,980 Paved parking 1 , 2S
0,000 0.000 0.960 0.000 0.000 0.980 TOTAL AREA
i
C
I�
E ,
R BARD - 1 WAREHOUSE RENOVATION Type 11 4-hr 50 YEAR RairifaIf�4.60"
Prepared by H[ HLANDER ENGINEERING ERVICE , PLLC Printed 511112018
H dro AD 10.00-20 s/n 00565 0 2017 Hydro AD Software_Solutions LLC Page 5
Time span=1.00-20.00 hrs, dt=()_05 hrs, 381 points
I Runoff by SCS TR-20 method: UH=SCS, Weighted-CN
rll Reach routing by Stor-Ind+Trans method - Pond routing by Star-Ind method
! ubcatchment IS: WEST PARKING LOT Runoff Area=0.380 ac 100.00% lrnpervious Runoff Depth>4.33"
Flow Length=90' S Iope=0.0100 T T 3.7 min CN=98 Runoff=2.73 cfs 0.137 of
I j Subcatchment 2 : SOUTH PARKING LOT Runoff Area=0.840 ac 100.00 6 Impervious Runoff Depth>4.33"
LJ Ffow Length=90' lope=0,0100 T T 3.7 min CPQ=98 Runoff--4.31 cfs 0.217 of
1 Pond 3P: INFfLTRATl0N TRENCH Peak Bev=320.54' Storage=0.404 of Inflow=2,73 cfs 0.137 of
Outflow=2.73 r-f,5 0.137 of
Pond 4P: INFtLTRATI0N TRENCH Peak Elev=219.04' Storage=0.800 of inflow=4.31 cfs 0.217 of
C I Outflow=4.31 cfs 0.217 of
Total Runoff Area= 0.980 ac Runoff Volume = 0.354 of Average Runoff Depth = 4.33"
0.00% Pervious = 0.000 ac 100.00% Impervious =0.880 ac
L.
L�
L
L�
L.
L
1_
R BARD H WAREHOUSE RENOVATION Type Jf 4-hr 50 YEAR Rainfaff--4.80
Prepared by HIGHLANDER ENGINEERING SERVICES, PLLC Printed 511112018
H droCADO 10-00-20 s/n 00565 C 2017 H dro AD Sofhvare Solutions LLC PN e 7
Device Routing Invert Outlet Devioes
1 Discarded 320.50' 2.73 cfs Exfiltration at all elevations
Discarded Outflow Ma =2,73 cfs @ 11.94 hrs HW=320.54' (f=ree Discharge)
Exfiltratirn (Exfiltration Controls 2.78 cfs)
Summary for Pond 4110: INFILTRATION TRENCH
Inflow Area = 0.600 ac,100.00% IrnperViDnsr Inflow Depth > 4.33" for 50 YEAR event
Inflow = 4,31 cfs @ 11.94 firs, Volume= 0.217 of
Outflow = 4.31 cfs @ 11.94 hrs, Volume= 0.217 af, Atten= Oslo, Lag= 0.0 min
Discarded = 4.31 cfs a 11.94 hrs, Volume= 0.217 of
Flouting by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.06 hrs
Peak Elev= 219.14' 11.94 hrs Surf-Area= 0,000 ac Storage= 0. 00 of
Plug-Flow detention time (not calculated; outflow precedes inflow)
Center-of-Mass det_ time= 0.0 min ( 711-6 - 717,6 )
Volume Invert Avall,Stora a Storage Description
#1 219,00' 0.019 of 60.0" x 18.0" H lox Pipe Storage
L= 2-80.0' S= 0.0100 ?
0.048 of Overall x 40.0% Voids
Device Routing Invert Outlet Devices
#1 Discarded 219_p0' 4.31 cfs Exfiltratio n at all elevations
Discarded OutFlo Max=4,31 cfs @ 11.94 hrs HW=219.04' (Free Discharge)
1=Exfiltration (Exfiltration Controls 4.31 cfs)
L
L�
L
L
L
R BARD - WAREHOUSE RENOVATION Type 11 4-hr 50 YEAR Rain fall=4,80"
I Prepared by HIGHLANDER ENGINEERING ERVI ESQ PILILC Printed 511112018
Hydro A 10-00-20 shn 00565 C 2017 Hydro AD Software olutions LLC Page 6
Summary for Subcatchment IS: WEST PARKING LOT
_
Runoff = 2,73 cfs @ 11,94 firs. Volume- 0.137 af, Depth> 433"
I_. Runoff by SCS TR-20 method, t_ H=SCS, Weighted-CIV, Time Span 1,09-20,00 hrs, dt= 0.05 hrs
Type 11 24-hr 50 YEAR Rainfally4,80"
C _ Area (ac) CN Description
0.380 98 Paved parking, HSG
0.380 100.00% 1mpervicus Area
CTc Length Slope Velocky CapacityDescription
(min) (feet) (ftlft) (fUsec) (cfs)
rj 3.7 90 0.0100 0.40 Sheat Flow, WEST PARKING LOT � -
�I 11 Smooth surfaces n= 0.011 P2= 0.50"
Summary for Subcatchment : SOUTH PARKING LOT
Runoff = 4.31 cfs @ 11.94 hrs, Volume= 0.217 af, Depth> 4.33"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CIN, Time Spar= 1.00-20,00 hrs, dt= 0.05 hrs
Type 11 24-err 50 YEAR Rainfall=4.80"
I _ Area (ac) ON Description
0.600 98 Paved paFk€ng, HSG
0.600 100,00% Impervious Area
L Tc Length Slope Velocity CapacityDescription
(min) (feet) (ftlft) (ftlsec) (cfs)
3.7 90 0,0100 0.40 Sheet Flow, SOUTH PARKING LOT
Smooth surfaces n= 0,011 P2= 0.80"
Summary for Fond 3P: INFILTRATION TRENCH
Inflow Area = 0.380 ac,100.00% Impervious, Inflow Depth > 4.33" for 50 YEAR event
Inflow = 2.73 cfs @ 11,94 hrs, Volume= 0,137 of
Outflow - 2.73 cfs @ 11.94 hrSr Volume= 0.137 af, Atten= 0%, Lag= 0.0 min
Discarded = 2.73 cfs 11.94 hrs, Volume= 0.137 of
J Routing by for-Ind method, Time Span= 1.00-20.00 hrSr dt= 0.05 hrs
Peak Elev= 320-54' @ 11.94 hrs urf.Area= 0,000 ac Storage= 0,000 of
I Plug-Flow detention time= (not calculated: outflow precedes inflow)
Center-of-Mass det. time= 0.0 min ( 711.6 - 711.0 )
L Volume Invert Avail,Stcra�e_ Storage Description -
#1 320.50' 0.018 of 60.0" W x 18.0" H Box Pipe Storage
L= 215.0' S= 0.0100 '1'
0.037 of Overall x 40.0% Voids
L