HomeMy WebLinkAbout2000-06-30 Stormwater Management Report i
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tormwater Managenient Report
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Eagrle Tribune
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Salem Turnpike
North Andover,
Massachusetts
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Prepared for The Eagle Tribune
Forth Andover, Massachusetts
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Prepared y ,1B/Varrasse flangen Bmstlin, Inc.
Watertown, Massachusetts
January 2000
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win
� CONTENTS
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Introduct "m --------. .................. -- ......—...................................... .......... ......
I
ReDe�cMpflon----.... ........................................................-------- .... ....... .......
1
EX�Srlmgcmndkiomm ... ...... —..............................................---------- .... ...............
1
Fluodolairio and WaUmndo—... ...............................................------------- .......... 8
Proposed CmndiLkmm.........................................._—.------ .... .... ------- ...........4
DouigmMethodology..........................................----- ... .... --.... ...............................h
Pn-akDscMnn0eRmkm............ ................ ------- ........-- .......... ................................. V
CnmnNmomm .............................. ...... ......_ ...... ....... ............................... .......................V
Appendix A
Drahag Gmrnpm|adomo
i Contents
VH Vanasf5ass��ess 35silir�,i3iC.
Introduction
Site Description
In an effort to establish impacts created by the redeve]«pinent of €lus parcel VHB has prepared a drainage
analysis,comparing pre and post-development flaw of tine site. The current developnimt plan includes a
19,900 Sk,one story addition to the existing Eagle-Trlbwic blinding. Under this proposal, aixy hicreases in
storm water runolf rates will be mitigated through the climinatioan of imperviows areas,detention or i-eWntiotn.
The resulting design slightly reduces the predevelopment runoff rates_
Existing Conditions
The sift is an 8-8 acre parcel lacated.on the east side of Salem Turnpike (Route 114)in North Andover,MA.
The pa;cel is bordered to the south by the f~irtst United Methodist Church, to the west by Salem Turnpike, to
the east by a strip of land along Acushnet Sfreet, and to the Borth by a vacant Iot also ow-ned by the Eagle-
Tribtunc_The site is occupied by a shigle 56,000 Sr building, which houses the operations for the publishing of
the Fagle-Trib4ine.
Access to the site is frofn a single driveway off of Salem Tumf ike(Route 114). Existing parking on the bite
influctes 283 spaces and associated drive aisles-uid loading areas.The total impervious surface area un.the
site amounts to 4,90 acres.
The exiting grades of the site slope from the south side ref the property to the north side with the average
difference in grade of approximately 30 feet in clovatio n. Surface and roof runoff for the existing building
ainrl parking areas is collected in a closed drainage system that disuharges to a State owned drain line in Salem
Turnpike, Existiing runoff from the site dues not receive any pre treatment prior to discharging into the
mn<nicipal systcrxx_ StOrmwater'within the roadway system ccuntinues north tu'Waverly Sircet before
discharging;into an ephenneral strpi- n tend ultimately to the Shawsheen River.
2
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F 7 Vanasxe Hfinepn HnGgdl3ir,jqC.
Wetlands and Floodpfain:
Approximately 700 square feet of%vetland resource area-..are located within the property bc)und.-,cif the sites.
The wetland rce areas have been evaluated in accordance with the iaEest requireineet#s of MGL 1.31,
SeCHM 40,The Wetlands Protccl ion Act,and shown on the plans- 011r evaluation indicated thaE the wetland
resource areas on the site consist of bordering vegetated wetlands, a%describf°d below, and arc subjccf En
protection wider federal, state, and local regulations,
Wetland Description
A Bordering Vegetated Wetland(BVW)ispreseni on the site in the woodedarea north of Elie site. This area
included wedand vegetation and hydric soils.The 13V W receive::q stormwater runoff frorn the site parking lot
alid gromidwa ter seepage. The boundary of BVW was delineated using blue plastic surveyerrs f laggi ag_The
boundary(!xtends from flag ntunber 1-100 to 1-120. Me dominant wetland plants were green ash(Frnxr`nm
perms Ivan erl)and spicebush (Lindera fielzaoin)other wet land plants observed inc[tided reel maple(Acer
noMini),slippery ehii(Uhnus rubra), xilky dogwcmd (C'omus rrwaypnon),ironwood (C`arpinifs r.ur l�rtirtatr�},poison
ivy (Toxirodor draix radicans), and cinnamon fern(0swunda cipmanionien). Upland vegetation observed near the
limits of BVW included red cmk ( uercus rabra),black cheery (Prunus serotina),shagbark hickory(Carya Ovala),
bitternut hickory(Carya corn iforn2is), orientaI bitter.gweet (C'elrastrus orbino lei tors),staghorn sumac(121rrrs typ alga),
japaue,;c barberry (Herhrris Ihrpiiaerg:i),kind quaking aspen(Pape us I rein ulodies).The BVW area generany
follows the stone wall near edge of the wooded and dearcd areas. The 13 W extends from approx inut tely 200
feet east of the Baleen Turnpike to approximately 1W feet east of the satellite dish at the rear of the site (see
attached sketch)_ A network of braided,poorly defined inIermiIlent channels lead froin the edge of Lhe
parking lat RCIGSS the Wetland to a catch hasin on 1]3rtm0uth Street.
The BVW extends up the dopf- approximately 80 feet in the northeast corder of the site in a shallow swale.
The s ale has hydric soils and is vegetated with spicebush and silky dogwood, which area wet land plants. At
the=northe m limit of the wooded area the lfittd is excavated to Dartmou Eli and Aeusluiet Streets;an upland
Erin vegetated with red aak anti jai}anesc barberry bs px:oscnt at Ole cdgc of the excavated land. The welland
axeas drain via inlemiditent charaiels derma they excavated slope to catchba%in. A drainage ditch i%present
along+L� Ens;tern limit of the wooded area adjacent to residential parcels on Acushnet Street.This channel
was not flowing and was dewrmincd to be upgradicilt of all other wetland resource areas, cuid therefore teat
subject to the Massachusetts Wetlands Protectiim Act,310 Gl~ R 131 Sec_titrra V),(WPA)or North And ovf-r
13yJaw-
Regulatory Discee55iOn
The wetland area described on the site is sub}cct to protection tinder lederal�,state,and local reguladans.
Fedcra.I Wet lands Rg ulaiions
The U.S. Army Corps of Engineers ( (=OJ-,}rcquive,;a permit for filling in wct and under Section 404 of the
Clcaii Water AcL Projects filling less than I acre of federal wetlands 1May kra rzovcmd under the Massachusetts
Prograrnrnatic- cneniI Perini (FGr).Projects eligible for coverage under the PGP may K!Category I(non-
reporting)if wetland imparts arc less lLui 5,000 square feel, or Category II if filling 5,000 square feet to one
acre of federal wetlands. Categoay 11 pro}ccts will be "screened" by the ACOE and other agencies to
dctcrmine-if the project meets the conditiims of the FGP, The ACOF may detcrrnine that the 17T(ject require
an Ind ividuaI 1'crinit,which requires a separate permit application to the AC O F. Fed(-.ral regulations do not
include a buffer zone; woi-k adjacent to,bri€outside of,wetlands does not require a permit under the Clean
Water Act. No work for this p'oject is proposed withiii any Werally regula[Ld wetlands.
M1w.waa aax5 3
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Wit? VanascC Himkgeo Umsffln,Inn-
1ylassachw.etts l egu s
The Massach Met IS WPA regu Iates wetland i:esotirce arras, as defined in the rc ulaIions. Work in more than
5,000 scl. ft- of FedcuiHy Regulated wetland also requires a Water Quality CertificatiLin from the
Massachusetts Ul<R Vor projecIs with less f if1 5,000 square feet of federal Wetland impact the Order of
Conditions obtained under the WPA serves as the Water Quality C ertification.The wethind resource on the
site is classified by €tie WPA Bordering VLgctated WeEland As defined at 310 C=MR 10-55(2), 1IVWs are
frLshwater wetl and L;that border on streams or ponds.The boundary of BVW is determined by 50 percent or
more wetland indicator}plants and other characteristics.
While wmk for the proposed project is pn)pose'd within the 13VW Buffer Zme,and a Wilig of a Notice of
Intent is reeiuirtd under`the WFA,no work is proposed hi the BVW or any other wektland�resource area_
North Andover Bylaw
The Town of North Andover Wetland Protection Bylaw protectLz all we land m.,-.muccs undcr the WPA and
provides for jurisdictioTi of additional areas including isolated wetlands,ephemeral pools,and land.within
100 feet of we Elands(buffer zone). The designation of buffer zone as a resource area means that land within
100 feet of wetland at the site are rrguhihid under the Bylaw.The Bylaw performance standard for buffer
xeme=includes a 25-foot No-Dishirbance Zone and a 50-foot No-Build Zone. These zones limit work within
buffer zone Lidless it can be sho n Ihat f11e existing b4iffef zone does not play a role hi the protection in the
interests of Elie buffer zone.The By]a w aku dc5r,ribes sihi-iFoi;s where a waiver to the 50-foot No-Build Zone
and 25-fiaot No-Disturb Zone could be obtained.- waivers will require ru igation to(iffsct presumcd impacEs.
hnpacts to vegetated wetl ands mquire an alternatives.analysis slid a mfi—tit L n of a 2,1 ratio of mitigation area
to inip"Ict area,
Under existing site conditie)rtix,portions of the existing parking tot are located within 25 feet of the BV . The
proposed.devc€opment will result in the removal of existing pavement within 2,5 feet of the BVVV,and its
replacement with grassed or landscaped areas. Upon completion of the pro*t,the vegetated buffer between
the developal (i.e. paved)portiuns of the site and the 13VW wit€be increased,
Additional Environmental Constraints
The prf jest is nat within the 100-year floodplain as shown by the federal I?mergnncy Man agemont Agency
(F MA) Flood Insurance Rate Map(FIRM) (Con-unwiRy Panel No.25009E- 06C 6J2193).
The site dues not rcmtain certified vernal pools or estimated habitat of rare wiIdiifc according to the 2(} 0-2(XY1
MasmcllusetEs l aturaI I leritage,r" das.The site is not within or near an Area of Critical Environmental
C;oncem(AC:EC)or a Critical Area'as defined in',tandaTd 6 of the DEP/C 2M Stour ater Mmagement
Pulic=y-
Proposed Conditions
The proposed project will include the reconfiguration of they parking lot to conform with current zoning. The
number of parking spa ces will be reduced from 283 to 225.The isle%bet em the spaces will be widened laid
turning radii increased to allow emergency vehicles to mouieuver within this parking lot- The proposed
development will have a total it Twyvious area (building, drives and parking areas)of 5.14 acres. �n an effort
to 111itigatc hicreases in Storal ater runoff,apprmimately'l acre'of roof rLmoff will be routed, via a separate
rrpoe�:wacap,doc
Collection %ystem, through a series irf leaching pits.
A new undcxga-vund di-airlage system wsII be instaIIed to Collect and treat storm ate:r from the parking lot
pi-ior to discharge unto the wetland and the offsite drainage system, in accordance with current Massachusetts
Department of Envirorunnental Protection (DPP) slormwate3r Tnanagernent regulations. The system
incorporates scveraI acceptcd Host Miami gernc-nt Practices (ill's) trea#jlxent measures including sleep Sumps
and oil f gas hoods to be installed v+ithin catchb2asi is and a imai ntem-mce program that inchides regular
parking lot sweeping and disposal of accumulated sediments_These I 11's }v+ail result in the rern oval of fie
total suspended solids(and their associaled pollutant loadingx) within the storm aler rttrtoff from onsale
pavement areas. Fort ow;of the roof drainage, wbich sloes not regLdre treatment tuidcr tins regulations,will
he collected and discharged through a series of lea+lnieng pits nand small detcntion area,prier to discharge into
the wetland.
The proposed AoTm sewer system wj11 dischQi7ge into the municipal system [hrough the existing 15-inch pjpc.
Design Methodology
Pre-Verses Past-Development Analysis
In order to esIablish Ilxe post-development impacts of tlxis proposa],we have
prepared lyre- verses post-development arnalysis_ The following is a hLA of metlitx]s
��ncE assurtxpIions used in that analysis:
Method SCS TRIO
Comptiter Program HydroC..AF)(Applied Micro Computer Systems)
Raiflfali Technical raper 40
Frequency 1CO, 10&2 yeal•StQvms
Time of Concentration Dare to fie relatively small areas a time a 10 rrriryutc c
or less was assumed For a I I areas.
Storer Sewer Design
As part of the project design we are proposing the tnstoHation of a new storm sever.
This system will collect ronekff from the parking lot for conveyance alai treatment
prior to discharge to the river.The following is a list of methods and assumptions
used in that analysis:
Method &-itional
Computer Program E basted iVleduAs, Stormead
Pipe Vlow Ivlzann ixg's Formula
Rainfall Hydro 35 1ntcmMty('11rvfltt
i~rce uency 10 year Storm
Time of Concentration Asstunc 5-10 munuIes
WIBvanasm Ilangen Urusihn,hic.
Because this system currently functions under surcharged conditions, kol- IC-id
Storm Software was used to model re3rtof€.The pr()grarn rouN%turinwater Base on
hydraulic grade li-le ralcuIations and allows aatalysis of the systein uaider surdiarged
conditions,
Peak Discharge Rates and RunoftVolu mes
Me model is set Grp to evalu;ate thL 2, '10 & I00-year stop s.rre-development
SubcatChment arcs* are analyzed as Subcatchnient s 101, 102 and 103. Pvt;t- .
development subcatchnients me analyzed as subratchmenb;201 through 204.Reach
200,while shown as undefined in the calculations,is used Ordy to sum the offsite
flows for the purpose of analysis and cornparisoTi of pre-verses post-development
flows.Reach I sums the perst-de velopment flow directed towards.the ivelland. The
following table identifies pre-verses post-devclopnumt runoff cc»mpahsons.
7..4w.rki5TAd83YAetis
npwswahzkdcc
FI]11 Vxnosseffnng4m Bnssilin.Tire,
Table 1
Peak Rates of Runoff (cfs)°
Northeast to the Wetland
2-year 10-Year 100-yea r
Existing 4,53 7,71� 1107
Proposed 146 6.76 11,85
• c s—cu is feet per second.
Peak lutes of Runoff(efs)*
into the Existing Drainage System In Salem Turnpjke
". 2-Year 10--'ear 100-Yea r
Existing 9,41 14.87 22.21
Proposed 9.12 14.61 22.01
c s--cu is cut per secon .
Peak Rates of Runoff (cfs)*
Overland Towards Salem Turnpike
2-Year 10-Year I00-Yea r
Existing 2,42 4.91 8,59
Proposed 2.42 4.9'1 8.59
* ct 1c cet per secon .
The system is designed to utilize three recharge pitq to allow more water to
infiltrate into the ground (emite sails are Type B and C tmder the USDA Suil
Consen,ation Service hydrologic cIassi fications— having rnoderate
perineability and infil tratio>ii rates), Baged can sail evaluations perfori oed
onsite, the area is not well suited for infiltration. Soils, while sandy contain
siginificant levels of silt. Seasonai high groundwater,in the arcu Of the
leaching pits is approximately 5 feet below the stirface.The rnaior benefit of
this recharge &E;ign will be to recharge groundwater dTzring drier periods
when ground watek recharge in most needed.
rn�rzversdoce 7
Conclusions
The proposed addition to the existing building will resuIt in reduced peak
flow rates for storm titer runoff and maint4iin onsite infiltration and
recharge to groundwater, The proposed storm sewer system will provide a
series of best management practice treatment meal-fires for stormwa ter
rtmoff, thus enhancing the water quality from the site.
hdrna*lJr.+AGer3dace �
{x�xl Q's 4AiJ f#.ifx
V imssc HarigtEk BE asdiB,�Str.
APPENDIX "" f/
Drainage and Flood Storage Computations
R1aw�67�MA,E!J3docs
repotl�+d�ai�+.dx
Data for Eagle Tribune 100 Year Storm
TYPR 1x� 4-HOUR RAINFALL= 6.40 IN
Prepared by Vanasse Flaugen Brustiin, Inc. 2 L .1ati 00
HydroCAD 5.00 000492 (c) 13R6-15�98 Applied Mi.cr,ocomptitor Systems
W11'P1R3RED ROUTING ------------------------------------------
2@4 � 26F
10k
Sim 2@4
7@2 t9i 2[-2 29}
LJ
{ EAJE3Cf1rCHMFNT f kri.arH ZPUW ` I LINK
STJ2CATCHMENT 1{11 = Area draining to norteast corner Predev- ->
SUBCATCH ME3 7 102 = Araea drained by drainage system Predev. n}
SVBCATCHMENT 103 Area draining to Salem Tk1rnpike Predev.
SUSCATCHMENT 201 = Area draining to norteast corner Predev. REACH 200
SUBCIATCHMENT 202 = Araea drained by drainage system Poatdev.
SU13CATCHMEN1` 203 LL Area draining to Salem Turnpike Predev. -�
SURCATCHNINNT 204 = Roofdrains postdev. -> POND 2043
REACH 200 - -�
POND 200 = Recharge Pats -> POND 201
POND 201 REACH 200
Data for Eagle Tribune 100 Year Stork
TYPE III 24-HOUR RAINFALLn 6.40 IN
Prepared by Vanasse Nangen 13ruak-Jin, Inc. 21 :Lail 00
HydroCAD 5 .00 000L192 {c) 1986-199a ATDt)lied Micracompxite. gystems.._...� _
SUBCATCRMENT 101 Area draining to narteast corner Predev.
PEAS = 12 . 07 CFS @ 12 .10 ERS, VOLUME= 93 AF
ACRES Chi SC5 TR-20 METHOD
1.03 70 Lawn TYPE ITZ 24-HOUR
.14 80 Small landscaped areas RAINFALL= 6 -40 IN
1,46 98 Impervious areas SPAN= 10-20 HRS, dt=,l IRS
2 .62 RG
Method Comment................... Tc (min)
DIRECT ENTRY 10, Q
SUBCATCHMENT 102 Areaa drained by drainage system Predev.
PEAK= 22 _21 CPS Go 12.10 MRS, VOLf]MK= ;�F
ACRES CN SCS `IR-20 METHOD
_ 5�2 70 Lawn TYPE III 24-HOUR
.29 80 Small landscaped areas RA1NF,A1fI,= 5 .40 J�
3 .27 98 Impervious Areas SPAN= 10-20 HRS, dt=_1 HRS
4 .49 91
Method Comment Te . Lim
DIRECT ENTRY 10.0
SUBCATCHMENT 103 Area draining to Salem Turnpike Predev.
PEAS{= 8 .59 CPS 6. 12, 09 HRS, VOLUMES 65 AF
AC.Fr$ CN SCS ` R-20 V:E 140D
_19 98 Impervious Areae TYPE III 24-IIOUR
2 .11 74 Dawn RAINFALL 6.40 IN
2 .30 76 SPAN= 10-20 RRS, dt=.1 I4RS
Method............. -- ..... ........ .. Comment Tc (minx)
CURVE NUMBER (LAG) METHOD mm 8.S
L=440 ' 5=.048 'f
SE3BCATCHMENT 201 Area draining to norteast, corner Predev.
PRAK= G .8!� CPS @' 12, 10 HRS, VOLUME= . 53 AF
ACRES CN $CS TR-20 METHOD
.79 70 Lawn TYPE III 24-ROUR
0.00 0 Small landscaped areas RAINFALL= 6 .40 IN
_77 5�8 Impervious areas SPAN= 10-20 ERS, dt=. 1 HRS
1.56 84
method Comment �-- Tc-L (miry)
DIRECT ENTRY 10.0
Data fQr Sagia Tribune 100 Year Storm
TYPE III 24-HOUR RAINRALL� 6.40 IN
Prepared by Vanasso- Ffangen Srust-Fin, Inc. 21. Jan 0O
lbdroCAD 5. 00 000492 (c) 19#3i�>-1998 Applied Microcomputc*r Systems � --
SUBCATCHNENT 202 Araea drained by drainaSa system Postdev.
PEAKS 22 .01 CPS 12_10 HRS, VOLUMES 1 .70 AV
ACRES CN SCS TR-20 METHOD
1,25 70 Lawn TYPE III 24-HOUR
.02 SO Small landscaped areas RAINFALL,= 6,40 IN
3 .23 98 impervious Areas SPAN= 10-20 LIRS, dt=.1 FIRS
4 .50 90
Method Cosumellt Tc (mill)
DIRECT ENTRY m 10.0
SUBCATCHMENT 203 Area draining to Salem Turnp�Lke Predev.
Pelf{= 8 , 59 CFS GJ? 12 ,09 HRS, VOL UME= .65 AF
ACRES CAI SCS TR-20 METHOD
'19 9B lmpezvious Areas TYPE III 24-HOUR
2.11 74 Lawn RAINFALL= 6.40 IR
2. 30 76 SPAN= 10-20 FIRS, dt=.1 HRS
Method_ _ Comment Tc (min),
CURVE NUMBER (TAAC) N3THOD 8 .5
y
SURCATCHMENT 204 Roofdrains Postdev.
PEAK= 5 ,22 CPS @? 12, 09 14RS, VOL UM2= _41 AF
ACRES CFI# SCS TP-2 0 METHOD
.99 98 Rooftop TYPE III 24-HOUR
RAINFALL= 6 .40 IN
SPRN= 10-20 HX3, dt=_1 HRS
Method Comment TC min
DIR39CT ENTRY 10_4
Data for Eagle Tribune 100 Year Storm
TYF9 III 24-IIOXIR RAINVALL= 6 .40 IN
Prepared by Vaiiasi5e Harigen Brut�tlirl, T11C. 21 Jail (11)
FiydrOC".AQ 5 .0{1 00{1492 (c) 1986-1998 _Applied MiCr000I11�)Utpx SYqtEMS w
REACH 200
Not de8cribed
Qin - 11.85 CYS 12 ,11 HRS, VOIr>; Mr%'= 92 AF
Qout= 11,85 CFS 12.11 HRS, VOLUME-, . 92 AF, ATTFN= 0%, LAG= OLO MIN
DEPTH END AREA PISCH
(FT) (CFS) - MET140D
PEAK DEPT9= 0.00 FT
PERK VELOCITY- 0. 0 FPS
TRAVEL TIME v 0. 0 MIN
SPANm 10-20 MRS, dt=.1 HRS
Data for Eagle 'Tribune 100 Year Storm
TYPR III 24-F OUR RA1249ALLF 5.40 IN
Prepared by Vanaase Hangen Bru:tlin, Inc. 21 Jan 00
HVctro('AD 5.1)0 0G0492 (c) 198�-1998.._App ied MicrocumVuter Sys�}?ms
po" 200 Recharge Pits
Qjn = .5 .22 t'FS � 12, 09 14RS, VOLIR4E= 41 AF _
{bout= 5 _1t4 CFS (u2 12. 10 FIRS, VOLUME-- .40 AF, ATTEN= 1$, LAG= .2 MIN
ELEVATION AREA INC.S'TOR CiJM.STOR STOR-IND METHOD
{F7') (SF) (CF} (CF) ..... PEAK STORAGE = 539 CF
0.0 100 0 0 PEAK ELEVATION= 5.4 FT
4 .O i 40 401 601 FLOOD EL2VATION� 6-0 FT
6 .0 100 200 601 START ELEVATION-, 0. 0 FI'
SPAN= 10-2Q HRS, dt .1 HRS
20 x FINER ROUTING
dXdet= 14 MIN ( _39 AF)
# ROUI'r INVERT QLTrLEvT DEVICES
P 0 .0 ' BXFILTRATION
V= .0D2 FPM over (SUFFAC )3 AR2A - 100 SF)
2 P 4, 01 15" CULV'gP.T
n=. 013 L=20' S=- 01111 Ke=.2 CC=. 93 C:d=. 75
POND 201
Qin = 5.14 CFS Go 12, 10 RRS, VOLUME= 40 AF
Qout= 5.01 CFS @ 12, 12 FIRS, VCLE1'diE.- . 39 AF, A'I"3.EN= 3W, �-,A = 1 .6 MIN
E1 .PXVATION APEA INC_STOR CUM.STOR S'TOR-IND METHOD
(FT) (SF) (CF) (CF) PRAK STORAGE = 2276 CF
167.0 600 0 0 PEAK ELEVATION-, 169. 3 FT
169_O S50 775 775 FLOOD ELEV1VF10N= 170_ 0 FT
170.U 1350 2300 3075 START ELEVATION= 167. 0 FT
SPAN= 10-20 HRS, dt=.l aRS
10 x FINER ROT)T NO
TdQt= 15.3 MIN ( .39 AF)
ROUTE INVERT OUTLET DEVICES T
1 P 167.{}' 6" CULVERT
n=, 013 L=2 5° S=. 03. 1 /' KP,2 Cc=_ 9 Cd=_75
2 P 169.O' 101 BROAI]-CRtSTED RECTANGULAR WHIR
Q=C L H-1.5 C=2 .15, 0, 0, 0, 0, Oe U, 4
Data for Eagle Tribune 10 Year Storm
TYPR III 24-MOV9 RAINFALL= 4. 50 IN
Prepared by Vanaigse Hangen BfU.Stlill, _ZnC, 21 Jan 00
j4ydroCAD S- 00 000492 {e) 1986-1998 Applied Microgj2mp ter System.9
WATERSBED POUTING
I OE,I
A-I
102 1003
0 SUBCATCHPENT 1:1 REACH ROND LINK
SUBCATC10iENT 101 Area draining to norteast corner Predev. ->
SURCATCHMENT 102 = Araea drained by draixtacle system Predev. ->
SUBCATCHMIMT 103 = Area draiviing to Salem Turnpike Predev- ->
SURCATCHMENT 201 = Area draining to norCeast corner Predev. RgACH 200
SUSCATCHMENT 202 = Araea drained by drainage system Pootdev.
SUBCATCHMEnT 203 = Area draining to Salem Turnpike Prodev,
SUBCATCHMENT 204 Roofdrains Postdev. POND 204
REACH 2aO
POND 200 = Recharge Pits POND 201
POND 201 -> REACH 200
3�dt-a for Eagle Tribune 10 Year Story
Type R x=1 4-HOUR RAINIFALIPt 4 .50 IN
Prepare by Vanasse 11angen Prustlin, inn. 21 ,Jan 00
llydroCAD 5. 00 U004J2 (c) 1986-1998 Applied Micracomjn�uter Systems
SUBCATCFImgxT 101 Area draining to- norteast corner Predev.
PEAK- 7 .71 CFS @ 12 .10 ERS, VC]L ME= -5 9 AF
AC_R PS CN SCS TR-2 0 M RTHOD
1 -03 70 Lawn TYPE III 24-14GUR
.14 80 Small landscaped areas RAINFALL= 4 . 50 IN
i .d 98 1 Mpe7rvi.ous areas ;PAN,- 10-20 HRS, dt=, 1 HRS
2 .63 96
Method Comment Tc (min)
DIRECT SN RY
SUBCATCHMENT 102 Areaa drained by drainage system Predev.
PFAK= 14, 87 CFS Q 12, 10 11RS r VOLUME= 1. 15 AV
ACRES C11 SC5 TR-20 METHOD
- 92 70 Lawn TYPE 11� 24-POUR
9 80 Small landscaped areas RAINFALL= 4. 50 IN
3 . 27 98 Imps-rvious Arms SPAN.= 10-20 HRS, dt=.1 HR5
4-48 91
Method Comment T47 (min)
DIRECT ENTRY
SUBCATCHMENT 103 Area draining to Salem Turnpike Predev.
PRAK= 4 .31 CFS (�? 12.09 SIRS, VOLUME= .38 AF
ACRES CN SCS Tip-20 METHOD
,19 98 Impervious Areas TYPE III 4-HOUR
2 .11 74 Lawn RAINFALLL= 4 .50 IN
2 .:30 76 SPAN= 10-20 FIRS, d =.l BRS
Method Comment Tc... min
CURVE NUMBER (LAG) METHOD nmm s.5
L 44UP �=, 048 ' f'
SUBCATCHMENT 201 Area draining to norteast corner Predev.
PEAK= 4-31 CFS Get 12 ,10 HRS, VOLUME= 33 Ar
ACRES CN SCS TR„7.0 METHOD
.79 '10 Lawn TYPE III 24-HOUR
0 .00 0 Small landscaped areas RAINFALL= 4. 50 IN
-77 99 ._ Impervious areas SPANS ID-20 HRS, dt= .l SIRS
1 .S6 84
Method Comment TC (rain)
DIRECT ENTRY n 10. 0
Data for eagle Tribune 10 Year Storm
TYPE III 2+4-HOUR 1AINVALL= 4 .50 IN
Prepared �)y Va➢ arse- Hangen Brustlin, Isic. 21 Jan 00
HydroCA�2_ 5 00 _ 000492 (c) 1986-1998 Applied Microc'omt)uter Syotems
SUBCATCHMENT 202 Areaa drained by drainage system Postdev.
PHAK= 14 -61 CFS IQ 12910 TARS, V0jrUM2= 1-13 AF
ACRES CH SCS 'I'R-20 METHOD
1.925 ?0 Lawn TYPE III 24-IIGUR
-02 80 Small landscaped areas RAINFALL- 4 . 50 IN
3 .23 98 I€apervious Areas SPAN= 10-20 ERS, dt=. I_ €RS
4 . 50 90
Method Comment To mint
DIRECT ENTRY 10.0
SfTSCATCHMENT 293 Area draining to Salem Turnpike Pradev.
PEAK= 4991 CV8 @ 12. 09 HRS, VOLUME= 38 A?
ACRES CN _ SCS TR-20 METHOD
—........ 19 90 Impervious Areas TYPE TII 24-�I013R
2- 11 74 Lawn i2AINTALL� 4 . 50 IN
2130 76 SPAN= 19-20 ERS, CiC=. k FRS
Mcxth0d Comment Tr- {nlintt
CURVE NUMBER (LAG) METHOD
to=4410' s=, 040 � f
SvnCATCHMENT 204 1Roafdrains Postday.
PEAK= 3 ,65 C:FS @ 12 .1D 1IRS, VOLUME= . 28 AF
ACRES CN SCS TR-20 METHOD
'99 38 Rooftop TYPE III 24-MO R
RAINFALL= 4- SO IN
SPAN-- 10-20 FIRS, dk -. z MRS
Method Comment Tc (min)
nIRECT ENTRY 10.0
Data for Lagla Tribune 10 Year Storm
TYPE III 24-IIOUR RAINL-ALL= 4.50 IN
Prepared by Vanasse 14angetl BruBtl_in, Inc. ;31 .Jail 09
IF droCAD 5. 00 000492 cj,_1986-1998 App ed Microcomputer S}r^�e�s� T
REACH 200
Not described
Qin = 6 . 76 CFS [s 12 _12 HRS, VOF.UMK= -60 AF`
Qou t- 6. 76 CFS 12 .13 IIRS, VOLUMR= -6 0 AF, ATI`I - 0 b, LAG= 0 -0 MIN
DEPTH END ARIA DISC14
,_JFT) {SD-F L { FSI - METHOD
PEAK DEPTH= 0.40 FT
PEAK VEL ITY= 0. 0 FPS
TRAVEL `i'IME = 0. 0 MIS#
SPAN= 10-20 URS, dt=, I Tins
Data for Eagle Tribuna 10 Year Stara
T)] P4 TII 24-HOUR RAINFALL= 4.50 IN
Prepared -by Vanasse iiangen Brustlin, Inc. 21 Jan 00
HydraC'AD .5 ,00 000492 (i;) 1986-199a Applied Microcom1putter Syst-ems
POND 200 Recharge Pigs
Qin = 3 .65 CFS @ 12, 10 1IRS, VOLUME== 29 AF
Qaut = 3 ,61 CF q @ 7.� . 10 HR6, VULfR4E= -2'1 Ak, AT'rX = I$, Ilw, ' A MIN
ELEVATION AREA FNC.STOR CUM_STOR STOR-IND METHOD
(FT) (SF) (CF) (CF) PEAT{ STORAGE = 508 CF
4_0 I C}C} 401 401 FLOOD ELEVATION= 6 ,0 FT
6 .0 10G 200 6U1 START ELEVATION= 0 .0 FT
;PANS 10-20 HRS, clt�.l ERS
20 x VINER RoxrrlN
Tdet= 19 .9 MIN ( _27 AF)
# ROUTE INVNRT OUTLET DEVICES
V= . 002 F€M over (SURrACEi AREA - 100 SF)
2 P 4 . b" 15" CULVERT
P041) 201
Qin = 3 ,61 C'V3 @ 12 .10 1-IEtS, VOLUME= .27 AF
Qout= 2 _89 CFS Q 12 _19 RRS, V0),tjMEs= -27 AF, ATTEN= 200, LAC.= S-7 MIN
ELEVATWN APNA INC.STCR CUM.STOR S` OR-IND METHOD
(CF) (CP) PEAK STORAGE = 213C} CF
167 .0 6OU 0 0 PEAK ELEVATIONS 169.2 FT
162-0 950 775 775 FLOOD ELEVATION= 1'10.(1 FT
170, 0 1350 230Q 3U75 START ELEVATION= 167 .0 FT
SPAN= 14-20 HRS, dt�. 1 HRS
10 x FINER IBC>iETLNG
Tdet= 18 MIN ( _27 AF
# F()jmR INVERT CUTLET DEVICES
1 P 167, 0P G"" CULVERT
n= .013 L=25' S= .011f' Ke=.2 Cc= .9 Cd=_ 75
2 0 169.W 107 BROAD-CRESTED RECTANGULAR WEIR
Q=C Ir H"1.5 C=2 .15, 0, 0, 0. 0, 0, 0, 0
Data £or K a4gla Tr ibmne 2 Year S torm
TYPE III 24-HOUR RAINFALL. 3 .10 IN
Prepared t7 Vanasse Ha£ge5 Brustlin, Inc. 21 Jan 00
lAydroCAD 5, 00 000492 , (c) 19k4.I99a A lied c romp» Sy
WAT k ml ROUTING
\
G2mmI «kw Amm e«
SlURCATCaMSNT 103. = Area draining to norteast corner Predev. ->
Sti8CATCRUENT 102 _ Araea drained b7 drainage syetem Predev. ->
SUBCATCHMENT 103 = Area draining lem Turnpike Predev. ->
SUBCATCHMENT 201 = Area draining to norteast corner Predev. -> I�C B 200
SVnCATC14M8MT 202 = Araea drained b3 427a image e t:e m E;t v. ->
SUBCATCHMENT 203 _ Area draining Salem Turnpike Predav, .>
SUBCATCHMENT 20 _ R00fdrains Postdev. -> POND 200
REACH 200 ,>
POND eon = Recharge Pits -> POND 201
POND 201 PRACH 200
Data for Eagle Tribune 2 74ear storm
TIFFS Iiz 24-HOUR RAINFALL= 3 .10 IN
Prepared by Vanasse 1€angcn F3rngr-1,t.Bj, Inc- 21 tiFall 60
HYdroCAT) S, 04 000452 (c) 1986-19P8 AF}j�ilied micrc7C.'0E3pia7er Systearus
SUBCATCHM= 101 Area draining to no rteast corner 1Predev.
PE AK= 1 , 53 CF8 @ 12 .10 ERS, VOLUME- .35 AF
ACRES _CN SCS TR-20 342T90D
1 .03 70 Lawn TYPE III 24-IFOUR
, I4 80 Small landscaped areas RAINFALL= 3. 10 IN
1_46 99 Impervious areas SPAN= 10-20 HRS, dt= .1 HISS
2. 63 36
Method Comment � µ Tc ..(min)
DIRECT ENTRY 10. 0
SVBCATCT MENT 102 Araea drained by drainage system Predev.
PEAT{! 9.41 CFS @ 12 .10 HRS, VOLUME= _ 72 AF
ACRES CN SCS TR-20 METHOD
. 92 70 Lavin TYPE III 7.4-€4011P
, 29 80 8mail landscaped areas RAINFALL= 3 .10 IN
3 _27 98 Impervious Areas SPAN= 10-20 HRS, dt=.1 HRS
4 .48 91
Method Comment TC (miW
DIRECT ENTRY 10_0
SUBCATMEM1 T 103 Area draining to Salem Turnpike Predev.
PILAF = 2 .42 CFS 12_ 10 HRS, VOL.' IE= _19 AF
ACRES cu SCS TR-20 ME EOD
. 19 98 Impervious Ara as TYPE T I X 4-HOUR
2 .11 4 Lawn RAINFALL= 3.10 IN
2 _30 76 SPAN-- 10-20 IIRS, dt v .1 HRS
Method Comment `Ic min
CVRVR 1-UMBER (W, 0) METHOD 8. 5
L=440 ` _048 f ,
SU,SCATCRKMT 201 Area draining to norteast corner Predev.
PTsAK= 2 .46 CFS Cis 12. 11 HRS, V0j,F1[+4H= 19 AF
ACRES CH SCS TR-2fl METHOD
_ 79 70 Lawn TYPE III 24-90UR
0_00 0 Small landscaped areas RAINFALL= 3. 10 IN
.77 98 Impervious areas SPAN= 10-20 HRS, tit=. 1 HRS
1156 84
Method Comment TC (min)
DIREO'P ENT12Y 10.0
Data for Eagle Tribune 2 Year Storm
TYPR III 24-8(>1U{ RAINFALL= 3 .10 IN
Prepared by Var1asse Eiartgen Brustlin, Inc- 21 gall (N)
N_ydroC. I 5. 00 000492 {c) 1986-1998 Apxaiied Microcomputer Sysk--erns
SUBCATCHMENT 202 Araea drained by drainage system Postdev.
PEAK= 9.12 CFS S & 1.2 .16 iiRS, VOLUME::- . 70 AF
ACRES CN SCS TR-20 MRT140D
1, 25 7 0 Lawn TYPE III 24-ITOUR
, 02 80 Small landscaped areas RAINFALL= 3 .10 IN
3123 . _ .28 Imparvioue Areas SPAN= 10-2V HRS, dC- .1 HRS
4. 50 90
Method Comment Tc min
DIRECT ENTRY I�.0
SUSCATCHMRIq ' 203 Area draining to Sale= Turnpike Predev.
PEAK= 2.42 CFS @ 12 .18 HRS, VOLUME= _19 AF
ACRES CN— SC',S TR-2�) METHOD
. 19 98 Impervious Areas TYPE III 24-HOUR
2, 11 '14 X.,awn RAINFALL-- 3. 10 IN
2. 30 76 SPAN= 10-20 HRS, dt�. 1 HRS
Method comment �Tc (rain)
CURVE NUMBER (LAG) MET130D 8. 5
L=440' S=, [i4 H ° /,
SU8MTC RM9NT 204 Roofdrains Postdev.
PEAK 2 . 50 CFS @ 12, 10 HRS, VOLU 1E= 19 AF
ACRES CN SC5 TR-20 METHOD
. 99 98 Rooftop 'GYPS 311 21-HOUR
RAINFALL= 3, 10 IN
SPAN- 10-20 1FRS, dt—1 HRS
Method Comment ` c ariin
DIRECT ENTRY 10.0
La £D2 �gle Tribune e Yaar Storm
TYPE III 24.14 R R A 3.10 IN
Prepared by vas e8e H! en Brustlin, Inc. 21 Jan Do
l2! 4= a5,00 000492 (c) I986-1998 Agolied Microcomputer System8
REACH 200
Not described
Qin = 3 .4E c & 12. 12 HRS. LUME= . 37 AF
Qom= 3 .46 CFS 0 12,12 RRS, VOL M .a A, ATTE o». LAg= 010 MIN
Dk H 2§D AR£k DISCH
(FT) (SQ-FT1 (CPS) - METHOD
PEAK DEPTH, 0, 00 FT
PEAK v£S0c2£ 0 .9 FPS
TRAVEL TIME = 0, 0 MIN
SPAN= I0-20 HRS, et=,l HRS
Dat-a for Eagle Tribune 2 Year Btorrm
TYPE III 24-HOUR RAINFALL= 3.10 Ig
Pre-pared by Vancsse Hangen Brustiin, Inc. Mali 00
IiydroCAD 5 .0U 000492 (c) 1996-1938 Applied M-L -rnrnmput r Systems
POND 200 Reuharge Pita
Qin = 2,50 CFS 12 .10 IIRS, VOLUME= 19 AV
Qout,- 2 .46 C',FS @ 12 .10 HRS, VOLUM9= iR AF, ATTEN= 1�;, LAG- .2 MIN
ESIIRVA`i'ION AREA INC-STOR C'UM.STOR STOR-IND MN'l HOD
(FT) (Sir} � (CF} {CF} Vl�:AK STORAGE = 495 CP
0.0 100 0 0 PEAK ELEVATION= 4 .8 FT
4 .0 100 403. 401 FLOOD ELEVATION- 6 .0 FT
6-0 100 200 601 START ELEVATION= (1 ,0 FT
5 PAN= 1.0 2 0 HRS, dt=,l FIR S
20 x FINER ROUTING
Tdet- 27. 9 MIN ( . 13 AF)
# ROUTE INERT OUTLET DEVICES
I P 0. 4' VXFILTRATIQN
V= -002 F'PM over (SURFACE AREA - 100 SF)
2 P 4. 01 15" CULVERT
2t=.013 L=20 ' .S= .01 r f' Ke= -3 Cc=- 3 Cd= -75
POND 201
Qin 2.46 CF5 @ 12 .10 HRS, VOLUME,- , 18 A
Qaut= 1. 16 CTS (�Z 12 ,34 HRS, VOLUME= - 18 AF, ATTEN= 53E�, LAG-, 1467 MIN
ELEVATIONF AREA INC.STOR CTJ�I.5TOR STOIC-IND MRTHOD
(VIV) (S,g} (CF) (CF) PEAK STORAGES - 1883 CF
157. 0 6o0 0 o PEAK ELEVATION= L69. 0 FT
158. 0 95{J 775 775 FLOOD ELEVATION= 170. 0 FT
170, 0 1250 ?,3{1D -1075 START ELEVATION- 167. 4 FT
SPAN= 10-20 HRS, cat= .1 HR9
10 x F'INFR ROUTING
Tdet= 21.6 MIN ( .18 AF)
# ROUTE INVERT OUTLET DEVICES
1 p 167, 01 6" CL1LV3RT
n=-013 L=25 ' 9= 601'f' Ke- .2 CC-.S Cd= .75
2 P 169, 01 101 BROAD-CRESTED RECTA3 OULAR WEIR
Q=C L Hi41.5 C=2 . 15{ 0, 0, 0, 0, 0, 0, 0
Scenario: Base
Pipe Report
Label Upstream Downstream Area Inlet Inlet Length qn tructe Section! Oapadty Upstream Downstream Upstream Downstream
Node Nods VVV C CA (ft) Siope Size (c;s) Invert Invert Cover Cover
(ft (fbYt Elevation Elevation (!t) (ft)
(ft) (ft)
RD1 RD1 RDMI $,W a.W $,44+4 72-00 0.065 12 inch 9.30 182.00 177.34 2.00 2.70
P-12 RpM1 J-4 90.00 0.005 12 inch 2_52 177.$0 176.6$ 2.70 3.15
P-13 RDA J-+4 7,1547 Q.�5 7.265 a3.00 0.062 4 inch Q.47 182.00 170." 2.$7 3182
P-14 Rp5 J-5 10,000 0,95 9.500 20.00 0.409 fl inch 1.21 182.00 173.g5 2-67 B.a2
P-1 i J-4 J-5 12.00 0.005 13 inch 4.57 176.85 176.79 2.90 -9�
P-15 R133 J-6 f�,636 0,95 6X4 8a.00 0.067 4 inon OA9 182.00 176.45 2.67 442
P-10 J-5 J-a 50.00 0,005 15 inch 4,57 176.70 176.45 3.05 8_30
P-5 RD$ J-8 10.014 0.95 9,513 22.00 0.287 12 inch 19.09 182.00 176.68 2.00 4_U
P-10 J-6 J-8 154.00 0.005 15 inch 4.57 176.45 175.68 3.Sb 4.07
P-6 J-0 RMH2 35.00 0.005 15 inch 4.63 176.68 175.50 4.07 4.76
P RMHE ? RMH3 134.00 O,QO!i 15 inch 4.57 175.50 17r4-0 4.75 4.52
P-4 RMH� fit 1 4100 0.006 1$inch 4.$7 174.8$ 174,tr3 4.52 1.12
P-20 Pit 1 Pit 2 40.00 0.046 15 inch 13.70 174.80 173.00 0.95 0_75
P-17 Pit h 10,1 173.001 172.00 1.00 1 -173_b4
Title= E�agat TrlbunQ Proposed system Prp1BGt Fri!�inper:VH13
1AD687$}#gdtikopf dmins,stm Vanasse Hangen Brun#Gin,trio 9toMCAp v0,0
01 f21100 07:22:02 AM ZD HaL"tad Metk1vds, Inc, 37 Broakside Fload WAtefbvey,CT 0670a V.SA (203) 7'55-1666 Page I of 1
... ....................................................................................................
Scenario: Base
Inlet Report
Label Gasrulated Grourid Rim Area kn€et Inlet Time Description
Station Elevation Elevation (ft2) C CA of
(ft) (ft) (ft) (ft2) Concentratiaii
{min)
Rol $+56 185.DO 1$6-00 8,$0 0-q5 $,4.43 5.00
RD2 5+7$ 186,00 185.00 7,647 0.95 7.265 5.00
Roy 54-01 7 85.00 185-00 10.0w 01!�15 91500 0.00
RD8 5+14 1 MOO 185.00 6,636 0.95 6.304 5.00
RD6 +99 185,)Q 18-5-00 10.014 Q, 5 9,515 5,00
Title;Zagal Tribune Proposed System Project Engineer; vmi�
IA06$7.$Wech%roof drains.stm Vanasse Hangon 6Yust€in,Inc $k4m1CAD v3.O(3i9]
Qt11100 07:25:12 Am 0 Haestad Mae hods, Inc. �7 Brookside Road Waterbury, CT 06708 USA (;03)755-1668 Page 1 of 1
Detailed Report for Outlet: D M H 1
^,,,enarl0,Base
General
1,579,42 ft Station 0+00 ft
Y 883.06 ft
Elevations
Ground Elevation 1$7.50 ft Hydraullo Grade In 154.70 ft
Rim EWation 1$7_47 ft TailwaterConditiorn Free Outfall
Sump Elevation 1$$,47 ft Taltwater UievOon NIA ft
Flow Summary
Total System Flow 11S2 efs Rational Pow 15,33 Gf5
System Flow Time 13,95 min Known Flow 0.0❑ efs
System intensity 3,78 in+hr Additional Flow 0.00 CN
System Conti bUting#Yea 3,49 acres Total fast Flow Q.35 cfs
Tilts=Fagal Tribune Proposed System Project F. rees;VHR
1:%,) 87$l dechlpropo stm Vanasso Harngm 6rur lin,Inc StormCAD vgO(S191
OVI VOO 01:13,14 AM (P Haestad Methods, Inc. 87 Broakside F=toad Waterbury, CT 06702 USA (203)755-1666 Page 1 01 1
.................................... .................... .....
Scenario: Base
Pipe Report
Latxol Upstream € o- nstream Area Inlet Inte: system System 'dotal Leroh Ooristructe section OepaCity Vp5trearn Downstream Upstream Downstream!
Node Node (aCTGO C CA Coraftuting Jntonsity Syswrn {ft; Slope size (o#s) Invert Invert Cover Cover
(acres) Area {If4 h> plow {fk"tt} Elevation I"levati4h (ft) (ft)
(acres) (cfs) (ft) (ft)
P12 CB7 OMH7 0_77 0-76 0-58 NIA NA WA 10.00 0,020 12 inch 5.04 177,20 177.00 240 2-130
P1I CB$ DMH7 4,84 0,af) 0,27 WA NIA WA 86.00 0,012 12 inch 3.84 177-00 116.00
P10 DbAH7 DMH6 KiA NIA NiA 255,00 0,011 12 inch 3.73 175.90 173.1q 3-70 7,54
P-24 1-15 OMFKi 1109 4161 0.67 WA WA NIA 58.00 0.004 12 Inch 2,29 177-84 177.50 2160 3.00
P$ CB4 AMH5 0.30 0.77 0.23 NIA NIA NIA 22.00 0-059 12 inch ; ,.O 171,34 17G.00 2.60 6.28
P9 VUH6 J]MH5 NIA WA NfA $0-00 0-026 12 inch 5.�7 173,01 166.00 7.59 10.2E
J17 DMH5 OIVIH4 NIA Nr`A N/A 13$,00 4,035 12ir14:11 6.43 1135.90 161.40 10.39 5.00
P6 DMI-14 J64 NiA KiA NiA 46.00 0,007 12 inch 3.M 161.38 161.06 $-02 3-54
P-20 1-12 A-6 0.13 0.95 0.12 NiA NiA NiA 61.00 0.010 fl inch 0.19 1$0.01 1$$.W 616� 6.17
P-21 1-13 J4-5 0,13 0.95 0.12 N,A NIA N?A $3.00 0-010 flinch 0.19 1$0.05 159,50 5.62 6.17
P5 ,15-6 J4-3 N/A N/A WA 23,f)0 0,007 12 inCli 2.97 161.06 160.90 3,94 4.10
P4 J4-5 J3-4 WA WA N/A 46,00 0.007 12 inch 2.97 160.90 160.68 4,10 4.42
P-22 1-14 J3-4 0,13 0.95 0.12 WA WA WA 58.00 0.010 4 inch 0.19 160.08 169,50 6.69 6,17
P-11 CB2 G61 0.35 0.93 OM hUA WA WA 119.00 0.0$4 12 inC. 8.30 170,97 164,51 4.23 4.40
P3 .13-4 DMH3 MIA 1,,L`A 1,,L'A 82.00 ❑.OD8 12 inch 3.17 160,5$ 159.93 4,42 4.97
AM RD1 DMH3 0.19 0.96 0.18 WA N!A VA G$-00 0.010 flirt� 1.22 1150.50 159,83 a,33 5.40
P14 Ca3 DMH3 O.S2 0.88 J.82 NIA NIA NIA 45-00 a.Di3 12 inch 4.11 162..40 151,80 2.60 3.10
P-12 C61 DIv1H2 O.15 0-82 0.12 WA WA Nr',A 34-00 G.186 12 inoh 15.35 164,31 158,00 4.60 9.20
P2 DMH3 DIv1H2 WA NiA WA 16-7.00 1$ inch 6.94 159,93 158.00 4.72 $-95
P1 DFAH2 DMH1 Nr'A N.-A NiA 184-Q0 0,024 15 inch 10,02 157,80 153.47 9.15 2.76
P13 C138 FES1 0.77 0.95 0.73 Nr',4 .N'A MIA 152,00 1 0.007 15 inch 1 5.241 161.04 1 160.00 2.2� -1.25
title; I=agar Tribune PropnG8d system Pio;ect engineer:VH8
I:lOG673�tech rapos d.strn Vanasse Hangers 6rustlin,Inc StormCAD Y3.0[319]
01121100 01:14-48 AM 0 Haeatad Methods. Inc. 37 Brookside Road Wareilbury,OT 0137D0)M,$A (203)755-1666 page 1 0! 1
Scenario: Base
Inlet Report
Lab6E Calculated Ground Rim Area Jnlet Inlet lime Desviption
Station Elevation Elevation (acres) 0 CA of
(ft) (tt) eft) (acres) C�ancentratio
(min)
C137 NIA 180.70 180_70 Q.77 0.75 0.58 t0,00
CB 6 WA Y80-5F)- 18Q,E�5 Q,34 0,80 0,27 10.00
1-15 NIA 181.54 381.60 1.09 p,f�3 0.87 5.00
C134 NIA 174.94 174_01) 0,30 0,77 0,23 5.00 Roof Drain
I-12 NrA 107.Q0 74�7,0f) 0.13 U.95 0.12 10.00
I-13 WA 1%.00 t,56,Q0 0.13 0.95 0.12 10.00
1-14 WA 1613,00 36S.Q0 0.15 0.95 0.12 10.00
C82 WA 176.20 178.27 0.35 U.93 0.33 5.00
RD1 WA 166,50 Y66.50 0.19 0.95 0.18 5.00
Cw WA 166,Q0 166.00 0.92 0.86 0.82 30.00
$1 NIA 169.91 169,91 0.15 0,82 0.12 6_00
C136 1 WA 164,60 1 164.601 0.77 0.95 0.731 10.00
Tdle; Eagal Tribune Proposes!Sysaerr, Pmjw Erngineet.VH5
1ftOW781toQh47rpposed.stm Vanasse Hangers Brumiln,Inc StormCAD va.0(319]
01121100 0t,15,09 AM ZD Haestad Methods. Inc. $7 13rwlws a Road Waterbury,CT 0,3708 USA (20 )7$$-1666 Page 1 of 1
Analysis Results
Scenario: Base
Title: Fagal Tribune Proposed System
Projaat Fnglneer VH$
Project Rafe; 01lcam
Cornrnen�s:
Inlet Rational Flows
Label Inlet Composite Inlet Carryover Total Time Local Local Addi'anal Total Total
Area stational CA OA Inlet of Intensity Rational 1~arryovee Carryover Flow
(acres} C (sores) (acres) CA Concentration (€rvhr) Flow (ofs) Row To Inlet
(acres) (min) (CIS) (cfs) (cfs)
CBS 0.77 0,95 0.73 0.00 0,73 10.00 0.00 5.09 S.75 O-DO 0.00
Inlets
I,Aber Bypass Inlet Inlet Total Total Total 0apture
Target `type Flow Intercepted Sypaseed Efficiency
Tof�II{nlot Flow Flow ON
(0�') (Ofs) (Cfs)
OB8 WA 0I-1 Grate Inlet $.75 3_7Fp O.OD 1QQ.0
Pipes For Network With Outlet: Fk:1
Label Dn_ Number Section Section Pipe Pipe Total Average Up DBE 1-IGL AIL
Pipe of Shape Size Langth Slope System Velocity Irrferl Invert Iri 00t
Sections 00 {Rift) ROW P-9) (ft) (€t) Ml (it)
(fie)
P13 None 1 Circular 15 inoh 1S2.00 0.007 0.75 4,G4 161.00 160.00 161,76 160.76
Structures For Network With Outlet: FES1
Label Hydraulic Hydraulic Calculated Total System System
Grade In Grade Orrt Headloss System Flaw Time Intensity
(ft) (ft) (ft) Floor (min) (lri hr)
(cfs)
O58 161.8� 161.78 0_1 1 3.75 10-00 6-09
FFS1 160.78 180.78 D_00 $.86 10,55 r.00
T#Ie! dga]Tribune Prapv5ed System Project Engineer VH13
1='dOG$7a%teQh\prppo$ed-Strn Vanasse Hartgen Srustlin,Inc Stprrr rAD v3-Q [319]
011201'00 D8:49.14 PM Hae5tad Methpds, tnQ. ST E�rQQkslde Roal Waterbury. CT bo708 VISA (2Q3)755-1666 Page 1
. .... ............................. ................................
Detailed Report for Outlet: D M H 1
Scenario. Saw
aeneral
x 1,579.42 ft $%Wn 0+00 ft
Y 88S.06 ft
EEeval;ons
Ground Elevation 157.50 ft Hydraulio Geade In 154.71 f:
Rim.Elevation 157.47 ft Tailwator Condition Free Outfall
Sump Zlevatiorf 153.47 ft Tailwatgr Movation WA ft
Flow Summary
Total System Flaw 14,94 ats Ratonal Flow,- 14,$¢ CfS
System Flow Tame 11.10 min Known FEow 0.00 cfs
System Intensity 4,20 irvbr Additional Flow 0.00 cis
System Oontrif>utling Area 3.53 acres Total[.ost Flow 1.16 efs
Title! Ewagar Tribune xiSti Gem Project E nginaer:VHB
]_1068731teohlexisting.strrr Vanas&e Hangen Brustlln,fno StomtGAD vS.0[319]
OV21100 01:14,02 AM Haestad MA]thOdsr Inc. 37 Srooksicie Poad Waterbury,GT 06708 USA (203)755-1666 Page 1 of t
Scenario.- Base
Inlet Report
Labsl Calcuiate(j Ground Rim Area lolot Inlet Time Demo piton
Station Elovat+on Elevation (acres) 0 CA O4
(tt) (ft) OQ (ages) Concentratio
(min)
RDS 10+4$ 178,00 171 .,M ❑.20 0,96 0.19 5.00
C39 10+29 177.94 177.75 0.56 0.84 0.47 6-00
CB8 9+16 178.40 T77.n 0.74 0.86 4,54 7.00
C87 a+a 178.40 178_40 o,W 0.00 0.00 0.00
P05 7+23 180.00 1$0-00 0,15 0,95 0.14 5.00
CBA$ 7+72 178,00 17$.25 1.15 0,70 0-81 10.00
B4 5+55 168_20 1$7.99 0.22 6.85 0-19 5.00
R04 �+49 14�7.00 167.00 0_73 0-96 0,12 10.00
RD3 5428 1S6.00 166,00 0.13 0-Qf> 0.12 10.00
RD2 4487 tB6.00 166,00 0-1$ 0-98 0.12 10-00
C132 3+3$ t73,20 176,27 0.$7 0.93 0.35 5-00
RD1 4+18 1$$-50 166,50 0-19 0-195 Q,Y$ 5.04
C63 $+0$ 177.46 177.46 0.26 0.77 027 $,00
CBt 2+141 169.91 169_�11 0,15 0.821 0.12 5.00
'Mla: eagal Tribune Existing System Project Engineer:VHS
1,106 VanaSSe Man! W Brua#tin.[no $tormCAD vS.0[3Is]
011211DO 01.11:25 AM Z HaE�stad MOMOdS, lnI-- $7 Bmoksicle road W4,t$rbury,CT D670B USA {203) 765-1 366 pale t of 1
Scenario: Base
Pipe Report
L�aoel Upstream Dowrwstrearn Aroa Inlet Inlet System System Total Idanoh Constructed Section Capacity Upstream Dom1_stream Upsteam Downstream
Nooe Node (acres) 0 CA Contrii utiog Intensity System (ft) slope Size (cfs) Invert Invert CGver Ozwsr
(acres) Age (inmr) Flay (ttYt) elevation Elevation (ft) (;t
RD-6 RD0 CB9 0.20 (J,95 0-1 q 0,19 5.64 1,10 19.00 O.Oa 4 ian 4_$2 i 76.50 174.95 2.17
P18 CEO 088 0.56 q.$4 OA7 0.49 5163 2.80 113-00 0.004 12 anch 227 174.75 174.29 2.15 3.11
P12 CB$ CE37 0.74 0.86 4.64 1,80 5,13 6.79 713.00 0.002 12 inch 1,57 174.19 173.97 3.21 a.4
Pi CB7 oa6 0.00 0,00 0-00 1.30 5.07 6_66 3i.QQ 0.004 12 inch 2.23 173.97 t78.85 3A4 3.15
P-21 RD5 DMH5 0.15 0.s$ 0-14 0114 5.64 0_82 1$.00 0.077 6 inch 1.56 174.00 1.7a00 5.50 3.78
R10 CB15 DMH5 1.15 O.70 O.EA 1.78 4.36 7_$4 62.00 0.027 12 irtch $.61 17375 172.10 $.25 4.18
Pe DMHfi 5 CB4 1.93 4-$6 8.45 155.00 0_059 12 inch 8.0 172.18 162-09 4110 4,21
P7 C64 DMH4 0,22 0.85 0.19 224 4,31 9.74 12.00 0-0% 1.2inCh 8.67 162.89 1$2_1$ 4131 4.22
P6 D M K4 J5-e 2 4 4,3f 9.73 45.00 Q_007 12 in CM 3.00 161.38 1$1.06 5102 3.a4
R04 PO4 J5-6 0.13 0.95 0.12 0.12 4,36 0.58 61.00 0-020 4irloh 0.27 162.08 1$1.06 4,59 4,61
RD3 RDS P5-4 0.13 0.95 0.12 Q.12 4.36 0.53 53.00 0-01D cinch 0.19 160.05 159.50 5162 6.17
P5 J5-B P5-4 ,$$ 4,30 10.23 23.00 0.007 12 2.97 161.013 1�Q,90 S.94 4.10
P4 P9-4 J3-4 2.48 4.30 10.74 46-00 0,007 12 inch 2.$7 160, 0 160.58 4.10 4.42
RD2 €C)Z .F3-4 0.38 0.99 0.12 0,12 4.36 0.64 5$.W 0.010 4 inch 0.19 15Q,08 159.50 548 6,17
P-11 CR2 CB1 D_87 0-90 0.a5 0.35 5.54 1,99 11g,00 0.054 12 inch 8,30 170.97 164.51 4-23 4.40
P3 J3-4 DMH3 2.60 4. $ 11.26 82.00 0.008 12 inCh 3.17 160.58 158,95 4.42 4.97'
€of 001 DMHj 0-19 0,95 0.1B 0.18 6.F34 1.02 66.00 0.010 8 inch 1.22 160-50 1$9,83 5.33 5.41)
P-23 ow D M1H3 0-85 0,77 0.27 0.27 5,64 1.54 15,00 0-000 12 inch 0,4D 0.00 ff.04 176.46 164190
P-12 CS1 D M K2 0-15 0,82 0,12 O.47 5.48 2.62 $4.00 Q.186 12 inch 16-3$ 16a,3Y 15a.00 4_eo 9.20
P2 WHS D F 3.06 4.27 18.17 107.00 0.012 15 inch 13,84 159,93 158.00 4,72 8.95
�1 pMN2 DiM1H1 3, 3 4.241 1 E5.071180-001 0.024 15inch 10-02 157,80 15&47 9115 276
Title; Eagal'rribune Existing System Project Emngineer; VHS
1:+06673%toc lexisting_vm Vanasse Hangers Brwgtlln,Inc 8torrhGAD v3,0[319]
01121 JD0 01 A D:53 AM Q I•iaestaa Methods, ln, . 37 Brookside Road waterkN ry,CT 067012 USA ( 03) 755-16a,3 Pagel of 1
