HomeMy WebLinkAbout2 DP Champions on Luther St. 02-49 901 Luther W/ '1 -0 ,,(_,
FOR OFFICE USE ONLY
ZJP_,,-~q
P&Z CASE NO .: ()Cl -c317
DATE SUBMITTED : I &-10--CJd
SITE PLAN APPLlfC ATION
t}C {"; /V 1 2vCJZ.
MINIMUM SUBMITTAL REQUIREME NTS
/Site plan application comp let ed in full.
----;;/ $200.00 Applicatio n Fee .
8-. ~5 fr'
---;;7 $200 .00 D eve lo pment Permi t Application Fee
i.Z $600.00 Public In frastructure Inspecti on Fee if applicab le. (This fe e is payab le if construction of a publ ic
waterli ne , sewe rlin e, sidewalk, street or drainage faci lities is involved .)
t/Te n (10) folded copies of site plan.
,7 A copy of the attached site plan checklist with all items checked off or a br ief explanation as to why they
are not checked off.
__ Parkland Ded ication requirement approved by the Parks & Recreation Board , please provid e proof o f
approv al (if applicable). Gul3MI rr~o ID ~A,R. OI{ DC-T , "11 2002
NAME OF PROJECT__, CHAMt='it:?NS c>N-Li.iTll/:R. 5TfZt?l:=f
ADDRESS 9o/ LIATt+El::<?. STREGT W ~T
LEGAL DESCRIPTION Lor ZA, B,LocK .1 . ;v..r::;LR..osc sueo 1v is10 N
7 ? ~~-'------
APP LI C !'.N T/PROJECT MANAGER'S INF ORMAT ION (Primary Contact fo r the Project):
Name ANDY RE"S.T/\./O
o S--,, 1a L!::I Street Addre ss 7-k 2 ;y , -, _______ _ City __w.,_A,_c:=-o=------__ _
State IX Zip Code 7 6 7 O 8
Phone Number ~(_-ZS--_4-~) _--~7~S-_s_-_<5~?~3_1_7 __
PROPERTY OWNER'S INFORMATION :
E-Mail Address ____________ _
Fax Numb er (Z5"'4) --7.S-Z -CJ ;500
Name F<' () R _ .4 6 ~ I N-'-"-'llC"'--S~fM"'-'-'-E=--N'--1...Lr'.~>~~L-~ .. ~P~. _7.,,,_, ~A'-'-_li~l:-Xd S l f MI TED PA RT IYEKSdJ P
Street Address 2XZS-N , /9 [!} City ·WA-ca
State '/-x Zip Code ·7 "7 6 g E-Mail Address ____________ _
Phone Number (z ~4 ) -753 --0'3 3/ Fax Number _ _,,_(=z=s-_1-'--'-)'-·--_7-=~-=2.:c_---=-0-="3'--0_,_0 __ _
. ·----..
ARCHI TECT ~~~ ~NFORMATION :
Name C t-f R...iSTtA.N A . 6Al I N O 0
Street Address -'3'"""g"'--"'3-=30-___;::S~, Tl'-E=-X-'-A,--'-S-'A___,_v~i:::~· .. ___,~-<:;--'-fE-"-'.'-Z.-=....ol~3""--7
City _,_,BR:....:::..!....Y:......:A:.c....N:___ _____ _
Sta te __ ])('---'->---Zip Code 77 80 2,
Phone Numbe r _ __,,~~-4--'-'"'6~-__,,?~8........._l~R----~
E-Mail Address c ht'/s Jc;/ §) 011ci'acf"11 et
Fax Nu mbe r ?14 6 ,-9 8' 6 g
OTHER CONTACTS (Pl ea se specify typ e of conta ct , i .e . proj ect manager, pote nt ial buyer, local contact , etc.)
Name .SO /V(I L E.s
Street Address -------'--------------City -----------
State Zip Code-----,----
Phone Number q·79-777--4{;75 {~et.L \ ----_,)
E-M ail Address ____________ _
Fax Number _____________ ~
Site Plan Appl.doc 4/12/02 1 of 3
~-w DEVELOPMENT PERMIT
PERMIT NO . 02-49
Project: CHAMPIONS ON LUTHER
COLLlGl SlATION FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
LOT 2A, BLOCK 1
MELROSE
DATE OF ISSUE: 01/10/03
OWNER:
ANDY RESTIVO
2825 N 19TH
WACO, TX 76708
TYPE OF DEVELOPMENT:
SPECIAL CONDITIONS:
SITE ADDRESS:
901 LUTHER STREET WEST
DRAINAGE BASIN:
White Creek
VALID FOR 9 MONTHS
CONTRACTOR:
Full Development Permit
All construction must be in compliance with the approved construction plans
All trees must be barricaded, as shown on plans, prior to any construction . Any trees not barricaded will not
count towards landscaping points. Barricades must be 1' per caliper inch of the tree diameter.
The Contractor shall take all necessary precautions to 'prevent silt and debris from leaving the immediate
construction site in accordance with the approved erosion control plan as well as the City of College Station
Drainage Policy and Design Criteria . If it is determined the prescribed erosion control measures are ineffective
to retain all sediment onsite, it is the contractors responsibility to implement measures that will meet City , State
and Federal requirements . The Owner and/or Contractor shall assure that all disturbed areas are sodden and
establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion
control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original
condition , placement and state . The Owner and/or Contractor shall be responsible for any damage to
adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion ,
siltation or sedimentation resulting from the permitted work.
Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced
before any operations of this permit can begin .
In accordance with Chapter 13 of the Code of Ordinances of the City of College Station , measures shall be
taken to insure that debris from construction, erosion , and sedimentation shall not be deposited in city streets ,
or existing drainage facilities .
I hereby grant this permit for development of an area outside the special flood hazard area. All development
shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the
development permit application for the above named project and all of the codes and ordinances of the City of
College Station that apply .
Owner/AgenUContractor
c.~tJ DEVELOPMENT PERMIT
PERMIT NO. 02-49
Project: CHAMPIONS ON LUTHER
C.OlllGl ~TATION FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE : CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
LOT 2A, BLOCK 1
MELROSE
DATE OF ISSUE: 01/09/03
OWNER:
ANDY RESTIVO
2825 N 19TH
WACO , TX 76708
TYPE OF DEVELOPMENT:
SPECIAL CONDITIONS:
SITE ADDRESS:
901 LUTHER STREET WEST
DRAINAGE BASIN:
White Creek
VALID FOR 12 MONTHS
CONTRACTOR:
Clearing Grading Permit
All construction must be in compliance with the approved construction plans
All trees must be barricaded , as shown on plans , prior to any construction. Any trees not barricaded will not
count towards landscaping points. Barricades must be 1' per caliper inch of the tree diameter.
The Contractor shall take all necessary precautions to prevent silt and debris from leaving the immediate
construction site in accordance with the approved erosion control plan as well as the City of College Station
Drainage Policy and Design Criteria . If it is determined the prescribed erosion control measures are ineffective
to retain all sediment onsite , it is the contractors responsibility to implement measures that will meet City , State
and Federal requirements. The Owner and/or Contractor shall assure that all disturbed areas are sodden and
establishment of vegetation occurs prior to removal of any silt fencing or hay bales used for temporary erosion
control. The Owner and/or Contractor shall also insure that any disturbed vegetation be returned to its original
cond ition, placement and state. The Owner and/or Contractor shall be responsible for any damage to
adjacent properties, city streets or infrastructure due to heavy machinery and/or equipment as well as erosion ,
siltation or sedimentation resulting from the permitted work.
Any trees required to be protected by ordinance or as part of the landscape plan must be completely fenced
before any operations of this permit can begin .
In accordance with Chapter 13 of the Code of Ordinances of the City of College Station , measures shall be
taken to insure that debris from construction , erosion , and sedimentation shall not be deposited in city streets ,
or existing drainage facilities .
I hereby grant this permit for development of an area outside the special flood hazard area . All development
shall be in accordance with the plans and specifications submitted to and approved by the City Engineer in the
development permit application for the above named project and all of the codes and ordinances of the City of
College Station that pply .
~ l
I
/o 0 -5
Owner/AgenUContractor Date
GALiNDO ENGINEERS AND P LANNERS, INC.
3833 Sout h Texas Ave., Suite 213 Bryan , Te xas 77 802 (979) 846-8868
Mr. Spencer Thompson
Engineering Department
City of College Station
College Station , TX
Septemb e r 25 , 200 2
Subject: Fire Flow Analysis and
Wastewater Hydraulics An alysis
Luther Village
College Station , TX
Dear Spencer:
Please find enclosed the Fire Flow Analysis and Was t ewater Hydraulics Analysis for the
subject projec t.
Sincerely,
GALINDO ENGINEERS AND PLA NNERS, /NC.
/7 /" ±-1 ,. j ' ) (\ ~!&h~~
Christian A. Galindo, P.E., R.P.L.S.
President
WATER AND WASTE WAT ER ANALYSIS
L. TOTAL WATER AND WASTE WATER DEMAND
Water demand per dwelling un it in the project has been calculated as follows :
4 persons/DUX 100 GDPC X 3.5 peaking= 1,400 gpd /DU or 0.97 gpm
and the total water demand
40 X 1,400 = 56,000 gpd = 38.8 9 gpm peak, or 11.11 gpm ave.
Wastewat er, at 90 % of wa t er consumption, is estimated at 35 gpm peak, or 1 O gpm average.
2~ FIREFLOW ANAL YSIS.:. WATER LINE
The fireflow analysis for the Water Line us ed an assume d cons erva tive pres sure value of 70 psi at the tap on
the existing 16" water line on the south side of Lut her Street . The analysis was made using the Hazen-
Williams equation with a factor of 145 . See Exhibit 1 (two pages).
The fire flow requ irements were calculat ed using th e formula :
Qf=18(1.5 )*(A)112
where A is the floor area, incl uding garage, of an average dwelling unit in the
subdiv ision
A= 1,400 sf
and C is the construction factor for a woo d fram e structure
C= 1.5
therefore
Qf = 1,010 gpm
An additional 65 % was added to account for structure exposure ass umin g a min imum distance of 10' to all
adjoining structures. Qf then becom es 1,667 gpm . This figu re rounded off to the closest 250 gives a final Qf
of 1, 750 gpm.
The number of dwelling units served by this water line is 40, therefore the domestic demand is
1,400 X 40 = 56 ,000 gpd or approx. 39 gpm
and the maximum water demand in the lin e amounts to 1, 789 gpm . This dem and and an initial pressure
mentioned above produces the following results :
Q P1 diam P2 v
Location gQ!!l ~ in ~ ~
At Sta O+OO 70 .00
At t he FH # 1 (12 D.U.) 1,789 70 .00 8 66 .00 11.30
At the FH # 2 (40 D.U.) 1,789 63.52 8 56.11 11.39
ooge 2
Thus under the con ditions of this analysis it appears that minimum pressure at the end of the line will be
substantially larger than the minimum acceptable of 20 psi.
3. WASTEWATER
The total wastewater demand as sho wn above is calculated at 35 gpm or 0.078 cfs. The maximum capac ity
of the existing 8" sanitary sewer line where this system is to connec t, at a 0. 50% slope, is 0 . 96 cfs. The
wastewater demand from this project would only rise 2.9" (0 .24') in this pipe. Furthermore, the flow
velocity at Q-max will be 2.66 fps, which is inside the 2 to 10 fps acceptable limits .
The des ign pipeline slopes for the sanitary sewer lines in this ad dition fall within a range of 0.40% for the
flattest to 1.28% for the steepest . The velocity range between 0.40% and 3 .00%, in fps , for the 8 " diameter
pipe used in the project is therefore met:
Velocity Velocity Velocity
0.40% Slope 1 .25% Slope 3 .00% Slope
Full Flow 2.20 3.88 6.02
80% Flow 2.44 4.37 6.77
50% Flow 2.20 3.95 6.12
TNRCC requires that the velocity at full flow fall within a range of 2.0 to 10.0 fps. This requirement is met.
Attached Exhibit 2 (in two pages) documents the abov e computat ions . The first page shows flow velocities
for an 8" pipe at different slopes calculated using Manning's Equati on with a coefficient of 0.013. The
second page depicts the tabular version of this graph.
[.) _H l ( I . )
Pressure Pipe Analysis & Design
Circular Pipe
Worksheet Nam e : LUTHER VILLAGE
Comment: AT FH # 1
Solve For Pressure @ 2
Given Input Data:
Eleva tion@ l .... .
Pressure @ 1 ..... .
Elevation @ 2 .... .
Dis charge ........ .
Diameter ......... .
Length ........... .
Hazen-Williams C ..
Computed Resu lts:
Pressure @ 2 ..... .
Velocity ......... .
Headloss ......... .
Energy Grade@ 1 ..
Energy Grade@ 2 ..
Friction Slope ....
311.00 ft
7 0 .00 psi
31 3 .00 ft
17 89.00 gpm
8.00 i n
1 6 5 .00 ft
145.00
66 .00 psi
11.42 fps
7.23 ft
474.52 ft
467.28 ft
43.833 ft /100 0 ft
Open Channel Flow Module, Vers ion 3 .21 (c ) 1990
EXHIBIT 1
Haestad Methods, Inc. * 37 Brookside Rd * Wat erbury, Ct 06708
Pressure Pipe Analysis & Design
Circular Pip e
Worksheet Na me: LUTHER VILLAGE
Comment: AT FH # 2
Solve For Pressure @ 2
Given Input Data:
El evation @ 1 .....
Pressure @ 1 ......
El evation @ 2 .....
Discharge .........
Diameter ..........
Lengt h ............
Hazen-Williams c ..
Computed Resu lts:
Pressure @ 2 ..... .
Velocity ......... .
He adloss ......... .
Energy Grade @ 1 ..
Energy Grade @ 2 ..
Friction Slope ....
31 3 .00 ft
6 6 .00 p si
315.0 0 ft
1789.00 gpm
8 .00 in
475 .00 ft
145.00
56.11 psi
11.42 fps
20 .82 ft
467.2 9 ft
44 6.47 f t
43 .833 ft/1000 ft
Open Channel Flow Module , Version 3 .21 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
0.25 %
0 .50%
0 .75%
1.00% -
1.25% .
1 .50%
1.75%
"Tl c r 2 .00%. r
"Tl r
0
:! 2 .25%
I ""C
""C m c 2.50%. z co m 0
'#. G)
"Tl
~ 2 .75%.
c 0 r m r 3.00% -
01 3 .25%
0
~ 0
"Tl 3.50% c r r
3.75%
4 .00%
4 .25%.
4.50%
4 .75%.
5.00%
N
0
0
i ll81HX3
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VELOCITY , FPS
s:
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12/13/01 SANITARY SEWER VEL OCITI ES
MANNING'S EQUATIO N
8" dia m . 0.013
GRADE 0-fu ll V-full Q-80% V-80 % 0-50% V-50%
cfs 0.80 0 .50 fps
--------·----·--------------------------------------------------------------------------------------------------------------·--·------------------
0.25% 0 .66 1.74 0 .53 1.95 0.33 1.77
0.50 % 0 .93 2.46 0 .74 2 .76 0.47 2 .50
0 .75% 1.14 3.01 0.91 3.38 0.57 3.06
1.00% 1.32 3.47 1.06 3.91 0 .66 3 .54
1.25% 1.47 3 .88 1.18 4 .37 0.74 3.95
1.50% 1.61 4 .25 1.29 4 .78 0 .81 4 .33
1.75% 1.74 4 .59 1.39 5.17 0.87 4.68
2 .00% 1.86 4 .91 1.49 5.52 0.93 5.00
2 .25% 1.98 5.21 1.58 5.86 0.99 5 .31
2.50% 2 .08 5.49 1.66 6.18 1.04 5.59
2.75% 2 .18 5.76 1.74 6.48 1.09 5 .86
3 .00% 2 .28 6 .02 1.82 6 .77 1.14 6 .12
3.25% 2.37 6.26 1.90 7.0 4 1.19 6 .37
3.50 % 2.46 6 .50 1.97 7.31 1.23 6 .61
3.75% 2 .55 6.73 2.04 7.5 6 1.28 6 .85
4 .00% 2 .63 6.95 2 .10 7.81 1.32 7.07
4.25% 2.72 7.16 2.18 8.06 1.36 7.29
4 .50% 2 .79 7.37 2.23 8.28 1.40 7.50
4 .75% 2 .87 7.57 2.30 8.51 1.44 7.71
5.00% 2 .95 7.77 2 .36 8.74 1.48 7.91
9/20/02
Manning's coeff. = 0 .013
MH Diam= 5.00 ft Peak Sewer Demand/D.U .
MH STA TOP EL FL IN FLOUT MH DIST . PIPE SLOPE DIAM D .U .
ft ft ft Depth ft Length in #
LFT STA 0 .00 320 .50 307.00 13.50
A-1 75 .00 321 .00 307.40 307.30 13 .60 75 .00 70 .0 0.4 2 9 % 8 24
A-2 375 .00 318 .50 308.90 308.80 9.60 300 .00 295 .0 0.4 7 5% 8 24
A-3 567 .00 317 .00 309 .90 309 .80 7 .10 192.00 187 .0 0.481 % 8 16
A-4 962 .00 317 .00 311 .60 311 .50 5.40 395 .00 390 .0 0.410 % 8 12
SUB TOTAL PIPE LENGTH: 942.0
MH STA TOP EL FL IN FLOUT MH DI ST . P IPE S LOP E D IA M D .U .
ft ft ft Depth ft Length in #
LFT STA 0.00 320.50 308 .50 12 .00
B-1 239.00 3 19 .00 311 .60 3 11 .50 7 .40 239 .00 234 .0 1.2 82% 8 16
B-2 505 .00 318 .50 313.60 3 13 .50 4 .90 266 .00 261 .0 0 .728% 8 8
SUB TO TAL PIP E LEN GTH : 495 .0
IGRANDTOTAE'f?;IPE T ENGTH:-'~1':~0 1 ,43T Oj
0 .97 gpm
Q Q Qmax
gp m cfs cfs
23 .28 0.05187 0.86
23 .28 0 .05187 0.91
15 .52 0 .03458 0 .91
11 .64 0 .02593 0 .84
Q Q Qmax
gpm cfs cfs
15 .52 0 .0345 8 1.49
7 .76 0 .01729 1.13
19-02
gmp = 0 .00223 cfs
USE v DEPTH
fps in
6 .03 % 1.28 1.44
5 .7 0 % 1.33 1.32
3 .80 % 1.18 1.0 8
3 .0 9% 1.02 0 .96
USE v D E PTH
fps in
2 .32% 1.66 0 .84
1.53% 1. 11 0 .72
m >< :I:
aJ
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w
JA N-6-2003 09:53 A FRO M: T0:7643496
I THIS FORM REPLACES PREVIOUS FORM 3510-6 (S-98} Foon Approved. OM6 NQ . .20o40-0188
See Reverse for Instructions --·--M eO O
NPDES &EPA United States Environmental Ptotectlon Agency
Wastli'lgton, DC 20400
FORM Notlee ot Intent (NOi) for Stonn Watet ~ Assoclllt8d wtth
COHSfflUCTION ACTJVJTY Undw 8 NPDES General Pwmit ,., ..
Submission of this Noliee of Intent eons1itutes l'lOliee that the party identified in SectiOn I of this form intends to be autnorl?ed t1y a NPDES permit Issued
to r storm water dlschergee NeOCiellld witn eonstruc(ic)n $¢1ivily il'I 11\e stat811ndlao Country Land ilk!ntified In $ecilon II ol lhls form . Submi$t;ion ot this NoCice
ot Intent ~ constitutes notice that tt1e patty idemified in Sediofl I Qt tt'liS form meets the eigibilily teqUir8mentl in Part 1.6. of the general pennit flf1Clu<tln9
tnoH relllted to ptOtection ot end.engel'ed S1>00e1 Cletermine<l thtough the pnx:eelvres in Addendum A of the general penNij, undet's1ands ltl_. continued
autflorization to di$eharge Is contingent on maintaining permit eligibility, and that ~lation OI tne Sloon Walef Pollution ~ Plan l'8QUired under
Part IV ot tile g-ral pei'mlt wrn bc19in el Ille time the pennittue commences work on the CQ05truC:tlon projact identified in Secion II be!OW. INOAOEATO
OBTAIN AUTHORIZATION. All INFORMATION REQUESTED MUST SE INCLUDED ON THIS !=ORM . SEE INSTRUCTIONS ON BACK OF FORM .
I. OwnerlOpenitor (Applcant) lnfonnatlOn
Name : JIC161 1u01Q1~Qj1 i\\1Q1~E1Si 1 l 1 ~1.1 I I I I I I Pl'IOM: 800 l !:l~~IQ0tf2n I
Addrclss: 1JiJioD1 I~ Mi \ 1LlDt H\..!OMl~KI I Statue 01 [E I I I I I I I I I I I I I I Owner/OpenltOI':
City: l~:f~J~l~I l I I I I I I I I I I I I I I I I State:~ Zip Code: f"'\i"\iea ·z.i-1 I I I I
11 . ProjKt/5119 Information ts the facility located on Indian
Country L.andl?
Project Nam.: !S:.1kl ili. ~I l. I~ llil~ l~l~I 1~Q1\i~EJv:J ~m~~elJ I I I I Yes0 No~
F'rojecl Addre5a/Localion: !<\IOI i I lbl!.I cs:1~e:1¥J c;a cr:IJ'.l~l ~t3::1 M,ll!!i'l~n-1 I I I I I I I I I I
Clty: I ~'2 I~ \.J ~1'7i I 1:.:t 1r•~1~ IQ m.1 I I I I I I 1J State: tD1d Zip Code; 1"11 '>-\!~~I at -I I I I J
~ ..> t •• ., ~ ..
Ld\ldlr.13tol}r$1 \61 ~; i<\1'°' ·u \ 101.w County; l"f:A 'AN "liq"? I .1 Ll-I I I I J I I I I I
Has the Stoim Water PoRutiOn Prevention Plan (SWPPP) been prepared ? Yes 51 No0
Optionel: Address of locatiOt'I ot 0 AddmS 11'1 Section I above li Addr.a in Sac1ion II abOYe G( Other ltddra$ (if known) below: SWPPP tor Ylewlng
..
SWPPP Phone:
Address : I j~1 3 31 15.!'2 ! idl~ \kl l::rl ~ 2::111;1~1 l~l~!W'.1 l ~IU I ~ l"l:li:il l~~I~ I I le.\! "V'\ 1'21 ~ Gtl ee~!.aie.l
City; [f3i!-J'ilbl\\I I I I I I I I I I I I I I I I I I state: tn:e:.l Zip Code: r) 'leol"?J -I I I I I
Name of Receiving water: '"" \\l 't"l"lpl I ~(9';i!i!!lJ@rl I.I 1no1 l~~Lf)1"l.JC1~I I~ I
lo 1111 ·~tu•~ 1~1 I01C\I 0 1 ~l:.IJO!oi"~ Based on lnstructiol'I prO\lided In Addendum A ot the permit, are
Mottfll o.t' ,.., Monlll Dey '"' theni any i$t1ld ondangMCI Qt' ll'll'ealened ~. or designeled
~ ConslJ\lctiOn Stan Dute Estimated Completion Date crllical hal)ltal In 1tle pro;ect area?
Estimate of ;ll'ea to be di5tumod (to nearest acre): I I I l I '2 1 vesO No M'
Estimate ot LikelihOOCI ot Oisdlatge (chQose only one): I have satisfied pemiit eligibimy witn tegatd to pt(llectlon ot
91 Klallgef"Gd &pec:ies ~ the lndic:IRQ se<.tiOn of Part !.B.J.e.(2)
1 . 0 UOlikelY 3. EB"' Once per week 5 . 0 Contnlal of the permit (checll one or more bolces):
2 . 0 Once per month 4. O Once per day (alt/ (b) 0 (c)O (d)D .
Ill Certlflatton
I certify unde r penalty of law that thiS document and au attachments were ptepared under rny dlr'Cction ot tupe~~ In accordance with a system
designed 10 assure that qualified p$tMlMel J)top1rty gethet and ev&luato ttie . i ntotma~l on lilUbmltted. Based on my inquny of the per$Oll or persons who
ll"lal18g& this syl>tem. or t~ persons directly respol1$ible for gathe ri ng the 1nloonalion . tile Information submltt~ ~· lo the b$$t of my ~ge and
belier. true, 8QCl.lr&te, and comp191e . 1 am awent lhal ttiefe are sigrlifieant penalties for sutimllllng hil$e lnformatiQn., il'lelUdlng lhe posslbilily of fine and
~for knowing viollrtionS.
Print Name : !:rill: I 1?1 1M \ 1\ .a::i .;i I I I I I I I I I I I I I I I I t Date : I \!"1.l l Eil~LJ
\ l... o~'"~:b SignatWe: .. -
I / -,
EPA Form 3510--~ .....
1 351().6 (fl..98)
GALINDO ENGINEERS AND PLANNERS, INC.
3833 South Texas Ave ., Suite 213 Bryan, Texas 77802
Job : 19 -02
ITEM SPEC # DESCRIPTION
CHAMPIONS ON LUTHER STREET
5.160 ACRES (LOT 2A)
0 .9475 ACRE (COMMON AREA)
COLLEGE STATION , BRAZOS COUNTY, TX
ENGINEER'S CONSTRUCTION ESTIMAT E
PUBLIC INFRASTRUCTURE
UNIT
(979) 846-8868
Date :
QUANT. PRICE
12/20/02
TOTAL
= ========= ============== ============================== ========= ============= ============= =============
2
3
4
5
6
7
8
9
10
11
12
13
15
16
17
WATER
8" PVC C90 0, CL200 (4' bury)
8" -45 Degree Bend
8" -22.5 Degree Bend
8" -90 Degree Bend
8" X 8" X 8" Tee
6" MJ Valve & Fire Hydrant
0 1/2" Short Single Service
1 1 /2 " Short Double Service
1 112" Long Double Service
8" Gate Valve
16"X16"X8" Tapp ing Sleeve and Valve
Contingency
Construction Layout & As -built Drawings
SIDEWALK ALONG LUTHER STREET
4'-Wide Sidewalk
Contingency
--------
Construction Layout & As-built Drawings
l.f.
ea .
ea .
ea .
ea .
ea .
ea .
ea .
ea .
ea .
ea .
%
%
Subtota l $
s.f.
%
%
Subtotal $
1,065
3
2
1
2
4
8
2
3
1
3
3
1,500
3
3
20 .00
150 .00
150.00
150 .00
400 .00
1,800 .00
150.00
400 .00
900 .00
700 .00
2,200.00
3.00
21,300
150
450
300
400
3,600
600
3,200
1,800
2 ,100
2 ,200
1,083
1, 115
38,298
4 ,500
135
139
4,774
18
19
20
21
22
23
24
25
26
27
28
29
30
DRAINAGE
----------------------------
Excavation c.y. 1,600 4 .00 6,400
24" RCP CL Ill l.f. 33 36 .00 1,188
Grate Inlet Junction Box ea. 1,000 .00 1,000
Convert Existing Inlet l.s . 1 750 .00 750
Wingwall Structure c.y. 25 250 .00 6,250
Weir Structure ea . 3 ,000 .00 3,000
Rectangular Flume #1 , 4" thick c.y . 50 180.00 9,000
Low Flow Gutter, 4" thick c .y . 10 100.00 1,000
Sodding s.y . 333 2.50 833
Rip Rap 20'X20' s.f. 250 1.50 375
Unlined Triangular Channel c.y . 50 3.50 175
Contingency % 3 899
Construction Layout & As-built Drawings % 3 926
Subtotal $ 31,796
= ========= ============== ============================== ========= ============= ============= =============
Total Estimated Construction Cost
Christian A. Galindo, P.E. # 53425
20-Dec-02
$
.,.,,,,,'\\\\\\\\
~ t OF r ~t~ ~~ "r--\ .............. ~~-<1 ''1.
; ·e:, •• •• * .... cP l,.,~ "*.:' .~ ·· .. .;r .. , :;*.. '* ~ ~ ...... ~ ......................... : ...... ~
~CHRISTIAN A. GALINDO~ ~~r~•c.•••-•••••111 u••••••• ... ••••••••ff• .. ••••••••.Jt!
~~'-:. 53425 ; # ~ '1l \..p <:)/ ~ # ~, o..<-• ... ea,s· T~~~ ... ~ : ~ A' '• t;. •' '~ -"'I~ 'Ss ............ \\~' :
feit 10NAL t. ~\t~\\''-~~ 't<t.. ............
74 ,868
r GALINDO ENGINEERS AND PLANNERS, /NC.
3833 South Texas Ave., Suite 213 Bryan, Texas 77802 (979) 846-8868
Mr. Spencer Thompson
Engineering Department
City of College Station
College Station, TX
Subject: Drainage Report
October 1 , 2002
Luther Village (preliminary name)
College Station, TX
Dear Mr. Thompson:
Please find enclosed the referenced report for your review. This report covers the tract
to be occupied by the proposed and currently named Luther Village, a multifamily
residential project.
Sincerely,
GALINDO ENGINEERS AND PLANNERS, ]NC.
Chns 1an A. Galindo,
President
cc: Andy Restivo
1. TRACT DESCRIPTION
LUTHER VILLAGE
DRAINAGE REPORT
7-01
Luther Village covers approximately 6.16 acres of land distributed in two tracts: Lot 2A , Block 1 (5.61 acr.)
and Common Area , Part of Lot 1A, Block 1 (0.95 acr.), Melrose Subdivision. These two tracts are separated
by a 50' -wide strip of land, part of Lot 1 A, containing a 20' -wide (back of curb to back of curb) concrete
street .
Lot 2A is currently vacant. The Common Area is already partly developed (0.62 acr.) as a runoff detention
pond for Lot 1A. The remaining portion, approximately 0.33 acr., will be developed as detention
pond/parking lot for the subject project.
The project is located on the southeast side of Luther Street between Harvey Mitchell Pkwy. (FM 2818) and
Jones Butler Rd. Currently the only offsite runoff onto this tract comes from adjoining Lot 3A located to
the northeast. However this tract is under design for near future development and no runoff is
contemplated onto the subject project area after such development.
The present report is to be used in conjunction with the construction design drawings issued in 24"X36"
format and herein referred to as Exhibit 1.
The adopted Flood Insurance Study does not identify the existence of a 100-flood plain affecting this tract
(Map # 48041 C 0182 C, July 2, 1992).
2. STORMWATER RUNOFF
Eight (8) drainage areas (post development conditi ons) have been defined as shown in Exhibit 2.
Areas 1, 75% of 2 and 5 will drain into the detention pond through an existing area inlet and 36" RCP
culvert that crosses the existing concrete street.
Areas 3, 4 , 7 and 25 % of 2 will drain into the detention pond through the existing concrete street and
existing concrete curb cut.
Areas 6 will bypass the pond and will continue to drain onto Luther Street as substantial parts of Areas 1, 2
and 5 currently do .
Area 8 is set aside for detention and it will contain a parking lot. A concrete wall will separate this
detention area from the existing detention area for Lot 1A. This wall will be provided with vertical-
rectangular weir that will regulate the flow into the existing 33" RCP that currently conveys the pre-
development runoff through the adjoining southeast tract (The Exchange).
- 1 -
..
Exhibit 3 shows the runoff calculations, using the Rational Method, for 5, 10 , 25, 50 and 100 -year storms
for the above drainage areas for pre and post development conditions. On-site detention is planned for
the increased runoff.
Run-off coefficients used in this exhibit, and the approximate velocities used to compute Tc, were
obtained from TxDOT Hydraulic Manual (Bridge Division).
3. INFLOW HYDROGRAPHS
Inflow hydrographs for the same multiple storms given in Exh i bit 3 are shown in Exhibit 4 (6 pages). The
estimated required storage from these hydrographs for the 100 -yr frequency is 0.351 ac-ft. Calculations
for this exhibit were made using Haestad Methods Quick Tr-55 V. 5.47.
4 . DETENTION FACILITY
All calculations in this section were made using Haestad Methods Pond -2, V. 5.21 . The detention volume
has been calculated for Q100.
A detention area, as shown in Exhibits 1, 2 and 3, was set aside to accommodate the runoff described
above . Exhibit 5, using design contour elevations shows the available storage capacity of the designated
pond area to be 0.42 ac-ft. Exhibit 6 (in two pages) estimates the ponding requirements at 0.4 ac -ft when
the inflow hydrographs and the actual topography of the pond are input.
The pond outlet structure will be a vertical -rectangular concrete weir 2.25' long. Exhibit 7 (in 2 pages )
shows the characteristics of this weir. Flow line elevation at the weir i s set at 311.00' and the top of the
wall (that defines the top of the pond) containing the weir will be 313. 75 . As seen i n the table below the
water surface elevation for the 100-yr storm will reach 313.66'.
Exhibit 8 (5 pages) shows the routing computations for 5, 10 , 25 , 50 and 100 -yr storms. The results are as
follows:
Storm
5-year
10 -year
25-year
50-year
100-year
Max. Outflow Allowed
16.14
18.14
20 .73
23.45
24.47
Peak Outflow Attained
16.18
17.84
20.03
22 .24
23.01
Max . Elevation
313.00
313.16
313.37
313.58
313.66
The top (elevation 311.0) of the proposed concrete wall separating this detention pond from the existing
Lot 1A pond will act as spillway.
Flow velocity at the pond's outfall (weir) for the 100-yr storm i s estimated at 3. 72 fps . This runoff will
then continue, over a 1 O'-long concrete low flow gutter surrounded by a riprap area, into the existing 33"
RCP at the southwest corner of the pond .
. 2 -
5. STORMWATER SYSTEM
All runoff figures used in this Section are for post-development conditions.
As indicated above in Section 2., above, Q100 from drainage areas 3, 4, 7 and 25% of 2 total 14.16 cfs. Will
flow into the detention pond through the existing 6.6' curb cut. This cut is capable of handling this flow as
shown in Exhibit 9. The maximum capacity of this cut is calculated at 36.83cfs.
The capacity of the existing 30" RCP culvert under the existing concrete street is calculated as 31.20 cfs
and is greater than Q100 from areas 1, 75% of 2 and 5 and totaling 29.64 cfs. Exhibit 10.
The capacity of the two area inlets just to the northeast side of the existing concrete street is given in
Exhibit 11. The existing solid-top inlet, Type E, will be modified by replacing its top with a great inlet.
The capacity of this renovated inlet will be 19.6 cfs. Q100 from areas 1, 75% of 2and 40% of 5 amounts to
21.62 cfs, Q50 amounts to 20.71cfs and Q25 amounts to 18.32 cfs. Thus in rains greater than the 25-yr
storm Q will exceed the capacity of this inlet and will flow over the street curb into the curb cut described
above, Exhibit 9.
The new area inlet to be installed at the low end of drainage area 5 has a capacity of 12.4 cfs. Q100
flowing into this inlet, 60% of area 5, is estimated at 8.02 cfs. Therefore this inlet will have the capacity
to handle the projected flow. This flow will continue to the renovated-existing inlet though a 24" RCP
with a maximum capacity of 23.21 cfs. See Exhibit 12.
Exhibit 13 shows the capacity of the swale to be installed along the southwest of drainage area 5. This
swale is necessary to keep area 5 runoff from flowing onto the existing street. A trapezoidal swale with a
maximum cross-section of 5'x0.5' with 3 to 1 side slopes at its low end will have a capacity of 8.02 cfs,
equal to 60% of Q100 from area 5.
Exhibit 14 shows the capacity of the trapezoidal flume to be installed at the sag point in the project's new
street (drainage area 2) as 16.27 cfs. This flow is equal to the runoff from drainage area 1 and 0. 75% of 2 .
7. CERTIFICATION
This report and design conform to the City of College Station Drainage Policy and Design Standards.
. 3 .
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'
Job: 19-02 Date: 11-Sep-02 RUNOFF CALCULATIONS -RATIONAL METHOD LUTHER VILLAGE COLLEGE STATION, TEXAS (County: Brazos) Tc= 10.0 when the calculated value is less than 10.0 Section Off-Site Run-Off Soil Type A c Acres Veloc. Length T cone. in rrin. fps ft Cale. Used 5yrs 10 yrs 25 yrs 50yrs 100yrs PRE-DEVELOPMENT ------------------------------------------------7 E>cisting Street Sub-Total On-Site Run-Off 0.788 0.788 0.700 2.000 500 4.2 10.0 7.693 8.635 9.861 11.148 11.639 ---------------------------------------------------1--6 Woodl./pasture 8 Pasture Sub-Total Total Off-Site Run-Off 7 E>cisting Street Sub-Total On-Site Run-Off 2 3 4 5 6 8 Residential Street Residential Residential Residential Residential Pond Sub-Total Total County: Brazos 5.160 0.332 5.492 6.281 0.788 0.788 1.798 0.473 0.689 0.110 1.915 0.176 0.332 5.493 6.281 0.300 0.300 0.800 0.600 0.900 0.600 0.600 0.600 0.600 0.850 1.000 1.000 2.000 1.000 3.000 1.000 1.000 1.000 2.000 1.000 700 230 500 460 580 320 150 400 100 250 11.7 3.8 11.7 10.0 POST -DEVELOPMENT 4.2 7.7 3.2 5.3 2.5 6.7 0.8 4.2 10.0 1QO 1QO 1QO 1QO 1QO 1QO 1QO 7.189 7.693 7.693 7.693 7.693 7.693 7.693 7.693 7.693 7.693 Constants for use in fonrula: l=bl(t+<1)"e b e d 2-yr 5-yr 10-yr 65.000 76.000 80.000 0.806 8.000 0.785 8.500 0.763 8.500 25-yr 89.000 0.754 8.500 8.085 8.635 8.635 8.635 8.635 8.635 8.635 8.635 8.635 8.635 50-yr 98.000 0.745 8.500 9.241 9.861 9.861 9.861 9.861 9.861 9.861 9.861 9.861 9.861 100-yr 96.000 0.730 8.000 10.454 11.148 11.148 11.148 11.148 11.148 11.148 11.148 11.148 11.148 10.911 11.639 11.639 11.639 11.639 11.639 11.639 11.639 11.639 11.639 Q 5yrs 4.24 4.24 11.13 0.77 11.90 16.14 4.85 4.85 8.30 av a18 Q~ 8.64 Q~ 217 27.08 31.93 Q 10 yrs Q 25yrs Q Q 50yrs 1 OOyrs -----------------4.76 4.76 12.51 0.86 5.44 6.15 6.42 -----------5.44 6.15 6.42 ------------14.30 0.98 16.18 1.11 16.89 1.16 ----------------13.38 15.29 17.29 18.05 18.14 20.73 23.45 24.47 5.45 6.22 7.03 7.34 -------------------5.45 9.31 3.68 3.57 0.57 9.92 0.91 2.44 6.22 10.64 4.20 4.07 0.65 11.33 1.04 2.79 7.03 12.03 4.75 4.61 0.73 12.81 1.18 3.15 7.34 12.56 4.95 4.81 0.77 13.37 1.23 3.29 ------------------30.40 34.72 39.25 40.98 35.84 40.94 46.28 48.32 ~ ::::c -m =i (,.)
EXHIB IT 4
Quick TR-55 Ver.5.47
Executed: 09:37:36
S/N:
09-11-2002
F
L
0
w
c
f
MODIFIED RATIONAL METHOD
----Graphical Summary for Maximum Required Storage ----
First peak outflow point assumed to occur at Tc hydrograph recession leg.
LUTHER VILLAGE
**********************************************************************
* RETURN FREQUENCY: 5 yr Allowable Outflow: 16.14 cfs *
0.231 ac-ft * * 'C' Adjustment: 1.000 Required Storage:
*--------------------------------------------------------------------*
* Peak Inflow: 28.65 cfs Inflow .HYD stored: SIN .HYO *
**********************************************************************
I Td = 13 minutes I
/-------Approx. Duration for Max. Storage ------/
x
. I.
Tc=
I
Q
10.00
7.693
31.93
minutes
in/hr
cf s
I
I
I
I
I
I
I
Required Storage I
0.231 ac-ft I
I
x x x x x x xix x x x x x x x x x x
I
Return Freq: 5 yr
C adj.factor: 1.00
Area (ac):
Weighted C:
Adjusted C:
6.28
0.66
0.66
Td= 13 minutes
I 6.903 in/hr
Q 28.65 cfs
x
s o o o o o o o o o o o o o o o o Q= 16.14 cfs
x o I. Ix (Allow.Outflow)
o I I
x o I NOT TO SCALE I x
o I ============ I
I o I I x
------------------------1-----------------------------1------------
14.95 minutes 17.37 minutes
Quick TR-55 Ver.5 .47
Executed: 09:37:36
S/N:
09-11-2002
MODIFIED RATIONAL METHOD
----Graphical Summary for Maximum Required Storage ----
First peak outflow point assumed to occur at Tc hydrograph recession leg.
LUTHER VILLAGE
**********************************************************************
*
*
RETURN FREQUENCY: 10 yr
'C' Adjustment: 1.000
Allowable Outflow:
Required Storage:
18.14 cfs *
0.260 ac-ft *
*--------------------------------------------------------------------*
* Peak Inflow: 32.26 cfs Inflow .HYO stored: lOIN .HYO *
**********************************************************************
I Td = 13 minutes I Return Freq: 10 yr
/-------Approx. Duration for Max. Storage------/ C adj.factor: 1.00
I I
I I
I Tc= 10.00 minutes I
I I 8.635 in/hr I Area (ac): 6.28
I Q 35.84 cfs I Weighted C: 0.66
I . I . I Adj us t e d c : 0 . 6 6
F I I
L I Required Storage I
O I 0 .260 ac-ft I Td= 13 minutes
w I I I 7. 770 in/hr
I xx xx xx xix x x x x x x x x x x Q 32.26 cfs
c I I
f I x x
s I o o o o o o o o o o o o o o o o Q= 18.14 cfs
I x o I. Jx (Allow.Outflow)
I o I I
I x o I NOT TO SCALE I x
I o I ============ I
I o I I x
'-----------------------1-----------------------------1------------
14.94 minutes 17.38 minutes
Quick TR-55 Ver.5.47
Executed: 09:37:36
S/N:
09-11-2002
MODIFIED RATIONAL METHOD
----Graphical Summary for Maximum Required Storage ----
First peak outflow point assumed to occur at Tc hydrograph recession leg.
LUTHER VILLAGE
**********************************************************************
*
*
RETURN FREQUENCY: 25 yr
'C' Adjustment: 1.000
Allowable Outflow:
Required Storage:
20.73 cfs
0.297 ac-ft
*
* *--------------------------------------------------------------------*
* Peak Inflow: 36.88 cfs Inflow .HYD stored: 25IN .HYD *
**********************************************************************
I Td = 13 minutes I Return Freq: 25 yr
/-------Approx. Duration for Max. Storage------/ C adj.factor: 1.00
I I
I I
I Tc= 10.00 minutes I
I I 9.861 in/hr I Area (ac): 6.28
I Q 40.93 cfs I Weighted C: 0.66
I .J. I Adjusted C: 0.66
F I I
L I Required Storage I
O I 0.297 ac-ft I Td= 13 minutes
w I I I 8.885 in/hr
I x x x x x x xix x x x x x x x x x x Q 36.88 cfs
c I I
f I x x
s I o o o o o o o o o o o o o o o o Q= 20.73 cfs
I x o I. Jx (Allow.Outflow)
I o I I
I x o I NOT TO SCALE I x
I o I ============ I
I o I I x
'-----------------------1-----------------------------1------------
14.94 minutes 17.38 minutes
Quick TR -5 5 Ver .5 .47
Executed : 09:37 :36
S/N:
09-11-2002
MODIFIED RATIONAL METHOD
----Graphical Summary for Maximum Required Storage ----
First peak outflow point assumed to occur at Tc hydrograph recession leg .
LUTHER VILLAGE
**********************************************************************
*
*
RETURN FREQUENCY: 50 yr
'C' Adjustment: 1.000
Allowable Outflow:
Required Storage:
23.45 cfs
0.336 ac-ft
*
*
*--------------------------------------------------------------------*
* Peak Inflow: 41.74 cfs Inflow .HYD stored: 50IN .HYD *
**********************************************************************
I Td = 13 minutes I Return Freq: 50 yr
/-------Approx. Duration for Max. Storage------/ C adj.factor: 1.00
I I
I I
I Tc= 10.00 minutes I
I I 11.148 in/hr I Area (ac): 6.28
I Q 46.28 cfs I Weighted C: 0.66
I .1. I Adjusted C: 0.66
F I I
L I Required Storage I
O I 0.336 ac-f t I Td= 13 minutes
w I I I 10.056 in/hr
I xx xx xx xix xx xx xx xx xx Q 41 .7 4 cfs
c I I
f I x x
s I o o o o o o o o o o o o o o o o Q= 23.45 cfs
I x o I . Ix (Allow. Outflow)
I o I I
I x o I NOT TO SCALE I x
I o I ============ I
I o I I x
'-----------------------!-----------------------------!------------
14.93 minut es 17.38 minutes
Quick TR-55 Ver.5.47
Executed: 09:37:36
S/N:
09-11-2002
MODIFIED RATIONAL METHOD
----Graphical Summary for Maximum Required Storage ----
First peak outflow point assumed to occur at Tc hydrograph recession leg .
LUTHER VILLAGE
**********************************************************************
*
*
RETURN FREQUENCY: 100 yr
'C' Adjustment: 1.000
Allowable Out flow:
Required Storage:
24.47 cfs
0.351 ac-ft
*
*
*--------------------------------------------------------------------*
* Peak Inflow: 43.56 cfs Inflow .HYO stored: lOOIN .HYO *
**********************************************************************
I Td = 13 minutes I Return Freq: 100 yr
/-------Approx. Duration for Max. Storage------/ C adj.factor: 1.00
I I
I I
I Tc= 10.00 minutes I
I I 11.639 in/hr I Area (ac): 6.28
I Q 48.31 cfs I Weighted C: 0.66
I .1. I Adjusted C: 0.66
F I I
L I Required Storage I
0 I 0.351 ac-ft I Td= 13 minutes
W I I I 10. 4 95 in/hr
I x x x x x x x i x x x x x x x x x x x Q 43 .56 cfs
c I I
f I x x
s I o o o o o o o o o o o o o o o o Q= 24.47 cfs
I x o I . Ix (Allow. Outflow)
I o I I
I x o I NOT TO SCALE I x
I o I ============ I
I o I I x
'-----------------------1-----------------------------1------------
14.94 minutes 17.38 minutes
Quick TR -55 Ver.5 .47
Executed: 09:37 :36
S/N :
09-11-2002
************************************************************************
************************************************************************
* *
* *
* MODIFIED RATIONAL METHOD *
* ----Grand Sununary For All Storm Frequencies *
* *
* *
************************************************************************
************************************************************************
First peak outflow point assumed to occur at Tc h ydrograph recession leg.
LUTHER VILLAGE
Area = 6 .28 acres Tc = 10 .00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
VOLUMES
Frequency Adjusted Duration Intens. Qpeak Allowabl e I Inflow Storage
(years) 'C' minutes in/hr cfs cf s I (ac-ft) (ac-ft)
------------------------------------------------------1---------------------
5 0.661 13 6.903 28.65 16 .14 I 0 .513 0.231
10 0 .661 13 7.770 32.26 18.14 I 0.578 0.260
25 0 .661 13 8.885 36 .88 20.73 I 0 .660 0 .297
50 0.661 13 10.056 41 .7 4 23 .45 I 0.747 0.336
100 o.661 13 10.495 43 .56 24 .4 7 I 0.780 0.351
EXHIBIT 5
POND-2 Version: 5.21
S/N :
LUTHER VILLAGE
CALCULATED 09-11-2002 11 :34:19
DISK FILE: C:\1A\19-02PND\19-02 .VOL
Planimeter scale: 1 inch 1 ft.
*
Elevation
(ft)
Planimeter
(sq. in.)
Area
(acres)
Al+A2+sqr(Al*A2)
(acres)
Volume
(acre-ft)
Volume Sum
(acre-ft)
*
311. 00
311 . 50
312 .00
313 . 00
313.75
0.00
3,000.00
6,700.00
9,000.00
11,100 .00
0.00
0.07
0.15
0.21
0.25
0.00 0.00 0.00
0.07 0.01 0.01
0.33 0.05 0.07
0.54 0.18 0.25
0.69 0.17 0. 42
2
IA= (sq .rt (Areal) + ((Ei-El)/(E2-El) )*(sq.rt(Area2)-sq.rt(Areal)))
where: El, E2
Ei
Areal,Area2
IA
Closest two elevations with planimeter data
Elevation at which to interpolate area
Areas computed for El, E2, respectively
Interpolated area for Ei
Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume= (1/3) * (EL2-EL1) * (Areal+ Area2 +sq.rt. (Areal*Area2))
where: ELl, EL2
Areal,Area2
Volume
Lower and upper elevations of the increment
Areas computed for ELl , EL2, respectively
Incremental volume between ELl and EL2
POND -2 Version: 5.21 S/N:
>>>>> OUTFLOW HYDROGRAPH ESTIMATOR <<<<<
Inflow Hydrograph: C:\1A\19-02PND\100IN .HYO
Qpeak = 43.6 cfs
Estimated Outflow: C:\1A\19-0 2PND\ESTIMATE.EST
Qpeak = 24.5 cfs
Approximate Storage Volume
(computed from t= 0.00 to 0.29 hrs)
0.4 acre-ft
EXHIBIT 6
POND-2 Version: 5.21 S/N :
Plotted: 09-11-2002
Flow (cfs )
0.0 4.0 8.0 12.0 16.0 20.0 24.0 28.0 32.0 36 .0 40 .0 44.0
------1-----1-----1-----1-----1-----1-----1-----1-----1 -----1-----1-
.02 x *
x *
.03 x *
x *
.05 x *
x *
.07 x *
x *
.08 x *
x *
.1 x *
x *
.12 x *
I x *
.1 3 -I x *
I x *
.15 -I x *
I x *
.1 7 -I x *
I x *
.18 -I x *
I x *
. 2 -I x *
I x *
.22 -I x *
I x *
.23 -I x *
I x *
.25 -I x *
x *
.27 x *
x *
.28 x *
*
. 3 *
*
.32 *
*
.33 *
*
.35 *
*
.3 7 *
*
TIME
(hrs)
* File: C :\1A \19-0 2PND \10 0 IN .HYO Qmax 43.6 cfs
x File: C :\1A \19-02PND \ESTIMATE.EST Qmax 24.5 cfs
Outlet Structure File: 19-02 .STR
S/N: POND-2 Version: 5.21
Date Executed: Time Executed:
**************
LUTHER VILLAGE
**************
>>>>>> Structure No. 1 <<<<<<
(Input Data)
WEIR-VR
Weir -Vertical Rectangular
El elev. (ft) ?
E2 elev. (ft) ?
Weir coefficient?
Weir elev. (ft) ?
Length (ft)?
Contracted/Suppressed
311
313.751
3.087
311.00
2 .25
(C/S )? C
Outlet Structure File: 19-02 .STR
S/N: POND-2 Version: 5.21
Date Executed: Time Executed:
Outflow Rating Table for Structure #1
WEIR-VR Weir -Vertical Rectangular
***** INLET CONTROL ASSUMED *****
Elevation (ft) Q (cfs ) Computation Messages ---------------------------------------------
311. 00 0.0 H =0.0
311 . 50 2.3 H =. 5
312.0 0 6.3 H =1. 0
312.50 11.1 H =1. 5
313.0 0 16.2 H =2 .0
313. 50 21. 4 H =2.5
313. 75 23.9 H =2.75
C = 3.0 8 7 L (ft) = 2 .25
H (ft ) Table elev. -Invert elev. ( 311 ft )
Q (cfs ) = C * (L-.2H) * (H**l.5) --Contracted Weir
EXHIBIT 7
Outlet Structure File: 19-02 .STR
POND-2 Version: 5.21
Date Executed:
S/N:
Time Executed:
**************
LUTHER VILLAGE
**************
***** COMPOSITE OUTFLOW SUMMARY ****
Elevation (ft) Q (cfs) Contributing Structures
311. 00
311. 50
312.00
312.50
313. 00
313.50
313.75
0.0
2.3
6.3
11.1
16.2
21. 4
23.9
Outlet Structure File: 19-02
POND-2 Version: 5.21
Date Executed:
1
1
1
1
1
1
1
.STR
S/N:
Time Executed:
Outlet Structure File: C:\1A\19-02PND\19-02 .STR
Planimeter Input File: C:\1A\19-02PND\19-02 .VOL
Rating Table Output File: C:\1A\19-02PND\19-02 .PND
Min. Elev. (ft) = 311 Max. Elev. (ft) = 313. 75 Iner. (ft)
Additional elevations (ft) to be included in table:
* * * * * * * * * * * * * * * * * * * * * * * * * *
**********************************************
SYSTEM CONNECTIVITY
**********************************************
Structure No. Q Table Q Table
-----------------------
WEIR-VR 1 -> 1
Outflow rating table summary was stored in file:
C:\1A\19-02PND\19-02 .PND
----------------
. 5
EXHIBIT 8
POND-2 Version: 5.21 S/N:
EXECUTED: 09-11-2002 11:36:09 STORM # 1
Page 1
Return Freq: 5 years
********************
* *
* LUTHER VILLAGE *
* *
* *
* *
* *
********************
****************** SUMMARY OF ROUTING COMPUTATIONS ******************
Pond File: C:\1A\19-02PND\19-02 .PND
Inflow Hydrograph: C:\1A\19-02PND\5IN .HYO
Outf low Hydrograph: C:\1A\19-02PND \5 OUT .HYO
Starting Pond W.S. Elevation 3 11. 00 ft
***** Surrunary of Peak Outflow and Peak Elevation
Peak Inflow
Peak Outflow
Peak Elevati on
28 .65 c fs
16.18 cfs
3 13.00 ft
***** Surrunary of Approximate Peak Storage *****
Initial Storage
Peak Storage From Storm
Total Storage in Pond
POND-2 Version: 5.21 S/N:
0.00 ac-ft
0.24 ac-ft
0.24 ac-ft
*****
STORM # 1
C:\1A\19-02PND\19-02
C:\1A\19-02PND\5IN
C:\1A\19-02PND\5 OUT
Return Freq:
Pond File:
Inflow Hydrograph:
Outflow Hydrograph:
.PND
.HYO
.HYO
5 years
Peak Inflow
Peak Outflow
Peak Ele v ation
28.65 cfs
16.1 8 cfs
313.00 ft
EXECUTED: 09-11-2002
11:36:09
POND-2 Version: 5.21 S/N:
EXECUTED: 09-11-2002 11:36:09 STORM # 2
Page 2
Return Freq: 10 years
********************
* *
* LUTHER VILLAGE *
* *
* *
* *
* *
********************
****************** SUMMARY OF ROUTING COMPUTATIONS ******************
Pond File: C:\1A\19-02PND\19-02 .PND
Inflow Hydrograph: C:\1A\19-02PND\10IN .HYO
Outflow Hydrograph: C:\1A\19-02PND\10 OUT .HYO
Starting Pond W.S. Elevation 311.00 ft
***** Summary of Peak Outflow and Peak Elevation
Peak Inflow
Peak Outflow
Peak Elevation
32.26 cfs
17.84 cfs
313.16 ft
***** Summary of Approximate Peak Storage *****
Initial Storage
Peak Storage From Storm
Total Storage in Pond
POND-2 Version: 5.21 S/N:
0.00 ac-ft
0.28 ac-ft
0.28 ac-ft
*****
STORM # 2
C:\1A\19-02PND\19-02
C:\1A\19-02PND\10IN
C:\1A\19-02PND\10 OUT
Return Freq:
Pond File:
Inflow Hydrograph:
Outflow Hydrograph:
.PND
.HYD
.HYD
10 years
Peak Inflow
Peak Outflow
Peak Elevation
32.26 cfs
17.84 cfs
313.16 ft
EXECUTED: 09-11-2002
11:36:09
POND-2 Version: 5 .21 S/N:
EXECUTED : 09-11-2002 11:36:09 STORM # 3
Page 3
Return Freq: 25 years
********************
* *
* LUTHER VILLAGE *
* *
* *
* *
* *
********************
****************** SUMMARY OF ROUTING COMPUTATIONS ******************
Pond File: C:\1A\19-02PND\19-02 .PND
Inflow Hydrograph: C:\1A\19-02PND\25IN .HYO
Outf low Hydrograph: C:\1A\19-02PND\25 OUT .HYO
Starting Pond W.S. Elevation 311.00 ft
***** Summary of Peak Outflow and Peak Elevation
Peak Inflow
Peak Outflow
Peak Elevation
36 .88 cfs
20.03 cfs
313.37 ft
***** Summary of Approximate Peak Storage *****
Initial Storage
Peak Storage From Storm
Total Storage in Pond
POND-2 Version: 5.21 S/N:
0.00 ac-ft
0.33 ac-ft
0.33 ac-ft
*****
STORM # 3
C:\1A\19-02PND\19-02
C:\1A\19-02PND\25IN
C:\1A\19-02PND\25 OUT
Return Freq:
Pond File:
Inflow Hydrograph:
Outflow Hydrograph:
.PND
.HYO
.HYO
25 years
Peak Inflow
Peak Outflow
Peak Elevation
36.88 cfs
20.03 cfs
313.37 ft
EXECUTED: 09-11-2002
11:36:09
POND-2 Version: 5.21 S/N:
EXECUTED: 09-11-2002 11:36:09 STORM # 4
Page 4
Return Freq: 50 years
********************
* *
* LUTHER VILLAGE *
* *
* *
* *
* *
********************
****************** SUMMARY OF ROUTING COMPUTATIONS ******************
Pond File: C:\1A\19-02PND\19-02 .PND
Inflow Hydrograph: C:\1A\19-02PND\50IN .HYO
Outflow Hydrograph: C:\1A\19-02PND\50 OUT .HYO
Starting Pond W.S. Elevation 311.00 ft
***** Summary of Peak Outflow and Peak Elevation
Peak Inflow
Peak Outflow
Peak Elevation
41.74 cfs
22.24 cfs
313.58 ft
***** Summary of Approximate Peak Storage *****
Initial Storage
Peak Storage From Storm
Total Storage in Pond
POND-2 Version: 5.21 S/N:
0.00 ac-ft
0.38 ac-ft
0.38 ac-ft
*****
STORM # 4
C :\1A\1 9-02PND\19-02
C:\1A\19-02PND\50IN
C:\1A\19-02PND\50 OUT
Return Freq:
Pond File:
Inflow Hydrograph:
Outflow Hydrograph:
.PND
.HYO
.HYO
50 years
Peak Inf low
Peak Outflow
Peak Elevation
41.74 cfs
22.24 cfs
313.58 ft
EXECUTED: 09-11-2002
11:36:09
POND-2 Version: 5.21 S/N:
EXECUTED: 09-11-2002 11:36:09 STORM # 5
Page 5
Return Freq: 100 years
********************
* *
* LUTHER VILLAGE *
* *
* *
* *
* *
********************
****************** SUMMARY OF ROUTING COMPUTATIONS ******************
Pond File: C:\1A\19-02PND\19-02 .PND
Inflow Hydrograph: C:\1A\19-02PND\100IN .HYO
Outflow Hydrograph: C:\1A\19-02PND\100 OUT .HYO
Starting Pond W.S. Elevation 311. 00 ft
***** Summary of Peak Outflow and Peak Elevation
Peak Inf low
Peak Outflow
Peak Elevation
43.56 cfs
23.01 cfs
313.66 ft
***** Summary of Approximate Peak Storage *****
Initial Storage
Peak Storage From Storm
Total Storage in Pond
POND-2 Version: 5.21 S/N:
0.00 ac-ft
0. 40 ac-ft
0.40 ac-ft
*****
STORM # 5
C:\1A\19-02PND\19-02 .PND
C:\1A\19-02PND\100IN .HYO
C:\1A\19-02PND\100 OUT .HYO
Return Freq: 100 years
Pond File:
Inflow Hydrograph:
Outflow Hydrograph:
Peak Inflow
Peak Outflow
Peak Elevation
43.56 cfs
23.01 cfs
313.66 ft
EXECUTED: 09-11-2002
11:36:09
Rectangular Channel Analysis & Design
Open Channel -Uniform flow
Worksheet Name: LUTHER VILLAGE
Comment: EXISTING 6.6'X0.5' CURB CUT ON EXIST. STREET
Solve For Discharge
Given Input Data:
Bottom Width .... .
Manning's n ..... .
Channel Slope ... .
Depth ........... .
Computed Results:
Discharge ....... .
Velocity ........ .
Flow Area ....... .
Flow Top Width .. .
Wetted Perimeter.
Critical Depth .. .
Critical Slope .. .
Froude Number ... .
6.60 ft
0.013
0.0290 ft/ft
0.50 ft
36.83 cfs
11.16 fps
3.30 sf
6.60 ft
7.60 ft
0.99 ft
0.0035 ft/ft
2.78 (flow is Supercritical)
Open Channel Flow Module, Version 3.21 (c) 1990
EXHIBIT 9
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel -Uniform flow
Worksheet Name: LUTHER VILLAGE
Comment: EXISTING 30" RCP CULVERT, Q25
Solve For Actual Depth
Given Input Data:
Diameter ......... .
Slope ............ .
Manning's n ...... .
Discharge ........ .
Computed Results:
Depth ............ .
Velocity ......... .
Flow Area ........ .
Critical Depth ... .
Critical Slope ... .
Percent Full ..... .
Full Capacity .... .
QMAX @.94D ....... .
Froude Number .... .
2.50 ft
0.0050 ft/ft
0.013
28.06 cfs
1. 98 ft
6.73 fps
4.17 sf
1.81 ft
0.0062 ft/ft
79.18 %
29.00 cfs
31.20 cfs
0.83 (flow is Subcritical)
Open Channel Flow Module, Version 3.21 (c) 1990
EXHIBIT 10
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
...
19-02
09/27/02
Use Weir Equation:
INLET
NEW (AREA)
EXIST. RENOVATED
LUTHER VILLAGE
GRATE INLETS
------------------------------------------------------------------
Q=A *C*(2*g*h)A1 /2
where Q= discharge, cfs
and A= inlet net area (50% of gross)
and h= height of water upstream from grate, ft
and C = 0.7
A
sq. ft.
3.1 ·
4.5
h
ft.
0.50
0.60 .
(2*g*h)A1 /2
5.67
6.22
EXHIBIT 11
Q
cf s
12.4
19.6
..
Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel -Uniform flow
Worksheet Name: LUTHER VILLAGE
Comment: 24" RCP FROM AREA INLET, QlOO
Solve For Actual Depth
Given Input Data:
Diameter ......... .
Slope ............ .
Manning's n ...... .
Discharge ........ .
Computed Results:
Depth ............ .
Velocity ......... .
Flow Area ........ .
Critical Depth ... .
Critical Slope ... .
Percent Full ..... .
Full Capacity .... .
QMAX @.94D ....... .
Froude Number .... .
2.00 ft
0.0091 ft/ft
0.013
8.02 cfs
0.84 ft
6.36 fps
1.26 sf
1. 01 ft
0.0049 ft/ft
42.21 %
21.58 cfs
23.21 cfs
1.40 (flow is Supercritical)
Open Channel Flow Module, Version 3.21 (c) 1990
EXHIBIT 12
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
..
Trapezoidal Channel Analysis & Design
Open Channel -Uniform flow
Worksheet Name: LUTHER VILLAGE
Comment: SOUTH SWALE, QlOO
Solve For Depth
Given Input Data:
Bottom Width .....
Left Side Slope ..
Right Side Slope.
Manning's n ..... .
Channel Slope ... .
Discharge ....... .
Computed Results:
Depth ........... .
Velocity ........ .
Flow Area ....... .
Flow Top Width .. .
Wetted Perimeter.
Critical Depth .. .
Critical Slope .. .
Froude Number ... .
5.00 ft
3.00:1 (H:V)
3.00:1 (H:V)
0.025
0.0071 ft/ft
8.02 cfs
0.47 ft
2.63 fps
3.05 sf
7.85 ft
8.00 ft
0.40 ft
0.0135 ft/ft
0.74 (flow is Subcritical)
Open Channel Flow Module, Version 3.21 (c) 1990
EXHIBIT 13
Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Ct 06708
..
Rectangular Channel Analysis & Design
Open Channel -Uniform flow
Worksheet Name: LUTHER VILLAGE
Comment: CONCRETE FLUME, QlOO
Solve For Depth
Given Input Data:
Bottom Width .... .
Manning's n ..... .
Channel Slope ... .
Discharge ....... .
Computed Results:
Depth ........... .
Velocity ........ .
Flow Area ....... .
Flow Top Width .. .
Wetted Perimeter.
Critical Depth .. .
Critical Slope .. .
Froude Number ... .
6.00 ft
0.013
0.0084 ft/ft
16.27 cfs
0.47 ft
5 .76 fps
2.83 sf
6.00 ft
6.94 ft
0.61 ft
0.0037 ft/ft
1.48 (flow is Supercritical)
Open Channel Flow Module, Version 3.21 (c) 1990
EXHIBIT 14
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
GALINDO ENGINEERS AND PLANNERS, INC.
3833 South Texas Ave., Suite 213 Bryan, TX 778025 979-846-8868
Mr. Spencer Thompson
Engineering Department
City of College Station
College Station, TX
December 20, 2002
Subject: Drainage Report -Revised Exhibits
Champions on Luther, College Station, TX
Dear Spencer:
19-02
I have reviewed and revised our drainage report of October 1, 2002, for Luther Village now
known as Champions on Luther.
The only change of consequence is the elimination of concrete surface (parking lot) in the
detention pond area. This change is reflected in the following revised Exhibits:
Exhibit 3. Runoff Calculations.
Exhibit 4. Inflow Hydrographs Grand Summary.
Exhibit 6. Storage Volume Estimator.
Exhibit 8. Routing Summary.
The remaining exhibits have not suffered any alterations. As can be seen from the revised
exhibits the capacity and performance of the detention pond have not been affected.
The 24" RCP from the new area inlet to the existing 30" RCP crossing under the Fraternity
driveway has been modified slightly. Exhibit 12 illustrates the change and it also indicates
that the pipe will continue to perform adequately in spite of the slope change.
Sincerely,
GALINDO ENGINEERS AND PLANNERS, /NC .
..
Christian A. Galindo, P.E., R.P.L.S.
President
cc: Andy Restivo
Bo Miles
Job: 19..02 Date: 20-Dec-02 RUNOFF CALCULATIONS -RATIONAL METHOD CHAMPIONS ON LUTHER COLLEGE STATION, TEXAS (County: Brazos) Tc= 10.0 when the calculated value is less than 10.0 Section Soil Type A Acres c Veloc. fps ======= ============== ======= ====== ====== Off-Site Run-Off Length ft T cone. in min. Cale. Used PRE-DEVELOPMENT 5 yrs 10 yrs 25 yrs 50yrs I 100yrs ------------------------------------------------------7 Existing Street su~Total On-Site Run-Off 0.788 0.700 2.000 500 0.788 4.2 10.0 7.693 8.635 9.861 11.148 11.639 ------------------------------------------------------1-6 Woodl./pasture 8 Pasture Sub-Total Total Off-Site Run-Off 5.160 0.300 0.332 0.300 5.492 6.281 1.000 1.000 700 230 11.7 3.8 11.7 10.0 POST -DEVELOPMENT 7.189 7.693 8.085 8.635 9.241 9.861 10.454 11.148 10.911 11.639 ---------------------------------------------------7 Existing Street Sub-Total On-Site Run-Off 0.788 0.800 2.000 500 0.788 4.2 10.0 7.693 8.635 9.861 11.148 11.639 a 5yrs 4.24 4.24 11.13 0.77 11.90 16.14 4.85 4.85 a 10 yrs 4.76 4.76 12.51 0.86 13.38 18.14 5.45 5.45 ======= ======= a 25 yrs a 50yrs a 100yrs ======= ======= ------------5.44 6.15 6.42 ------------6.44 6.16 6.42 ------------14.30 16.18 0.98· 1.11 16.89 1.16 ------------16.29 17.29 18.06 20.73 23.45 24.47 ---·---------6.22 7.03 7.34 ------------6.22 7.03 7.34 ---------------------------------------------------------------------------------2 3 4 6 6 8 Residential Street Residential Residential Residential Residential Pond Sub-Total 1.798 0.473 0.689 0.110 1.915 0.176 0.332 5.493 0.600 0.900 0.600 0.600 0.600' 0.600 0.200 1.000 3.000 1.000 1.000 1.000 2.000 1.000 460 580 320 150 400 100 250 7.7 3.2 5.3 2.5 6.7 0.8 4.2 10.0 10.0 10.0 10.0 10.0 10.0 10.0 7.693 7.693 7.693 7.693 7.693 7.693 7.693 8.635 8.635 8.635 8.635 8.635 8.635 8.635 9.861 9.861 9.861 9.861 9.861 9.861 9.861 ======= ============== ===== ======= ====== Total 6.281 County: Constants for use in formula: l=bl(t+d)lle Brazos 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr ----------------------------b 65.000 76.000 80.000 89.000 98.000 96.000 e 0.806 0.785 0.763 0.754 0.745 0.730 d 8.000 8.500 8.500 8.500 8.500 8.000 11.148 11.148 11.148 11.148 11.148 11.148 11.148 11.639 11.639 11.639 11.639 11.639 11.639 11.639 8.30 3.27 3.18 0.51 8.84 0.81 0.51 25.42 30.27 9.31 3.68 3.57 0.57 9.92 0.91 0.57 10.64 4.20 4.07 0.65 11.33 1.04 0.66 12.03 4.75 4.61 0.73 12.81 1.18 0.74 12.56 4.95 4.81 0.77 13.37 1.23 0.77 ----------------28.63 32.69 36.84 38.46 33.98 38.81 43.87 46.80 ~ J: m =i ! w
EXHIBIT 4
Quick TR-55 Ver.5.47
Executed: 15:56:24
S/N:
12-19-:2002
************************************************************************
************************************************************************
*
*
* MODIFIED RATIONAL METHOD
* ----Grand Summary For All Storm Frequencies
*
*
*
*
*
*
*
*
************************************************************************
************************************************************************
First peak outflow point assumed to occur at Tc hydrograph recession leg.
CHAMPIONS ON LUTHER
Area = 6.28 acres Tc = 10.00 minutes ............................................................................ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
VOLUMES
Frequency Adjusted Duration Intens. Qpeak Allowable I Inflow Storage
(years) 'C' minutes· in/hr cfs cfs I (ac-ft) (ac-ft)
------------------------------------------------------1---------------------
5 0.627 13 6.903 27.16 16.14 I 0.486 0.204
10 0.627 13 7.770 30 .58 18.14 I 0.548 0.230
25 0.627 13 8.885 34.96 20.73 I 0.626 0.263
50 0.627 13 10.056 39.57 23.45 I 0.709 0.298
100 0.627 13 10.495 41.30 24.47 I 0.740 0.311
POND-2 Version: 5.21 S/N:
>>>>> OUTFLOW HYDROGRAPH ESTIMATOR <<<<<
Inflow Hydrograph: C:\1A\19-02PND \100IN .HYO
Qpeak = 41.3 cfs
Estimated Ou tflow: C:\1A\19-02PND\ESTIMATE.EST
Qpeak = 24.5 cfs
Approximate Storage Volume
(computed from t= 0.00 to 0.28 hrs)
0.3 acre-ft
EXHIBIT 6
POND-2 Version: 5.21 S/N:
********************
* CHAMPIONS ON LUTHER *
********************
EXECUTED: 12-19-2002 16:06:33 STORM # 1
Pond File: C:\1A\19-02PND\19-02 .PND
Inflow Hydrograph: C:\1A\19-02PND\5IN .HYO
Outflow Hydrograph: C:\1A\19-02PND\5 OUT .HYO
Peak Inf low
Peak Outflow
Peak Elevation
EXECUTED: 12-19-2002
27 .16 cfs
15.41 cfs
312.92 ft
16:06 :33 STORM # 2
Pond File: C:\1A\19-02PND\19-02 .PND
Inflow Hydrograph: C:\1A\19-02PND \10 IN .HYO
Outflow Hydrograph: C:\1A\19-02PND\10 OUT .HYO
Peak Inf low
Peak Outflow
Peak Elevation
EXECUTED: 12-19-2002
30 .58 cfs
17.06 cfs
313.08 ft
16:06:33 STORM # 3
Pond File: C:\1A\19-02PND\19-02 .PND
Inflow Hydrograph: C :\1A\19-02PND\25IN .HY O
Outf low Hydrograph: C:\1A\19-02PND\25 OUT .HYO
Peak Inf low
Peak Outflow
Peak Elevation
EXECUTED: 12-19-2002
34 .96 cfs
19.12 cfs
313.28 ft
16:06:33 STORM # 4
Pond File: C:\1A\19-02PND\19-02 .PND
Infl ow Hydrograph: C:\1A\19-02PND\50IN .HYO
Outflow Hydrograph: C:\1A\19-02PND\50 OUT .HYO
Peak Inflow
Peak Outflow
Peak Elevation
EXECUTED: 12-19-2002
39 .57 cfs
21.31 cfs
313.49 ft
16:06:33 STORM # 5
Pond File: C:\1A\19-02PND\19-02 .PND
Inflow Hydrograph: C:\1A\19-02PND\100IN .HYO
Outflow Hydrograph: C:\1A\19-02PND\100 OUT .HYO
Peak Inflow
Peak Outflow
Peak Elevation
41.30 cfs
22 .05 cfs
313.56 ft
EXHIBIT 8
Return Freq: 5 years
Return Freq: 10 years
Return Freq: 25 years
Return Freq: 50 years
Return Freq: 100 years
Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel -Uniform flow
Worksheet Name: CHAMPIONS ON LUTHER
Comment: 24" RCP FROM AREA INLET, QlOO
Solve For Actual Depth
Given Input Data:
Diameter ......... .
Slope ............ .
Manning's n .... ~·.
Discharge ........ .
Computed Results:
Depth ............ .
Velocity ......... .
Flow Area ........ .
Critical Depth ... .
Critical Slope ... .
Percent Full ..... .
Full Capacity .... .
QMAX @.94D ....... .
Froude Number .... .
2.00 ft
0.0083 ft/ft
0.013
8.02 cfs
0.87 ft
6.15 fps
1. 30 sf
1. 01 ft
0.0049 ft/ft
43.31 %
20.61 cfs
22.17 cfs
1.34 (flow is Supercritical)
Open Channel Flow Module, Version 3.21 (c) 1990
EXHIBIT 12
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
. -
~ f ..
SMITH PUMP COMPANY EQUIPMENT DESCRIPTION
DUPLEX GRINDER PUMP LIFT STATION
S= 230V/1 PH/60CY Q= 33 GPM
H= 30' TOH
N= 3450 RPM
P= 2HP SUMP= 4' DIA. X 1 O' DEEP FIBERGLASS
2-Hydromatic HPG200M2-2 submersible grinder pumps, 2HP/1 PH/230V/3450RPM
with 20' power cord, carbon/c~ramic seals, SST lifting chains
1-Duplex control panel for 2HP/1 PH/230V with NEMA 3R enclosure, starters,
overloads, HOA switches, run lights, circuit breakers, high level alarm light,
seal failure indicator lights, heat sensor connection
4-20SWE N.O. float switches
1-4' diameter x 10' deep fiberglass basin with anti-floatation flange, aluminum sump
cover, 6" bolt-on inlet hub, two (2) 2 11 NPT discharge outlet couplings
1-Duplex guide rail system components with 1'' SST guide rail pipes
-1-Item of internal SCH. 80 PVC discharge piping terminating at the two (2) 2" NPT
discharge outlet couplings at the sump basin wall ·
1-4-Hook float switch hanger bracket
1-Delivery to jobsite
1-Item field start-up
Items "NOT' Furnished by Smith Pump Company: Anchor bolts, gauges, all external
plumbing/valves/pipe/fittings, valve box assembly with valves/pipe/fittings/cover,
weatherhead, electric meter, main disconnect switch, junction boxes, conduits, wiring,
control panel mounting stand, vent assembly, any/all special painting, concrete slabs,
unloading at jobsite, installation
I
File:ed119 107
Specifications
Section GRINDER Page 501
Dated JULY 2000
Superesdes MAY 2000
CAST IRON HPG .
SUBMERSIBLE SEWAGE (;RINDER PUMPS
1.01
2 .01
GENERAL
A. Contractor shall furnish all labor, materials, equipment and incidentals required to provide __ 2. __ (Qty.)
submersible centrifugal sewage grinder pump(s) as specified herein.
OPERATING CONDITIONS
A. Each pump shall be rated 2 H.P., 2 3 0 volts, __ ..... /_ phase, --"-t)-
3 'fSO R.P.M. The unit shall produce 3 3 U .S . GPM at, 3 Q feet TDH.
hertz,
3.01 CONSTRUCTION
A. Each pump shall be of the sealed submersible grinder type, model HPG200M,a.,..2 as manufactured by
Hydromatic Pumps, Inc. The pump volute, motor and seal housing shall be high quality gray cast iron, ASTM
A-48, Class ·30. All external mating parts shall be machined and Buna-N Rubber 0-ring sealed on a \;leveled
edge. Gaskets shall not be acceptable. All fasteners exposed to the pumped liquid shall be 316 series stainless
steel.
3.02 ~LECTRICAL POWER/CONTROL CORD
A.· Electric power/control cord shall be SOW/SOW-A water resistant 600 V, 60 degrees C, U .L. and C.S.A.
approved. The single cord shall incorporate ooth power and sensor leads and shall be a minimum of seven (7)
· 12 gage conductors .
B . The pump shall be protected with compression fitting and epoxy potted area at the power cord entry to the
pump. A separation between the junction box areas of the pump and the motor b¥ a stator iead sealing gland or
terminal board shall not be acceptable.
C. The power cable entry into the cord cap assembly shall first be made with a compression fitting.
Each individual lead shall be stripped down to bare wire, at staggered intervals, and each strand shall be
individually separated. This area of the cord cap shall then be filled with an epoxy compound potting which will
prevent water contamination to gain entry even in the event of wicking or capillary attraction.
D . The power cord leads shall then be connected to the motor leads with extra heavy connectors having copper
inserts with a crimped wire to wire connection, rather than a terminal board that allows for possible leaks.
E. The cord cap assembly shall be sealed with a Buna N Rubber 0-ring on a beveled edge to assure proper sealing.
3.03 MOTOR
A. The stat-or. rotor and bearings shall be mounted in a sealed submersible type housing. The stator windings shall
have Class F insulation, ( 155°C. or 311°F.), and a dielectric oil filled motor, NEMA B design (3 phase), NEMA
L design (single phase). Because air-filled motors do not dissipate heat as efflCiently as oil-filled motors, they
shall not be acceptable.
B. The pump and motor shall be specifically designed so that they may be operated partially dry or completely
submerged in the liquid being pumped. The pump shall not require cooling water jackets. Dependence upon, or
use of, water jackets for supplemental cooling shall not be acceptable.
C. Stators shall be securely held in place with a removable end ring and threaded fasteners so they may be easily
removed in the field without the use of heat or a press. Stators held by a heat shrink fit shall not be acceptable.
Stators must be capable of being repaired or rewound by a local motor service station. Units which require
service only by the factory shall not be acceptable. No special tools shall be required for pump and motor
disassembly.
D. Pump shall be equipped with heat sensors. The heat sensor(s) (one on single p.llase, two on three phase) shall
be a low resistance. bi:-metal disc that is temperature sensitive. It{they) shall be mounted directly in the stator
and sized to open at 120°C or 130°C and automatically reset at 30-35°C differential. The sensor shall be
I~ HYDROMATIC ~
Section GRIN DER Page 502
Dated JULY 200 0
Superesdes MAY 2000
connected in series with the motor starter coil so that the starter is tripped if a heat sensor opens. The motor
starter shall be equipped with overload heaters so all normal overloads are protected by external heater block.
3.04 BEAR ING AND SH A FT
A. An upper single row ball radial bearing and a lower single row ball thrust bearing shall be provided. Bearings
shall be permanently lubricated by the dielectric oil which fills the motor housing.
B. The shaft shall be machined from solid 400 series stainless steel and be designed with large diameters and
minimum overhang to reduce shaft deflection and prolortg bearing and seal-life.
3.05 SEALS A ND SENSORS
A. The rotor and stator in the motor housing shall be separated and protected from the pumped liquid by an oil
filled seal housing incorporating two type 21 carbon ceramic mechanical seals mounted in tandem. The seal
housing shall be equipped with a moisture sensing probe installed between the seals, and the sensing of
moisture in the seal chamber shall be automatic, continuous, and not require the pump be stopped or removed
from the wet well.
3.06 IMPE LLER
A. The impeller shall be designed for rough duty service and shall be of a five vane, semi-open design with
hydrodynamic sealing vanes on the rear shroud . The impeller shall be constructed of engineered thermo
plastic , with a permanently molded, hexagonally locked bronze insert. The impeller shall be of a
non-overloading design and be factory or field trimmable to meet specific performance conditions . Wear or field
trimming shall not deter the factory balance.
3 .07 GRINDER CUTTERS
A. The combination centrifugal pump impeller and grinder unit shall be attached to the common motor and p ump
shaft made of 416 stainless steel. The grinder unit shall be on the suction side of the pump impeller and
discharge directly into the impeller inlet leaving no exposed shaft to permit packing of ground solids . The
grinder shall consist of two stages. The cutting action of the second stage shall be perpendicular to the plane of
the first cut for better control of the particle size. The grinder shall be capable of grinding all materials found in
normal domestic sewage, including plastics, rubber, sanitary napkins, disposable diapers, and wooden articles
into a finely ground slurry with particle dimensions no greater than V4 inch. Both stationary and rotating
cutters shall be made of 440C stainless steel hardened to Rockwell 60C and ground to close tolerance.
B. The upper (axial ) cutter and stationary cutter ring shall be reversible to provide new cutting edges to double life.
The stationary cutter ring shall be pressed into the suction opening of the volute and held in place by three (3)
300 series stainless steel screws . The lower (radial) cutter shall macerate the solids against the I.D . of
the cutter ring and extrude them through the slots of the cutter ring. The upper (axial) cutter shall cut off the
extrusions, as they emerge from the slots of the cutter ring to eliminate any roping effect which may occur in
single stage c utting action . The upper (axial) cutter shall fit over the hub of the impeller and the lower (radial)
cutter shall be slip fit and secured by means of peg and hole and rotate simultaneously with the rotation
of the shaft and impeller. The grinding mechanism shall be locked to the shaft by a 300 series stainless steel
countersunk washer in conjunction with a 300 series stainless steel flat head cap screw threaded into the end of
the shaft.
3.08 PAINTING
A. The pump shall be painted after assembly, and testing, with a dark green water reducible air dr y e namel.
The paint shall be a pplied in one coat covering all exterior surfaces.
I~ HYDROMATI C ®
'·-~-• ..; .• -·-. -'-··· ... ~ •.• ....: •• _, .......... -• ·-·-' ........ ,.___ ••. ...._. ___ ,._ ....... _., ....... ..:..:__.._ ....... -"·""'·---·--·-......... ~.--.. -······--•• :_ ............... .i ... ~-~ .:,.._ ... :..· •• ~ • .i ....... _.· --..........:...-.... ~·· .. ...;. .. -"""'· ..... ·~ ·---· ... --·---··-· .... -~ .. ~ ... "" ...... "'"'·-····"'").,.,..~-.:..i....,..:.~..>:.:.. ... i.~~~-~.:.:...: .... ___ ...i·--.... .......,
4 .01 TEST IN G
A. Commercial testing shall be require~ and include the following:
Section GRINDER Page 503
Dated JU LY 2000
Superesdes MAY 2000
l. The pump shall be visually inspected to confirm that it is b uil t in accordance with the specification as to HP,
voltage, phase and hertz.
2. The motor and seal housing chambers shall be hi-potted to test for moisture content and/or insulation
defects .
3 . Pump shall be allowed to run dry to check for proper rotation.
4. Discharge piping shall be attached, the pump submerged in water and amp readings taken in each leg to
check for an imbalanced stator winding . If there is a significant difference in readings, the stator windings
shall be checked with · a bridge to determine if an unbalanced resistance exists. If so, the stator will be
replaced.
5.01 WARRANTY
A. The pump unit or any part thereof shall be warranted against defects in material or workmanship for one year
from date of installation or 18 months from date of manufacture, whichever occurs first, and shall be replaced
at no charge with a new or remanufactured part, F.O .B ., factory or authorized warranty service station . The
warranty shall not assume responsibility for removal reinstallation or freight, nor shall it ass ume responsibility
of incidental damages resulting from the failure of the pump to perform. The warranty shall not apply to
damage resulting from accident, alteration, de si gn, misuse or abuse.
l!{P.-> HYDROMATIC ®
40
.l;.!_otA. 12 0 I ._ --35 J;25"DtA --~
"""'....: . ,._
"""'
....._
105 """"'
......_
30 ~~ -~ -
9r """"'
......_
4 I I d.__5"D!A.
25 --"""-
Performance
Curve
RPM: 3450
~,r~LE,f
Y'4Lo I [""" """-......... ~ ll,fpELL I .... ,..,.
--~ E,f .... ,..,.
...... .... ""'""'-..... """-,..., .. ,.... """-'""'
""""'
....... "" ....
i .......... i..... ' 1"""1... ""'-
Section GRIND ER Page 101
Date d MAY 2000
Superesd es JUNE 1999
MODE L I MAX. IM P
HPG200 I 5.5 0"
.... --L ......... .... ....
75 450" I .... """' ..... """-"' ~.DIA. ...... """' ....... .... .... ._ -..... i"""o """-...... ~
::Q20 I ._ .... ~ ........... """-""-..
....... t::;:; . J.25" D/A """"' ..... .......... i'-t::;:; .......
!:::. 60 !' .... ..... ""'-"'~ ~ = _L_L_ -..... ..... ...... ......... '" = i:i5 ( 4" DIA) --.......... ""'-. ~ i:i5 = = I .......... .......... "" \..
15 I I I -~ ..... ........ ........ !\...
45 3.75" DIA -..... ...... ' " ~ ..... .... ..... ....... \. ""
""""' ..... ..... """-..... " \.. '1l .....
""""'
..... """-..... .... ' \. ' 10 J""oo ... !""" ~ "' II.. I\.
30 ,.... ...
"""'
!'., I' ~ '
l.15" A* DIA I ..... ,, '""' ~ " t' '\
-L ~ ""~ "' .. " \. -"""L ""'-'" ~llo.. \. ~ ' -i.... i"""" ~ ~ .. ~It. '-5 15 ......... , "" ..... ~. " ' 1 \ ..... "'"-'-.. i'-'\ " \ 1
..... """-I'-i\. " ,, ' ,..., ... "' ftl.. t... \
...... "' ~ ' ·~
0 0 " '
U.S. GPM 0 7.5 15 22 .5 30 37 .5 45 52.5 60
M 3/HR 2.5 5 7.5 10 12.5 15
Th e curves reflect maximum performance characteri stics with ou t exceeding full load (Nameplate) horsepower.
All pumps have a service factor of 1 .2. Operation is recommended in the bounded are a with operational point within the ·
curve limit. Performance curves are based o n actual tests with cl ear wate r at 70° F. and 1280 feet site elevation.
Conditions of Service:
I
GPM : 33 TOH: 30 l!:W> · YDROMATIC@
.,.....:.. _ ·-. -· ·-!. ----•• ·-"-'-' -----• -·· ··------~-.. · ____ .;_ ... ,_ ........ _ .. _ _, ---_______ .. _._,_,_ --<---··-~..,__,,_ __ ...___ __ _,_'--'--·--""' ~-~-... ---·
Dimensional
Data
A
HPG
1-1/4"
r=-~=:::::r=~=,::::=="::':;--t N~
A B C D E
17 -l/4 9-9/16 4-15/16 14-9/52 9-l/4
AU DIMENSIONS IN INCHES
NnT~· rA mNr. n111rn~rnN~ MAY VARY + 1 /R"
Section GRINDER Page 201
Da ted JULY 2000
Superesde s MAY 1999
I
't. PUMP
F G H I J K
4-5/8 14 -7/16 4-5/8 4-3/4 l-27/32 4-7/16
I~ HYDROMATIC ®
Efectrical
Data.
Section GRINDER . Page 301
Dated JANUARY 2001
Supersedes OCTOBER 2000
MODEL: HPG-Standard Grinder Pumps
R.P.M.
MOTOR TYPE
·MOTOR DESIGN NEMA TYPE
GENERAL INSULATION CLASS
STATOR WINDING CLASS
MAXIMUM STATOR TEMPERATURE
MOTOR PROTECTION
ELECTRICAL RATINGS
VOLTAGE TOLERANCE
3 J
3450
ENCLOSED, OIL CQOLED INDUCTION
8 (30) L (i0)
F
F
130°0
81-METALLJC, TEMPERATURE SENSITIVE DISC,
SIZED TO OPEN AT 120°C AND AUTOMATICALLY
RESET @ 30-35°C DIFFERENTIAL, ONE IN
SINGLE PHASE , TWO IN THREE PHASE
HEAT 24VDC iiSVAC 2SOVAC
SENSOR SAM PS 5AMPS 5AMPS
SEAL FAIL 300VAC SmA
±i0%
15.6 48.0
9.5 33
1.2 1
8.3 28.7 2.1 11.4 2.4' 4.1 14.4
3.3 11.5
-. -. ._ __ .__, _._ --·· ........ -·-._ ...... :..., .... _-.. __.. ... ·--__.__ .. __ . ___ ~~ ................ ...:.....-.1,..;.;........_._~, . .:
Technical
Data
MODEL: HPG -Standard .Grinder Pum ps
Phys ical Data:
DISCHARGE SIZE
IMPELLER TYPE
CABLE LENGTH
PAINT
Temperature:
MAXIMUMLJQUJD _',
MAXIMUM STATOR
OIL FLASH POINT
HEAT SENSOR Open:
Closed:
Technical Data:
POWER CORD TYPE
MOTOR HOUS ING
CASING
SEMI-OPEN 5 VANE
~· 8 "fA ~JDA R Q.
:z..o,
. DARK GREEN, PAINTED AFTER ASSEMBLY
ENAMEL , ONE COAT, AIR DR
• .. 266 °F
390°F
257 °F MAX./239.°F MIN .
194°F MAX ./149°F MIN .
IED.
SOW/SOW-A WATER RESIST ANT 600V, 60°C
CAST IRON ASTM A-48 CLASS 30
CAST IRON ASTM A-48 CLASS 30
Sec ti on GRINDER Page 401
Dated JULY 2000
Superesdes MAY 2000
u_Z
oQ
IMPELLER ( •1RS£!'58t#~ ~~ •151!1121 M NALOX 420 SEO WITH BRONZE
INSERT
w~ f--~~~~~~-+~~~~~~~~~~
...JO CUTIERS
RDENED TO 55-60 ROCKWELL C <( ::::> -a: Stationary: 440C STAINLESS STEEL HA a: ~ w w Upper (Axial): 440C STA INLESS STEEL HA RDENED TO 55-60 ROCKWELL C ~ z Lower (Radial): 440C STAINLESS STEEL HA RDENED TO 55-60 ROCKWELL C ~s 1--~~~~~~-+-~~~~~~~~~~
MOTOR SHAFT 416 STAINLESS STEEL
HARDWARE 300 SERIES STAIN L ESS STE EL
"O" RlNGS .BUNA.N
MECHANICAL SEALS
Standard : BUNA-N , TYPE 21
~
UPPER CARBON/CERAMIC/
~NEP£QJPG8 rat¢$ R~ 1:1 ~ 11ii111 a;11as1s~1 'lll l@!:~ l'e1
UPPER BEARING (RADIAL) SINGLE ROW BAL L6203
-LOWER BEARING (THRUST) SINGLE ROW BAL L6306
MIN. B-10 BEARING LIFE 50,000 Hrs
I~ HYDROMATIC'®
~
I,
.. :
·.'";'<
... _ .. "'
Q-PANEL
DUPLEX uQ" CONTROL PANEL
1.01 GENERAL
Section CONTROLS Page 503
Dated SEPTEMBER 1993
A. Contractor shall furnish all labor, materials, equipment and incidentals required to provide duplex motor control
panel as specified herein.
B. The motor control panel shall be assembled and tested by a shop meeting U.L. Standard 508 for industrial
controls. The motor control panel shall be assembled and tested by the same manufacturer supplying the pump
so as to insure suitability and ·assurance of experience in matching controls to motors and to insure single source
responsibility for the equipment
2.01 CONSTRUCTION
A. The controls for the pump shall be contained in a steel enclosure meeting NEMA 3R requirementswith hinged
door and neoprene gasket. ·
B . The enclosure shall ha,ve provisions for padlocking. A nameplate shall be permanently affixed to the panel and
include the model number, voltage, phase, hertz, ampere rating and horsepower rating. A warning label against
electric shock shall be permanently affixed to the outer door. All fasteners shall be 300 series stainless steel or
type 6063T5 aluminum. or thermoplastic , The outer door shall be attached to the enclosure using captured,
· quarter tum thennoplastic screws and a non-corrosive lift off hinge. The hinge shall permit the outer door to be
separated from the main enclosure, when opened, by a simple upward motion. A hinge arrangement which
requires unbolting for removal of the outer door is not acceptable.
C. A stee l back panel with electroplated bright zinc and clear chromate finish shall be provided. A painted steel
back panel shall not be acceptable. The back panel shall be mounted on stainless steel bolts using stainless steel
nuts and lock washers to maintain enclosure integrity and shall be .used as the means for mounting the
components in the enclosure .
D. For each pump a run light and a hand-off-auto switch shall be prov ided. Run lights and hand-off-auto switches
shall be mounted on an electroplated bright zinc with clear chromate finish steel bracket. The run lights and
hand-off-auto switches shall be properly labeled as to function. The hand-off-auto switches shall be rocker type
with an electrical life of 50 ,000 operations. The run lights shall match the hand-off auto switches in appearance
and have an electrical life of 50,000 hours. Run lights shall be red.
E. Tue incoming power shall be 2. 3 0 volts, /' · phase b 0 hertz service. Thermal blocks
with box type lugs shall be supplied to terminate all wiring for floats and heat and seal sensors for the pump, if
required. The pump leads shall be terminated at the overload relay or at box type terminal blocks. The terminal
blocks for the float connections shall be on the pump controller, as described in paragraphs 9.03 and 9.04.
F. A circuit breaker shall be used to protect from line faults and to disconnect the pump from the incoming power.
Circuit breakers shall be thcnnal magnetic and sized to meet NEC requirements for motor controls.
G. The magnetic starter shall include a contactor with a minimum mechanical life of 3,000,000 operations and a
minimum contact life of 1,000,000 operations. Definite purpose contactors shall not be acceptable. The
magnetic starter shall include an overload relay which is ambient temperature compensated and bimerallic. The
overload relay shall be capable of being set in either a manual or automatic reset mode. In the manual mode,
reset shall be accomplished only by the operator. At 6 times full load amps the overload relay shall trip within 10
seconds or Class 10 rated overload relays shall be required.
H. Control voltage shall be 120 V AC and ·may be accomplished by the means of a transformer or available line
voltage. A control fuse and on/off switch shall protect and isolate the control voltag~ from the line.
I. Wire ties shall be used to maintain panel wiring in neat bundles for maintenance and to prevent interference with
operating devices. All wlling shall be color coded to facilitate maintenance and repair of the control panel.
Where a color is repeated, number coding shall be added. A schematic shall be permanently attached to the
-.. _ --- -.. ---· ... , ......... , ••.• l ft#fltt -
Section CONTROLS Page 504
Dated SEPTEMBER 1993
inside surface of the front door.
J. All ground connections shall be made wi th ring tongue terminals and star washers to assure proper ground.
K. A du plex p ump controller sh all be provided (o r control logic. Pump con troller shall be solid state utilizing a
printed circuit board to avoid conventional wiring. The printed _circuit board of the pump controller shall be
made of U.L. listed materials.
L. The pump co ntroller shall indicate float circuit operations utilizing red amber LED indicator lights. LED
indicator lights shall provide adequate information so that they can be used for diagnosis in troubleshooting
problems located in the float circuits . Each LED shall be permanently labeled on the pump con troller as to
function.
M . Pump controller shall have provisions for connecting float level controls and heat sensor monitors, where
applicable , to box type lu g connectors.
N . Box ty pe lu g connectors shall be made of polyamide thermoplastic to exclude aging due to heat influences .
Phenol ic ty pe terminal blocks on the p ump controll er shall not be acceptable. Each terminal block shall be
properl y and permanently la beled on the pump controller as to its purpose.
0. Pump controller shall include alternating circuit of the lo w voltage type and be operational from a transformer
mounted o n the pump controller board. The alternator shall consist of an alternating rel ay which alternately
swi tches w he n voltage is removed fro m its ci rcuit. Alternating circuit shall have a totally isolated ground.
P . Wiring of ha nd-off-auto switches, run lights, co nt actors, and overload s to the pump controller shall be accom-
pli she d by mean s of plug connectors. The pump con trol ler shall have male header assemblie s from th e
corresponding devices on th e pump controller for tha t m a le header assembly . Header assemblies shall be
constructed of a corrosion-resistant thermoplastic material havi n g a temperature range of -55 °C to 105°C and
copper alloy, bright acid tin over nickel pl a ting co ntacts. There shall be no external lights o n the pump control
panel. All must be EMA 4X rated and on a hinged dead fro nt door on the panel interior.
3.01 OPTIONS
A. Panel shall be equipped with the fo ll owing add iti o n al fea ture s.
-<!:SP .:e~ e "Cfj:pz t£1+9'ien 65£flo 'ib. ( ot¥1 'l;qpk • PIGLl&Gti ~l y )
-<!C?~h @O wi l'll l tlft?T sic ~s afeci r e Q eit ~io~ 9 ·~h e3t f~re d '8.I Ql Hi lE"i i:c~ .
• pi!ts i ~ fl tl tf~IS ~f)
-+ -Hi gh level alarm light (Flashing )~ 'P"!'wg )
-~h l ~l ~op.a to •eRe ~h .
-C~'9ftacefi::meiei;;iery IRlib a Q ~~
-c!Anv.ca t ~
-~!!mi u;ef:Ce a~
-~~m~tRF (tc ~)
-? -Seal fail ure light
-€Mi -co nC11~~·tttfj:.1.1 1 i:te;e1 ~fffl.it
~~~mt!i&.eet:qf~~~ds )
-~cW;r<ij us rG!r: to ct5> 1 ~a ~n gni ~ op ~tion
-~ole:cAn~~~
-lt:¥.de~
-~e e.f~~~~~~:?W~~~db_ha;;l:d-e~~~
HYDROMATIC ™ PUMPS
AURORA PUMP r~
A UNIT OF GENERAL SIGNAL ~
..
230 VOL TS, SINGLE PHASE. DUPLEX ,
~~:>1:if ~ REMOVE NE\JlRAl.; •GROUNDING JUMPER• WHEN ~~ F' ANEL. IS .tiS2I USED AS PRIMARY SERVICE EQUIPMENT
:.·. :-r.·
PWR
COH"TROL.
OFF-ON
., 111(
20VAC
I I I I I I*\ ~· w., =--~
9R lJ ..... 't i 'w~~ ::::-:w~ '-=-----------~ o o· ~ ~ ~
w
I
FULL LOAD AMPS ARE DEFlNED HERE
NOTE: USE COPPER, so·c WIRE INSULA TJQN FOR ALL FtE!..D WIRING TERMINALS
MCOEL NO. !5'. C:, -BAO
N
0
T E.
HYDROMATIC
AURORA/ HYDROMATlC
PUMPS. INC.
ELECTRICAL
SCHEMA11C/
DIAGRAM
PANEL PART NO. .. '
DATE: 02-26-1990 PAGE 1 OF
WARNING; DISCONNECT POWER BEFORE SERVlCING l N · o: (
!MPORTNi'f: WETAL. SAQC PANEi. TO IE CONNEC'TEO TO A 0000 GAO\JNO l~ ACCORDANCE WITH 1..0CAI.. El.EC!ftlCAL. COOES , T:. ;
----+ S'l1.IBOLS F'OR CONi!NUATION OF 'MJIUNC 'M1HJN iH!S SCHEMAilC .,_____ . ~: '-·
~~~~~~~__;;;;;,;;;;~~;;;;:;;;;=:;~;;;;.--m=1
' .
i
120VAC
FRCM
PAGE 1
r
,, ,
s~~~~~c:._5~~ HYDROMATIC P~MPS "ELECTRICAL I PANEL PART NO. MAR~LY. SCHEMATIC/ ~-----------
UPDATE 4 01AGRAM I DA re as-24-1987 1
1
· PAGE oF CODE ....... """'UY ,..J.,.. C:OM"ANY
1i-----------------------~.::...------------------------------------...... -------------N WARNING: DISCONNECT POWE.t~ BEFORE SERVlCING I
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MPC-87
IMPORTAN T·
I •• ~,
METAL 9Ac:< PANE!. TO 9E CONNECim TO A GOCO GROUNO IN ACCOROAN~ 'M1H LOCAl... .ELECTRICAi. CCOES ,.·:
--· S'fMSOLS F'O R CON11NlJA'TION OF 'MRINC 'M1HIN TiilS SC!ElAATIC )--.. -~
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NOTI:: USE COPPER, 60-C WIRE !NSU LA TI ON FOR ALL FlELD WIR IN G TERMINALS
.. "':':itl NO . 21-.90-8A2-8M2-BN1-PB3-PQ1-PT3-Ql2
PAN EL PART NO. 62020-001-7 ELECTRICAL
SC HEMATIC /
AURORAJHYDROMATlC PUMP DIAGRAM DAT E: M 1 ~ 100 ~1 PAGE
N ! WARNING: DISCONN EC T POW ER BEFOR E SERVICING! 0 i T I IMPORTANT: METAL BACK PAN EL TO BE CONNECTED TO A GOOD GR OUND IN ACCOR DANCE WITH LOCAL ELECTRICAL CODES
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' / PUMP 1 SEAL ~ 1-W/R/9
FAJWRE / ' .cf-'\
INPUT .
SEAL FAILURE
BOARD 1 HIGH LOW COM
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q_-0-. 1-:-DC TO PUMP 1 _R _ ~f!!Wt.1./9!,L/V~------..:::::::Y":!--
SEAL PROBE
' / PUMP 2 SEAL~ 1-W/R/9
F AJWRE / ' ·t ·"-'"<>---()-Cl]
120VAC
INPUT
SEAL FAILURE
BOARD 2 HIGH LOW COM
TO PUMP 2.R_ ~W/!R;N ~-:-",. SEAL PROBE -r
MODEL NO. SEAL FAJWRE -DUPLEX
HYDROMATIC
AURORA/HYDROMATIC
PUMPS. INC.
ELECTRICAL
SCHEMATIC/
DIAGRAM
PANEL PART NO.
DATE: PAGE OF
N WARNING: DISCONNECT PO\'t£R BEFORE SERVICING !
0 T IMPORTANT-METAL BACX PANEL TO BE CONNEC'TED TO A GOOD GROUND IN ACCORDANCE WITH LOCAL ELECTRICAL CODES
.N
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E E ~ SYMBOLS FOR CON11NUAilON Of' 'MRING WITHIN THIS SCHEMATIC .,....___
..... .._ ________________________________________________________ _._.,
•• .Jf
Mercurymactivated, narrow-anele float switch desiened to
activate pump control panels and alarms.
This narrow-angle sensing device is used to accu rately monitor liquid level s in sewage and non-potable
water applications. The Sensor Float® control switch is not sensitive to rotatio n and is suitable for use
w ith in trinsically safe circuits. Contact SJE-Rhombus. regarding specific intri nsically safe applications.
Normally Open Model (high level)
The control switch turns on (closes) when the float tips slightly above horizo ntal signaling a
high level , and turns off (op ens) when the f loat drops s lightly be low horizontal.
Normally Closed Model (low level)
The control switch turns on (closes) when the float d rops slightly below horizo ntal signa ling a
low level, and turns off (opens) when t he float tips slightly above horizontal.
• Suitable fo r use with in trins ically safe circuits.
Ill Not sensitive to rotatio n.
Ill Control differential of .5 inc hes (1 cm) .above or below horizontal.
Ell UL Listed for use in non-potable water and sewage.
ffB CSA Certified .
ff!!B Three-yea r limite d warranty . <U~®
LR54245 LISTED
33 N2
lltydraulj_c;_
This switch is available:
JM for normally open (high level) applications or normally closed
(low level) applications .
iJJI in standard cable le ngths of 10, 15~r 30 feet and 3, 5, 6 , or 1 O
meters.
ill w ith t hree mounting op tions that allow for flexibil ity in installation:
Mounting Clamp: for applications where the switch can be attached
to a discharge pipe or similar mounting device .
Internally Weighted: for app lications where the switch ca n be
suspended from above.
~ E;tt ernaily Weighted: for applications where t he switch can be
suspended f rom above.
ELECTRICAL SHOCK,HAZARD r.... ....... ..,,.alllil! Discon nect power before installing or servicing this
lloillililliilll..._.....,,. ElWlOSIO~ ORE=I RE HAZARD
Do . not use thi s produ ct with flammab le· li qu ids.
·product. A qualified service person must install and .
service this product. acco rding to applicable electric al
Do not install in hazardous locations as. defined by
-National Electrical Code, ANSl/NFPA 70.
·and. plumbi ng codes.
Failure to fo llow these precautions co uld result in serious injury o r death .-Replace product immediately if switch cable becomes damaged
. or severed . Keep these instructions with warranty after installatio n. This product must be installed "ih accordance with National _Ele ctri c Code,
AN Sl/N FPA 70 so as to prevent moisture from ent ering or .. accumulating w \t hin: boxes ,,coriquit· bodies , fittings ,-float housing,, or ca ble .
1 . Place the cord into t he cl amp as
shown in Figure B.
2 . Locat e cl amp at desired activatio n
level and secure th e c lam p to the
discha rge pipe as shown in Figures
A and B . Note: Do not in stall cord -
un der hose cla mp .
3 . Tighten the hose cl amp us ing a
screwdriver. Over tightening may
result in damage to the plastic
cla mp. Make sure the float cable is
not allowed to touch the excess
ho se clamp band during op eration .
4. Brin g cable leads back to control
dev ice a nd wire acco rding to Figure
C .
5. Check installation . Al low system
to cycle t o insure proper operation.
ot e: Al l hose clamp components are
made of 18-8 stainless · steel material.
See y our SJE-Rhombus suppl ier for
replacements.
3.5 inc h (9 cm)
tethe r length
a ". ,
. l~IERNl4l.WE16HT . ·.,.,, ' .j---'l"'f" ~, ~ - ' ' •
1. Determine desired activation
leve l.
2 . Suspend switch 7 in ches (18 cm)
be low desired activation leve l as
shown in Figure D. Switch
remains partially submerged
du ring the "o n " tipping action .
Switch can be totally submerged
and still co ntinue to operate
properly.
3. Wi re cable le ads directly into
co ntrol device as shown in Figure
C .
4. Check insta llation. Allow system
to cycle to insure proper
ope ration .
fn~rui!l'e fC ~ Wiirinf! Dia~ram
·1 0 l1 lcad
to L1 power
source
~ CABIE WEIGHiE
1. Determine de sired activation
level.
2 . Suspend switch an d cable
we igh t at desi red activation leve l
as shown in Figure E.
3 . Wire cable leads directly into
control device as shown in
Figu re C.
4. Check inst allation. Allow system
to cycle to insure proper
ope rat ion .
Cable we ig ht is attached to switch
cable at the factory . To ad just:
1. Re lease cl ip .
2. Ad just cab le weight t o des ired
pos ition .
3. Lay switch cable in weight
cha nne l.
4. A lign clip with weight channel
a nd sl ide towards switch cable
as shown in Figure E.
5. Snap clip snugl y up to cable ,
moving clip t o t ightest possible
position .
lnstl. Instr. PN 1009646A
C!'t Page PN 1009509A
2265 0 Co unty Highway 6 ~ P.O . Box 1708 iJ Detroit Lakes, M inn esota 5650 2 USA
1-888-DIA L-SJ E (1-888-342-5753 ) ;,. Phone: 218 -847-13 17 r. Fax: 218-847-4617
E-ma il : sje@sjerhombus.com
~J E-Rhom bus
Printe d in USA 03/00
---.. --~~~ -'··-·~-~-~ ~ ···-·--· -·-.. ·-'-'--~ ___ ,__'_ ....... __ -··-.. --"~-'--·-·-·-· ----____ .. __ ------,~ .. ..:..:. ..... ___ ·~.:.:..~--'·---··-~.:..-'-"--·~---~~~ ....... ~ .. ..:._--.. ... ~.:.......:.-~ ...
FRP PRODUCTS
1. SCOPE
1.1 This specification covers glass
fiber-reinforced polyester basins /wetwells for
use in sanitary and storm sewer applications .
2. MATE.RIALS
3.
2.1 RESIN -The resins used shall be a
commercial grade unsaturated polyester resin .
2 .2 REINFORCING MATERIALS -The
reinforcing materials shall be commercial grade
"E" type glass in the form of mat, chopped
roving or roving fabric, having a coupling agent
that will provide a suitable bond between the
glass reinforcement and the resin.
2.3 FILLERS AND ADDITIVES -Fillers of any
type shall not be utilized. Additives, such as
thixotropic agents, catalysts , promoters, etc.,
may be added as required by :the specific
manufacturing process to be used to meet the
requirements of this specification. The resulting
reinforced-plastic material must meet the
requirement of this specification.
REQUIREMENTS
3.1 WORKMANSHIP
3 .1.1 . EXT ERIOR SURFA CE -The exterior
surface sha ll be relatively smooth with no sharp
projections . Hand-work fi nish shall be utilized to
ensure t hat enough resin is present to eliminate
exposed fibers . The exterior surface shall be
free of delamination , exposed fibers and blisters
larger than 0.5 in . in diameter.
3.1.2 INTERIOR SURFACE -The interior
surface shall be resin rich with no exposed
fi bers . The surface shall be free of crazing,
delamination, blisters larger than 0 .5 in . in
diameter, and wrinkles of 0.125 in . or greater in
depth. ·
3.2 DIMENSION -The dimensions shall be as
shown on the drawings .
3.3 WALL STIFFNESS -The basin/wetwell shall
have a pipe stiffness as shown belcw (per 1984
ASTM standard No. D3753 , Table 1 ):
BASIN/WETWELL
DEPTH (IN. FT.)
3-6
6 .5-12
12.5-20
PIPE STI FFNESS
.72
1.26
2.01
3.4 MATERIAL PROPERTIES -The following
properties shall be established for each type of
construction used in the basin /wetwell.
3.4 .1 MATERIAL COMPOSITION -The wall and
bottom laminates shall have a glass content of
30% ± 5% glass content (by weight) and resin
content of 70% ± 5%.
3.4.2 FLEXURAL MODULUS -The flexural
modulus of the basin/wetwell wall in the hoop
and axial direction shall be a minimum of
800,000 psi.
3.4.3 HARDNESS -The minimum barcol
hardness shall not be less than 90% of the resin
manufacturers minimum value for the cured
resin.
3.4.4 THICKNESS· -The basin/wetwell wall
thickness shall be adequate to maintain
structural i ntegrity when installed in the
following conditions :
1) Soil modulus of 700 psi
2) Soil density of-120 lbs . per cu. ft.
3) Luscher's safety factor of 2
4. PACKAGING AND MARKING
4.1 Installation instructions shall be f urnished
with each basin/wetwell.
5 . WORKMAN S HIP A N D EXPERIENCE
6.
5.1 All workmanship and materials throughout
shall be of t he highest q uality . The basin(s)/
wetwell(s) shall be t he product of a supplier who
h as b ee n act ively en gaged i n research,
deve lopme nt a nd has supplie d proven fie ld
installations of f iberglass bas i ns /wetwells for -
not less t han f ive (5) years.
P RE-i8 1D QUAU FiCATIONS
6.1 These specifications describe FRP basin (s)/
wetwell(s) as supplied by Steele Plastics, Inc.,
Conway, Arkansas . FRP basin(s)/wetwell(s) of
other suppliers of equal design and materia ls
may be offered. To receive consideration on
any alternate, t he following must be submitted
to the Engineer at least fourteen (14) days
before t he scheduled letting to ailow sufficient
time for issuance of addenda:
6.1.1 Complete drawings
s :1.2 Complete specificat ion sheets :
6.1.3 .1 Polyester resin (r esin manu factur -
er's literature)
6.1.3.2 Reinforcement mater ial (glass manu-
facturer 's li terature)
6.1.4 Sample laminate t es t results showing pipe
stiffness , f lexural strength and modulus, design
soil modulus , design soil density , safety factor
used, and actual proposed wall t hickness for
the particular diameter and depth of all individual
basin(s)/wetwell(s) in t his contract.
6.1.5 Complete insta llat ion instructions for t he
basin(s )/ we twell(s) in t his contract.
/""-\
\ ~J STEELE PLASTICS, INC.· P 0 . Box 1076 • 1280 Sturgis Rd . • Conway , AR 72032 • (501 ) 32 7-5122 •FAX (501 ) 327-0807 ,_ .
CAUTION: HANDLE WITH CARE. DO NOT DROP OR IMPACT. o
SLOPE AS PER O.S.H .A.
REQUIREMENTS
....... ~r--t--.,-"j ~~H ; !
:;: ~ i ; , t:'. SPREADER
BAR
COMPACTED
SUB-BASE OR
BASE SLAB AS
PER SPECIFI-
CATIONS
BASIN ANTI-
FLOTATION
FLANGE
SLOPE AS PER
O.S .H.A.REQUIREMENTS
CONCRETE AS REQ'D
TO PREVENT
FLOATATION (BY
ENGINEER)
LIFTING EYE
(4POINTS)
. ·'~1;:.::~•\~~-::~~'"-~'::-.•/:-.:.•:~'.<::,::;:;
[_ COMPACTED SUB-BASE OR
BASE SLAB AS PER
ENGINEER'S SPECIFICATIONS
WOODEN CONCRETE FORM
TO BE REMOVED AFTER
CONCRETE HAS SET
·I
I
I
CONCRETE AS
REODTO
PREVENT
FLOATATION (BY
ENGINEER)
:~~--~··: , .....
·~·: · ..
INSTALLATION INSTRUCTIONS:
REINFORCING STEEL (AS REQ'D BY
ENGINEER)
1. Excavate hole to th e required size.
2 Install base, ensure that base is level and smooth .
3. Set bas in in the center of the hole .
4 Pour concrete grout around anti-fl oatation fl ange as required .
BACKFILL REQUIREMENTS
1. Back fi ll immediately alter basin has been set in place .
2 Place backfi ll material in 12" lifts around the basin & compact to 700 soil modulus .
INLET AND OUTLET INSTALLATION
1. Install inlets and outlets as required when backfill is within 2 ft . of th at elevation .
LIFTlNG CABLE
FRP BASIN
. .. :~
The intent of these i nstallation i nstructions is t o ensure that damage t o t he basin or w etwell will n ot o ccur. These i nstallation in-
structions are NOT i ntended t o preclude normal safety procedures which should be f ollowed ·10 p revent i njury t o personnel.
SAFE INSTALLATION P ROCEDURES SHALL BE EITIRELY THE RESPONSIBILITY OF THE ·INSTALLER.
.,, STEEL E PL A ST I CS , INC .
I <§..__\ P-:-c:i . Bo x 107 6 • 1280 Sturgis Rd.
\ --=i:FJ J Conway, AR 72032
...__, (501 ) 327-5122 •FAX (50 1) 327-0807
TITLE RECOMMENDED BASIN INSTALL. INSTRUCTIONS
PROJECT JOB NO .
P.O. NO .
CUSTOMER DW(;. NO . 411-001
...
• • J
.... ....
DIMENSIONAL DATA
UA ll l'B :" "D "
24" 26 1/2"
30" 0 32 1/2" w
36" a: 38 1/2".
42" :J 44 1/2"
48" a w 51"
54" a: 57'
Cf)
60" <( 63"
72" 75"
6 EA-318"-16 TAPPED S .S . .
INSERTS ON 'D' SOLT Cl RCLE
BOlTOM (ANTI-
FLOATATION)
FLANGE
1
BASIN D-IA_. ---:=i3·
1
r
:= ~
NOTE :
BOTIOM (ANTI-FLOATATION) FLANGE
Drawing No . 420A-005
WETWELLS (OF THE DIAMETERS SHOWN ON THIS
DRAWING) THAT ARE OVER 10'0" DEEP (OVER 12'0"
ON 36" DIA . AND 42" DIA.) SHALL BE FURNISHED
WITH A REINFORCING RIB . OUTSIDE DIAMETER OF
THE RIB SHALL BE APPROXIMATELY 6" LARGER
THAN THE INSIDE DIAMETER OF THE WETWELL
"' STEELE PLASTICS, INC. /\~\P.O. Box 1076 • 1280 Sturgis Rd. ~J Conway, AR 72032
,_.,.. (501) 327-5122 ·FAX (501) 327-0807
TITLE STRAIGHT WALL BASIN
PROJECT JOB NO.
i--~~~~~~~--
P . 0. NO .
CUSTOMER DWG. NO. 4048
. ' ,.
54'
VENT
ALUM . BRACING
r HOLD OPEN "H
ALUM. ANGLE 1-------24' --------!
2 x2xl/4 ' ALUM . ANGLE------..
S.S . HINGES
C2 PLACES>
0
C\./HEN REQ 'D )
27'
0
-300 PSF LOAD RATING
PADLOCK BAR
1/4' ALUM . D!M'10ND
TREAD PLATE
114 x2' ALUM .
SUPPORT BRACING
+
+
+ + +
+ + + +
+ + +
36'+ + + +
+ + +
314'¢· HOLES
114 ' ALUM . DIAMOND
TR EAD PLATE
EAD LOC K BAR
S.S. DROP HANDLE
6 EA. EQ. SPACES
ON A 51 ' B.C.
TITLE 4 8' . ALUMINUM SINGLE DOOR HATCH COVER
STEELE PLASTICS, IN C.
P.O. Box 1076 / 1280 Sturgis Rd.
Conwoy, AR 72033
(501) 327-5122 Fox (501) 327-0807
PROJECT JOB NO.
P.O. NO.