HomeMy WebLinkAbout69 Development Permit 636 Sonic Harvey RoadCO-bLEGE STATIO-N ---
P. 0. Box 9960 1101 Texas Avenue
Tet. 409 764 3500
WOLF PEN CREEK DESIGN REVIEW BOARD
College Station , TX 77842
March 18, 1999
TO:
FROM:
SUBJECT:
Mitch Gregory, 101 Park Avenue, Oklahoma City, Oklahoma 73102-7200
Ray Corkran, 829 S. Sam Houston Avenue ., Huntsville, Texas 77340
Design Review Board:
Kay Henryson, DRB Member
Chara Ragland, DRB Member
George McLean, DRB Member
Steve Parker, P&Z Commissioner
Winnie Garner, P&Z Commissioner
Other Attending:
Natalie Ruiz, Development COO ma r
Bridgette George, Assistant Developmen
Nanette Manhart, Mapping Specialist
Jane Kee, City Planner
..
inator
Sonic Restaurant Signage -Proposed freestanding sign to be located at the new Sonic
restaurant currently under construction along Harvey Road . (99-430)
Mitch Gregory began the meeting by stating that he was willing to work with the Board's
recommendation but would like to do everything to protect their trademark sign.
Natalie Ruiz reviewed what ·had been approved previously by the DRB and Planning & Zoning
Commission. She stated that the elevations of the building depicted the stucco building, with a green
stripe around the building that ties in with the green awning . She informed the Board that she spoke
with Mr. Corkran after the meeting about putting a neon light in the track of the 6" channel around
the building. After meeting with him she polled several of the members about the neon. Mr. Corkran
stated that a green light in that channel would look better than any other color.
Some discussion took place reg a rding the sign ordin ance in the Wolf Pen Creek district. Natalie Ruiz
sta ted th at OfficeM ax originally proposed a red si g n with brig ht yellow background which was denied .
Th ey changed it to red letters with a white background, which was approved . The color of yellow for a
sig n was discussed. George McLean stated that Kon a's sign was approved because the yellow in their
sign is so subtle.
Mr. Gregory stated that he understands changing the color of the building to compliment other
businesses in the district, but reiterated that he would like to keep their trademark sign.
Chara Ragland stated that she thought the yellow clashed with the proposed building colors. She· stated
that the yellow in their trademark sign is too bright. She wouldn't be opposed to having the sign
outlined in yellow, but not with a background of yellow.
Home of Texas A&M University
Steve Parker stated that the City has already set a precedent for denying yellow signs in the district and
should hold to that.
Kay Henryson stated that the proposed trademark sign does not coordinate with the building. She
stated that she would not be opposed with a white background with yellow trim. She even mentioned
incorporating the green color from the building.
Mitch ·Gregory stated that he would design several signs and bring them back to the Board for further
review. Mr. Gregory asked if he muted the yellow on the trademark sign, would the Board approve it.
The Board stated that they are really trying to stay away from yellow backgrounds and that if he just
changed that on the sign, the sign would still not coordinate with the building. Mr. Gregory mentioned
that the steel pole for the sign will be painted to match the building.
Some discussion took place regarding the wall poster frames and buttons that will be located on the
building. The color is normally red. The Board would like it to coordinate with the rest of the building
and stated that whatever is proposed, it will have to have ORB approval.
Mr. Gregory asked about the cones. The Board stated that they were previously denied by the Planning
& Zoning Commission and that issue will not be revisited.
Mr. Gregory agreed to design several signs and bring them back for further review.
Ms. Henryson asked Mr. Gregory to consider two things when designing the signs. She asked that he
not include the bright yellow and to make sure that it coordinates with the building. She also asked for
him to provide a site elevation with the signs depicted on the drawings so that the Board could actually
see what they are proposing. She also reminded him that his signs will have to meet the sign ordinance
for that district, including height restrictions depending on its location.
WPC Design Review Board Pagc2of2
DEVELOPMENT PERMIT
PERMIT NO 636
Sonic Harvey Road
FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
Lot 2 West Wolf Pen Creek
OWNER: Sonic Management
829 South Sam Houston
Huntsville, TX 77340
(409) 291-0338
SITE ADDRESS:
HARVEY ROAD
DRAINAGE BASIN:
WOLF PEN CREEK
TYPE OF DEVELOPMENT: This permit is valid for site work as shown on the approved plans
dated 3/26/99 excluding the area within TxDOT right-of-way. Prior to any development activity on
the site, the Wolf Pen Creek Dedication Area, as shown on the approved preliminary plat, will be
field surveyed. A construction barrier and silt fence will be erected allowing this dedication line to
prevent any activity within the dedications area.
The Contractor shall take all necessacy 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. 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 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.
This permit, being temporary, is valid only within sixty (60) days of the date shown below, and is not
intended to allow the complete development of the site as proposed. Any work performed after the
expiration of this permit is not covered, and is considered unauthorized.
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 inside 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.
Date
Contractor Date
DEVELOPMENT PERMIT
PERMIT NO 636
Sonic Harvey Road
FOR AREAS INSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
Lot 2 West Wolf Pen Creek
OWNER: Sonic Management
829 South Sam Houston
Huntsville, TX 77340
(409) 291-0338
SITE ADDRESS:
HARVEY ROAD
DRAINAGE BASIN:
WOLF PEN CREEK
TYPE OF DEVELOPMENT: This permit is valid for placement of fill on the proposed lots 2 of the
preliminary plat of West Wolf Pen Creek as shown on the approved plans dated 1/7/99. Prior to any
development activity on the site, the Wolf Pen Creek Dedication Area, as shown on the approved
preliminary plat, will be field surveyed. A construction barrier and silt fence will be erected
allowing this dedication line to prevent any activity within the dedications area. It is also valid for
site work related to a SLAB ONLY permit. No other sitework is allowed with this permit.
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. 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 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.
This permit, being temporary, is valid only within sixty (60) days of the date shown below , and is not
intended to allow the complete development of the site as proposed . Any work performed after the
expiration of this permit is not covered, and is considered unauthorized.
Jn 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 inside 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.
Date •t '°' ~\ \ qq l \'.
Date
Contractor Date
-
-
DRAINAGE REPORT
FOR
SONIC DRIVE-IN
WEST WOLF PEN CREEK
BLOCK ONE, LOT TWO
0.828 ACRE TRACT
COLLEGE STATION, BRAZOS COUNTY, TEXAS
SEMPTEMBER, 1998
REVISED: OCTOBER 2, 1998
TABLE OF CONTENTS
DRAINAGE REPORT
PROJECT SUMMARY ................................................................................................ 3
DRAINAGE AREA DESCRIPTIONS .......................................................................... 3
DRAINAGE CALCULATIONS ................................................................................... 4
RESULTS .................................................................................................................... _.5
SECTION #1 -MAPPING
SECTION #2 -DRAINAGE AREA: PRE-DEVELOPMENT
SECTION #3 -DRAINAGE AREA : POST-DEVELOPMENT
SECTION #4 -HYDROGRAPHS
SECTION #5 -PROPOSED STORM SEWER
SECTION #6 -PROPOSED GRADING & FILL
SECTION #7 -DRAINAGE DETAILS
West Wolf P en Creek
Soni c Drive-In Drainage Report Municipal De velopment Group
PROJECT SUMMARY
This report outlines the drainage plan for the West Wolf Pen Creek, Lot 2 , 0 .828-acre
tract. The subject property site is situated on the southeast side of Harvey Road (State
Hwy No 30) approximately 1,500 linear feet northeast of the Texas Avenue and Harvey
Road intersection .
This tract generally slopes to the south with an approximate maximum grade of 2.50%.
The site is currently vacant and unimproved with native grasses, weeds, small brush and
heavily wooded trees . The natural drainage of the site is by sheet flow to the south and
into Wolf Pen Creek, being approximately 200 feet from the site . Thence runoff is
carried by the confluence of Wolf Pen Creek to Carter Creek. This site is in the Wolf Pen
Creek sub-drainage basin , which is a part of the Carter Creek drainage basin .
The policy of the City of College Station is to encourage the rapid conveyance of
stormwater through and out of the city within the primary system as stated on page 8,
paragraph 3 of the cities Drainage Poli cy & Design Standards . This site is on the primary
system of Wolf Pen Creek as shown on Figure II-I , (Carter Creek Drainage Basin).
Therefore, no runoff will be detained on the proposed site and the post-de velopment
runoff from the site will be directed to Wolf Pen Creek.
DRAINAGE AREA DESCRIPTION
The pre-development drainage area consists of 0 .742-acres of land . The post-
de velopment drainage area will consist of the same site and total acreage, but runoff
coefficients will change due to the development. Impervious areas will be introduced by
the 1,406 square foot building and from the concrete parking area and driveway . Runoff
from the building rooftop will be channeled into the proposed parking lot. Also , runoff
collected from the landscaped areas will drain into the parking lot. The runoff will then
be collected by a series of grate inlets and pipe a through storm sewer system to poin t off
the proposed site into Wolf Pen Creek . Thence runoff will continue on by th e abo ve
2944-000009 Drainage Report .doc Drainage Report -3
1 '\
W~st Wo lf P~n Creek
Sonic Drive-In Drainage Reo ort Municipal De ve lopment Group
mentioned natural drainage pattern . The results of the storm sewer system are further
illustrated and supporting calculations shown in the section, "Results".
The post-development drainage will consist of two sub-drainage basins . The western
portion of this site , (Drainage Basin Al), will collect runoff primarily from the proposed
parking lot and drain to the southeast. The eastern portion of the site , (Drainage Basin
A2), will collect runoff from the proposed building and parking lot and drain to the
southeast . Runoff from the parking areas will consist of properly sized grate inlets to
insure that the water depth in the parking lot does not reach above 6" during the 25~year
rainfall event. The results of the outlet design are further illustrated and supporting
calculations shown in the section, "Results". Also a typical detail is shown in Section #5,
"Drainage Details ".
DRAINAGE CALCULATIONS
The drainage calculations, data and miscellaneous information are presented in four basic
sections :
I . Mapping -Miscellaneous drainage basins and detailed mapping of the area.
II. Drainage Area : Pre-Development -Contains the calculations for the amount of
runoff prior to the development of the site .
ill. Drainage Area: Post-Development -Contains the calculations for the amount of
runoff after the proposed development.
IV. Hydrographs -Comparisons of Pre and Post Hydrographs of the entire site .
V . Proposed Storm Sewer -The calculations and requirements for the proposed
storm sewer through the site to discharge runoff into Wolf Pen Creek.
VI . Proposed Fill & Grading -Hydraulic computations verifying that the fill on the
project site will not have adverse affects to Wolf Pen Creek.
VII. Drainage Details -Construction details of required drainage structures .
The drainage area calculations are summarized accordingly using the Rational Method:
(Q=CIA) where "Q" is the runoff in cubic feet/second, "C" is the runoff coefficient , "I" is
2944-000009 Drainage R ~po rt .d oc Drainage Re port -4
West Wolf Pen Creek
Sonic Drive-In Drainage Report Municipal Development Group
the storm intensity in inches/hour for each selected frequency , and "A" is the drainage
area in acres . We will assume a minimum ten-minute time of concentration for all
calculations . The selected frequencies will be 2, 5 , 10, 25 , 50 , 100-year rainfall events .
Tabulations of the pre-development and the post-development hydrographs of the
drainage areas are provided . The hydrographs are based on the standard SCS unit
hydrograph with time to peak discharge set to equal the time of concentration and the
total base time set at 3 . 00 times the time of concentration.
Grate flow calculations were determined from the following orifice flow equation (Q =
CA(2gh)112), where "C" is the orifice coefficient, "A" is free open-area in ft 2, "g" is
constant at 32 .2 ft/sec 2
, and "h" is the head in feet , on the grate.
Pipe flow calculations were computed using Manning 's formula , aided by the program
StormCAD vl.0 . Pipe flow calculations assumed full flow capacity when solving for
slope, velocity and discharge rate .
RESULTS
From the drainage calculations the following results were determined :
+ Detention Calculations : As discussed earlier, the City of College Station policy is
the rapid conveyance of stormwater at a site on a primary system . Since the proposed
site drains to Wolf Pen Creek, no detention should be kept on-site . This is done in
order to keep from stacking peaks of the primary creek and the discharge of runoff off
of the site .
Justification of no detention to this site was made by the comparison of time of
concentration, (T c). The approximated Tc of Wolf Pen Creek, to the proposed site , is
35 minutes . This Tc assumed an average velocity of 4 .0 ft/sec and 8,500 ft of travel
to the project site . The minimum T c of the site allowed without detention is 10
2944-00000 9 Dra in age Report.d oc Drainage Report -5
West Wo lf Pe n Cr eek
Sonic Drive-In Drainage Re port lvlunici pal Development Group
minutes . With detention, the T c of the site increases to approximately 20 minutes .
Therefore. detention on-site would increase the overall peak of Wolf Pen Cr eek.
+ Proposed Storm Sewer: Sub Drainag e Basin Al & A2 w ill be drained by g rate inlets
placed inline with the proposed storm sewer sy stem. The grate inlet will have a
capacity equal to that of the 100-y ear rainfall ev ent with a half-foot of h ead . A
Neenah grate model R-1878-B3G or approved equal will be used for both grates .
"-<
Capac ity=
Gravity , g =
-Capacity=
Gravity , g =
GRATE INLET for SUB-BASIN A1
GIVEN -CAL CU LA TED
. . 100-~RAINFALL EVENT)
4.237 cfs -./ Depth=
32.2 FT/sEc Free-open Area=
GRATE INLET for SUB-BASIN A2
CALCULATED
··--_,_.._1_00-YEAWRAINFALL EVJ::NT)
4 .036 cfs ./" Depth =
GIVEN
FT 32 .2 l sEc Free-open Area=
0.50 ft
1 ~24 tt2
0 .50 ft
1~19 tt2
From Section #5 the sizing of the proposed storm sewer was determined . The
proposed storm sewer was anal y zed with the calculated water surface elev ations from
the N .D .M . flood study . Below is the data summarizing the proposed storm sewer
sy stem .
P-5
P-4
P-3
P-2
P-1
Outlet
2944-000009 Drainage Report.do c
l?ROPOSED STORM SEWER
(25-YEAR RAINFALL EVENl)
TYPE DISCHARGE . VEl:.OCITY.
. (cfs)
18" R.C .P . 7.501 4.24
18" R.C.P . 3.590 2 .03
18" R.C .P. 7 .010 3.97
24" R.C .P. 10 .496 3.34
30" R.C .P . 21.889 4.46
21 .889 4.46
Dra in age Report -6
West Wo lf Pen Creek
Sonic Drive -lo Draina ge Report Muni ci pal D eveiopment Grou p
PROPOSED STORM SEWER '
(100-YEAR RAINFALL EVENT)
PIPE TYPE DISCHARGE VELOCITY
(cfs) (ft/sec) ···.
P-5 18" R.C.P . 8.853 5 .01
P-4 18" R.C .P . 4 .237 2.40
P-3 18" R.C.P. 8 .273 4 .68
P-2 24" R.C .P . 12.387 3.94
P-1 30" R.C .P . 25 .834 5 .26
Outlet 25 .834 5.26
+ Proposed Fill & Grading : From the N .D .M . study the water surface elevation,
channel velocity and cross-sectional area for Section No . 154 .00 was interpolated .
From the formula Q=AV the following assumptions were made :
);;>-The quantity of discharge, (Q), would not change significantly .
);;>-The velocity that was interpolated originated from the N .D .M . study . These
base velocities from the N .D .M . study are velocities experienced within the
floodway of Wolf Pen Creek. Since fill will only occur outside of the
floodway the velocities would not change .
);;>-The cross-sectional area would be the onl y variable to the flow geometry
and characteristics in Wolf Pen Creek, so long as fill only occurs outside of
the floodway .
From this assumptions the change in cross-sectional area from fill on the project site
could be converted into additional depth . This raise in water surface elevation would
therefore account for the change in cross-sectional area . Below are the following
results :
PROPOSED FILL & GRADING EFFECTS
, ~iNTERPOLA TED ·-CHANGE
: . STORM . AREA W.S.E. W.S.E.
:~ , (yr) • -(sQtt} ft) ft)
2944--000009 Drainage Report .doc
10
50
100
500
1063 .57
1233.16
1338 .85
1564.36
277.52
278 .04
278 .35
278 .95
0.17
0 .29
0 .37
0 .39
Drainage Report -7
We st Wo lf Pen Creek
Soni c Dri ve-Jn Drainage Reoon Municipal Development Group
This method of checking the change in water surface elevation maybe vary simplistic in
nature, but it is a good method of checking whether the change in cross-sectional area
will have an drastic impact on the water surface elevation. From our calculations the
findings showed that the raise in water surface elevation are be negligible .
2944-000009 Drainage Repon.doc Drainage Report -8
SECTION#!
MAPPING
-
I
---------·-~.\
,'f
{'DAAl"1~~E \A-e,u.:_)
A'2..£.~ VAL\J £ ~t-l (o.c./ Cc.")
A 0,"1"{'l. o.~s
Pd 0.1'SC O.°l '5
ft1.. o.~z. C> .°1'5
SECTION#2
DRAINAGE AREA
PRE-DEVELOPMENT
SECTION #2 DRAINAGE AREA -PRE-DEVELOPMENT
GENERAL INFORMATION
Descripti on : Dra inage area of site before development.
Drainage Area (A PRJ = 0 .742 acres
TIME OF CONCENTRATION CTc)
GIVEN
Maximum Travel Distance (D PRE)
Veloc ity of Runoff (VpR J =
320 ft
ft 1 .00 fsec
Coefficient of Runoff (CpRJ = 0 .38
**NOTE : Minimum Tc allowed = 1 O min .
2 YEAR FREQUENCY , RATE OF DISCHARGE (Q)
Coefficient (e) = 0 .806
Coefficient (b) =
Coefficient (d) =
65
8
5 YEAR FREQUENCY , RA TE OF DISCHARGE (Q)
Coefficient (e) = 0 .785
Coefficient (b) =
Coefficient (d) =
76
8 .5
10 YEAR FREQUENCY, RATE OF DISCHARGE (Q)
Coefficient (e) = 0.763
Coefficient (b ) = 80
Coefficient (d) = 8 .5
25 YEAR FREQUENCY , RA TE OF DISCHARGE (Q)
Coefficient (e ) = 0 .754
Coefficient (b) =
Coefficient (d) =
89
8 .5
50 YEAR FREQUENCY, RA TE OF DISCHARGE (Q)
Coefficient (e) = 0 .745
Coefficient (b ) =
Coefficient (d) =
98
8.5
100 YEAR FREQUENCY, RATE OF DISCHARGE (Q)
Coefficient (e) = o. 73
Coefficient (b ) = 96
Coefficient (d) = 8
2944-000009 Deten tio n Facilities Evaluation.xi s
RESULT
T C{PR E) = 5 .3 min .
Rainfall Intensity (1 2) = 6.327 in /hr
',,:a.:' ....•.... ·,.: .. ' .. '.'.! . .::,.,'.•'.r= .. '.,' .. '.,' .. '.,'.==.•'.•.•'.i .... •.,..r.'.•· .. '. •••<•:t:J?''tt•>t •t't:tr·:ri.' ...•. L.•.•.z.:.·.····;·~······.•.•.s.·.•.·.•.•.·.•.•.•.¢.·.·.'.•.t:.·.·.•.s.•.'.•.'.•.•.•.•.•.••.•.·•.••.••.•• ..... ·:·:···:·:·:·:·:-:-:·:·:·:-:·:·:·:::-:::::::::::·:·:::::::::·:::;:;:::::::;:;:::::::::::
Rainfall Intensity (1 5) = 7 .693 in /hr
•:9i l:ffi ::.::;•::::':::.::, ·:,,:,·: .••.. :::.]::•:.::••.I.•••••@,:j•!~•••*=*=••il ••:i•
Rainfall Intensity (1 25 ) = 9.861 in/hr
•9.lMa••· '••'•':: : : :::: ,. ••••:i •·i••••:•::::::::.:::::•:::::i,ii•i~!P.ii•i'.!it::•i:•::i:
Rainfall Intensity (1 50) = 11 .148 in /hr
.•.tJ.•.•.•.·.· .. •.·.~.··.&.'.•.•.•.•.=.•.•.•.•.•.•.• ?:•:::::::::::;::::'=:::::::::::::?+:::: , •••••• ::::::::: :•tti l .1.•.·.·.•.•.s.: ..... '!Kdt.Mm::•t ~ ·.·.·:--:·.·.·.·:·:·.·:·:·:·:·:·:·:·:-:.;-:-:-:.;-:-:-:-: -:.;-:-:-:-:-:-:-:-:-:-:-:-:-:·.·.·.·.·.·.·.·.·. ·.·.·.··:·:···:··-:-:-:-:-:-:-:-:-:-:-:
Rainfall Intensity (1 100) 11 .639 in/hr
:l ~••iif••·::.::]::::::::::·:::•::m•:••n • : :··:r:'::••·••:::::-::1::,::i1=~9.~·:1~1m::r
SECTION#3
DRAINAGE AREA
POST-DEVELOPMENT
SECTION #3 DRAINAGE AREA -POST-DEVELOPMENT
GENERAL INFORMATION
Desc ri pt ion : Dra inage area of site after development
Drainage Area (A 1) = 0 .380 acres (developed area )
Drainage Area (A2J = 0.362 acres (developed area)
TIME OF CONCENTRATION CTc>
GIVEN
Max imum Travel Distance (D 1) =
Velocity of Runoff (V 1) =
Coeffic ient of Runoff (C 1) =
Max imum Trave l Distance (D 2) =
Velocity of Runoff (V2J =
Coeffic ient of Runoff (C 2J =
320 ft
ft 2.75 f sec
0.95
270 ft
ft 2.75 f sec
0 .95
**NOTE : Minimum Tc allowed = 1 O min .
2 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coeffic ient (e) =
Coeffic ient (b) =
Coeffi ci ent (d) =
0 .806
65
8
5 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coefficient (e) =
Coeffi ci ent (b) =
Coe ffici ent (d) =
0 .785
76
8 .5
10 YEAR FREQUENCY. RATE OF DISCHARGE (Q)
Coe ffi cient (e) =
Coeffic ient (b) =
Coeffic ient (d) =
0 .763
80
8 .5
25 YEAR FREQUENCY. RA TE OF DISCHARGE (Q)
Coeffic ient (e) =
Coeffic ient (b) =
Coefficient (d) =
0 .754
89
8 .5
50 YEAR FREQUENCY. RA TE OF D ISCHARGE (Q)
Coeffic ient (e ) =
Coe ffi cient (b) =
Coe ffi cient (d ) =
0 .745
98
8.5
100 YEAR FREQUENCY. RATE OF DISCHARGE (Q)
Coe ffi cient (e) = 0 .73
Coeffic ient (b) =
Coefficient (d) =
2944-000009 Detent ion Facilities Evaluation.xis
96
8
RESULT
Tc1 = 1.9 m in.
TC2 = 1.6 min .
T c(Pos n = 3 .6 min .
Rainfall Intensity (1 2) = 6 .327 in/hr
Q AREA 1 = 2 .303, cfs
Q AREA 2 = 2 .194 cfs
·=&·=·.,.,,, ... ,.,,,,.,,.,,,, :::::=:=:·=·=:==== ::::::=::::::::=== .. ,,,,,,,.,.,., =•.==.:•. ··-..···1 :::;1:aii ~··-.··: )~~~.~~~ffift~? ~~;:~r ... >\::: :::::::::::::= :::::=:=:=:~:r:::::== ·=·:·:·.·.·.·.·.·.·.·.·.-~~~:i:: ~J.;;>.
Rainfall Intensity (1 5) = 7 .693 in/hr
Q AREA 1 = 2 .800 cfs
Q AREA 2 = 2.668 cfs
:m:,a.:.:::. :::: ::: :t11 tr =::: ,:::::::.:::=:·ri:~~~!: m .l•:=::
Rainfall Intensity (1 10) =
Q AREA1 =
8.635 in /hr
3 .143 cfs
Q AREA 2 = 2 .994 cfs
::lii·:a:::·i:·,• ::.:.:::=:::::::::::=i:rn::::i: ::::·:.·:? .:.::::::I:·I:·!*ti~:·:1~= · ::::::
Rainfall Intensity (1 25) =
Q AREA 1 =
in/ 9 .86 1 hr
3 .590 cfs
Q AREA2 = 3 .420 cfs
:1~=a:·: :::.:::.r::.::::::r=·:·.•=·,:.:==:=.:·::·=:=:•::::::=::,:·•:•=:·:·::::·:~4mm ::~:::::1:::::
Rainfall Intensity (1 50) =
Q AREA 1 =
Q AREA2 =
11 .148 in /hr
4.058 cfs
3.866 cfs
·.·.·.·-:-:-:-:-:·:·:·:·:·:·:·:·:··· ····:·:·:::::::::::::::::::::::::::::;::::::: ·:-:;:~:~:~:~:~:~:\ ·.·:·:·:·:::·:·:;;·-6:~;;=:=::::::f·:-:.;;:: ....... .
'.:'.:""".: ... ·.··.·.· .. · ... ''.''."'''.'.=· ... •·.:.~.··.·.•.:.•.. ,.,.,.,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,, ,,,,,,,,, .,,,, , .. ,,,.,,,.,, ::::::::::::'::::,:i~;;..~\c $::;:::::::::::: ~ ::::::::::::::::;:;::::::::::::::::::::::::::::::::::::::::::::::::::.;.;. ·:·:-;.;.·.:-:·:-:·:·
Ra i nfall Intensity (1 100) 11.639 in/hr
Q AREA 1 = 4 .237 cfs ~
Q AREA 2 = 4 .036 cfs
:,(lfaij •!# ::: :£ :::;:,.,}/] ::::: :::;·:=:·:::::::: ::::= ::: ::::::16~!;~ =:Et~:::: )l
SECTION#4
HYDROGRAPHS
SECTION #4 -HYDROGRAPHS Chart 4
2-YEAR HYDROGRAPH
0 10
ID Post-Development D Pre-Development
HYDROGRAPHS Chart 4
TIME
(min)
20 30
SECTION #4 -HYDROGRAPHS Chart 5
5-YEAR HYDROGRAPH
0 10
mJ Post-Development CJ Pre-Development
HY DROGRAPHS Chart 5
T™E
(min)
20 30
SECTION #4 -HYDROGRAPHS Chart 6
10-YEAR HYDROGRAPH
?--~~~~~~~~~-.-.~~~~~~~~~~~~~~~~~~~~
I
4-------
3-----
2---
0
0 10
Im Post-D ev elopment 13 Pre-D evelopment '
HYD ROG RAPHS Chart 6
TIME
(min )
20 30
SECTION #4 -HYDROGRAPHS Chart 7
25-YEAR HYDROGRAPH
0 10
ml Post-Development EJ Pre-Dev elopment i
HY DROGRAPHS Chart 7
TIME
(min)
20 30
SECTION #4 -HYDROGRAPHS Chart 8
50-YEAR HYDROGRAPH
0
0 10
Im Post-Development 13 Pre-Development ·
HYDROGRAPHS Chart 8
TIME
(min)
20 30
SECTION #4 -HYDROGRAPHS Chart 10
100-YEAR HYDROGRAPH
0 10
•Post-Development l!I Pre-Development
HYDROGRAPHS Chart 10
TThf E
(min)
20 30
SECTION#5
PROPOSED STORM SEWER
281 .00
2 80 .00 . ·--· ---
279.00
278 .00 ·----------
277.00
276.00 . -----------_,_
25 yr= 275 58 rt
275 .00 ·---·-
274 .00
1
Wo lf Pen Creek TAILWATER
--------------c----·----·----------
~
'fl' ' ~·
~ ~-1--µ~
~ i.--l-1 J
.~ ~ L.---
I
f-~------,__ ------------
l = 0.3694Ln(x) 274.39
'?" ((: ,_ l----··----------'l--i:;.....-
rt> i.--i.--i r-
L---~· I--' i,-.~ i--i--
L.---~> --____J
.~ ~
n ~
<%-
10
RAINFALL EVENT
(YEAR)
-t-r-r---
"" ,~~ ~ _..,.
.--µv---
1--I-"' ~ .
. ' .>. "._:>
100
_4 ~
--~
i.--l.-.JI
L---
-->--
.. ~
'V'
~ l,..--i l.
L---~~ --i.--...:>.
l U! v
--
--
---
----
__10_0Q ____ --
+section No . 145.60
•Sect ion No. 156.40
&Sectio n No . 147 .60
Sonic Parking
1-4
[]
P-4
Project Title: 000009-2944 Proposed Sonic
i :\projects\000\29441294411 rb.stm
10/02/98 10:06:19 AM
1-3
KONA RESTAURANT
P-3
25-Year Ra inf all Event
MUNICIPAL DEVELOPMENT GROUP
Haeslad Methods. Inc . 37 Brookside Road Waterbury , CT 06708 (203) 755-1666
P-1
1-5
Outlet
Wolf Pen Creek
Project Engineer: Rabon M etcalf
StormCAD 111 0
Page 1 of 1
---~let: I
1m :1.
~1~:_1=2_ --tumP. v-ln:a. 1-I 'i n : 276 .500 ft ~ F im : 276.21 0 ft c,L mp: 271 .220 ft ic ump : 267 . 463 ft
.v
/ -,_-
/ -----· +-------
~
~utlet: Outlet
irn · 2Z1 QQQ ft
ump: 266 .000 ft
L__----
--0+00
-----,..........
-
c--· -----p,ipe · P-1 o+~ Invert: 267 .lrt80rt
Dn Invert: 266 .000 ft
Length : 117 .00 ft
Section Size : 30 inch
Project Title: 000009-2944 Proposed Sonic
i :\projects\000\2944\294411 rb .stm
·--------1--
Pipe : P -2
'20 ft Up Invert: 271 .
Dn Invert· 270 Ll;n ft
1 +l.bngth : 77 .00 ft.t.nn S'~ction Size : 2if m:n
-=·
Pip1
~p ._,,
Len
Sec
---
Station ft
--
i : P-3
nvert: 272.61 0 ft
nver t. 271 . 72o-ft
;1th : 89 .00 ft
ion Size : 18 inch
~-
2+50
MUNICIPAL DEVELOPMENT GROUP
3
( ( .500 ft
272610ft
--
I
I
~e:P ,________ p lfiVe
On lnve
Len~th :
Sec ion
-
3+00
10/02198 10:06:41 AM Haestad M e thods , Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
278 .00
~·~let: 1-4
F im : 277 . 5 00 ft
.s~e .0:0 ·-!:: _ump_;_Zl. 3
---
-
4 ft:273 ~50Crff" -....
rt: 272 .610 ft
89 .00 ft
Size : 18 inch
3+50
274 .00
272.00
270 .00
268 .00
266 .00
4+00
E lovation ft
Project Engineer: Rabon Metca lf
StormC AD v1 .0
Page 1 of 1
Node Report
Node Inlet Inlet Inlet Inlet Upstream System System Total Discharge Velocity Ground
Area c CA T C Flow Flow Intensity Watershed (cfs) (ft/s) Elevation
(acres) (acres) (m in) Time Time (i n/hr) (CIA) (ft)
(min) (min) (cfs)
1-5 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .000 7 .501 4 .24 276.600
1-4 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.00 0 .000 3 .590 2 .03 277.500
1-3 0 .00 0 .00 0 .00 0 .00 0 .73 0 .73 0 .00 0 .000 7 .010 2 .03 277.500
1-2 0 .00 0 .00 0 .00 0 .00 1 .10 1.10 0 .00 0 .000 10.496 3 .34 276.500
1-1 0 .00 0 .00 0 .00 0 .00 1 .49 1.49 0 .00 0 .000 21 .889 4 .46 276.200
Outlet NIA N/A N/A N /A 1 .93 1 .93 0.00 0 .000 N/A 4.46 271 .000
Project Title : 000009-2944 Proposed Sonic
i:lprojects\0001294412944t1 rb .stm MUNICIPAL DEVELOPMENT GROUP
10/02198 10:07 :04 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
Rim Sump
Elevation Elev atio n
(ft) (ft)
276.600 271 .6 7 0
277.500 2 73.500
277.500 272.6 1 0
276.500 2 71 .220
276.200 267 .463
271 .000 266.000
Project Engineer: Rabon Metc alf
StonmCAD v 1 .0
Page 1 of 1
Pipe Report
Pipe Upstream Downstream Discharge Length Constructed Average Section Roughness Capacity Upstream Downstream Upstream
Node Node (cfs) (ft) Slope Velocity Size (cfs) Invert Invert HGL
(ft/ft) (ft/s) Elevation Elevation (ft)
(ft) (ft)
P-5 1-5 1-1 7.501 72.00 0 .010000 4 .24 18 inch 0 .014 9 .753 271 .670 270.950 276.578
P-4 1-4 1-3 3 .590 89.00 0.010000 2 .03 18 inch 0 .014 9 .753 273.500 272.610 277.029
P-3 1-3 1-2 7 .0 10 89.00 0.010000 3 .97 18 inch 0 .014 9 .753 272.610 271 .720 276.908
P-2 1-2 1-1 10.496 n .oo 0 .010000 3 .34 24inch 0.014 21 .005 271 .220 270.450 276.344
P-1 1-1 Outlet 21.889 117.00 0.012504 4 .46 30inch 0.014 42.588 267.463 266.000 275.966
Project Title: 000009-2944 Proposed Sonic
i:\projects\000\294412944t1rb.stm MUNICIPAL DEVELOPMENT GROUP
10/02/98 10:07:21 AM Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
Project Engineer: Rabon Metcalf
StorrnCAD v1 .0
Page 1 of 1
Sonic Parking
1-4 P -4 1-3
G-·~~-~~~~~~----t-.1
Project Title: 000009-2944 Proposed Sonic
i :lprojects\0001294412944t1 rb .stm
1 0/02198 11 :20 :43 AM
KONA RESTAURANT
P -3
I-
100-Year Rainfall E vent
M U NI C IPAL DE V ELOPM E N T GROUP
Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
P -1
1-5
O utlet
Wolf Pen Creek
Projec t Engineer : Rabon Metcalf
StormCAD v1 .0
Page 1of1
~
l.1 "-•· •-?
V' 1 1~1 -=1 ~i n : 276 .500 ft ~· J im : 276 .2< IQ ft <~l mp: 2 7 1 .220 ft ~ump : 267 . 1463 ft
v
/ ~
,__~
-4 -----------------··----.__-
>utlet: Outlet Pip1
!im · 271 000 ft lJP
ump : 266 .000 ft ~ ,__.... un
Le n -----S ec
~~---!--P i p e : P -2 ._-Up Invert: 271 . '20 rt
·--·--·-·--··---Dilln'l.el1:.2Z.O~l5.0 _ _tt ·-----·-----
0 +00 f',lpe · P -1 o +~ Invert: 267 .~
Dn Invert: 266 .000 ft
Length : 1 1 7 .00 ft
S e ction S ize : 30 i nch
1 J..twgth : 77 .00 ft,t·nn ~S'~ction S ize : 2 4" m:n
Station ft
-;·
~ i,:n :" :;
lUID'"'
-·--------
: P -3
nvert: 272 .61 Oft
11ve1 t. 27 1. 720 ft
~th : 89 .00 ft
ion Size : 18 i nch
2+50
Project Title : 000009-2944 Proposed Sonic
i :\projects\0001294412944t1 rb .stm MUNICIPAL DEVELOPMENT GROUP
-
77 .500 ft
?7? R1n ft
I
I
P IE_e : P ~--·--Up lmTe
Dn lnve
LenP.th :
Sec ion
------
3 +00
10/02/98 11 :21 :13 AM Haestad Methods, Inc . 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
278 .00
11 ~let : 1-4
im : 277 . 5 00 ft
.s~e .no ~ ,...,n·?7'
-
--
4
ff'.273 :500 ft--·-
rt: 272 .610 ft
89 .00 ft
Size : 18 i nch
·-
----------·-
3 +50
274 .00
272 .00
270.00
268 .00
2 66.00
4 +00
E l e vation ft
Project Engineer: Rabon Metcalf
StormCAD v1 .0
Page 1 or 1
Node Report
Node Inlet Inlet Inlet Inlet Upstream System System Total Discharge Velocity Ground R im Sump
Area c CA TC Flow Flow Intensity Watershed (cfs) (ft/s) Elevation Elevation Elevation
(acres) (acres) (min) Time Time (in/hr) (CIA) (ft) (ft) (ft)
(min) (min) (cfs)
1-5 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0 .00 0.000 8 .853 5 .01 276.600 276.600 271 .670
1-4 0.00 0 .00 0.00 0 .00 0 .00 0 .00 0 .00 0 .000 4 .237 2 .40 2n.5oo 2n.5oo 273.500
1-3 0 .00 0 .00 0 .00 0 .00 0 .62 0 .62 0 .00 0 .000 8 .273 2.40 2n.5oo 2n.5oo 272.610
1-2 0 .00 0.00 0 .00 0 .00 0 .94 0 .94 0 .00 0 .000 12.387 3 .94 276.500 276.500 271 .220
1-1 0 .00 0 .00 0.00 0 .00 1 .26 1.26 0 .00 0.000 25.834 5 .26 276.200 276.200 267.463
O utlet NIA N/A N/A N /A 1 .63 1 .63 0 .00 0 .000 N/A 5 .26 271 .000 271 .000 266 .000
Project T itle: 000009-2944 Proposed Son ic Project Engineer: Rabon Metca lf
i:\projects\000\2944\2944t1 rb .stm MUNICIPAL DEVELOPMENT GROUP StormCAD v1 .0
10/02198 1 1 :22:00 AM Haestad Methods , Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1
Pipe Upstream Downstream Discharge
Node Node (cfs)
P-5 1-5 1-1 8 .853
P -4 1-4 1-3 4.237
P-3 1-3 1-2 8 .273
P-2 1-2 1-1 12.387
P-1 1-1 Outlet 25.834
Project Title : 000009-2944 Proposed Sonic
i:\projects\000\294412944t1 rb.stm
Pipe Report
Length Constructed Average Section Roughness
(ft) Slope Velocity Size
(ft/ft) (ft/s)
72.00 0 .010000 5 .01 18 inch 0 .0 14
89.00 0 .010000 2.40 18 inch 0 .014
89.00 0 .010000 4 .68 18 inch 0 .0 14
77.00 0.010000 3 .94 24inch 0 .014
117.00 0 .012504 5 .26 3 0 inch 0 .014
MUNICIPAL DEVELOPMENT GROUP
1 0/02198 11 :22:25 AM Haestad Methods , Inc. 37 Brookside Road W aterbury, CT 06708
Capacity Upstream Downstream Upstream
(cfs) Invert Invert HGL
Elevation Elevation (ft)
(ft) (ft)
9 .753 271.670 270.950 276.793
' 9.753 273.500 272.610 277.308
9.753 272.610 271 .720 277.140
21 .005 271 .220 270.450 276.468
42.588 267.463 266.000 276.118
(203) 755-1666
Project Engineer: Rabon Metcalf
StormCAD v1 .0
Page 1 of 1
SECTION#6
PROPOSED FILL & GRADING
SE CTION #6 -PROPOSED FILL GRADIN G
Nathan D. Maiers Study
Water Surface Elevat ion
Given Given Interpolated
Section No. 145.60 ·Section No. 156.40 Section No. '154.00
_ _,,,~) . -(ft) (ft)
10 274 .86 278 .37 277 .52
50 275.43 278 .88 278 .04
100 275 .72 279 .19 278 .35
500 276 .30 279 .80 278 .95
Channel Velocity
. Gtv~n.. Given Interpolated
-Section No ~ 145.60 ' Section No. 156.40
~ < , ~ ' ~
Section No. 154.00
ft) (ft) (ft)
10 6 .60 3 .95 4 .59
50 6 .29 4 .34 4 .8 1
100 6 .31 4 .58 5 .00
500 6 .30 5 .06 5 .36
Cross-Sectional Area
Gjven Given Interpolated
SeCtioh No'. 145.SO:. Section No. 156.40 Section No. 154.00
ft ft) (ft '
10 863 .24 11 2 7 .67 1063 .57
50 1124 .19 1268 .03 1233 .16
100 1262.33 1363 .33 1338 .85
500 1568 .69 1562 .98 1564 .36
Sect ion= 146 .5 156.4 154
Qual ity = 0 .757575758
2944-000009 Proposed Filling.xis
281 .00
280.00 . ---·---··--~---~---
279.00
z 278.00 0 . -·------· ---t-----------,....
f-4 ..-~ ¢: ;;;... ,,_,
r,.;i
~ 277.00 r,.;i
276 .00 . --------
275.00 ' ----·-· ~ -
274 .00
Wolf Pen Creek-Water Surface Elevation
--.. -------·-------· --·--- --i---·----·--
.._qi . ~c . l,...--
VG 'ff µv---
-~ i--
& _.., [' b
.~~ l,...--~ ~G'(? l.---.___--~ •
I r$ ~J-----
~ "" ~ i--
-·---~'lr--------i.---~ IL --------·---
·~ v---[.---
j
-
v r 0.3684Ln(x) it 276 .6~
-----~---------~--~ ~
~ ""~ ,-i--~
~ i.--( ~ l---.:>,>. ---( ----t----·------· . ...----
~
l <%>
10
l'V
RAINFALL EVENT
(YEAR)
100
"1
~
~ I
~
'°'q_
~':>
~ ~ ~
~
_....,
~-( <b
~
------
--
---
___ j_QQ{)__ __
+section No. 145.60
•Section No . 156.40
.&Sectio n No . 154 .00
1800.00
1600.00
1400.00 . -
120 0 .0 0
z
0 1000.00 . -------·-· ------------·-·--·· --
~
~ -~ i:: > -~ 800 .00 ioJ
~
600 .00
400 .00
200 .0 0
0.00
1
Wo lf Pe n Creek-Cross-Sectional Area
··-
r>.. ··---------··-------~ ~ ::::: b• i-
~ ~ ~ i-
.<i · .. __... ~ l i.,..
~ ~ ./ ......
.~ ~ ~ ~
' v l/ 77 ·.., Ir --~-. ·-·--·······--J "
~ '9
: 751.6! .
'{~
'it"
--· -·----· ·-------,___ -·--
10
--~
RAINFALL EVENT
(YEAR)
.~ ~ ~
=~ ..... .....
i..-
re I:>
·u>ui
---·-·--·----·-
-->-·
10 0
.... 4
~ ~ !_.)
7~
--.. . -· ---•···
·-~
q,'b
IJ.•
~
b
·6''9
-
~
-·
,_ ~--
1000 ·--
+section No . 145 .6:1
•secti on No. 156.40
A_S:ctio n ~~--I ~4 .00
Wolf Pen Creek-Channel Velocity
•t ~r~~~~-r~~t--1~~.~~-t-+~~,.._~~~+-~-+-~t-.J ..
6 .00. -···---·----·-· ·----·------<:! P:::·-'9
--~i~~-------------~-~ ------·--7 v
-5.00 ..-----r----r---r--r--r-1-1--+"--1,)-'nr-----t l~ I ~-----
"' --i----~~ b<I ~--
...--b< -~f--1~ ...-
b ~~--
~~ _r
JI
,,._;p L-----
4 00' *-=,,_..---~-.. -··---~-----------~ -----------1---1-· -··-. ----~-· --·-----· . -· ·---------· -----------------·--.,.---
3 .00ol-----l----l---+-+---l--l-1!-f-Y~~~o~.1~9~86~L-n'(x~)~~4 .~09~5c;;l--l -+---+--r-+-i-IH-----r----r---t--i--i--r-1t1
2. 00 1 -----j------l--+----1---t--t--t-t--t-----t----;-·---~ -··t--11--+-t-t------;----r---;---;---r--;--y-·TO
1. 00 • -----.----t---+-+-+-+-lr-+--t------
o.oo+-------.i.....--..i........i.--.i..... ..... ....._...._. ______ .... __ ....., __ ...... ..._..._....., .......... ____ _.... ____ .._ __________ -.
10
RAINFALL EVENT
(YEAR)
100 1000_ ___ ··--~ection No . 145.60
ect ion No . 156.40
___ c.cti_on No . 154 :_?.~
SECTION#7
DRAINAGE DETAILS
R-1878 Series Frames Heavy Duty Lids, Grates
These shallow frames are suitable for use in thin or deep con-
crete slabs. All sizes of frames are reversib le and can be installed
with flang e ot base or top.
Sµecify :
1. Catalog numbe r.
2. To be installed with flange ct base or fop.
Square
Catalog
Solid lid
R-1878-A IL
R-1878-A2l
R-1878-A3l
R-1878-A4l
R-1878-ASL
R-1878-A6L
Number
Open Grate
I R-1878-AlG
, R-l 878-A2G I R-1878-A3G
R-1878-A4G
R-1878-ASG
R-1878-A6G
R-1878-A7l R-1878-A7G
R-1878-A8l R-l 878-A8G
R-1878-A9l R-1878-A9G
R-1878-A 1 Ol * R-1878-A 1 OG*
Rectangu lar
R-1878-Bl l
R-1878-B2l
R-1878-B3L
R-1878-B4l
R-1878-BSL
R-1878-B6L
R-1878-B l G
R-1878-B2G
R-1878-B3G
R-1878-B4G
R-1878-BSG
R-1878-B6G
Dimens ions in inches
A B c
13 34 x 1334 l 'h 12 x 12
18 x 18 l 'h 16x 16
20 x 20 l 'h 18 x 18
1
2 l~x21~ l'h 20 x 20
23!12x23Y21'h 22x22
25~x25~1'h 24x24
27'h x 27'h 1 'h 26 x 26
29 'h x 29'h l 'h 28 x 28
31'4x3rn l 'h 30x30
37 x 37 1 'h 36 x 36
D E F
14xl4 18x18 4
18'hx18'h 22x22 4
2014 x 2014 24 x 24 4
22 x 22 1'26 x 26 4
24 x 24 28 x 28 4
26 x 26 30 x 30 4
28 x 28 32 x 32 4
2934 x 29'4 34 x 34 4
32 x 32 36 x 36 4
37'h x 37'h 42 x 42 4
14x20 l'h 12x1814'hx 20 'h1 Bx244
13'h x25'h l 'h 12x24 13 ~x 25 ~ 18x30 4
19'h x 25'h l 'h 18 x 24 19 3.4 x 25 "4 24 x 30 4
19'hx3l'h l'h 18x30 20x32 24x36 4
19 3.4 x 37~ 1 'h 18 x 36 20 x 38 24 x 42 4
25 'hx3l'h l'h 24x30 25 34x 3l l;• 30x36 4
G
1 xS Y2
1 Y.x 4 Y.
1 "/,.x 3 *
1Y.x 3 !/i
1Y2x 6 !/i
2*x 7)4
lxS
lYsxS!li
lx6*
1¥.x 3 Y2
:;4 x5 !/i
l x4Y2
%x 5
2x5
2x5
l*xS
R-1878-B7l R-1 878--B7G
R-1878-B8G*
R-1878-B9G *
R-1878-B l OG*
25 Jl2 x37Y2 l 'h
25 3.4 x 49~ l 'h
31 3.4 x 3734 l'h
3l'h x 49'h l'h
24x 36
24x48
30 x 36
30x 48
26 x 38
26 x 50
32 x 38
30 x 42 4 l *x S
. R-1878-S8L *
R-l 878-B9l *
R-1878-BlOL* 3P" x 49~
30 x 54 4 l5/i 6 x6 13fi 6
36 x 42 4 l*x4%
36 x 54 4 lY2x4:;4
•Cover in two pieces..
R-1879 Series Frames Light Duty Lids, Grates
These shallow frames are suitable for use in thin or deep con-
crete slo bs. All s izes of fra mes are reve rsible and ::an be insta ll e d
with flange at base or top.
Specify :
1. Catal og number.
2. To be insta lled w ith flange a t base o r top.
Square Dimensions in inches
Catalog Number A B c D
Solid Lid Open Grate
E F G
Wt. Lbs .
w/ w/
H lid grate
1 130 115
1 18 0 170
1 220 210
1 ~ 235 220
¥. 265 300
¥. 330 280
370 325
415 485
470 465
11 790 700
185 160
220 185
245 240
285 249
365 295
385 360
460 425
510 575
500 515
695 680
Wt. Lbs .
w/ w/
H lid grate
R-1879-A IL R-1879-A1 G 133.4 x 1334 1 'h 12 x 12 14 x 14 18 x 18 4 1 x 3 115 100
R-1879-A2L R-1879-A2G 18xl8 l'h 16x16 18 14 x18'·4 22x22 4 :Y.x4% :Y. 165 150
R-1879-A3l R-1879-A3G 20 x 20 l 'h 18 x 18 20 14 x 20 1 .• 24 x 24 4 :Y. x 5 :Y. 195 185
-R.-l-8_7_9--A-4-l--+-R--l-8-79--A-4-G--+-2-1_¥._•_x_2-1¥.-,~l-'h--+-20X"°2~0,,_-=-22=--x~2~2--1~2~6-x-2~6:-t--4-+-;'.-.-x-4--+--¥.-,~2-0-0-+-1-8 -5
R-1879-ASL R-1879-ASG 23Y2x23¥.z l'h 22 x 22 24 x 24 28 x 28 4 :Y.x6Jl2 * 235 255
R-1879-A6L R-1 879-A6G 25:Y.x25* l'h 24 x 24 26 x 26 30 x 30 4 l x5 :y. 245 2 15
R-1879-A7l R-1879-A7G 27 Jl2 x27Y2 'h 26 x 26 28 x 28 32 x 32 4 :Y.x7% :y. 290 260
R-1879-A8l R-1879-A8G 29Y.x29Y. l'h 28x 28 29 34 x 293 4 34 x 34 4 1Ysx5'/,. 1 340 390
R-1879-A9L R-1879-A9G 37*x31:Y. 1\-2 30 x 30 32 x 32 36 x 36 4 l x4 Y. :y. 360 310
R-1879-AlOL* R-1879-AlOG• 37x37 iv, 36x36 3n2x37 1.; 42x42 4 lx4 ?/a 1 485 445
Rectangular
R-1879-Bll R-1 879-BlG 14 x 20 ~2 12 x 18 14 14 x 20 \, 18 x 24 4 :Y.x5 Y2 185 160
R-l 879-B2L R· l 879-B2G 13 'h x 25 'h \~ 12 x 24 13'" x 25>;; 18 x 30 4 :Y.x 4 Y2 16 5 180
R-1 879-B3l R-1879-B3G 19 'h x 25 'h 'h 18 x 24 19 3;" x 25 ~; 24 x 30 4 Ya x SY. 2 10 195
R-l 879-B4L R-l 879-B4G 19 1'2 x 3 l'h 'h 18 x 30 20 x 32 4 x 36 4 :Y.x 5 230 215
R-1879 -B5l R-1 879-BSG 19>;• x 3734 'h 18 x 36 20 x 38 24 x 42 4 1 Ysx5 295 310
R-1879-B6l R· l 879-86G 25'h x 31 'h 'h 24 x 30 25 34 x 31 34 30 x 36 4 l x 5 Ya :Y. 29 0 260
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R-1 879-B8l * R-l 879-B8G • 253;" x 49'4 'h 24 x 48 26 x 50 30 x 54 4 :Y. x 5 ~ 1 395 405
R-l 879-B9L • R-1 879-B9G • 3 l'A x 37'4 V2 30 x 36 :i2 x 38 36 x 42 4 1 x 6 \12 400 380
R-1879-BlOL* R-1879-BlOG* 3 l'h x 49'h •;, 30 x 48 3 rn x 49 3 .4 36 x 54 4 l x5 480 425
•Cover in two piece s.
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R-1 878-ASL Manhole
Frame and So lid Lid
• __j_
Hecrvy Duty
R-1 878 s.ctions
R-18 7 9·81 G Catch
Basin Grate and Frame
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R-1879 Sections
...!.
Figure Xll
Development Permit
City of College Station, Texas
Site Legal Description : Lot 2 , Wolfpen Creek Subdivision
Site Owner: Sonic Management
Architect/
Engineer: Municipal Development Group
Contractor: Advancing Designs
Date Application Filed : January 25 , 1999
829 South Sam Houston
Address : Huntsville , TX 77340
Telephone: (409)291-0338
Address : 2551-A Texas Ave So .
Telephone No : (409)693-5359
P .O . Box 1133
Address : Navasota, TX 77868
Telephone No : ----------
Application is hereby made for the following development specific waterway alterations:
Application Fee
Signed Certifications
Drainage and erosion control plan, with supporting Drainage Report two (2) copies each .
Site and Construction Plans , with supporting Drainage Report two (2) copies each .
Other: ------------------------------
ACKNOWLEDGMENTS :
I, North B . Bardell, Jr. PE#60873 , design engineer/owner, hereby acknowledge or affirm that : T ~~~l s contained in the above plans and supporting documents comply
with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its
associated Drainage Policy and Design Standards.
As a condition of approval of this permit application, l agree to construct the irnpro ·1ements
proposed in this application according to these documents and the requirements of Chapter 13 of
tn.@~::ulege Static ·ty Code .
Contractor
Figure XlI Continued
CERTlFICA TIONS : (for proposed alterations within designated flood hazard areas .)
A. I, certify that any nonresidential structure on or proposed
to be on this site as part of this application is designated to prevent damage to the structure or its
contents as a result of flooding from the l 00 year storm.
Engineer Date
B . C, certify that the finished floor elevation of the lowest
floor , including any basement, of any residential structure, proposed as part of this application is
at or above the base flood elevation established in the latest Federal Insurance Administration
Flood Hazard Study and maps, as amended .
Engineer Date
C . (, North B. Bardell, Jr., PE #60874::ertify that the alterations or development covered by
this permit shall not diminish the flood-carrying capacity of the waterway adjoining or crossing
th is permitted site and that such alterations or development are consistent with requ irements of
t he City of College Station City Code, Chapter 13 concerning encroachments of flood ways and of
floodway fringes. CJkJts f}. ~ t,
I
Engineer
Jan.22 , 1QQQ
Date
I, do certify that the proposed alterations do not raise the level
of the l 00 year flood above elevation established in the latest Federal Insurance Administration
Flood Hazard Study .
Engineer Date
Conditions or comments as part of approval • -------------------
[n 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. All development shall be in accordance with the plans
a nd specifications submitted to and approved by the City Engineer for the above named proj ect.
All of the applicable codes and ordinances of the C ity of College Station shall apply .
Figure Xll
Development Permit
City of College Station, Texas
Site Legal Description : Lot 2, Wolfpen Creek Subdivision
Site Owner: Sonic Management -------------
Architect/ . . . Municipal Development Group
Engineer: --------------
C ontractor: Advancing Designs
Date Application Filed : January 25 , 1999
329 South Sam Houston
Address : Huntsville , TX 77340
Telephone: (409)291-0338
Address: 2551-A Texas Ave. So.
Telephone No : (409)693-5359
P .O . Box 1133
Address : Navasota , TX 77868
Telephone No : ----------
Application is hereby made for the following development specific waterway alterations :
~ Application Fee
~ Signed Certifications
0 Drainage and erosion control plan , with supporting Drainage Report two (2) copies each .
0 Site and Construction Plans , with supporting Drainage Report two (2) copies each .
0 Other: ------------------------------
The information and conclusions contained in the above plans and supporting documents comply
with the current requirements of the City of College Station, Texas City Code, Chapter 13 and its
associated Drainage Policy and Design Standards.
As a condition of approval of this permit application , I agree to const ruc t the impro ·1 emen ts
proposed in this application according to these documents and the requirements of Chapte r 13 of
the College Station City Code .
Property Owner( s) Contractor
Figure XII Continued
CERTCFICA TIONS : (for proposed alterations within designated flood hazard areas .)
A. I, certify that any nonresidential structure on or proposed
to be on this site as part of this application is designated to prevent damage to the structure or its
contents as a result of flooding from the l 00 year storm.
Engineer Date
B . I, certify that the finished floor elevation of the lowest
floor, including any basement, of any residential structure, proposed as part of this application is
at or above the base flood elevation established in the latest Federal Insurance Administration
Flood Hazard Study and maps, as amended .
Engineer Date
C. I, North B. Bardell, Jr., PE#60687~ertify that the alterations or development covered by
this permit shall not diminish the flood-carrying capacity of the waterway adjoining or crossing
this permitted site and that such alterations or development are consistent with requirements of
the City of College Station City Code, Chapter 13 concerning encroachments of flood ways and of
flood1SJ:~~f:
Engineer
Jan .22 , 1999
Date
I, do certify that the proposed alterations do not raise the level
of the l 00 year flood above elevation established in the latest Federal Insurance Administration
Flood Hazard Study .
Engineer Date
Conditions or comments as part of approval -------------------
ln 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.
[ hereby grant this permit for development. All development shall be in accordance with the plans
and specifications submitted to and approved by the City Engineer for the above named project.
All of the applicable codes and ordinances of the City of College Station shall apply .