HomeMy WebLinkAbout35 Development Permit 99-313 Rudy's Restaurant 504 Harvey Rd.Gen eral Co ntra ctors
DiF. of CDS En terprises. Inc.
1707 Graham Rd . • College Station , TX 77845 • 409-690 -7711 • Fax: 409-690-97 97
October 29 , 1999
Natalie Rui z
Development Coordinator
City of College Station
1101 Texas Ave . South
College Stati on, TX 77842
RE : Rudy 's Bar-B-Q -College Station , Texas
Dear Ms. Rui z:
Attached is the "Supplemental Development Permit Information" form for the Rudy's
Bar-B-Q project.
If you have any questions or need additional information, please do not hesitate to give
me a call at (409) 690-7711.
Sincerely Yours ,
Joe Schultz, P.E.
Civil Engineer
Attachment
SUPPLEMENTAL DEVELOPMENT PERMIT INFORMATION
l\pplication is hereby made for the following developme nt specific wate rway alterations:
() V\ +r ~:O.A ~ R.v.~ ( s ( -B --a ro · t J..
ACKNOWLEDGMENTS:
I, .J o S .. ~ ~ ~. ~c.k .... \\--"L
1
~-f. , desi gn e ngi neer/owner, hereby acknowledge or affi rm that:
The information and conclusions contained in the above p lans and supporting documents comply with the curre nt requirements of
the City of Colle ge Station, Texas City Code, Chapte r 13 and its associ a ted Drainage Policy and Desi gn Standards.
As a conditi on of approval of this permi t application, I a gree lo construct the im proveme nts proposed in this application acco rding to
these >nts and the Tm; 13 o f the College Station City Code.
Prope-;(i·~':/!ltl'L ~;.,.r _Co_n_tra_c-to_r __________ _
CERTIFICATIONS: (for proposed alterations within des ignated flood haz.ard areas.)
_ __:~~~~....!P_. _5--=='-~\._-=-=-"'--'\:....:+_1.:;::___, certify that any nonreside n tial structure on or p roposed to be on this si te as part
ge to th e stru cture or its conten ts as a result of flood.i ng fro m the 100 year st o rm.
A.
Engineer Date
B . I, certify that the fini s hed floor elevation of the lowest floo r, including any
basemen t., of any residential structure, proposed as part of this application is a t or above the base fl ood elevation established in the
latest Federal Insurance Administration Flood Haz.ard Study and maps, as amended.
Engineer Date
C . I, ~ \)~ ? · Sc l ... ~t-t., f.£ ~ ce rtify that the alterations or deve lopment covered by this permit shal l not
diminish the flood~ g capacity of the wftterway adjo ining or crossing this permitted site and that such alterations or
development are consistent with requirements of the City of College Station City Code, Chapte r 13 concerning encroachme nts of
floodways and of floodway · ges.
In accordance with Chapter 13 of the Code of Ordina nces of the City of College Station, measures shall be taken to insure that debris
from construction, erosion, and sedimentation shall not be de posited in city streets, or existing drainage facilities.
i hereby grant this permit for development All deve lopme nt shall be in accordance wi th the plans and specifications su bmi tted to
and approved by the Ci ty Engineer for the above named proj ect. All of the a pplicable codes and ordi nances of the Ci ty of Co ll ege
Station shall apply .
SITE PLAN AP PLICATION
SITEAPP.DOC 03n5199
3 of3
Project Name: ,e.,cL, $ Y t:Jl/ -p -Q
~ewou.:J/~, @E
Reviewer..~~~--'~(-~~~"----~~~~~~~
Drainage Reports
~ ~ / Primal)' drainage system identified
.i(' Swrounding developments shown
J;f Local streets, drainage systems shown
Descriotion
~ Aacageofproject
,-1:::1 / Land cover described :ef' Primal)'/sccondary systems within property shown
j!{ General description
Drainage Basins
,if ~to FIRMs if applicable ~ Secondary system flow patterns and impact of development on existing system
)?I" Proposed pathways to Primal)' system shown or described
Design Criteria
0 Any deviation from standards being requested?
)'.( Discussion of site constraints and capacities (streets, existing structures, etc.) :ef Discussion of any applicable previous drainage studies and how this plan will affect it
,drologic Criteria
Rainfall/runoff calculation method described and calculations provided
0 Detention discharge I storage calculation method I calculations
;( Storm rccurreocc intcrva1a used
0 Discussion of other drainage facility design criteria used if not referenced in Standards
Hydaullc Criteria .z Identify capacity of systems used
~ Specify velocities at critical points in system
D Identify detention I retention outlet and routing
D Discussion of other drainage facility design criteria used not referenced in Standards
Drainage Facility Dgign Ja7 Disa&is drainage paUcma I flows (pre w. post)
D AI:c they draining water onto another property owner? -if so, is it where the water flowed before? and is it not
_/ more than what flowed there before? and no faster than it flowed before?
,,El :r;>iscuss ~ion control measures employed
0 Discuss detention pond design (sideslope, low flow channels, outlet works, freeboard, emergency spillway)
0 Discuss maintenance access and responsibilities
Conclusions
jf Verify compliance with DPDS (signed and sealed certification)
:a" Explain effectiveness of improvements with regard to controlling discharges of S -100 year storm by
a) Detaining
b) Ac:x:ommodating runoff in existing I proposed casements or ROW discharging into primal)' system
c) Combination of a & b
9at'12
\
Project Name: __________ _
Review Date: __________ _
Reviewer: ___________ _
Drainage Reports(cont.)
jJ'pendicg
Rcfcrcnc:cs (all criteria and technical infonnation used)
)1" Hydrologic computations
if Land use assumptions for adjacent property Z Minor/major storm runoff at specific points
d Historiclfully developed runoff specific points
0 Hydrographs at critical points
~ Hydraulic computations
Z Culvert capacities (headwater and tailwater assumptions)
ff Storm sewer capacities
,e( Street capacities
;;;( Storm inlet capacities (inlet control rating)
0 Open channel design
0 Detention area I volume capacity I outlet capacity
_:yacbed Drawings
.../ Location map with drainage patterns
;a , Floodplain map if any Z Drainage plan with topo (existing and proposed with arrows if needed) %' Details of outlet suuctwes
10 ol'l2
SITE PLAN APPLICATION
MINIMUM SUBMIITAL REQUIREMENTS
/ Aite ~tan application completed in fun.
=z,.$100.00 Application Fee.
____ll $100.00 Development Permit Application Fee.
__ $300.00 Public Infrastructure Inspection Fee if applicable. (This fee is payable if construction of a public
/waterline, sewerline> si~ street or drainage facilities is involved.) -
~ (16) folded copies of site plaa 1(3 FoUJF~O c..o--PriU? ot=='. /Uf_ 6 rrv;__ o/ LANC>f:CAV>C 7 L'A rJ.
A copy of the attached site plan checklist with all items checlced off or a brief explanation as to why they are not
checked oft:
APPLICATION DATA
NAME OF PROJECT Rudy's Barbecue -College Station, Texas
ADDRESS iJo,.i 5,,p( Harvey Road
>
LEGAL DESCRIPTION lot 1 Wolf Pen Creek
APPLICANT (Primary Contact for the Project):
Name Blake Brown
Street.Address 1514 Ranch R., 620 South Ciiy __ A_us_t_i_n ________ _
-state--Texas -_ --Zip eooe---78734 -------E.:MairAaaress -----------------
Phone Number ( 512) 263-0929 Fax Number ( 512) 263-1942 -----------------
PROPER1Y OWNER'S INFORMATION:
Name MoonDance Investments Ltd. ---------------------------------
Street Address __ 1_5_14_Ran.;;__c'-h_R_ • .;..!-,_62_0_So_u_th _____ City _A_u_s_ti_· n _________ _
State TX Zip Code _78_7_3_4 _____ :&Mail Address ------------
Phone Number _ ___._( =-51"""'2'-'-).....;2=6=3--0=9;;..::2=9 ___ Fax Number ( 51 2) 263-1942
ARCIIlTECT OR ENGINEER'S INFORMATION:
Name W. Michael Steffey Registered Architect ------------=----=:.-------------------
Street Address 2180 North loop West #350 City _H_o_us_t_o_n ________ _
' State TX Zip Code _7_70_1_8____ E-Mail Address msteffey@ksa-adi.com
Phone Number ( 713) 686-4900 Fax Number ( 713) 686-8180 _ ___;, _ ___;, _____ .....;
01HER CONf ACI'S (Please specify type of contact, i .e. project manager, potential buyer, local contact, etc.)
Name Mark Fergu?On (Landscape Engineer) _______ __,:;....;.__.;_ __ ~_....::_ _ __;, ______________ _
Street Address __ 3_7_0_9_So_u_th_Co_ll_eg_e_A_v_en_u_e ___ City __ B_ry_an _________ _
State TX Zip Code _7_78_0_1_____ E-Mail Address ------------
Phone Number __ (_4_09'-)_2_; 6_0_-_90_3_3_,;.____;Fax Number ( 409) 846-6395
SITE PLAN APPLICATION
SITEAPP.DOC 03/lS/99
loC3
r.t.;;;;;;:;;;;-:Z;;:On;NIN~G --District -WPC ------------------------
Restaurant
PROPOSED USE"OF PROPER'IY R~es~ta=ur=an=t----------------------
VARIANCE(S) REQUESTED AND REASON(S) _No_n_e _______________ _
#OF PARKING SPACES REQUIRED _10_4 __
0 MULTI-FAMILYRESIDENTIAL
Total Acreage ----
--Floodplain Acreage -------
Housing Units ----
# of l Bedroom Units
# of2 Bedroom Units
#of 3 Bedroom Units
# of 4 Bedroom Units
FOR 2 BEDROOM UNITS ONLY
__ # Bedrooms ~ 132 sq. ft.
__ # Bedrooms < 132 sq. ft.
# OF PARKING SPACES PROVIDED 105 ----
EJ COMMERCIAL
Total Acreage 1_._24_2 __ _
Building Square-rea:--5353
• ft. Fl~lain Aqeage 5280. 7
(100 years)
applicant has prepared this application and certifies that the facts stated herein and exhibits~
to are true and co"ect
ture of Ownec, Agent or Applicant
AN APPUCATION
>.DOC OJm/99
Date' 1
I! 't1i ,, .. 11 I 1 J !~ f .t f. . f. .. is . , _ -• S1. J it l n ii h ti lf 11 I .. ._ tJ tz Ii ii 1' 1·-f 1i I ft b •]. Ii a I · ~l I ~ I, f J f J: f i f. I . l 1 f ' -t ; It f ! r ii Ii i H i;. f I ~ f 8 l fir f 11~ f lit... ( ..... iii fi '~! fl tr If d 11 9J·1 r~l ... , •1.-f•r · ff' ..ir i •1..1 i sfi". :r ~u '' ~.1 f ~ 111 (' ct lf i u •I i.s I ..-"' f ')( . ~~ -,~,!!I ,.. f. .. g .. I f... I f b( ~· I ir , 11 I gi --~ ~ ... s '.ii ? l f. .. I;t Ii ! t Ur' ti!~ ~iii f II 1 f•11J ;·1 f 1!11 ! [ I I i1·111 ii <. i f. I ll.& 111 I ('! i':I • °'l ,,a t h iii l l! I t •1 ... s " . I I( 11 ; ; ~I I I IC IQ \C ·~ ID 0 J .. i s~ .... ·•t.J . ~v N..., l ~ ~~ t& ~ "'!\ JI VI 0 t ~, f~ ti! ~~ I C 0 : " c D'tl I I~ I I .. · 1 ·~ ~~ . WN Ill N ~ Ol ~ w ~ ID '"' ·o 0\0 o~ ! N s 2: ~ 0 "J •• 0 w
TEX.CON
Gen eral Contra ctors
Di v. of C DS En te rp ri ses, In c.
1707 Graham Rd. • Co ll ege Station , TX 77845 • 4 09-690-7711 • Fa x: 409 -690 -9 797
October 25, 1999
Jeff Tondre
Acting Asst. City Engineer
Development Services
City of College Station
1101 Texas Ave. South
College Station, TX 77842
RE: Rudy's Bar-B-Q -College Station, Texas
Dear Mr. Tondre:
Enclosed are two copies of the drainage report and a copy o f the grading and drainage
construction plans for the Rudy's Bar-B-Q project for yo ur review .
If you have any questions or need additional information, please do not hesitate to give
me a call at ( 409) 690-7711.
Sincerely Yours ,
Joe Schultz, P .E.
Civil Engin eer
Enclosures
Drainage Report
For
Rudy 's Bar-B-Q
Harvey Road
College Station, Texas
October 1999
Developer:
Moondance Investments , Ltd .
1514 Ranch Road 620 South
Austin, TX 78734
Prepared By:
TEXCON General Contractors
1 707 Graham Rd.
College Station, TX 77845
4091690-7711
TABLE OF CONTENTS
Certification 1
Introduction 2
General Location and Description 2
Flood Hazard Information 2
Development Drainage Patterns 2
Drainage Design Criteria 3
Storm Water Runoff Analysis 4
Storm Sewer Design 4
Conclusion 5
Appendices
Appendix A Flood Insurance Rate Map
Appendix B Exhibits
Appendix C Storm Sewer Pipe Calculations
Appendix D Storm Sewer Inlet Design Calculations
CERTIFICATION
I , Joseph P. Schultz, Licensed Professional Engineer No. 65889, State of Texas , certify that
this report for the drainage design for Rudy 's Bar-B-Q, was prepared by me in accordance
with the provisions of the City of College Station Drainage Policy and Design Standards for
the owners hereof.
INTRODUCTION
DRAINAGE REPORT
RUDY'S BAR-B-Q
The purpose of this report is to provide the hydrological effects of the construction of the
Rudy's Bar-B-Q project. This report presents the details of the storm water runoff analysis
and the storm sewer drainage system designed to control the runoff.
GENERAL LOCATION AND DESCRIPTION
The 1.24 acre tract is located on the south side of Harvey Road approximately 600 east of
George Bush Drive East. The site was previously developed and used as retail and
commercial businesses. The existing building has been vacant for several years. The
proposed project will require removal of the existing building and some of the parking lot.
Some of the existing parking lot pavement will remain and be used for the new parking lot.
The existing site elevations range from elevation ~75 to elevation 282.
FLOOD HAZARD INFORMATION:
The project site is located in the Wolfpen Creek Drainage Basin No . 2, Regulatory Channel
Reach No. III, between tributaries "A" and "B" as shown on Figure II-1 in the Drainage
Policy and Design Standards for the City of College Station. A portion of the site is located
in a 100-year flood plain according to the Flood Insurance Rate Maps prepared by the
Federal Emergency Management Agency for Brazos County, Texas and incorporated areas
dated July 2, 1992, panel number 48041C0142C , which was revised to reflect a LOMR
dated May 31 , 1999. The remainder of the site is located in a Zone X Area, which is an
area outside the 500-year flood plain. A copy of a portion of this map showing the project
site is included as Appendix 1. The final plat for this property graphically represented the
100-year floodplain limit and this line is shown on Exhibits 1 and 2. The 100-year flood
plain limit based on a B.F.E. of 278.6 at the east property line, 279.6 at the west property
line , and a recent topographical survey of the property is also shown on Exhibits 1 and 2 .
This section ofWolfpen Creek is a primary channel and storm water runoff detention is not
required by City ordinance for this area. The minimum floor elevation for structures
adjacent to this channel shall be at least 1 foot above the base flood elevation. The
proposed building slab elevation for the restaurant is 281 .25, which is more than 1 foot
above the base flood elevation.
DEVELOPMENT DRAINAGE PATTERNS:
The storm water runoff from the site prior to development flowed toward the south
boundary of the tract and into Wolfpen Creek. The highest bank of Wolfpen Creek varies
from 10 to 60 feet from the project site's south property line and Carter's Creek is located
approximately 16,500 ft downstream of the project site . Exhibit 1 shows the runoff
drainage pattern for the existing site.
After development of the project, the storm water runoff from the site will be captured by a
storm sewer system and be released into Wolfpen Creek near the center of the tract. The
2
total area for which runoff is to be controlled is 1.12 acres. The site has 3 post-
development drainage areas, which are shown on Exhibit 2 . The runoff from these areas is
controlled by curb inlets, which allow the runoff to enter the storm sewer pipe system. The
design criteria and results of the storm sewer system design are included in subsequent
sections of this report .
DRAINAGE DESIGN CRITERIA
The design parameters for the storm sewer system are as follows:
• The Rational Method is utilized to determine peak storm water runoff rates for the
storm sewer design.
• Design Storm Frequency 5, 10, 25, 50, and 100-year storm events
• Runoff Coefficients (Table III-I -Drainage Policy and Design Standards)
-Grass Area
-Impervious Area
-Landscaped Area
Pre-Development -1.12 acres
Existing Conditions -Grass -0.30 acres -C=0.50
Impervious Area -0.82 acres -C=0.90
Composite C=(0 .30/l .12)*0.50+(0.82/1 .12)*0.90=0 .79
Post-Development
C=0.50
C=0.90
C=0.50
The post-development condition will consist of approximately 90% impervious area and
10% landscape area. 1.12 acres of the site will be controlled by the storm sewer system.
The remaining 0.12 acres of the 1.24 acre site will consist of landscaped area around the
perimeter of the parking lot, which will drain across the surface of the ground to Harvey
Road or to Wolfpen Creek. The runoff from this area is minimal and should not cause
erosion or impact the adjacent property.
Composite C=(0 .90)(0.90)+(0.10)(0 .50)=0 .86
• Rainfall Intensity values are from the Intensity -Duration -Frequency Curves for the
City of College Station (Figure III-I -Drainage Policy and Design Standards)
Stonn Event
5 yr.
10 yr.
25 yr.
50 yr.
100 yr.
Rainfall Intensity (in/hr)
7 .7
8 .3
9 .8
11.1
12.6
3
• Time of Concentration
A minimum time of concentration of 10 minutes was used for the pre-development
and post-development runoff calculations for this site.
STORM WATER RUNOFF ANALYSIS
The construction of this project will increase the runoff from this site due to the increase
in impervious area. The increase in the runoff coefficient from 0. 79 to 0.86 will result
in an increase of approximately 9% in the peak runoff for the site. However, the runoff
from the site in its existing condition is directed to curb openings in the parking lot and
then surface flows to Wolfpen Creek . The proposed storm sewer system will decrease
the peak runoff slightly as some storage volume will be developed as the water enters
the inlets and pipes. Also , the peak runoff from this site will enter Wolfpen Creek prior
to the Creek reaching its maximum water depth due to the shorter time-of-concentration
for this site compared to the entire Wolfpen Creek Drainage Basin located upstream of
this site.
The curb inlets and storm sewer piping are designed to handle the peak runoff from the
100-year storm event without overtopping of the parking lot curbs. However, the base
flood elevation as determined for the FEMA study for the 100-year water surface is
higher than a portion of the parking lot and the curb inlets . If this storm event and
runoff condition were to occur, than the storm sewer wouldn't function properly while
the water surface elevation in Wolfpen Creek is higher than the curb inlets. This will
result in water ponding in a portion of the parking lot until the water level in the creek
recedes and the storm sewer will allow the water in the parking lot to drain into the
creek. The depth of water in the parking lot should not be great enough to cause
significant property damage . As previously noted, the minimum building slab elevation
will be at least 1 foot above the base flood elevation.
STO RM SEWER DESIGN
The storm sewer piping for this project has been selected to be RCP meeting the
requirements of ASTM C-76, Class III, pipe . The curb inlet boxes will be cast-in-place
concrete. The flow into the storm sewer piping would allow smaller diameter piping for
pipes No. 1 and 2 to be used to adequately convey the runoff from the site. However, to
reduce the possibility of clogging from debris and for future maintenance
considerations, the 18" diameter pipe was selected. The proposed slope of the storm
sewer pipes is to be 0 .65% for pipes No. 1 and No. 2 and 0.60% for pipe No. 3 . Even
during low flow conditions, these slopes will result in a velocity that will exceed 2.0 fps
and prevent sediment build-up in the pipe. The maximum flow in the storm sewer pipe
will occur in Pipe No. 3, which is 24 " in diameter and which discharges into Wolfpen
Creek. The flow will be 12 .1 cfs and will result in a velocity of 5.4 fps based on
Manning 's Equation . A concrete headwall with wingwalls and an outlet slab will be
used to dissipate the velocity and prevent erosion as the runoff enters the creek. The
4
curb inlet design calculations are provi ded in Appendix D . The characteristics of the
storm sewer piping are provided in Table 1.
TABLE 1
Storm Sewer Piping Summary
Pipe Size Length Slope Design Flow Design Velocity % Invert Elevation
No (in) (ft) (%) (cfs) (fps) full Upstream Downstream
1
2
3
18
18
24
124.3
85.9
50.0
0 .6 5
0.65
0.60
5 .3
5.7
12 .1
4 .5
4 .6
5.4
63.0 271.42
66 .2 271.76
67.5 265.30
Note: The design flow is the peak runoff from the 100-year storm event
CONCLUSIONS
270.60
271.20
265.00
The construction of this project will increase the storm water runoff from this site. This
increase is not considered significant due to the proximity of the site to Wolfpen Creek.
The runoff from this site is only a small percentage of the total runoff at this point on
Wolfpen Creek and should result in a minimal increase, if any, in the peak elevation of
the water in the creek. As noted previously, the curb inlets and storm sewer piping may
slightly detain the runoff in the parking lot and eliminate the increase in runoff from the
existing conditions due to the development. No flood damage to adjacent or
downstream landowners is expected as a result of this development.
5
APPENDIX A
Flood Insurance Rate Map
APPENDIXC
Storm Sewer Pipe Calculations
Rudy's Bar-B-Q -Pipe 1 -Q5
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Critical Information
Circular
Depth of Flow
18.0 000 in
3.2000 cfs
0.0065 ft/ft
0.0150
8.3 1 30 in
1.7671 ft2
0.7978 ft2
26.8989 in
56.5487 in
4.0112 fps
4.2708 in
46.1831 %
7.3397 cfs
4.1534 fps
Critical depth . . . . . . . . . . . . . . . . . . 8.1739 in
Critical slope . . . . . . . . . . . . . . . . . . 0.0069 ft/ft
Critical velocity ............... 4.1002 fps
Critical area . . . . . . . . . . . . . . . . . . . 0.7805 ft2
Critical perimeter . . . . . . . . . . . . . . 26.6198 in
Critical hydraulic radius . . . . . . . 4.2219 in
Critical top width . . . . . . . . . . . . . . 17.9240 in
Specific energy . . . . . . . . . . . . . . . . . 0.9428 ft
Minimum energy . . . . . . . . . . . . . . . . . . 1.0217 ft
Froude number . . . . . . . . . . . . . . . . . . . 0.9682
Flow condition . . . . . . . . . . . . . . . . . . Subcritical
Rudy's Bar-B -Q -Pipe 1 -QlOO
Manning Pipe Calculat o r
Given Input Data:
Shape .......................... .
Solving for .................... .
Diamete r ....................... .
Flowrate ....................... .
Slope .......................... .
Manning' s n .................... .
Comput e d Results:
Depth .......................... .
Area ........................... .
We tted Area .................... .
Wetted Perimeter ............... .
Perimeter ....................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Ful 1 ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Critical Informat i on
Circular
Depth of Flow
18.0000 in
5.3000 cfs
0 .0065 ft/ft
0 .0150
11 .3315 in
1 .7671 ft2
1 .1717 ft2
3 2.9910 in
5 6.5487 in
4 .5233 fps
5.1143 in
62.9525 %
7.3397 cfs
4.1534 fps
Critical depth . . . . . . . . . . . . . . . . . . 10.6840 in
Critical slope . . . . . . . . . . . . . . . . . . 0 .0077 ft/ft
Critical velocity ............... 4 .8443 fps
Critical area . . . . . . . . . . . . . . . . . . . 1.0941 ft2
Critical perimeter . . . . . . . . . . . . . . 3 1.6423 in
Critical hydraulic radius ....... 4.9790 in
Critical top width . . . . . . . . . . . . . . 18.0000 in
Specific energy . . . . . . . . . . . . . . . . . 1 .2598 ft
Minimum energy . . . . . . . . . . . . . . . . . . 1 .3355 ft
Froude number . . . . . . . . . . . . . . . . . . . 0 .9045
Flow condition . . . . . . . . . . . . . . . . . . Subcritical
Rudy's Bar -B-Q -Pipe 2 -Q5
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning' s n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Critical Information
Circular
Depth of Flow
18.0000 in
3.5000 cfs
0.0065 ft/ft
0.0150
8.7537 in
1.7671 ft2
0.8528 ft2
27.7816 in
56.5487 in
4.1042 fps
4.4202 in
48.6316 %
7.3397 cfs
4.1534 fps
Critical depth . . . . . . . . . . . . . . . . . . 8.5661 in
Critical slope . . . . . . . . . . . . . . . . . . 0.0070 ft/ft
Critical velocity ............... 4.2202 fps
Critical area . . . . . . . . . . . . . . . . . . . 0.8294 ft2
Critical perimeter .............. 27.4061 in
Critical hydraulic radius ....... 4.3577 in
Critical top width .............. 17.9791 in
Specific energy . . . . . . . . . . . . . . . . . 0.9912 ft
Minimum energy . . . . . . . . . . . . . . . . . . 1.0708 ft
Froude number . . . . . . . . . . . . . . . . . . . 0.9594
Flow conditi on . . . . . . . . . . . . . . . . . . Subcritical
Rudy's Bar-B-Q -Pipe2 -QlOO
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Critical Information
Circular
Depth of Flow
18.0000 in
5.7000 cfs
0.0065 ft/ft
0.0150
11.9200 in
1.7671 ft2
1.2421 ft2
34.2220 in
56.5487 in
4.5891 fps
5.2264 in
66.2222 %
7.3397 cfs
4.1534 fps
Critical depth . . . . . . . . . . . . . . . . . . 11.1190 in
Critical slope .................. 0.0079 ft/ft
Critical velocity . . . . . . . . . . . . . . . 4.9 632 fps
Critical area . . . . . . . . . . . . . . . . . . . 1.1484 ft2
Critical perimeter .............. 32.5124 in
Critical hydraulic radius . . . . . . . 5.0866 in
Critical top width . . . . . . . . . . . . . . 18.0000 in
Specific energy . . . . . . . . . . . . . . . . . 1.3157 ft
Minimum energy . . . . . . . . . . . . . . . . . . 1.3899 ft
Froude number . . . . . . . . . . . . . . . . . . . 0.8934
Flow condition . . . . . . . . . . . . . . . . . . Subcritical
Rudy's Bar-B -Q -Pipe 3 -q5
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Critical Information
Circular
Depth of Flow
24.0000 in
7.4000 cfs
0.0060 ft/ft
0.0150
11.8196 in
3.1416 ft2
1.5407 ft2
37.3383 in
75.3982 in
4.8029 fps
5.9420 in
49.2483 %
15.1868 cfs
4.8341 fps
Critical depth . . . . . . . . . . . . . . . . . . 11.5992 in
Critical slope . . . . . . . . . . . . . . . . . . 0.0064 ft/ft
Critical velocity ............... 4.9202 fps
Critical area . . . . . . . . . . . . . . . . . . . 1.5040 ft2
Critical perimeter . . . . . . . . . . . . . . 36.8973 in
Critical hydraulic radius . . . . . . . 5.8697 in
Critical top width .............. 23.9866 in
Specific energy . . . . . . . . . . . . . . . . . 1.3435 ft
Minimum energy . . . . . . . . . . . . . . . . . . 1.4499 ft
Froude number . . . . . . . . . . . . . . . . . . . 0.9647
Flow condition . . . . . . . . . . . . . . . . . . Subcritical
Rudy's Bar-B-Q -Pipe 3 -QlOO
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning' s n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Critical Information
Circular
Depth of Flow
24.0000 in
12.1000 cfs
0.0060 ft/ft
0.0150
16 .1 897 in
3 .1416 ft2
2.2546 ft2
4 6 .2589 in
75 .3982 in
5.3667 fps
7.0185 in
67.4573 %
15 .186 8 cfs
4.8341 fps
Critical depth . . . . . . . . . . . . . . . . . . 15.1023 in
Critical slope . . . . . . . . . . . . . . . . . . 0 .0072 ft/ft
Critical velocity ............... 5.7954 fps
Critical area ................... 2.0878 ft2
Critical perimeter .............. 43 .90 37 in
Critical hydraulic radius . . . . . . . 6.8479 in
Critical top width . . . . . . . . . . . . . . 24.0000 in
Specific energy ................. 1.7886 ft
Minimum energy . . . . . . . . . . . . . . . . . . 1 .8878 ft
Froude number . . . . . . . . . . . . . . . . . . . 0 .8965
Flow condition . . . . . . . . . . . . . . . . . . Subcritical
APPENDIXD
Storm Sewer Inlet Design Calculations
Storm Sewer Inlet Design Calculations
Curb Inlet in a Sag
Weir Formula
Q=(3 .087)(L )(h)1'(3/2)
Q/L=(3 .087)(h)"(3 /2)
Q = Discharge in cfs, 1 OOyr storm event
L = Length of opening in ft
H =Head or depth of water at opening in ft
Q/L = Discharge per length of opening ( cfs/ft)
It is assumed that the depth of the water at the opening is the height of the curb plus the
depression at the inlet.
Std. Inlet -depression = 2"
H = 6" + 2" = 8" = 0.67'
Q/L=(3.087)(0.67)"(3/2) = 1.69 cfs/ft
Inlet No. 1
QlOO = 5.3 cfs
L = 5.3cfs/l.69cfs/ft = 3.1 ft
Use a 5' wide Std. Curb Inlet
y(max) = 7" = 0.5833 ft
Actual Depth of water @ Q=5.3cfs-y = 0.49 ft = 5.9"
Inlet No. 2
QlOO = 5.7cfs
L = 5 .7cfs/l.69cfs/ft = 3.4 ft
Use a 5 ' wide Std. Curb Inlet
y(max) = 7" = 0.5833 ft
Actual Depth ofwater @ Q=5.7cfs-y = 0.51' = 6.2"
Inlet No. 3
QlOO = 1. lcfs y(max) = 7" = 0.5833 ft
L = 1.1 cfs/l.69cfs/ft = 0.65 ft
Use a 4' wide Std . Curb Inlet
Actual Depth of water@ Q=l . lcfs-y = 0.20 ' = 2.4"
Drainage Report
For
Rudy 's Bar-B-Q
Harv ey Road
College Station, Tex as
October 1999
Developer:
Moondance Investments , Ltd.
1514 Ranch Road 620 South
Austin , TX 78734
Prepared By:
TEXCON General Contractors
1707 Graham Rd.
College Station, TX 77845
409 /690-7711
TABLE OF CONTENTS
Certification
Introduction
General Location and Description
Flood Hazard Information
Development Drainage Patterns
Drainage Design Criteria
Storm Water Runoff Analysis
Storm Sewer Design
Conclusion
Appendices
Appendix A
Appendix B
Appendix C
Appendix D
1
2
2
2
2
3
4
4
5
Flood Insurance Rate Map
Exhibits
Storm Sewer Pipe Calculations
Storm Sewer Inlet Design Calculations
CERTIFICATION
I , Joseph P. Schultz, Licensed Professional Engineer No . 65889 , State of Tex as , certify that
this report for the drainage design for Rud y 's Bar-B-Q, was prepared by me in accord ance
with the provi sions of the City of College Station Drainage Policy and Design Standards fo r
th e owners h er eof.
_,,,,,,,,
--~~OF r: \ ;'A.,.""' ••••••••••• ~..+-. ,,
"' <=:> •• •• * ··.:IS' •• ~ . . . , ., * • • * 'A '-*: · .• ~ , ................................... 'l
~ .. A9.~.~f.~ .. ~~ .. ~~.~.Y.~g ... J l~ •• 6 : ct-,,. ,.~ ... ~ 5889 Q.:!!}J fa~~··f.gtSTE~~··· ~ 6'
'\ &s •••••••• ~0., \\",.'.O AL l:----
'°\.: ~""'·
INTRODUCTION
DRAINAGE REPORT
RUDY'S BAR-B-Q
The purpose of this report is to provide the hydrological effects of the construction of the
Rudy's Bar-B-Q project. This report presents the details of the storm water runoff analysis
and the storm sewer drainage system designed to control the runoff.
GENERAL LOCATION AND DESCRIPTION
The 1.24 acre tract is located on the south side of Harvey Road approximately 600 east of
George Bush Drive East. The site was previously developed and used as retail and
commercial businesses . The existing building has been vacant for several years. The
proposed project will require removal of the existing building and some of the parking lot.
Some of the existing parking lot pavement will remain and be used for the new parking lot.
The existing site elevations range from elevation 275 to elevation 282.
FLOOD HAZARD INFORMATION:
The project site is located in the Wolfpen Creek Drainage Basin No. 2, Regulatory Channel
Reach No. III, between tributaries "A" and "B" as shown on Figure 11-1 in the Drainage
Policy and Design Standard:; for the City of College Station. A portion of the site is located
in a 100-year flood plain according to the Flood Insurance Rate Maps prepared by the
Federal Emergency Management Agency for Brazos County, Texas and incorporated areas
dated July 2, 1992, panel number 48041C0142C, which was revised to reflect a LOMR
dated May 31, 1999. The remainder of the site is located in a Zone X Area, which is an
area outside the 500-year flood plain. A copy of a portion ofthis map showing the project
site is included as Appendix 1. The final plat for this property graphically represented the
100-year floodplain limit and this line is shown on Exhibits 1 and 2 . The 100-year flood
plain limit based on a B.F.E. of 278.6 at the east property line, 279.6 at the west property
line, and a recent topographical survey of the property is also shown on Exhibits 1 and 2.
This section of Wolfpen Creek is a primary channel and storm water runoff detention is not
required by City ordinance for this area. The minimum floor elevation for structures
adjacent to this channel shall be at least 1 foot above the base flood elevation. The
proposed building slab elevation for the restaurant is 281.25, which is more than 1 foot
above the base flood elevation.
DEVELOPMENT DRAINAGE PATTERNS:
The storm water runoff from the site prior to development flowed toward the south
boundary of the tract and into Wolfpen Creek. The highest bank ofWolfpen Creek varies
from 10 to 60 feet from the project site's south property line and Carter's Creek is located
approximately 16,500 ft downstream of the project site. Exhibit 1 shows the runoff
drainage pattern for the existing site.
After development of the project, the storm water runoff from the site will be captured by a
storm sewer system and be released into Wolfpen Creek near the center of the tract. The
2
total area for which runoff is to be controlled is 1.12 acres. The site has 3 post-
development drainage areas, which are shown on Exhibit 2. The runoff from these areas is
controlled by curb inlets, which allow the runoff to enter the storm sewer pipe system. The
design criteria and results of the storm sewer system design are included in subsequent
sections of this report.
DRAINAGE DESIGN CRITERIA
The design parameters for the storm sewer system are as follows:
• The Rational Method is utilized to determine peak storm water runoff rates for the
storm sewer design .
• Design Storm Frequency 5, 10 , 25 , 50, and 100-year storm events
• Runoff Coefficients (Table III-I -Drainage Policy and Design Standards)
-Grass Area
-Impervious Area
-Landscaped Area
Pre-Development -1.12 acres
Existing Conditions -Grass -0 .30 acres -C=0.50
Impervious Area -0.82 acres -C=0 .90
Composite C=(0 .30/l .12)*0.50+(0.82/1.12)*0.90=0.79
Post-Development
C=0.50
C=0.90
C=0 .50
The post-development condition will consist of approximately 90% impervious area and
10% landscape area. 1.12 acres of the site will be controlled by the storm sewer system.
The remaining 0.12 acres of the 1.24 acre site will consist oflandscaped area around the
perimeter of the parking lot, which will drain across the surface of the ground to Harvey
Road or to Wolfpen Creek . The runoff from this area is minimal and should not cause
erosion or impact the adjacent property.
Composite C=(0.90)(0.90)+(0 .10)(0.50)=0.86
• Rainfall Intensity values are from the Intensity-Duration -Frequency Curves for the
City of College Station (Figure III-I -Drainage Policy and Design Standards)
Storm Event
5 yr.
10 yr.
25 yr.
50 yr.
100 yr.
Rainfall Intensity (in/hr)
7.7
8.3
9.8
11. l
12.6
3
• Time of Concentration
A minimum time of concentration of 10 minutes was used for the pre-development
and post-development runoff calculations for this site.
STORM WATER RUNOFF ANALYSIS
The construction of this project will increase the runoff from this site due to the increase
in impervious area. The increase in the runoff coefficient from 0.79 to 0 .86 will result
in an increase of approximately 9% in the peak runoff for the site . However, the runoff
from the site in its ex isting condition is directed to curb openings in the parking lot and
then surface flows to Wolfpen Creek. The proposed storm sewer system will decrease
the peak runoff slightly as some storage volume will be developed as the water enters
the inlets and pipes . Also , the peak runoff from this site will enter Wolfpen Creek prior
to the Creek reaching its maximum water depth due to the shorter time-of-concentration
for this site compared to the entire Wolfpen Creek Drainage Basin located upstream of
this site .
The curb inlets and storm sewer piping are designed to handle the peak runoff from the
100-year storm event without overtopping of the parking lot curbs. However, the base
flood elevation as determined for the FEMA study for the 100-year water surface is
higher than a portion of the parking lot and the curb inlets. If this storm event and
runoff condition were to occur, than the storm sewer wouldn't function properly while
the water surface elevation in Wolfpen Creek is higher than the curb inlets . This will
result in water ponding in a portion of the parking lot until the water level in the creek
recedes and the storm sewer will allow the water in the parking lot to drain into the
creek. The depth of water in the parking lot should not be great enough to cause
significant property damage. As previously noted, the minimum building slab elevation
will be at least 1 foot above the base flood elevation.
STO RM SEWER DESIGN
The storm sewer piping for this project has been selected to be RCP meeting the
requirements of ASTM C-76 , Class III, pipe. The curb inlet boxes will be cast-in-place
concrete. The flow into the storm sewer piping would allow smaller diameter piping for
pipes No. 1 and 2 to be used to adequately convey the runoff from the site. However, to
reduce the possibility of clogging from debris and for future maintenance
considerations , the 18" diameter pipe was selected. The proposed slope of the storm
sewer pipes is to be 0 .65 % for pipes No . 1 and No . 2 and 0.60 % for pipe No . 3. Even
during lo w flow conditions, these slopes will result in a velocity that will exceed 2.0 fps
and prevent sediment build-up in the pipe. The maximum flow in the storm sewer pipe
will occur in Pipe No . 3, which is 24" in diameter and which discharg es into Wolfpen
Creek . The flow will be 12 .1 cfs and will result in a velocity of 5.4 fps bas ed on
Manning's Equation . A concrete headwall with w ingwalls and an outlet s lab will be
used to dissipate th e velocity and prevent erosion as the runoff enters th e cr ee k. The
4
curb inlet design calculations are provided in Appendix D. The characteristics of the
storm sewer piping are provided in Table 1.
TABLE 1
Storm Sewer Piping Summary
Pipe Size Length Slope Design Flow Design Velocity % Invert Elevation
No (in) (ft) (%) (cfs) (fps) full Upstream Downstream
1
2
3
18
18
24
124 .3
85.9
50 .0
0.65
0.65
0.60
5.3
5 .7
12.l
4.5
4.6
5.4
63 .0 271.42
66 .2 271 .76
67.5 265 .30
Note: The design flow is the peak runoff from the 100-year storm event
CONCLUSIONS
270 .60
271.20
265 .00
The construction of this project will increase the storm water runoff from this site. This
increase is not considered significant due to the proximity of the site to Wolfpen Creek.
The runoff from this site is only a small percentage of the total runoff at this point on
Wolfpen Creek and should result in a minimal increase, if any, in the peak elevation of
the water in the creek. As noted previously, the curb inlets and storm sewer piping may
slightly detain the runoff in the parking lot and eliminate the increase in runoff from the
existing conditions due to the development. No flood damage to adjacent or
downstream landowners is expected as a result of this development.
5
APPENDIX A
Flood Insurance Rate Map
APPENDIXC
Storm Sewer Pipe Calculations
Rudy's Bar-B-Q -Pipe 1 -Q5
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning' s n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Critical Information
Circular
Depth of Flow
18.0000 in
3.2000 cfs
0.0065 ft/ft
0.0150
8 .3130 in
1.7671 ft2
0.7978 ft2
26 .8989 in
56.5487 in
4.0112 fps
4.2708 in
46.1831 %
7.3397 cfs
4.1534 fps
Critical depth .................. 8.1739 in
ft/ft
fps
Critical slope . . . . . . . . . . . . . . . . . . 0.0069
Critical velocity . . . . . . . . . . . . . . . 4.1002
Critical area .................. .
Critical perimeter ............. .
Critical hydraulic radius ...... .
Critical top width ............. .
Specific energy ................ .
Minimum energy ................. .
Froude number .................. .
0.7805 f t2
26.6198 in
4.2219 in
17.9240 in
0.9428 ft
1.0217 ft
0.9682
Flow condition . . . . . . . . . . . . . . . . . . Subcritical
Rudy 1 s Bar -B -Q -Pipe 1 -QlOO
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning 1 s n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full .............. , .... .
Full flow Flowrate ............. .
Full flow velocit y ............. .
Cri t ical Information
Circular
Depth of Flow
18.0000 in
5.3000 cfs
0.0065 ft/ft
0.0150
11.3315 in
1.7671 ft2
1.1717 ft2
3 2.9910 in
56.5487 in
4.5233 fps
5.1143 in
62.9525 %
7.3397 cfs
4.1534 fps
Critical depth . . . . . . . . . . . . . . . . . . 10.6840 in
Critical slope . . . . . . . . . . . . . . . . . . 0.0077 ft/ft
Critical velocity . . . . . . . . . . . . . . . 4.8443 fps
Critical area . . . . . . . . . . . . . . . . . . . 1.0941 ft2
Critical perimete r . . . . . . . . . . . . . . 31.6423 in
Critical hydraulic radius ....... 4.9790 in
Critical top width . . . . . . . . . . . . . . 18.0000 in
Specific energy . . . . . . . . . . . . . . . . . 1.2598 ft
Minimum energy . . . . . . . . . . . . . . . . . . 1.3355 ft
Froude number . . . . . . . . . . . . . . . . . . . 0.9045
Flow condition . . . . . . . . . . . . . . . . . . Subcritical
Rudy's Bar-B-Q -Pipe 2 -Q5
Manning Pipe CalGulator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning's n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Circular
Depth of Flow
18.0000 in
3.5000 cfs
0.0065 ft/ft
0.0150
8 .7537 in
1.7671 ft2
0.8528 ft2
27.7816 in
56.5487 in
4.1042 fps
4.4202 in
48.6316 %
7.3397 cfs
4.1534 fps
Critical Information
Critical depth . . . . . . . . . . . . . . . . . . 8.5661
Critical slope . . . . . . . . . . . . . . . . . . 0.0070
Critical velocity . . . . . . . . . . . . . . . 4.2202
in
ft/ft
fps
Critical area .................. .
Critical perimeter ............. .
Critical hydraulic radius ...... .
Critical top width ............. .
Specific energy ................ .
Minimum energy ................. .
Froude number .................. .
0.8294 f t2
27.4061 in
4.3577 in
17.9791 in
0.9912 ft
1.0708 ft
0.9594
Flow condition . . . . . . . . . . . . . . . . . . Subcritical
Rudy's Bar-B-Q -Pipe2 -QlOO
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning ' s n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Critical Information
Circular
Depth of Flow
18.0000 in
5.7000 cfs
0.0065 ft/ft
0.0150
11.9200 in
1.7671 ft2
1.2421 ft2
34.2220 in
56.5487 in
4.5891 fps
5.2264 in
66.2222 %
7.3397 cfs
4.1534 fps
Critical depth . . . . . . . . . . . . . . . . . . 11.1190 in
Critical slope . . . . . . . . . . . . . . . . . . 0.0079 ft/ft
Critical velocity . . . . . . . . . . . . . . . 4.9632 fps
Critical area . . . . . . . . . . . . . . . . . . . 1.1484 ft2
Critical perimeter . . . . . . . . . . . . . . 32.5124 in
Critical hydraulic radius . . . . . . . 5.0866 in
Critical top width . . . . . . . . . . . . . . 18.0000 in
Specific energy . . . . . . . . . . . . . . . . . 1.3157 ft
Minimum energy . . . . . . . . . . . . . . . . . . 1.3899 ft
Froude number . . . . . . . . . . . . . . . . . . . 0.8934
Flow condition . . . . . . . . . . . . . . . . . . Subcritical
Rudy's Bar-B -Q -Pipe 3 -q5
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning' s n .................... .
Computed Results:
Depth .......................... .
Area ........................... .
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Critical Information
Circular
Depth of Flow
24 .0000 in
7.4000 cfs
0.0060 ft/ft
0.0150
11.8196 i n
3.1416 ft2
1.5407 ft2
37.3383 in
75.3982 in
4.8029 fps
5.9420 in
49.2483 %
15 .186 8 cfs
4.8341 fps
Critical depth . . . . . . . . . . . . . . . . . . 11.5992 in
Critical slope . . . . . . . . . . . . . . . . . . 0.0064 ft/ft
Critical velocity ............... 4.9202 fps
Critical area . . . . . . . . . . . . . . . . . . . 1.5040 ft2
Critical perimeter . . . . . . . . . . . . . . 36 .8973 in
Critical hydraulic radius . . . . . . . 5.8697 in
Critical top width .............. 23.9866 in
Specific energy . . . . . . . . . . . . . . . . . 1.3435 ft
Minimum energy . . . . . . . . . . . . . . . . . . 1.4499 ft
Froude number . . . . . . . . . . . . . . . . . . . 0.9647
Flow condition . . . . . . . . . . . . . . . . . . Subcritical
Rudy's Bar-B-Q -Pipe 3 -QlOO
Manning Pipe Calculator
Given Input Data:
Shape .......................... .
Solving for .................... .
Diameter ....................... .
Flowrate ....................... .
Slope .......................... .
Manning ' s n .................... .
Computed Results:
Depth .......................... .
Area ........................... ·
Wetted Area .................... .
Wetted Perimeter ............... .
Perimeter ...................... .
Velocity ....................... .
Hydraulic Radius ............... .
Percent Full ................... .
Full flow Flowrate ............. .
Full flow velocity ............. .
Critical Information
Circular
Depth of Flow
24.0000 in
12.1000 cfs
0.0060 ft/ft
0.0150
16.1897 in
3.1416 ft2
2.2546 ft2
46.2589 in
75.3982 in
5.3667 fps
7.0185 in
67.4573 %
15.1868 cfs
4.8341 fps
Critical depth . . . . . . . . . . . . . . . . . . 15.1023 in
Critical slope . . . . . . . . . . . . . . . . . . 0.0072 ft/ft
Critical velocity . . . . . . . . . . . . . . . 5.7954 fps
Critical area ................... 2.0878 ft2
Critical perimeter .............. 43.9037 in
Critical hydraulic radius . . . . . . . 6.8479 in
Critical top width .............. 24.0000 in
Specific energy . . . . . . . . . . . . . . . . . 1.7886 ft
Minimum energy . . . . . . . . . . . . . . . . . . 1.8878 ft
Froude number . . . . . . . . . . . . . . . . . . . 0.8965
Flow condition . . . . . . . . . . . . . . . . . . Subcritical
APPENDIXD
Storm Sewer Inlet Design Calculations
Storm Sewer Inlet Design Calculations
Curb Inlet in a Sag
Weir Formula
Q =(3.087)(L)(h)"(3/2)
Q/L=(3. 087)(h)"(3 /2)
Q = Discharge in cfs, 1 OOyr storm event
L = Length of opening in ft
H = Head or depth of water at opening in ft
Q/L =Discharge per length of opening ( cfs/ft)
It is assumed that the depth of the water at the opening is the height of the curb plus the
depression at the inlet.
Std. Inlet -depression = 2"
H = 6" + 2" = 8" = 0 .67'
Q/L=(3 .087)(0.67 )"(3/2) = 1.69 cfs/ft
Inlet No . 1
QlOO = 5.3 cfs
L = 5 .3cfs/1.69cfs/ft = 3 .1 ft
Use a 5 ' wide Std. Curb Inlet
y(ma:x) = 7" = 0.5833 ft
Actual Depth of water @ Q=5 .3cfs-y = 0.49 ft = 5 .9"
Inlet No . 2
QlOO = 5.7cfs
L = 5.7cfs/l.69cfs/ft = 3.4 ft
Use a 5' wide Std. Curb Inlet
y(max) = 7" = 0 .5833 ft
Actual Depth of water @ Q=5 .7cfs-y = 0 .51' = 6.2"
Inlet No . 3
Q 100 = 1.1 cfs y(max) = 7" = 0.5833 ft
L = 1. lcfs/l.69cfs/ft = 0 .65 ft
Use a 4 ' wide Std . Curb Inlet
Actual Depth of water @ Q =l . lcfs-y = 0.20 ' = 2.4 "
Sen t By : TEXCO Nj
Item
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1
2
3
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409 690 9797 j Ma y -1 9 -00 9:12 j
COST ESTIMATE
FIRE SYSTEM WATERLINE
RUDY'S BBQ· COLLEGE STATION , TEXAS
Estimated
Description Quantity
6" Wat~rl i ne -PVC-Cl 200 (C900) 67 LF
6" -90 \d eg . M .J . Bends 1 EA
Riser P,ipe 1 EA
Tie-in tp existing pipe 1 LS
Prepar ~d by: Texcon Genera l Contractors
Un it Estimated
e.r.ic;~ Cost
$25.00 $1 ,675.00
$200 .00 $200.00
$300 .00 $300.00
$1,000 .00 $1.0QQ .QO
Total $3 ,1 75 .00
Pag e 2 /2