HomeMy WebLinkAbout11 Development Permit 362 St Mary's Student CenterDEVELOPMENT PERMIT
PERMIT NO . 362
ST. MARY'S STUDENT CENTER
FOR AREAS OUTSIDE THE SPECIAL FLOOD HAZARD AREA
RE: CHAPTER 13 OF THE COLLEGE STATION CITY CODE
SITE LEGAL DESCRIPTION:
Lots 1-14, Block 3 and Lots 2-5, Block 6, Tauber Addition
SITE ADDRESS:
103 Nagle Street
College Station, Texas 77840
OWNER:
St. Mary's Catholic Center
103 Nagle Street
College Station, Texas 77840
(409)846-5717
DRAINAGE BASIN:
Wolf Pen Creek Tributary "C" and Burton Creek
TYPE OF DEVELOPMENT:
This permit is valid for the site construction as shown on the approved plans. The
contractor shall prevent silt and debris from leaving the site in accordance with the City of
College Station Drainage Policy and Design Standards. The owner and/or contractor
shall be responsible for any damage to existing city streets or infrastructure due to heavy
machinery and/or equipment.
In accordance with Chapter 13 of the Code of Ordinances of the City of College Station,
measures shall be taken to insure that debris from construction, erosion, and sedimentation
shall not be deposited in city streets, or existing drainage facilities.
I hereby grant this permit for development of an area outside the special flood hazard area.
All development shall be in accordance with the plans and specifications submitted to and
approved by the City Engineer in the development permit application for the above named
project and all 9 the codes and ordinances of the City of College Station that apply .
Dat7/ y -:?-y?
Date
Contractor Date
Figure XII
Development Permit
City of College Station, Texas
Site Legal Description : 0o 3 ~Avrdc s+ree-f-,1 C:O/~e s:fqY../tJ/j/
Site Owner: :;;_ • ;1/ut&-i a/c ~Address : /OJ /t/ag/e s;_c Cr<;;;; 77rf1J
Telephone: cr&9 -t?7~6'~>?/7
Architect/ /J , I/ J/r // I , Address: ;;;;_?6_) 4r-e ffe/.;ff.":20J? ;(MPrJ"'j"?;a:Js-
Engineer : Mg;=r<:. /'f~fl;A{ji(Jr/' /'tf frl'Jrtrr/5 Telephone No: 7/I ~:;-:;;tf ~ 0 / :S (
Contractor: C,6. lfet?J Cblf/.!l-fV{(ffJ,vUJ,Address : //{Y)/ 5, M'/c1~.>¢-{;"'(-{' /3f!?,k~/
Telephone No : ?f.5-c:t'..iY -/flJOQ 77.?.J.t;-
Date Application Filed : t..l(Y,/7 7 Approved: __________ _
Application is hereby made for the following development specific waterway alterations:
Application Fee
0 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: -----------------------------
ACKNOWLEDGMENTS :
I, Pekr d/:.fe@_{?J= , design engineer/owner, hereby acknowledge or affirm that:
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 construct the improvements
proposed in this application according to these documents and the requirements of Chapter 13 of
the C ge Station City Code .
Contractor
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'A Y TO THE
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ST. MARYS BUILDING FUND
103 NAGLE STREET PH . 409-846-5717
COLLEGE STATION , TEXAS 77840
THANK YOU
FIRST AMERICAN BANK
BRYAN, TEXAS 77805
88-232 -1131 413/97
J RDER OF City College Station $ .. 100.00
One Hundred and 00 /IOO••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••
City College Station
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Building Permit for new Student Center 0 "~ p (;J ,!LJ_J u ·-.. --· ---~ -·----------·--·---------l
JI EM O
29June1994
Ms . Veronica J.B. Morgan, P .E.
City of College Station
1101 Texas Avenue
College Station, Texas 77842
Re: St. Mary's Parish & Student Center
Dear Ms . Morgan:
I appreciate your meeting with me last week to review the City's policy
regarding storm drainage and site developement. As our plans for
St. Mary 's Parish & Student Center tak e more definitive form, I will
contact you again for more detailed review of the concept.
Si ncer e1y ,
Richard P. Hollington II, AIA
Vice President
RPH/db
Ray & Holling ton A rchitects , In c. · 23 6 5 Rice Boulev ard Suite 202 · Houst on , Texas 77005 · 7131524-6 13 1
Drainage Report
FOR
Saint Mary's Catholic Church
103 Nagle Street
College Station, TX 77840
VICINITY MAP
NTS
January, 1997
Prepared By:
McClure Engineering, Inc.
1722 Broadmoor Drive, Suite 210
Bryan, Texas 77802
( 409) 776-6700
APPROVEDFO
Dra1nage Report
FOR
Saint Mary's Catholic Church
103 Nagle Street
College Station, TX 77840
VICINITY MAP
NTS
January, 1997
Prepared By:
McClure Engineering, Inc.
1722 Broadmoor Drive, Suite 210
Bryan, Texas 77802
( 409) 776-6700
CERTIFICATION
I, Michael R McClure, Registered Professional Engineer No. 32740, State of Texas, certify
that this report for the drainage design of SAINT MARY'S CAIBOLIC CHURCH, was prepared
by me in accordance with the provisions of the City of College Station Drainage Policy and Design
Standards for the owners thereof
STORM DRAINAGE REPORT
SAINT MARY'S CATHOLIC CIIDRCH
TABLE OF CONTENTS
SAINT MARY'S CATHOLIC CHURCH
INTRODUCTION
GENERAL LOCATION AND DESCRIPTION 1
PRIMARY DRAINAGE BASIN DESCRIPTION 2
DRAINAGE FACILITY DESIGN 2
DRAINAGE DESIGN CRITERIA 3
CONCLUSION 5
EXHIBITS
FEMA FLOOD INSURANCE RA TE MAP EXCERPT "A"
DRAINAGE AREA MAP-EXISTING CONDITIONS "B-1"
DRAINAGE AREA MAP -PROPOSED CONDITIONS "B-2"
RATIONAL FORMULAS DRAINAGE AREA CALCULATIONS "C-1"
INLET COMPUTATIONS "C-2"
PIPE SIZE CALCULATIONS "C-3"
PROPOSED DETENTION POND ROUTING "D-1"
INTRODUCTION:
STORM DRAINAGE REPORT
SAINT MARY'S CATHOLIC CHURCH
1bis storm drainage report is intended to cover the necessary drainage infrastructure for the
Saint Mary's Catholic Church site improvements. The parameters used for design and the existing
conditions of the on-site area are incorporated to show how the final drainage design will accomplish
the desired drainage objectives per the City of College Station Drainage Policy and Design Standards
(DPDS.)
GENERAL LOCATION AND DESCRIPTION:
The Saint Mary's Catholic Church is located in the northern portion of College Station. The
existing church occupies land on both sides of Church Street and extends to Cross Street to the north,
Stasney Street to the West, and Nagel Street to the east. The church property is platted as Lots 1-14
of Block 3 and Lots 2-5 of Block 6, Tauber Addition.
The site is partially developed and is gently rolling with an average of3% slopes. Most of the
existing parking for this site is within the public right of way . The proposed improvements are a new
activity center, ministry center, parking areas, and the demolition of the existing student center and
parking areas.
The phasing of the project requires the proposed structures be in use before the existing
structures be removed. 1bis poses problems for the detention area which will be built in the location
of the existing student center. In order to gain a certificate of occupancy before the construction of
STORM DRAINAGE REPORT PAGE 1
SAINT MARY'S CATIIOLIC CHURCH
the detention facility, the owner will sign an agreement with the City to construct the detention facility
within a specified period of time.
PRIMARY DRAINAGE BASIN DESCRIPTION:
Most of the site drains to the south, into the storm drain system along Church Street This
system conveys the flows to Tributary "C" of Wolf Pen Creek. A minor portion of the site drains into
the southwest curb line of Nagel Street and is conveyed northwest along the street to Tributary "A"
of Burton Creek. This Burton Creek outfall has been studied in detail with the College Main
Rehabilitation Project.
No portion of the site is within the 100 year flood plain per the Federal Emergency
Management Agency Flood Insurance Rate Map (see Exhibit "A").
DRAINAGE FACILITY DESIGN:
The proposed drainage patterns will not significantly alter the existing conditions. Storm
water falling on the building and courtyard area north of Church Street are captured in the storm
drain system and routed to the storm water detention area. The proposed storm water detention
facility will be located at the south comer of Church Street and Nagel Street. The facility will be
heavily landscaped and additionally will serve as an outdoor meeting area. The storm water detention
facility is scheduled to be constructed with the improvements south of Church Street. The proposed
detention pond will outfall into the existing inlet located at the comer of Church Street and Nagel
Street Exhibits "C-1 ", "C-2", and "C-3" indicate the peak runoff calculations and inlet/pipe sizing
computations for the drainage areas shown in Exhibit "B-1" and "B-2".
STORM DRAINAGE REPORT PAGE2
SAINT MARY'S CA moue CHURCH
DRAINAGE DESIGN CRITERIA:
All drainage design is in accordance with the City DPDS. The design rainstorm is the 10 year
event. Flow calculations for all drainage areas are based on the Rational Method. Pipe sizing is in
accordance with Manning's Equation with an "n" of .014 per the DPDS.
The storage volume required for the detention facility is based on a triangular hydrograph
(base= 3* Tc) and peak flows computed using the rational method. The required volwne consists
of the difference in volume of the ''pre" and ''post" development hydrographs for the 10 year design
storm. The outlet for the detention pond is located at the upstream end of an undersized storm drain
system.
At the study point (the intersection of Church and Nagel Streets) the storm drain pipe system
has a capacity of appro:Ximately 32 cfs and a calculated ten-year flow of 79 cfs., The inlets at this
point have even less capacity. Due to this restriction, the majority of the storm drain flow will
overflow the inlets and traverse along the Church Street gutter line in a easterly direction.
The proposed detention pond routings shown in Exhibit D-1 demonstrate how the pond will
function. The calculations are conducted at a 15 second interval, but printed at a 30 second interval
to minimize unnecessary data. Exhibit D-2 shows a stage storage curve for the pond. No stage
discharge curve is submitted as the discharge is limited by outfall conditions and the depth of water
in the pond. These variables are impossible to plot in two dimensions. Note that drainage areas 1
through 3 are routed through the pond. Drainage areas 6 and 7 are combined near the comer of
Nagel and Church Streets, but the flow is limited by the existing inlet capacity. The inlet capacity
(computed as sump conditions, 2 cfs/lf) and pipe flow (based on manning) are shown on Exhibit D-1.
The pipe downstream of inlet #7 is the most restricted and therefore the one studied. Note that the
STORM DRAINAGE REPORT PAGE3
SAINf MARY'S CATIIOLIC CHURCH
pipe flow is shown as the inlet flow plus the routed flow or the existing pipe capacity, whichever is
less. Flows from drainage areas 1, 2, & 3 in excess of the pipe capacity are detained in the pond.
Flows in excess of the Pipe capacity from drainage areas 6 & 7 bypass the inlets and are conveyed
easterly along Church Street in the gutter line.
In order to show the effect of the detention on the flows from the site, the "Total Proposed"
flow is the combination of drainage areas 8, 10 , & 11 and the routed flows from drainage areas
1,2,3,6,& 7. Note that this does not account for any routing effects of the grate inlet number 8 or
the pipe capacity of the subsequent downstream pipes . Existing drainage areas 16, 17, 18 , & 20 are
combined to show the "Total Existing" flow. Note that drainage areas 10, 11, and 20 drain to Burton
Creek, and are shown only to demonstrate the net result of the routing on the runoff of the entire
site.
The peak discharge for the Post-development does not exceed the Pre-development condition
for the 5, 10, 25, and 50 year storm events. The following summary table shows the Pre-development
and Post-development flows.
Design Event Pre-Development Post-Development
Qs= 88.71 85.04
Q10= 99.32 95.00
Qzs= 113.32 108.15
Qso= 127.97 121.92
Q100= 143.60 136.59
STORM DRAINAGE REPORT PAGE4
SAINT MARY'S CA 1HOLIC CHURCH
CONCLUSION:
The storm water detention facility is placed in a highly visible comer of the site. Because of
its location, the area will be landscaped and will double as an outdoor meeting area. Despite
undersized existing drainage facilities the detention pond can function during all storm events as
demonstrated in the table.
In all cases storm water is released into public rights of ways and conveyed to the natural
outfall. The drainage design for this site meets the requirements as stated in the City of College
Station Drainage Policy and Design Stan~.
STORM DRAINAGE REPORT PAGES
SAINT MARY'S CATHOLIC CHURCH
ZONEX
1· = 500'
E»lllT •A•
Fl.000 INSURANCE RA TE MAP
BRAZOS COUNTY, TEXAS
( INCORPORATED AREAS
MAP NUMBERS: 48041C0143C
48041C0144C
Effectlw Date: July 2. 1992
EXHIBIT C-1 Rational Formula Drainage Area Calculations Saint Mary's Catholic Center ~ @ i!= ~ ~ c( U5 ~ @ U5 ct!>c...19 g ~ 0:: ...I (!) Q. 0:: z ffi z ci LL. LL. ~ c( c( ~ z 0 c( :3 ...I :3 LL. 0:: i!= 0:: -~ ~ w~t;rd ~ ;i o::~o::~~(!)~_, 8 ~ ~ CQ:-(ij c) ~ ~O~O::>Z::>-'-' C ~ ~c(~C ~ ~0~0~(!)~(!)~ ~ u t-: ~ I I I I I I I I I I I I 0 .2W o It) o o o CU UJ · N It) 0 ..-It) N 0 It) 0 ..... o => ~ a ~ a ~ a ~ a ~ a ~ a NO. I.AC. I0.40!0.80I0.95ICA lft. lft. lft. !ft. lftls min min ln/Hn cfs I ln/Hn cfs I ln/Hn cfs I ln/Hn cfs I ln/Hn cfs I ln/Hn cfs Existing Drainage Areas 16 I 5.711 o.oo I 5.71 0.0014.57 1.0 17 I 5.091 0.001 5.09 0.0014.07 1.0 18 I 1.88 I 0.001 1.88 0.001 l.50 1.0 19 I 0.001 0.001 o.oo 0.0010.00 1.0 20 I 2.05 I 0.00 I 2.05 0.0011.64 144.0 !Proposed Drainage Areas 1 I 0.171 0.001 0.00 0.1710.16 1.0 2 I 0.201 0.001 o.oo 0.2010.19 1.0 3 I 0.21 I 0.001 0.00 0.21I0.20 1.0 4 I 0.001 0.001 0.00 0.0010.00 1.0 5 I 0.001 0.001 0.00 0.0010.00 1.0 6 I 5.30 I 0.00 I 5.30 0.0014.24 1.0 7 I 4.241 0.00 I 4.24 0.0013.39 1.0 8 I 2.281 0.001 2.28 0.0011.82 1.0 9 I 0.001 0.001 o.oo 0.0010.00 1.0 1 o I 1.53 I o.oo I 1.53 0.0011.22 144.0 11 I 0.791 0.001 0.79 0.0010.63 1.0 12 I 0.001 0.001 0.00 0.0010.00 1.0 1.011140.0I 12.0 2.01 9.4 9.41 6.52129.8 1.01 960.0I 11.0 2.11 7.6 7.61 7.12129.0 1.01 500.0I 10.0 2.81 3.0 5.01 8.22112.4 1.0 I 1.0 I 1.0 10.41 0.0 5.01 8.221 0.0 1.51 720.0I 10.0 1.71 8.5 8.51 6.80111.l 1.01 50.0 1.01 2.81 0.31 5.01 8.221 1.3 1.01 50.0 1.0 I 2.81 0.3 I 5.0 I 8.221 1.6 1.01 50.0 1.01 2.81 0.31 5.01 8.221 1.6 1.0 I 1.0 1.01 10.41 0.01 5.01 8.221 0.0 1.01 1.0 1.01 10.41 0.01 5.01 8.221 0.0 1.011140.0 12.0I 2.01 9.41 9.41 6.52127.6 1.01 %0.0 11.0I 2.11 7.61 7.61 7.12124.1 1.01 500.0 10.0I 2.81 3.01 5.01 8.22115.0 1.01 1.0 1.01 10.41 0.01 5.01 8.221 0.0 1.51 720.0 10.0 I 1.71 8.5 I 8.51 6.80 I 8.3 1.01 290.0 1.71 1.51 3.21 5.01 8.221 5.2 1.01 1.0 1.01 10.41 0.01 5.01 8.221 0.0 7.9136.1 8.9140.51 10.1146.31 11.4152.31 12.9158.7 8.6135.0 9.6139.21 11.0144.71 12.4150.51 13.9156.6 9.9114.8 11.0116.51 12.5118.81 14.1121.21 15.8123.7 9.91 0.0 11.0I 0.01 12.51 0.01 14.ll 0.01 15.81 0.0 8.2113.5 9.2115.ll 10.5117.31 11.9119.51 13.3121.9 9.91 1.61 11.0I 1.81 12.51 2.0 9 .91 1.9 I 11.0 I 2.11 12.5 I 2.4 9.91 2.01 11.0I 2.21 12.51 2.5 9.91 0.01 11.0I 0.01 12.51 o.o 9.91 0.01 11.0I 0.01 12.51 o.o 7.9133.51 8.9137.61 10.1142.9 8.6129.2 9.6132.6 I 11.0 I 37.2 9.9118.0 11.0120.0 I 12.5122.8 9.91 0.0 11.0 I o.o I 12.5 I o.o 8.2110.l 9.2111.31 10.5112.9 9.91 6.2 11.0I 6.91 12.51 7.9 9.91 0.0 11.0I 0.01 12.51 o.o 14.ll 2.31 15.81 2.6 14.ll 2.71 15.81 3.0 14.1 I 2.81 15.8 I 3.2 14.11 0.01 15.81 0.0 14.ll 0.01 15.81 0.0 11.4148.51 12.9154.5 12.4142.0I 13.9147.2 14.1125.71 15.8128.8 14.ll 0.01 15.81 0.0 11.9114.61 13.3116.3 14.1 I 8.91 15.8110.0 14.ll 0.01 15.81 0.0 1n/91 9630adra.xls ExhibitC-1
.c: ~ . -Q,) "O =-<o ~ "O 0 ~~ G.> -a.. 00 -.... -G.> = Q,) Q Q,) c:r Q,) -~ a.. Q,) a.. ~ ~< 01 -=: -0 00 00 -cfs 1 1.8 NIA 2 2.1 NIA 3 2.2 NIA Node4 0.0 NIA Node5 0.0 NIA EXHIBIT C-2 INLET COMPUTATIONS Saint Mary's Catholic Center ~ ~ a.. 0 G.> z ~ -~ G.> Q = ~ 01 DESCRIPTION u ~ "O G.> "O -c -;; c:r 0 Q,) a.. =: ~ ~ ~ Curb Inlet cfs ft ft 1 1.8 Prooosed Grate Inlet 2 2.1 Prooosed Grate Inlet 3 2.2 Prooosed Junction Box 4 0.0 Prooosed Junction Box 5 5.0 Prooosed Grate Inlet ·.: "" "'f Q 100 Flow from proposed storm I I drain svs1em. I ~ "O "O G.> G.> a.. 00 .... "O = ·;; a.. c:r 0 G.> G.> a.. ~ =: ~ ~ OS OS G.> G.> ... a.. u < < Grate Inlet cfs ft ft 2 0.87 1.7 2 1.02 1.7 2 2.45 2.5 lnt97 9630adra.xls Exhibit C-2
< 0 ~ u z ~ ~ ~ ~ as < ~ ~ ~ 0 0 as c.J
~ ~ ~
# # Ac. min
Existing Drainage Areas
16 17 4.6 9.4
17 19 8.6 9.4
18 19 1.5 5.0
19 Creek 10.l 9.4
Proposed Drainage Areas
1 2 0 .2 5.0
2 3 0.4 5.8
3 4 0 .6 6 .0
4 5 0 .6 6 .5
5 6 0 .6 6 .9
6 7 4.8 9.4
7 9 8.2 9.4
8 9 l.8 5.0
9 Creek 10.0 9.4
*Incl udes 25% Flow Increase for pipe sizes <27" di a.
EXHIBITC-3
PIPE SIZE CALCULATIONS
Saint Mary's Catholic Center
= -~ = fl) -~ ~ fl) ~ ~ s ~ ~ c. c. ~ .. "O fl) ~ 0
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yr cfs cfs # cfs % "
10 40 .5 50.7 1 50.7 5.78 24
10 76.5 76.5 1 76 .5 7.04 27
10 16.5 16.5 1 16 .5 0.33 27
10 89.7 89 .7 1 89 .7 9 .67 27
10 1.8 2.2 1 2.2 0 .14 15
10 3.7 4.6 1 4.6 0 .22 18
10 5.7 7 .2 1 7 .2 0 .54 18
10 5.6 7 .0 1 7.0 0.51 18
10 5.5 6 .9 1 6 .9 4.28 12
10 42.5 53 .l 1 53 .l 6 .36 24
1.0 72.5 72.5 1 72.5 6.32 27
10 20.0 25 .0 1 25 .0 6.55 18
10 88.5 88.5 1 88 .5 9.41 27
~
C!l ~ z ~ ~ ~
f p s I
16.1 31
19 .2 50
4.2 150
22.5 200
l.8 84
2.6 31
4.1 118
4.0 97
8.7 48
16 .9 3 1
18 .2 50
14.2 150
22.2 200
~ s "O E:: = ~ G:3 ... @
0: .. c.J
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min min
0 .03 9.3 9
0.04 9 .43
0 .6 0 5.60
0.15 9.5 8
0 .78 5.78
0.20 5.97
0.48 6.46
0.41 6.87
0 .09 6.96
O.o3 9.39
0 .05 9.43
0 .18 5.18
0 .15 9 .58
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Exhibit C-3
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4000.000
2000.000
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340 .5 341
Saint Mary's Catholic Center
Stage-Storage Curve
341.5 342
Elevation (msl)
342 .5 343
Exhibit D-2
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c1T v O F COi .I .EGE STATION
February 17, 1997
St. Mary's-Catholic Center
Attn : Rev. Michael J. Sis
103 Nagle Street
College Station, Texas 77840
P ost Office Box 9960 l tO l Te.xa'i Avenue
Coll e g e Station, Te.xa'> 77P. '2 ·9960
(409) 764-3500
RE: Proposed Construction of St. Mary's Catholic Center
Dear Rev. Sis :
This letter is to state that the City of College Station Engineering Department finds your
February 4 , 1997 correspondence satisfactory with regard to the guarantee of the detention
facility on the south side of Church Street. The only thing that we would like to recommend is
that upon completing the demolition of the south parcel, that the detention facility be
constructed prior to the parking area. The pond does not have to be to finish grade, but should
be rough graded such that it will function properly.
There have been some organizational changes made within the Engineering Department in the
last few weeks . As part of those changes , Veronica Morgan is now in charge of our Capital
Improvements Division and I am now in charge of the Development Review Division. If you
have any questions or comments, I am the new contact person for development related items .
Should you need to contact me , my phone number is 764-3570 and my fax is 764-3496 .
xc: ~~Volk, Development Coordinator
v-iJevetopment Permit File
Home of Texas AfrfY~ (fnlversltv
nEU ~"""'I FtLE
ST. MARY'S CATHOLIC CENTER ~(o?-
Ms. Veronica Morgan
City of College Station
P.O. Box 9960
103 NAGLE STREET
COLLEGE STATION, TEXAS 77840
(409) 846-5717 • FAX: (409) 846-4493
CATHOLIC CAMPUS MINISTRY AT TEXAS A&M UNIVERSITY
February 4, 1997
College Station, TX 77840
Dear Ms. Morgan,
This letter is to request that St. Mary's Catholic Center be allowed to occupy phase
one of our upcoming building project prior to the completion of the storm water detention
area in phase two of the project.
Phase one of the project will consist of the construction of 30,000 square feet of
new space on our north parcel of land, 603 Church Street in College Station. Anticipated
commencement is in early April and construction of phase one is scheduled for completion
by January 1, 1998 . At the conclusion of phase one, we would move our entire ministry
into the new Catholic Center. We need to occupy the ministry center, activity center and
chapel in order for our ministry to continue.
Once we have moved into the new buildings on the north parcel, we will
immediately initiate the demolition of the existing student center at 103 Nagle Street. Once
demolition is achieved, phase two will be completed with the construction of the required
storm water detention area, landscaping , and the south parcel parking lot.
St. Mary's Catholic Center guarantees that the south parcel storm water detention
area and parking lot will be completed within six months of the final conditional CO from
the city of College Station.
If St. Mary's Catholic Center fails to finish the south parcel storm water detention
area and parki ng withir. the six month p1::riod, St. M a;:y 's CaLhol ic Center a gre es tu give the
city of College Station access to our property to complete detention and parking at the
expense of St. Mary's Catholic Center.
One thing that should be pointed out is that our contract with the General Contractor
covers not only the construction on the north parcel, but also the construction on the south
parcel. Attached you will find a copy of the contract we intend to sign with our General
Contractor.
Sincerely,
~-/fl#~;
Rev. Michael J. Sis
Director of Campus Ministry
~·~·· . . . . . .
\
Construction Form Parish/A-! (Rev. '95)
AGREEMENT FOR CONSTRUCTION CONTRACT
This Agreement, dated for reference this the day of
, 19 , is between The Most Reverend John
_M_c_C_a_r_t_h_y_,~B-i~·s-h:--o-p of the Roman Catholic Diocese of Austin and his
Successors in Off ice ("Owner") (for the
Parish) and the following named and described Contractor:
Name:
Address:
Type of Organization:
W I T N E S S E T H :
Article 1. Statement of Work. Contractor shall furnish all
materials, supplies, labor, service and equipment required for the
following-described Work of construction, alteration or repair:
Such Work is described more in particular in the other Contract
Documents incorporated in this Contract.
Article 2. Time for Completion. The Work will be completed
following execution of this
Agreement by Owner, ~uch time for completion being subject to
adjustment as provided in the Contract Documents. Time is of the
essence in the performance of this Contract.
Article 3. List of Drawings and Specifications.
1. Architectural Drawings and Specifications:
Architect Name of Document
2. Civil Engineer:
3. Landscaping:
4. Structural:
Date
Construction Form Parish/A-1 (Rev. '95)
5. Mechanical, Electrical and Plumbing:
Article 4. Contract Documents. This Contract includes the
following Contract Documents, all of which are incorporated in the
Contract as parts hereof:
1. This Agreement.
2. The General Conditions, Construction Form (Rev. '94).
3. The Drawings and Specifications, all as identified in
this Agreement, together with all addenda thereto.
4. Contractor's Proposal .
In case of conflict between two or more of the Contract Documents,
each shall prevail over others in the order of precedence above
listed.
Article 5. Price . For performance of the Work, the Owner
will pay to Contractor a Contract Price computed as shown below,
but subject to payment and adjustment as provided in the Contract
Documents.
Check Applicable
Provision
A . Fixed Price . The cost of the project shall be a fixed
price of $ , computed by adding the
Contract Price for Material incorporated into the Work
and the Contract Price for Labor as shown in the
following Pricing Schedule, but subject to adjustment as
provided in the Contract Documents:
Pricing Schedule:
Contract Price for Material
incorporated into Work:
Contract Price for Labor:
Total:
B. Cost Plus a Fee. The Contractor guarantees that the
maximum price to the Owner for the Cost of the Project
and the Contractor's fee as set forth in paragraph B.5
will not exceed $ , which sum shall be called
the Guaranteed Maximum Price.
1. The Guaranteed Maximum Price
laws, codes and regulations in existence
its establishment and upon criteria,
Specifications set forth in the Contract
-2-
is based upon
at the date of
Drawings and
Documents .
Construction Form Parish/A-1 (Rev. '95)
2. The Guaranteed Maximum Price will be modified
for changes in the Project, all pursuant to the Contract
Documents.
3. Allowances included in the Guaranteed Maximum
Price are as set forth below:
4. Whenever the cost is more or less than the
Allowance, the Guaranteed Maximum Price shall be adjusted
by Change Order.
5. In consideration of the performance of the
Agreement, the Owner agrees to pay to the Contractor in
current funds as compensation for his services a fee as
follows:
The cost of the work plus a fee of %.
6. Adjustment in fee shall be made as follows: for
changes in the Project as provided in the Contract
Documents, the Contractor's fee shall be adjusted as
follow:
The cost ·of the additional work plus a fee of
% •
7. In the event the cost of the Project plus the
Contractor's fee shall be less than the Guaranteed
Maximum Price as adjusted by Change Orders, the resulting
savings will be shared by the Owner and the Contractor as
follows:
Seventy-five percent ( 75%) to the Owner and
twenty-five percent (25%) to the Contractor.
8. The Contractor shall be paid monthly that part
of his fee proportionate to the percentage work completed
and accepted by the Owner, the balance, if any, to be
paid at the time of final payment; subject to the
retainage provided in the Contract Documents.
9. Included in the Contractor's fee are the
following, and such sums shall not be included in the
Cost of Project:
(a) Salaries or other compensation of the
Contractor's employees except employees listed in
paragraph B.lO(b) below.
-3-
Construction Form Parish/A-1 (Rev. '95)
(b) General operating expenses of the
Contractor's offices including the field office.
(c ) Any part of the Contractor's capital
expenses, including interest on the Contractor's
capital employed for the Project .
(d) Overhead or general expenses of any kind,
except as may be expressly included in paragraph
B.10 below .
(e) Costs in excess of the Guaranteed Maximum
Price.
( f ) Any cost, including transportation and
maintenance, of materials, supplies, equipment,
temporary facilities and hand tools not owned by
the Contractor or any workmen, which are not
consumed in the performance of the Work.
(g) Losses, expenses or damages to the extent
not compensated by insurance or otherwise, and the
cost of corrective work.
10. The term "Cost of the Project" shall mean costs
necessarily incurred in the design and construction of
the Project and shall include the items set forth below
in this paragraph. The Owner agrees to pay the
Contractor for the Cost of the Project as itemized below,
which payment shall be in addition to the Contractor's
fee stipulated in paragraph B.5 above .
(a) .All engineering and related fees and
expenses incurred in designing and constructing the
Project.
(b) Wag e s paid for labor in the direct employ
of the Contractor in the performance of the Work or
under a salary or wage schedule agreed upon by the
Owner and the Contractor.
(c) Salaries of Contractor's employees when
stationed at the field office, for purposes of
furthering the Project, employees engaged on the
road expediting the production or transportation of
material and equipment.
(d) Cost of all employee benefits and taxes
for such i terns as unemployment compensation and
social security, insofar as such cost i s based on
wages, salaries or other remuneration paid to
employees of the Contractor and included in the
Cost of the Project hereunder.
-4-
...
Construction Form Parish/A-! (Rev. '95)
(e) Cost of all materials, supplies and
equipment incorporated in the Project, including
costs of transportation.
(f) Payments made by the Contractor to
subcontractors for Work performed pursuant to
contract under this Agreement.
(g) Rental charges incurred by Contractor for
necessary machinery and equipment, exclusive of
hand tools, used at the site of the Work, including
installations, repairs and replacements,
dismantling, removal, costs of lubrication,
transportation and delivery costs thereof, at
rental charges consistent with those prevailing in
the area.
(h) Cost of the premiums for all insurance
which the Contractor is required to procure by this
Contract or is deemed necessary by the Contractor
and approved by the Owner.
(i) Sales, use, gross receipts or similar
taxes (but not income, franchise or similar taxes)
related to the Project, imposed by any governmental
authority, and for which the Contractor is liable.
(j) Permit fees, and licenses, for which the
Contractor is responsible under the Contract
Documents.
(k) Cost of removal of all debris.
-5-
Construction Form Parish/A-1 (Rev. '95)
Executed to be effective as of the date this Agreement is signed by
Owner.
OWNER:
The Most Reverend John McCarthy,
Bishop of the Roman Catholic
Diocese of Austin,
and His Successors in Off ice
Date of Execution: -------
G:\D\DIOCESE\FORMS\AGRCONS.ClA
5-1-95
CONTRACTOR:
Date of Execut i on: -------
..
Drainage Report
FOR
Saint Mary's Catholic Church
103 Nagle Street
College Station, TX 77840
VICINITY MAP
NTS
January, 1997
Prepared By:
McClure Engineering. Inc.
1722 Broad moor Drive, Suite 2 10
APPROV
Bryan, Texas 77802 .__.-....;;;..;,.,.,;..;::;...:..::...:.;::.=...:~1-1!1-_J
( 409) 776 -6700
Drainage Report
FOR
Saint Mary's Catholic Church
103 Nagle Street
College Station, TX 77840
VICINITY MAP
NTS
January, 1997
Prepared By.
McClure Engineering. Inc.
1722 Broadmoor Drive, Suite 210
Bryan, Texas 77802
( 409) 776-6700
CERTIFICATION
I, Michael R. McClure, Registered Professional Engineer No. 32740, State of Texas, certify
that this report for the drainage design of SAINT MARY'S CATIIOLIC CHURCH, was prepared
by me in accordance with the provisions of the City of College Station Drainage Policy and Design
Standards for the owners thereof
STORM DRAINAGE REPORT
SAINT MARY'S CATHOLIC CHURCH
TABLE OF CONTENTS
SAINT MARY'S CATHOLIC CHURCH
INTRODUCTION
GENERAL LOCATION AND DESCRIPTION 1
PRIMARY DRAINAGE BASIN DESCRIPTION 2
DRAINAGE FACILITY DESIGN 2
DRAINAGE DESIGN CRITERIA 3
CONCLUSION 5
EXIDBITS
FEMA FLOOD INSURANCE RA TE MAP EXCERPT "A "
DRAINAGE AREA MAP -EXISTING CONDITIONS -"B-1 "
DRAINAGE AREA MAP -PROPOSED CONDITIONS "B-2"
RA TI ON AL FORMULAS DRAINAGE AREA CALCULATIONS "C-1 "
INLET COMPUTATIONS "C-2"
PIPE SIZE CALCULATIONS "C-3 "
PROPOSED DETENTION POND ROUTING "D-1 "
INTRODUCTION:
STORM DRAINAGE REPORT
SAINT MARY'S CATHOLIC CHURCH
This storm drainage report is intended to cover the necessary drainage infrastructure for the
Saint Mary's Catholic Church site improvements. The parameters used for design and the existing
conditions of the on-site area are incorporated to show how the final drainage design will accomplish
the desired drainage objectives per the City of College Station Drainage Policy and Design Standards
(DPDS.)
GENERAL LOCATION AND DESCRIPTION:
The Saint Mary's Catholic Church is located in the northern portion of College Station. The
existing church occupies land on both sides of Church Street and extends to Cross Street to the north,
Stasney Street to the West, and Nagel Street to the east. The church property is platted as Lots 1-14
of Block 3 and Lots 2-5 of Block 6, Tauber Addition.
The site is partially developed and is gently rolling with an average of3% slopes. Most of the
existing parking for this site is within the public right of way. The proposed improvements are a new
activity center, ministry center, parking areas, and the demolition of the existing student center and
parking areas.
The phasing of the project requires the proposed structures be in use before the existing
structures be removed. This poses problems for the detention area which will be built in the location
of the existing student center. In order to gain a certificate of occupancy before the construction of
STORM DRAINAGE REPORT PAGE 1
SAINT MARY'S CATIIOLIC CHURCH
the detention facility, the owner will sign an agreement with the City to construct the detention facility
within a specified period of time.
PRIMARY DRAINAGE BASIN DESCRIPTION:
Most of the site drains to the south, into the storm drain system along Church Street This
system conveys the flows to Tributary "C" of Wolf Pen Creek. A minor portion of the site drains into
the southwest curb line of Nagel Street and is conveyed northwest along the street to Tributary "A"
of Burton Creek. This Burton Creek outfall has been studied in detail with the College Main
Rehabilitation Project.
No portion of the site is within the 100 year flood plain per the Federal Emergency
Management Agency Flood Insurance Rate Map (see Exhibit "A").
DRAINAGE FACILITY DESIGN:
The proposed drainage patterns will not significantly alter the existing conditions. Storm
water falling on the building and courtyard area north of Church Street are captured in the storm
drain system and routed to the storm water detention area. The proposed storm water detention
facility will be located at the south comer of Church Street and Nagel Street. The facility will be
heavily landscaped and additionally will serve as an outdoor meeting area. The storm water detention
facility is scheduled to be constructed with the improvements south of Church Street. The proposed
detention pond will outfall into the existing inlet located at the comer of Church Street and Nagel
Street. Exhibits "C-1 ", "C-2", and "C-3" indicate the peak runoff calculations and inlet/pipe sizing
computations for the drainage areas shown in Exhibit "B-1" and "B-2,,.
STORM DRAINAGE REPORT PAGE2
SAINT MARY'S CATIIOLIC CiillRCH
DRAINAGE DESIGN CRITERIA:
All drainage design is in accordance with the City DPDS. The design rainstorm is the 10 year
event. Flow calculations for all drainage areas are based on the Rational Method. Pipe sizing is in
accordance with Manning's Equation with an "n" of .014 per the DPDS.
The storage volume required for the detention facility is based on a triangular hydrograph
(base= 3* Tc) and peak flows computed using the rational method. The required volume consists
of the difference in volume of the "pre" and ''post" development hydrographs for the 10 year design
storm. The outlet for the detention pond is located at the upstream end of an Wldersized storm drain
system.
At the study point (the intersection of Church and Nagel Streets) the storm drain pipe system
has a capacity of approximately 32 cfs and a calculated ten-year flow of 79 cfs. The inlets at this
point have even less capacity. Due to this restriction, the majority of the storm drain flow will
overflow the inlets and traverse along the Church Street gutter line in a easterly direction.
The proposed detention pond routings shown in Exhibit D-1 demonstrate how the pond will
function. The calculations are conducted at a 15 second interval, but printed at a 30 second interval
to minimize unnecessary data. Exhibit D-2 shows a stage storage curve for the pond. No stage
discharge curve is submitted as the discharge is limited by outfall conditions and the depth of water
in the pond. These variables are impossible to plot in two dimensions. Note that drainage areas 1
through 3 are routed through the pond. Drainage areas 6 and 7 are combined near the comer of
Nagel and Church Streets, but the flow is limited by the existing inlet capacity. The inlet capacity
(computed as sump conditions, 2 cfs/lf) and pipe flow (based on manning) are shown on Exhibit D-1.
The pipe downstream of inlet #7 is the most restricted and therefore the one studied. Note that the
STORM DRAINAGE REPORT PAGE3
SAINT MARY'S CATIIOLIC CHURCH
pipe flow is shown as the inlet flow plus the routed flow or the existing pipe capacity, whichever is
less. Flows from drainage areas 1, 2, & 3 in excess of the pipe capacity are detained in the pond.
Flows in excess of the Pipe capacity from drainage areas 6 & 7 bypass the inlets and are conveyed
easterly along Church Street in the gutter line.
In order to show the effect of the detention on the flows from the site, the "Total Proposed"
flow is the combination of drainage areas 8, 10, & 11 and the routed flows from drainage areas
1,2,3,6,& 7. Note that this does not account for any routing effects of the grate inlet number 8 or
the pipe capacity of the subsequent downstream pipes. Existing drainage areas 16, 17, 18, & 20 are
combined to show the "Total Existing" flow. Note that drainage areas 10, 11, and 20 drain to Burton
Creek, and are shown only to demonstrate the net result of the routing on the runoff of the entire
site.
The peak discharge for the Post-development does not exceed the Pre-development condition
for the 5, 10, 25, and 50 year storm events. The following summary table shows the Pre-development
and Post-development flows.
Design Event Pre-Development Post-Development
Qs= 88.71 85.04
Q10= 99.32 95.00
Qis= 113.32 108.15
Qso= 127.97 121.92
Ql()()= 143.60 136.59
STORM DRAINAGE REPORT PAGE4
SAINT MARY'S CA IBOLIC CHURCH
CONCLUSION:
The storm water detention facility is placed in a highly visible corner of the site. Because of
its location, the area will be landscaped and will double as an outdoor meeting area. Despite
undersized existing drainage facilities the detention pond can function during all storm events as
demonstrated in the table.
In all cases storm water is released ·into public rights of ways and conveyed to the natural
outfall. The drainage design for this site meets the requirements as stated in the City of College
Station Drainage Policy and Design Stan~s.
STORM DRAINAGE REPORT PAGES
SAINT MARY'S CATIIOLIC CHURCH
ZONEX
1" = 500'
E>CHlllJ •A•
FLOOD INSURANCE RA 1E MAP
BRAZOS COUNTY, TEXAS
t IN CORPORA lEO AREAS
MAP NUMBERS:. 48041C0143C
48041C0144C
Effectlve Date: July 2, 1992
= u
~
16000.000
14000.000
12000.000
10000.000
41 8000 .000
Cl
~
0 v;
6000.000
4000.000
2000 .000
0.000
340 .5 341
Saint Mary's Catholic Center
Stage-Storage Curve
341 .5 342
Elevation (msl)
342.5 343
Exhibit D-2