Highland Addition, Lot 15A, Block 72AA -4
CERTIFICATE OF IMPROVEMENTS
-eta
Addition or Subdivision
PLANNING DEPARTMENT
-A
_ This plat conforms to the preliminary plat approved by the Planning Board.
This is a replat approved by the Planning Board in 4.,.an_, 19 Qdr .
This is a replat which will be reviewed by the Plan 'Ming Board in .
19
Date
(Forward to City Engineer)
No street improvements are necessary.
Street improvements are required.
_ The improvements have been made.
$ has been placed in an escrow account.
A bond for $ has been posted and will expire on
No drainage improvements are necessary.
Drainage improvements are required.
_ The improvements have been made.
_ $ has been placed in an escrow account.
A bond for $ has been posted and will expire on
City Engineer J
(Forward to Director of Public Utilities)
PUBLIC UTILITIES DEPARTMENT
1/ Served by existing public sewer.
JServed by existing public water.
_ Septic tanks will be constructed.
Approved by Health Department on
sq. ft. lots are required.
_ Public sewer lines to be constructed.
The lines are installed.
A bond for
Date
has been placed in an escrow account.
has been posted and will expire on
_ Public water lines to be constructed.
_ The lines are installed.
_ $ has been placed in an escrow account.
A bond for $ has been posted and will expire on
Ja�//?/, IZ12g L!
— Utilities Date �
(Forward to Director of Public Works)
rector of Public Works Date
iA *_lk- —I,—
wichitz? Falls
TExas
January 15, 1985
John Wilson
1315 Kemp Blvd.
Wichita Falls, TX
Dear Mr. Wilson:
Your final plat of Highland Addition, Lot 15A, Blk 72A was approved at the
January 9, 1985 Planning Board meeting subject to standard conditions
(attached) and the specific condition:
Additional setback for multi -family units will be required in
accordance with Section 9L(11) of the Comprehensive Subdivision
Ordinance.
If you have any questions, please contact me.
bb
Attachment
cc: Corlett, Probst & Boyd
Consulting Engineers
Very truly yours,
Subir Mukerjee
Development Coordinator
1300 7th Street P.O. Box 1431 817/322-5611 Wichita Falls, Texas 76307
STANDARD CONDITIONS OF APPROVAL FOR FINAL PLATS AND REPLATS
a. Provide utility easements as required by utility companies and Director of
Public Utilities and drainage easements as required by Director of Public
Works.
b. Submit water and sewer plans to the Utilities Engineer; water plans to the
Fire Marshal; and street, sidewalk and drainage plans to the Director of
Public Works. Drainage plans must be complete enough to include impact on
surrounding property.
c. Coordinate street lighting plan with Director of Traffic & Transportation
if underground electric utilities are to be provided.
d. Final replats are approved subject to the said replats not altering, amending,
or removing any covenants or restrictions and subject to no lots in the
immediate previous subdivision being limited by deed restrictions to residential
use for not more than two (2) residential units per lot.
Note 1: The Planning Board, in approving replats, is not approving property
development in violation of any restrictive covenant and no statement,
requirement, or marking on the replats shall be construed as approving
a violation of restrictive covenants.
Note 2: The City of Wichita Falls is presently developing a Zoning Ordinance.
The approval of a plat pertains only to the subdivision of land and not
to the use of the property, nor does it authorize development of property
in violation of the proposed Zoning Ordinance if and when it is adopted.
LICATION FOR FINAL PLAT APPROVA
Date:_ Der -ern 6ar3 I q 604
SUBDIVISION NAME:
ENGINEER/SURVEYOR: �i� pi-drb c f /B ";eii fnr
Submitted for approval are a reproducible sepia and two (2) copies of a final plat for the above named subdivision.
This plat contains / lots and a filing fee of $ ? o is attached. This plat conforms with the
requirements of the Wichita Falls Comprehensive Subdivision Ordinance and any conditions which may have been
imposed by the Planning Board. The plat was coordinated with the utility companies for utility easement
requirements.
(� p
Signature — Engineer/Su e r
The final plat of the above named subdivision has been reviewed and any required utility easements have been
provided for.
Lone Star G4Company Texas Electric ServiCRCDMpany
(Signat re) n- (Signature)
Southwestern Bell Telephone
(Signature)
HLS Construction Company
May 1, 1984
Mr. Jim Brezina
City Manager
City of Wichita Falls
P.O. Box 1431
Wichita Falls, TX. 76307
Re: The Hunters Crossing Apartment Complex
Dear Mr. Brezina:
We are pleased to be doing business in Wichita Falls and are excited
about the progress made on the renovation of the Parker Square Shopping
Center. Our construction is currently on schedule and we feel the
overall design is impressive. The people with whom we have had business
contact have been professional and very capable.
In continuation of the master development plan of the Parker Square area,
our intentions are to proceed with the staged construction of Hunters
Crossing Apartment Complex. The complex will create a total of 388 new
residences in two phases over a period of two years' time. This new
construction will have a marked impact on the City of Wichita Falls, both
from an employment and tax revenue standpoint.
With the construction of Phase I of the complex, the strongest concern is
creating additional surface drainage in an area that is already saturated.
As a net result, the area was made subject to an intense study for
drainage by the engineering firm of Corlett, Probst S Boyd, Inc., which
was expensed by the developer. A detailed copy of the report is attached
with an area map showing the proposed solution which is in coordination
with the City's master drainage plan done in 1965.
In summary, this report reflects that there will be an increase of 34 cfs
of water at the drainage basin existing at Fain Street and Speedway Ave,
or 21.3% caused by new construction. We propose to the City that we
would absorb financially this percentage of the off -site storm sewer cost.
This off -site storm sewer is presently estimated at $119,000 resulting in
the City of Wichita Falls contribution being $93,700, plus or minus, and
the developer's contribution to be $25,300, plus or minus.
Please take note that to complete the system, a considerable amount of on -
site drainage is to be constructed.
6015 R)untainwood 9 San Antonio, Texas 78233 0 (512) 650-3276
V
Mr. Jim Brezina
May 1, 1984
Page 2
This on -site drainage is at a cost of $46,000 and is to be borne by the
developer. Taking the total system at a cost of $165,000, this would
leave the developers paying 43% of the total cost of construction and
the City the balance of 57%. The system according to the engineers will
vastly improve the drainage for all land owners in the area and as a
result we feel the contributions to the drainage project by both parties
are equitable.
We are looking forward to working with you on these figures and on the
project in any way possible and hope you act favorably on our request
for participation.
Sincerely,
HLS CONSTRUCTION COMPANY
Stephen S. Schiffman
SSS:jck
Attachment
REPORT OF DRAINAGE STUDY
Hunter's Crossing Apartments
The site for Hunter's Crossing, a proposed 388 unit apartment complex, is an undeveloped
18 acre tract located at the Southeast corner of the Parker Square Shopping Center. The
attached map shows the upper end of the drainage basin in which this tract is situated. With
the exception of the apartment site, this portion of the drainage basin is now fully developed.
Existing drainage facilities in the basin consist of a 66" concrete pipe originating at the
intersection of Fain St. and Speedway Ave. and discharging into an 81x6' box culvert at the
corner of Fain St. and Taft Blvd. This box extends to the intersection of Martin St. and
Farington Road, where it discharges into another existing 66" pipe. The discharge point
for this pipe is a small lake located in Martin Plaza park. From here, the water is carried
by two 7'x6'boxes through Hamilton Park, and then by open channel to Holliday Creek.
The contributing area of the drainage basin at the uppermost end of these improvements
(Fain St. and Speedway Ave.) is 103.4 acres. Under present conditions, this area consists
of 55.6 acres residential, 29.8 acres commercial and 18.0 acres undeveloped. The estimated
five year peak runoff at this uppermost point under present conditions is 126 cfs,calculated
as follows: A = 103.4 acres
tc = 60 min. i5 = 2.3 in./hr.
avg. c = [(55.6 x.4)+ (29.8x.9) + (18.0x.3)] + 103.4 =.53
Q5 = 103.4x2.3x.53 = 126 cfs
Construction of Hunter's Crossing will increase the calculated five year peak runoff at this
point to 160 cfs: A = 103.4 acres
tc = 45 min. i5 = 2.75 in/hr.
avg.c = [(55.6x.4) + (29.8x.9) + (18.0x.5)] c 103.4 = .56
Q5 = 103.4 x 2.75 x .56 = 160 cfs
These calculations explain why high depths of flow are presently experienced along Milby
Ave. and Fain St., which carry the majority of this runoff, and demonstrate that the
construction of the apartment complex would aggravate an already undesirable situation.
Therefore it was decided that drainage improvements should be extended into the apartment
site to alleviate this condition and also prevent high depths of flow in the apartment parking
areas.
t
Initially, the possibility of diverting a portion of the runoff to the north was investigated.
There is an existing 91x6' box culvert which crosses Kell Freeway approximately 200 feet
east of the northeast corner of Parker Square. This box has an estimated capacity of 605
cfs. It was felt that the diversion of approximately 55 cfs to this structure would be
acceptable since the time of concentration for the diverted runoff was shorter than that
of the drainage basin for the box culvert. This would mean that the diverted runoff could
drain before the full capacity of the culvert was needed to carry the runoff from its
watershed. However, upon presentation of preliminary plans to the Highway Department,
permission to divert runoff to this structure was denied. Reasons given for this denial were:
1) the existing culvert is already overloaded; 2) current plans call for the installation of
additional storm sewers along Kell Freeway which will discharge into this culvert; 3) it
is anticipated that at some future date drainage improvements will be extended into the
watershed of this structure which will shorten its time of concentration.
The remaining alternative was to extend the existing drainage improvements in the
Parker Square watershed into the apartment site. The attached map shows the size and
routing of the proposed facilities. The decision to install the 48" outfall along Speedway
Ave. rather than Milby Ave. was based on the shorter length of pipe required and the straighter
alignment available. Design flow for the 48" pipe is 103 cfs. This flow is based on carrying
all the peak runoff from drainage area 01 and 56% of the peak runoff from drainage area
Q. The remaining peak runoff from drainage area Q2 will bypass the proposed type C inlets
and drain on to Piedmont as it does nrPsently. The runoff from areas (1) and 0 was split
to two separate inlet points to prevent excessive depths of flow in the apartment parking
lots and accomodate the existing drainage pattern in Parker Square. The calculated five
year peak runoff at the Piedmont exit of Parker Square under present conditions is 89 cfs:
A = 47.8 acres.
tc = 45 min. i5 = 2.75 in/hr.
avg. c = [(29.8x.9) + (18.0x.3)] + 47.8 = .68
Q5 = 47.8 x 2.75 x .68 = 89 cfs.
The calculated five year peak runoff at the Piedmont exit after construction of Hunter's
Crossing is 26 cfs: Peak Runoff = 70 efs + 59 cfs = 129 cfs.
Storm Sewer capacity = 103 cfs.
Peak Runoff remaining = 129 cfs - 103 cfs = 26 cfs.
The decision to allow 26 cfs to bypass the storm sewer system and drain on to Piedmont
was based on two factors: 1) calculated peak runoff at this point after installation of the
proposed system would be only 30% of the calculated peak runoff under present conditions;
2) to pick up additional water at this point would require the outfall storm sewer to be
increased in size its entire length.
Upon installation of the proposed facilities, the fiveyearpeak runoff remaining at the inter-
section of Speedway Ave. and Milby Ave. would be 80 cfs:
A = 55.6 acres + equivalent area of bypass flow
Equivalent area of bypass flow: Q5 = 26 cfs.
tc = 30 min.
i5 = 3.6 in./hr.
avg.c = .77
A = 26 i (3.6x.77) = 9.4 Acres
Total A = 55.6 acres + 9.4 acres = 65.0 acres
tc = 45 min. ]5 = 2.75 in./hr.
avg.c = [(.77 x 9.4) + (55.6 x .4)14 65.0 = .45
Q5 = 65.0 x 2.75 x .45 = 80 cfs.
80% of this runoff, or 65 cfs would be carried by Fain Ave. and the remaining 15 cfs would
be carried by Speedway Ave. While this is a vast improvement over the present situation ,
-2-
65 efs is still a large amount of water to carry in a street by surface drainage. The pavement
section on Fain St, between Milby Ave. and Speedway Ave. consists of a 30' concrete pavement
width (face of curb to face of curb), 8" high curbs, and a 4" pavement crown. The street
slope is approximately .003 ft./ft. It is estimated that the depth of flow on Fain St. in this
area under these conditions would be 6" above the top of curb for a five ,year storm.
Although this would result inan occasional inconvenience to traffic, there would be no danger
of any houses being flooded.
If it is decided that the above condition is unacceptable, it could be corrected in one
of two ways. The first option would be to reroute the proposed 48" pipe down Milby Ave.
to its intersection with Fain St. (rather than going along Speedway Ave.) At this intersection,
three type C inlets would be installed and the outfall storm sewer increased to a 54" pipe
to accomodate the additional runoff. This pipe would continue along Fain St. to its
intersection with Speedway Ave., where it would tie in to the existing 66" pipe. The second
option would be to construct the 48" pipe along Speedway Ave. as proposed, but also install
an additional 36" pipe along Fain St. between Milby Ave. and Speedway Ave. to carry the
water picked up by the inlets mentioned above. This option has the advantage that its
installation could be delayed until some future date, which would allow the chance to observe
the seriousness of the condition along Fain St. and Milby Ave. after installation of the proposed
48" pipe.
A cost estimate for the drainage improvements as proposed is attached. Additional
estimated costs for the options outlined above are listed below.
Option 1— Reroute 48" pipe along Milby Ave., construct 3 type C inlets at corner of
Milby Ave. and Fain St., install 54" pipe along Fain St. between Milby Ave.
and Speedway Ave.
1. Additional pipe length due to routing change:
200' x $60.00/ft. _ $12,000
2. Additional cost for increased pipe size along Fain St.:
420' x $20.00/ft. = 8,400
3. Three type C inlets @ $2,000 = 6,000
4. Storm Sewer laterals for type C inlets:
100' x $27.00/ft. = 2,700
5. Additional manhole @ $3,000 3,000
6. Engineering @ 6% 1,900
Total Cost $34,000
Option 2-Construct 48" pipe as proposed, install additional 36" pipe along Fain St.
between Milby Ave. and Speedway Ave., construct 3 type C inlets at corner
of Milby Ave. and Fain St.
1. 420' - 36" RCP @ $43.00/ft. _ $18, 000
2. Three type C inlets @ $2,000 6,000
3. Storm sewer laterals for type C inlets 2,700
4. Junction Box 3,000
5. Bypass structure for existing 20" water line 3,000
6. 420' pavement removal and replacement @ $15.00/ft. 6,300
7. Engineering @ 71% 3,000
Total Cost $42,000
-3-
If either of these options is constructed, the remaining five year peak runoff carried
by Milby Ave. to its intersection with Fain St. would be 42 cfs:
A = 19.9 acres + 9.4 acres = 29.3 acres
tc = 45 min. i5 = 2.75 in./hr.
Avg .c = ((19.9 x A) + (9.4 x .77)] + 29.3 = .52
Q5 = 29.3 x 2.75 x .52 = 42 cfs
The pavement section on Milby Ave. in this area consists of an asphalt pavement width
of 22P, 8" high curbs with 18" gutters, and a 4" pavement crown. The street slope is
approximately .007 ft./ft. It is estimated that the depth of flow on Milby Ave. would be
3" above the top of curb for a five year storm under these conditions. This would meet
accepted design criteria.
-4-
A. E. PROBST. JR.
Bit 2202
CORLETT
PROBST
& BOYD, Inc.
RICHARDX BOYD
2EB M92
1912 KEMP BLVD. I (817) 723.1455 I WICHITA FAILS, TEXAS
7A.70D
engineers surveyors planners
I
April 19, 1984
Cost Estimate
HUNTERS CROSSING
Storm Sewer
OFFSITE
1.
1,432
LF
48" R.C.P. @ $60.00
$ 85,920
2.
2
EA
Standard Manholes @ $3,000
6,000
3.
1
EA
Bypass structure @ $3,000
3,000
4.
1,465
SY
Asphalt Pavement Removal do Replacement
@ $13.90
20,370
5.
370
SF
Concrete Pavement Removal & Replacement
@ $2.50
930
6.
360
SF
Drivewayllemoval & Replacement @ $4.00
1,440
7.
670
SF
Sidewalk Removal & Replacement @ $2.00
1,340
Total Offsite
$119,000
ONSITE
I.
162
LF
4811 R.C.P. @ $57.00
$ 9,230
2.
270
LF
4211 R.C.P. @ $48.00
12,960
3.
40
LF
3611 R.C.P. @ $40.00
1,600
4.
44
LF
3011 R.C.P. @ $32.00
1,410
5.
140
LF
2411 R.C.P. @ $27.00
3,780
6.
108
LF
2111 R.C.P. @ $21.00
2,270
7.
4
EA
Type C Inlet @ $2,000
8,000
8.
3
EA
Type B Inlet @ $1,250
3,750
9.
1
EA
Standard Manhole @ $3,000
3,000
Total Onsite
$ 46,000
TOTAL DRAINAGE
$165,000
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