HomeMy WebLinkAboutContract 63496Date Received: 6/20/2025 Permit No.: SWFMA-25-0044
Time Received: 1:56 p.m. City secretary No.: 63496
STORMWATER FACILITY
MAINTENANCE AGREEMENT
THIS AGREEMENT, made and entered into this 20th day of
June , 2025, by and between Northwest Independent School District, a
political subdivision of the State of Texas, acting by and through Dr. Mark Foust,
its duly authorized Superintendent, hereinafter referred to as "Landowner", and the City
of Fort Worth, hereinafter referred to as "City".
WITNESSETH
WHEREAS, the Landowner is the owner of certain real property described as a
tract of land situated in the Hopkins Davidson Survey, Abstract No. 437, City of Fort
Worth, Tarrant County, Texas according to the deed recorded in Document No.
D216265006, Official Public Records, Tarrant County, Texas, hereinafter called the
"Property";
WHEREAS, the Landowner is proceeding to build on and develop the Property
according to the Site Plan/Subdivision Plan known as Northwest ISD HS #4 New High
School, hereinafter called the "Plan", which is expressly made a part hereof, as approved
or to be approved by the City and the Landowner provides for management of storm water
within the confines of the Property; and;
WHEREAS, the City and the Landowner, and their successors and assigns, agree
that the health, safety and welfare of the residents of the City of Fort Worth, Texas require
that on -site Stormwater Management Facilities be constructed and maintained on a portion
of the Property; and
OFFICIAL RECORD
CITY SECRETARY
FT. WORTH, TX
STORMWATER FACILITY MAINTENANCE AGREEMENT
Rev. 03/01/2022 BN
WHEREAS, the City requires that on -site Stormwater Management Facilities
("Facility") as shown on the Plan be constructed and adequately maintained by the
Landowner, its successors and assigns, the location and dimensions of which is shown and
more particularly described by metes and bounds in the attached Exhibit "A" ("Facility
Property"); and
NOW, THEREFORE, in consideration of the foregoing premises, the mutual
covenants contained herein, and the following terms and conditions, the parties hereto
agree as follows:
1. The Landowner, its successors and assigns, shall adequately construct and
maintain the on -site Stormwater Management Facility ("Facility") at no
expense to the City of Fort Worth in accordance with the design specifications
for the Facility, attached as Exhibit "B", and the current standards then in force
and effect in the City of Fort Worth and with the Operations and Maintenance
Plan attached to this Agreement as Exhibit "C". The Stormwater Facility
includes all pipes, channels or other conveyances built to convey Stormwater
to the facility, as well as all structures, improvements, and vegetation provided
to control the quantity and quality of the Stormwater. Adequate maintenance is
herein defined as good working condition so that these facilities are performing
their design functions. The Stormwater Structural Control Maintenance
Checklists, attached to this Agreement as Exhibit "D", are to be used to
establish what good working condition is acceptable to the City.
2. The Landowner, its successors and assigns, shall inspect the Facility and
submit an inspection report to the City annually. The purpose of the inspection
is to ensure the safe and proper functioning of the Facility. The inspection
shall cover the entire Facility, berms, outlet structure, pond areas, access roads,
etc. Components of the Facility, which need maintenance or replacement to
perform their design function, shall be noted in the inspection report along with
the corrective actions to be taken.
STORMWATER FACILITY MAINTENANCE AGREEMENT 2
Rev. 03/01/2022 BN
3. The Landowner, its successors and assigns, hereby grant permission to the
City, its authorized agents and employees, to enter upon the Property and to
inspect the Facility Property whenever the City deems necessary. The purpose
of inspection is to follow-up on reported deficiencies and/or to respond to
citizen complaints. The City shall provide the Landowner, its successors and
assigns, copies of the inspection findings and a directive to commence with the
repairs if necessary.
4. In the event the Landowner, its successors and assigns, fail to maintain the
Facility in good working condition as specified herein, the City, its authorized
agents and employees, may enter upon the Facility Property and take whatever
steps necessary to correct deficiencies identified in the inspection report and to
charge the costs of such repairs to the Landowner, its successors and assigns.
It is expressly understood and agreed that the City is under no obligation
to routinely maintain or repair said Facility, and in no event shall this
Agreement be construed to impose any such obligation on the City, such
obligation is Landowner's.
5. The Landowner, its successors and assigns, will perform the work necessary to
keep the Facility in good working order as appropriate. In the event the City
pursuant to this Agreement, performs work of any nature, or expends any funds
in performance of said work for labor, use of equipment, supplies, materials,
and the like, the Landowner, its successors and assigns, shall reimburse the
City upon demand, within thirty (30) days of receipt thereof for all actual costs
incurred by the City hereunder.
6. This Agreement imposes no liability of any kind whatsoever on the City.
7. Landowner covenants and agrees that no habitable building shall be erected
within the boundaries of the Property in which the Facility is located as
outlined on Exhibit "A" but this paragraph shall not preclude construction of
other improvements within the boundaries of the Property in which the Facility
is located, which do not impede drainage. Landowner covenants and agrees
that no habitable building shall be erected on the above property abutting such
boundaries of the Property in which is Facility is located, which shall have a
STORMWATER FACILITY MAINTENANCE AGREEMENT 3
Rev. 03/01/2022 BN
finished floor at an elevation less than two feet above the maximum depth of
water in the detention pond which would occur during a 100-year frequency
flood.
8. This Agreement shall be recorded among the land records of Tarrant County,
Texas, shall constitute a covenant running with the land, and shall be binding
on the Landowner, its administrators, executors, assigns, heirs and any other
successors in interests, including any property owner's association.
[SIGNATURES ON THE FOLLOWING PAGE]
STORMWATER FACILITY MAINTENANCE AGREEMENT 4
Rev. 03/01/2022 BN
Executed this 19th day of Jun e
CITY OF FORT WORTH
Jesica McEachern
Assistant City Manager
City of Fort Worth
Date: 06/19/2025
Approved as to Form and Legality:
M. Kevin A�ole�t 11 oh bel�aGf o tt
M. Kcv, An d, ,,II-b,haff f rA At Murray (J un 16, 207509.T9 C.J
Matthew Murray
Senior City Assistant Attorney
City Attorney's Office
Date: 06/16/2025
4
pO! pOHT 4;b
ATTEST: '° °_°°
PdQn oEXASoo
Jannette S. Goodall
City Secretary
Date: 06/20/2025
2025.
LANDOWNER
Northwest Independent School District
a Texas nonprofit corporation
By: Dr. Mark oust
Its: Superintendent
Date:
Contract Compliance Manager:
I acknowledge that I am the person
responsible for the monitoring and
administration of this contract, including
ensuring all performance and reporting
re uir ments.
4��
Kandice Merrick
Planning Manager
Date: 06/16/2025
OFFICIAL RECORD
CITY SECRETARY
FT. WORTH, TX
STORMWATER FACILITY MAINTENANCE AGREEMENT 5
Rev. 03/01/2022 BN
STATE OF TEXAS §
COUNTY OF TARRANT §
2025
This instrument was acknowledged before me on June 19th, by
Jesica McEachern, Assistant City Manager of the City of Fort Worth, on behalf of the City
of Fort Worth.
otpR�PLB KATHLEEN BRADFORD
f Notary Public
t STATE OF TEXAS
Notary I.D. 12197197
My Comm. Exp. Apr. 12, 2027
- - - - - - - - - - - - - -
LANDOWNER
STATE OF�
COUNTY OF ]P,047b,,,
Notary Public, State of Texas
M
BEFORE ME, the undersigned authority, a Notary Public in and for the State of
-T'--4'ko , on this day personally appeared
(name), S"lr11(df vtd t4 6 L S d/vA-j (title), known to me to be the
person whose name is subscribed to the foregoing instrument, and acknowledged to me
that he/she executed the same for the purposes and consideration therein expressed, as the
act and deed of I % (entity), a
J xt( � /' {p (entity type) and in the capacity therein
stated.
GIVEN UNDER MY HAND AND SEAL OF OFFICE this day
of
a
JENNIFER ROBERTS
Notary ID #10669430
My Commission Expires
August 8, 2025
*artybub'i State of
STORMWATER FACILITY MAINTENANCE AGREEMENT 6
Rev. 03/01/2022 BN
EXHIBIT "A"
LEGAL DESCRIPTION
STORMWATER FACILITY MAINTENANCE AGREEMENT
Rev. 03/01/2022 BN
EXHIBIT "A"
"STORM WATER DETENTION
FACILITY & DRAINAGE"
BEING 7.132 acres of land, situated in the Hopkins Davidson Survey, Abstract No. 437, City of
Fort Worth, Tarrant County, Texas, and being a portion of the remainder of that certain tract of
land conveyed in deed to Northwest Independent School District (Northwest I.S.D.), according
to the deed filed in Instrument #D216265006, Deed Records of Tarrant County, Texas
(D.R.T.C.T.), and being more particularly described by metes and bounds as follows:
COMMENCING at a 1/2 inch iron rod found at the northwest corner of said Northwest I.S.D.
tract (Inst. #D216265006), also being the northeast corner of that certain tract of land conveyed
in deed to Northwest Independent School District (Northwest I.S.D.), according to the deed filed
in Instrument #D224180802, D.R.T.C.T., and being in the south line of Lot 2, Block 1, Alliance
Gateway West Addition, an addition to the City of Fort Worth, as filed in Cabinet A, Slide 5817,
Plat Records of Tarrant County, Texas (P.R.T.C.T.), from which a 1/2 inch iron rod with cap
stamped "TNP", recovered at the southeast corner of said Northwest I.S.D. tract (Inst.
#D224180802), also being the northeast corner of the remainder of a tract of land described in
the deed to ADL Development, L.P., a Texas Limited Partnership, according to the deed filed in
Instrument #D218054115, D.R.T.C.T., and being in the west line of said Northwest I.S.D. tract
(Inst. #D216265006), bears S 00°12'58" E, a distance of 2223.70 feet;
THENCE N 89046'37" E, along the north line of said Northwest I.S.D. tract (Inst.
#D216265006), and along the south line of said Lot 2, also passing along the south line of a tract
of land described in deed to Oncor Electric Delivery Company LLC, as filed in Instrument
#D223091339, D.R.T.C.T., and the south line of the remainder of a tract of land described in
deed to AIL Investment, L.P., as filed in Volume 9381, Page 66, D.R.T.C.T., a distance of
1596.98 feet to a 3/8 inch iron rod set with cap stamped "TNP INC ESMT" (hereinafter all
3/8 inch iron rods set are marked the same) for the POINT OF BEGINNING of the
hereinafter described tract of land;
THENCE N 89046'37" E, continuing along the north line of said Northwest I.S.D. tract (Inst.
#D216265006), also passing along the south line of a tract of land described in deed to Oncor
Electric Delivery Company LLC, as filed in Instrument #D223091338, D.R.T.C.T., a distance
of 216.19 feet;
THENCE leaving said line, passing over and across said Northwest I.S.D. tract (Inst.
#D216265006), the following courses and distances;
S 00°13'23" E, a distance of 41.21 feet;
S 88°14'16" E, a distance of 252.20 feet;
S 86°46'52" E, a distance of 148.17 feet;
S 83032150" E, a distance of 41.32 feet;
S 80°56'24"E, a distance of 105.75 feet to a 3/8 inch iron rod set;
S 00°55'38" E, a distance of 51.95 feet;
S 05°48'49" E, a distance of 150.21 feet;
S 43'01'52" E, a distance of 23.83 feet;
S 14°24'55" E, a distance of 245.99 feet to the beginning of a curve to the left whose
radius is 116.84 feet, and whose long chord bears S 12°30'53" E, a distance of 91.89
feet;
Along said curve in a southeasterly direction, through a central angle of 46°18'38", an
are length of 94.44 feet to the end of said curve;
S 35°48'34" E, a distance of 151.58 feet to a 3/8 inch iron rod set at the northeast
corner of a 20' Drainage Easement, as filed in Instrument #D208114814, D.R.T.C.T.;
Sheet 1 of 4
NWI 23360
S 53°43'38" W, along the northwesterly line of said 20' Drainage Easement, a distance
of 20.00 feet to a 3/8 inch iron rod set at the northwest corner of said 20' Drainage
Easement;
N 39°43'33" W, a distance of 147.68 feet to the beginning of a curve to the left whose
radius is 80.00 feet, and whose long chord bears N 63°20'02" W, a distance of 64.08
feet;
Along said curve in a northwesterly direction, through a central angle of 47°12'57", an
arc length of 65.93 feet to the beginning of a reverse curve to the right whose radius is
100.97 feet, and whose long chord bears N 65°00'49" W, a distance of 72.27 feet;
Along said curve in a northwesterly direction, through a central angle of 41°56'27", an
arc length of 73.91 feet to the beginning of a compound curve to the right whose radius
is 80.00 feet, and whose long chord bears N 38*01'59" W, a distance of 16.75 feet;
Along said curve in a northwesterly direction, through a central angle of 12'01' 13", an
arc length of 16.78 feet to the end of said curve;
N 32'01'23" W, a distance of 55.54 feet;
N 20°45'32" W, a distance of 65.66 feet to the beginning of a curve to the right whose
radius is 50.00 feet, and whose long chord bears N 10°49'30" W, a distance of 17.25
feet;
Along said curve in a northwesterly direction, through a central angle of 19°52'04", an
arc length of 17.34 feet to the beginning of a reverse curve to the left whose radius is
70.00 feet, and whose long chord bears N 45°21'32" W, a distance of 98.07 feet;
Along said curve in a northwesterly direction, through a central angle of 88°56'07", an
arc length of 108.66 feet to the end of said curve;
N 89°49'35" W, a distance of 127.82 feet;
S 42°48'36" W, a distance of 56.88 feet;
N 86°25'57" W, a distance of 378.86 feet to a 3/8 inch iron rod set;
N 00°13'23" W, a distance of 153.44 feet to the beginning of a curve to the left whose
radius is 41.92 feet, and whose long chord bears N 45°13'23" W, a distance of 59.28
feet;
Along said curve in a northwesterly direction, through a central angle of 90°00'00", an
arc length of 65.84 feet to the end of said curve;
S 89°46'37" W, a distance of 6.54 feet;
N 00° 14'45" W, a distance of 201.46 feet to the POINT OF BEGINNING and
containing 310,680 square feet or 7.132 acres of land.
Oil Q• �` O
I �, ••1HERON•W�•SIMS
Ap .%..................
10, 2025 .
Theron W. SimsR.P.L. , Eq 5887
Texas Registration No. 5867
Surveyed on the ground April 30, 2025M
1. Bearings of lines shown hereon refer to Grid North of the Texas Coordinate System of 1983
(North Central Zone; NAD83 (2011) Epoch 2010) as derived locally from Western Data Systems
Continuously Operating Reference Stations (CORS) via Real Time Kinematic (RTK) methods.
An average Combination Factor of 1.00012 was used to scale grid coordinates and distances to
surface.
2. Integral parts of this survey:
a. Legal Description
b. Sketch
Sheet 2 of 4
NWI 23360
CURVE TABLE
DELTA
CHORD BEARING I CHORD I
46'18'38
S12'30'53"E
191.89'
47'12'57"
N63'20'02"W
64.08'
41'56'27" I
N65'00'49"W
172.27'
12-01'13"
N38'01'59"W
116.75'
19'52'04" I
N10'49'30"W
17.25'
88'56'07" I
N45'21'32"W
198.07'
90'00'00" I
N45'13'23"W
159.28'
CURVE#
LENGTH
RADIUS
C1
94.44'
116.84'
C2
65.93'
80.00'
C3
73.91'
100.97'
C4
16.78'
80.00'
C5
17.34'
50.00'
C6
108.66'
70.00'
C7
65.84'
41.92'
teague nail & perkins
5237 N. Riverside Drive, Suite 100
Fort Worth, Texas 76137
817.336.5773 ph 817.332.7756 fx
tnp
/ TBPELS Registration No. 100116-00
C:\Users\rterguson\oneDrive - Teague Noll & Perkins\Desktop\7132 Ac Storm Water Detention Focitlity - NW1 23360.dwg
NOTES.,
1) Bearings of lines shown hereon refer to Grid North of the Texas
Coordinate System of 1983 (North Central Zone; NAD83 (2011)
Epoch 2010) as derived locally from Western Data Systems
Continuously Operating Reference Stations (CORS) via Real Time
LINE TABLE I
Kinematic (RTK) methods. An average Combination Factor of
1.00012 was used to scale grid coordinates and distances to surface.
LINE #
DIRECTION LENGTH
2) Integral parts of this survey:
a. Legal Description
L1
N89'46'37"E 121 6.19'
b. Sketch
L2
I SOO'13'23"E I 41.21'
L3
I S88-14'16"E 1252,20'
1-4
I S86'46'52"E 1148.17'
L5
I S83'32'50"E I 41.32'
L6
I S80'56'24"E
L7
1105.75'
SOO'55'38"E 51.95'
L8
I S05'48'49"E 1150.21'
19
S43'01'52"E I 23.83'
L10
I S14'24'55"E 1245.99'
L11
I S35'48'34"E 1151.58'
L12
I S53'43'38"W I 20.00'
L13
I N39'43'33"W 1147.68'
L14
I N32'01'23"W I 55.54'
L15
I N20'45'32"W I 65.66'
L16
I N89'49'35"W 1127.82'
L17
I S42'48'36"W I 56.88'
L18
I N86'25'57"W 1378.86'
EXHIBIT "B"
L19
I N00'13'23"W 1153.44 I
STORM WATER
L20
S89'46'37"W 6.54'
DETENTION FACILITY
L21
I NOD'14'45"W 1201.46' I
& DRAINAGE
Situated in the Hopkins Davidson Survey, Abstract No.
437, City offort Worth, Tarrant County, Texas.
JOB No. NWl 2JJ60
SHEET 4 OF 4�
APPROVED WAIVERS
FORT WORTH
4
Fart Worth o4�
Stormwater
Management
REQUEST FOR WAIVER
FROM CITY OF FORT WORTH — STORMWATER
Submitted by: Amanda Mullen Phone: 817-420-7414 Date: 4/11/2025
Company: Teague Nall & Perkins Email: amullen@tnpinc.com
Proposed Project Description
Name: NISD HS #4 - Retention/Detention Pond
Type: Retention/Detention Pond to serve NISD HIS #4; DS-24-0131; SWFMA-25-0014; CG-25-00012
Location: North Riverside Drive, South of 170 (include map)
Existing Condition (show information on map or drawing)
CFW Maintained Facilities: None
Existing Right -of -Way for CFW facility: N/A
Topography: See attached drawings
Other Pertinent Data Related to waiver Request:
Waiver requested to item 9 under section 3.8.4.5 to allow for slope paving of slopes up to 1:1. In areas of 1:1 grouted rock rip rap a detail is provided of the proposed design. Grouted rock rip rap will be laid on flat
steps within the pond (refer to attached detail). For areas of slope pavement within the berm and spill way flatwork with have a 24" toe at top and bottom of the slope, weepholes and gravel pack are also provided
(refer to attached detail).
Waiver Request
Specific criteria you want to vary: Item 9 under Section 3.8.4.5 to allow for slope paving of slopes up to 1:1.
Explain why the criteria needs to be varied or is not applicable: Pond locations is on the north side of the site, there is an existing gas road,
and easements that limit available space. coupled with limitations of impacts to existing wetlands and site configuration steeper slopes were necessary at certain areas.
Explain how the basis for the criteria Will be Satisfied: The design of the grouted rock rip rap shows the rock will be places on on flat steps cut into the earth to
provide stability. The slope paving is 6" flatwork, reinforced with #3 bars at 18" OC with a 24" toe at top and bottom of the slopes. Details are attached to the waiver request.
List attachments supporting waiver request (preliminary design report excerpt, construction drawings,
calculations, photographs, map, etc.:
Justification of Decision: Details for waiver are consistent with approved grading plans -waiver granted based on physical constraints
for the on -site design; no adverse impact anticipated based on approved design plans with varied criteria.
Notes:
Waiver Decision:
Reviewer Signature:
Accepted ❑✓
Denied ❑
Date: 4.28.25
Form CFW-7
CFW- July 2024 161
EXHIBIT "B"
DESIGN PLAN AND SPECIFICATIONS
STORMWATER FACILITY MAINTENANCE AGREEMENT
Rev. 03/01/2022 BN
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RETAINING WALL
SEE SHEET 25
,
KEYPLAN
SCALE 1 =4000'
�a
tnp
City of Fort Worth, Texas
Improvements for
HIGH SCHOOL #4
SWFMA EXHIBIT
GRADING PLAN - SECTION D
tnp proldtf
GLP23338
sheet
5
of
26
I �I
rl
QA-Oif �
I
`'i�� _
1717
M/4
W
n
I
IL .40e
1
Drainage Area Map Legend
17.919 I
NM_ rTowARRoxs
oRNNAce AREAS
AGE AREA
REAGE
oasnNG MMAGE alines
PRE -PROJECT DRAINAGE AREA MAP
C
HYDROLOGY DATA - PRE -PROJECT CONDITIONS
Basin ID
Area (ac)
Area
I
CN
I TC (min)
Lag Time
Ql (CFS)
05 (CFS)
0100 (CFS)
(SgMi)
(min)
DA-01
58.23
0.0910
79
27.2
16
53.3
121.4
298.0
DA-02
17.99
0.0281
74
27.6
17
11.3
29.9
81.7
DA-03a
49.98
0.0781
79
25.9
16
45.7
104.2
255.8
DA-03b
14.23
0.0222
80
15.0
9
18.2
40.3
96.7
DA-04
26.51
0.0414
90
19.6
12
49.8
88.4
178.7
DA-05
26.62
0.0416
95
15.9
10
65.6
106.4
201.3
DESIGN POINT SUMMARY
N07ES•
1. Please refer to Drainage Study DS-24-0131 for additional
background information on the overall analysis.
2. Per City criteria, Pond routing was completed using the
Unit Hydrograph - SCS Method.
J. Increases in discharge due to proposed site development
are anticipated to be mitigated using the detention pond.
Increases will occur immediately downstream of the site,
nris increase is proposed to minimize the impacts within
the watershed as a whole. (Please refer to Drainage Study
(DS-24-01Y) for additional information.
4. At least 1.00' of freeboard is provided in the detention
pond for the 100-year storms events and 0.5' of freeboard
for dogged conditions.
Q1 (CFS)
Q5 (CFS)
0100 (CFS)
Basin ID
EX
PROP
A
EX
PROP
A
EX
PROP
A
DP-01
53.3
39.9
-13.4
121.4
80.2
-41.2
298.0
178.5
-119.5
DP-04
79.1
71.5
-7.6
191.8
179.3
-12.5
497.4
584.2
86.8
0
tnp prol6lr
League nail and perkins, inc 5F°�e City of Fort Worth, Texas GLP23338
5237 N. Riverside Drive, Suite 100 1 "=500r Improvements for sheet
Fort Worth, Texas 76137 vert HIGH SCHOOL #4
817.336.5773 ph 817.336.2813 fx N(A L
__tnpinc.com date SWFMA EXHIBIT of
of
TBPELS; ENGR F-230; SURV 10011600, 10011601, 10194381 APR 2025 PRE -PROJECT DRAINAGE AREA MAP 26
t
0 �"
o a
0 0
Q 0
9
\� 0��o ; o
a o , 0
0
6 d I � 0 d
2%
177G�L_
_75
oo � LN-0L1
0 0 0 0 0 0 0 0 0 0 0 �� o 0 0 0 0 0
00000000 000 doo ooC/�
rI \
I
POST -PROJECT DRAINAGE AREA MAP
HYDROLOGIC DATA - POST -PROJECT CONDITIONS
/ min /bwwsw
a7Y FU / W-1175
Drainage Area Map Legend
111111- flaw AMC
-,DRAINAGE AREA
aas MANAGE AREA
ACREPROPOSED DRAINAGE DIMES
Basin ID Area (as)
ren
CN
TC (min) Lag Tiara
01 (CFS)
05 (CFS) 0100 (CFS)
N07ES-
I
1.
Please refer to Drainage Study DS-24-0131 for additional
DA-01
23.66
0.03697
84
13.11 8
39.9
80.2
178.5
background information on the overall analysis.
DA-02.1
78.34
0.12241
92
28.6 17
136.0
232.7
458.0
2.
Per City criteria, Pond routing was completed using the
DA-02.2
35.62
0.05566
92
17.5 11
75.6
129.3
253.8
Unit Hydrograph - SCS Method.
DA-03
5.18
0.00810
86
13.3 8
9.7
18.6
40.0 1
J.Increases
in discharge due to proposed site development
DA-04
24.77
0.03870
89
19.6 12
44.6
80.7
165.5 1
are anticipated to be mitigated using the detention pond.
DA-05
26.62
0.04160
95
15.9 10
65.6
106.4
201.3 1
Increases will occur immediately downstream of the site,
DESIGN
POINT
SUMMARY
This increase is proposed to minimize the impacts within
the watershed as a whole. (Please refer to Drainage Study
al (cFS)
05 (cFs)
0100 (CFS)
(DS-24-01Y) for additional information.
Basin ID
Ex
PROP
A
Ex
PROP
A
Ex
PROP
A
4.
At least 1.00' of freeboard is provided in the detention
DP-0
53.3
39.9
-13.4
121.4
80.2
-01.2
298.0
178.5
-119.5
pond for the f00-year storms events and 0.5' of freeboard
DP-04
79.1
71.5
-7.6
191.8
179.3
-12.5
497.4
584.2
86.8
for dogged conditions.
0
teague Hall and perkins, inc
scale
City of Fort Worth, Texas
y
tnp proj6ff
GLP23338
ha,;�
5237 N. Riverside Drive, Suite 100
1..=500r
Improvements for
sheet
Fort Worth, Texas 76137
vort
HIGH SCHOOL #4
817.336.5773 ph 817.336.2813 fx
N(A
7
date
SWFMA EXHIBIT
-w Mpinc.com
of
TBPELS; ENGR F-230; SURV 10011600, 10011601, 10194381
APR 2025
t
POST -PROJECT DRAINAGE AREA MAP
26
TIME OF CONCENTRATION CALCULATION
Sheet Flaw Component
Shallow Flow Component
Pipe Flaw Component
Total
Tmd
Basin
Length
'n'
Slope
P21nl
Veloc
Travel
Sheet
Length
Length
Slope
Veloc
Travel
S
J."'no
Pipe
'n'
Slope
Vedas
Travel
Pipe
Ift';
value
Iflf fl)
2-yr,24hr
(Ipsl
Time
Plow
unpaved
Paved
(IIj If)
(fps)
Time
101
Din
vdue
(ft/N)
(fps)
Tlme
Flow
ptlin)
Tone
rrti
(nen)
(in)
(min)
Tlme
Mn
PrwhsAW Cmdr nc
0"l
1DODD 0.1500 09038
3M
0JV
1f115
I8.15
5W-94
0.00
OD366 3-09
324
324
CLOD
tyA
W402
IODIIO CLI5.00 000'�
3522
QIO
I(t26
1626
122300
OI!(i
00123 I�LI
IIJ2
11�2
CL00
A
DA-03o
IOD,OUiil15L1400060
35M
Ql1
Isi12
15.12
816.*
0100
00230 2.4S
SW
S56
CLOD
A
DA.ODh
100- D 0-IS00 00230
3522
0:9
SB0
RM
IM6.0D
000
00443 3-42
620
620
G-OD
N/A
M-04
I0DflO 0150D 00186
35"
0- 7
961
961
44M
06624
00110 211
7.18
7-19
1300
=0
A--ed Vc*. By I 8D6 1 278 1 276
Past PruiW Gtadium
-51
1622
I
l
I7.98S00
I
IrnipnA-o7
IOO.OD
01511D
007MI
35"
0.18
934
934
255M
00720
87I
1.95
193
A --rood Vduci
6.72
PropDi403
100M
CLI500
005W
3522
026
647
&0
1.%6jMD
000
00390
102
6$7
6$7
CLOD
��00
TIME OF CONCENTRATION CALCULATION, CON'T
Channel Flow Component
I Final T[ [alculalion
Depth
Tara]
8onom
of
55
'n'
slope
Veb[
Travel
OtmneI
Tdal
Tiiswaf
SCS
Avg
IPncrh (ft
widlh(fl)
Flow
(fkVJ
vdue
(ff/fl)
(fps)
Time
Flow
Length
Canc
Logtime
Vela
(a)
(nYn)
Time
(Mn)
(ft)
(min)
(min)
(ftisas)
2,107_93
Assustl� ylksCily
6110
`#
586
2006
27�/
16
172
Oc10
N/
ODD
0.00
OEM
13M
27-%
17
0.80
1,$70M
Asa■snvlr *.IY
600
S.19
5.19
3786
2i87
16
139
000
WA
000
090
000
13M
1503
9
132
ODD I
A:a■rs0sf V0Y.1y
600
eon
am
1478
1957
12
1106
300.00
Asn■nOdVelusly
6-00
179
IJ9
I:L80
$
2.08 I
ODO
N/A
0.00ODO
11f110
E
265717
=000
N/A
am
000
am
1751
11
301 1
000
N/A
0.00
ODD
0.00
1:L45
13 %
8
1.68 1
League Hall and perkins, ins
5237 N. Riverside Drive, Suite 100
scale
h,,;z
N/A
♦
Cit of Fort Worth, Texas
Y
Improvements for
mp prola r/
GLP23338
sheet
FortTexas 1
817.336.5773 ph 817.336.2813 fx
www.tnpinc.com
NA
date
t
P
HIGH SCHOOL #4
SWFMA EXHIBIT
8
of
TBPELS: ENGR F-230; SURV 10011600, 10011601, 10194381
APR 2025
TIME OF CONCENTRATION
26
STA_0+00.00 SD UNE N" _
(,V L—t USH —
WA ✓
0.40
11111111 3,,2.71:X
teague nail and inc
SFa�e
perkins,
5237 N. Riverside Drive, Suite 100
1 "=20'
Fort Worth, Texas 76137
v rt
N(A
817.336.5773 ph 817.336.2813 fx
date
www.tnpinc.com
TBPELS; ENGR F-230; SURV 10011600, 10011601, 10194381
APR 2025
tnp
I
UP
0
City of Fort Worth, Texas
tnp (
GLP23333338
Improvements for
sheet
HIGH SCHOOL #4
9
SWFMA EXHIBIT
of
POND OUTFALL PLAN
26
740
Cn
O J
w w
Of \ "' 9
94
W W N N
740
SCALE:
HOR.• I" = 40'
VER.• 1 " = 4'
NORMAL
PERMANENT POOL
POND ELEVA 17ON
WSEL=732.50
0 W
C
a J
w
O J
of
W L L_
-0+50 0+00 1 +00 1 +25
SD LINE N'
730
720
City of Fort Worth, Texas tnp pro,ecr
teague nail and perkins, inc Shape Y oriz GLP23338
5237 N. Riverside Drive, Suite 100 N.T.S. Improvements for sheet
Fort Worth, Texas 76137 vert HIGH SCHOOL #4
817.336.5773 ph 817.336.2813fx N.T.S. 10
--Mpinc.com dateKtn SWFMA EXHIBIT
of
TBPELS; ENGR F-230; SURV 10011600, 10011601, 10194381 APR 2025 POND OUTFALL PIPE PROFILE 26
SWFM s�
— _ — BOUNDARY
_i -N x
S" '
BOUNDARY
-a
Scale Cityof Fort Worth, Texas tnp pro,6cf
teague nail and perkins, inc hori. GLP23338
5237 N. Riverside Drive, suite 100 "-1 25' Improvements for sheet
Fort Worth, Texas 76137 rt HIGH SCHOOL #4
817.336.5773 ph 817.336.2813fx N/A 11
--Mpinc.com date4tn SWFMA EXHIBIT
of
TBPELS: ENGR F-230; SURV 10011600, 10011601, 10194381 APR 2025 P POND EASEMENT 26
i
760 760
750 r✓� r .r, 750
WEAR • MA
740 ►VormdPb�Et »,�' _ 740
_,.
730 1�►1 4
730
rr ,-�__ ,
720 __N� 720
710 1 I I I I� ' any 710
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00
DETiENTI►01N POND MW SECTIr011V A -A'
750 two MR wsa: 7J9 50•
Iftwo
WM *M- 7J680'
750
orma/ Pod
740 �' EL ,J2-W f
740
730 :�„
730
720 f
720
710
710
0+00 1+00 2+00 3+00 4+00
Scale Cityof Fort Worth, Texas tnp proldtf
teague nail and perkins, inc horiz GLP23338
5237 N. Riverside Drive, Suite 100 N.T.S. Improvements for sheet
Fort Worth, Texas 76137 Vert HIGH SCHOOL #4
817.336.5773 ph 817.336.2813fx N.T.S. 12
www.tnpinc.com date SWFMA EXHIBIT
of
TBPELS; ENGR F-230; SURV 10011600, 10011601, 10194381 APR 2025 GRADING CROSS SECTIONS 26
i
'll \
r
r v
goo
:>
oaf
MOOR FOOTBALLARENA
L 8TAONM
RACT� NNW
FACLRYGHfifm Go"
GH4W GEM
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&N4w
NNW
aii0 a+0
\ \ / WHM GHNN
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\ nnunnnnnnuuuuuir
�� � // o l ' a;uiiuiiuiiummimuuuia °
°
0 200 400
tnp prole&'
tea ue nail and erkins, inc scale City of Fort Worth, Texas
5 p haa: GLP23338
5237 N. Riverside Drive, Suite 100 1 n=400r Improvements for sheet
Fort Worth, Texas 76137 vert HIGH SCHOOL #4
817.336.5773 ph 817.336.2813 fx N/A 13
www.tnpinc.com date SWFMA EXHIBIT
of
TBPELS: ENGR F-230; SURV 10011600, 10011601, 10194381 APR 2025 VICINITY MAP 26
SPILLWAY — MON& PLAN
IsEXI
741
% to
> > SPILLWAY OVERFLOW 736.25
7Z
735
NORMAL POOL 73250 CONCRETE SPILLWAY
1.5 TO 1.0
73.' LEADING
\\\Z725 00
FLA1WYh4K EDGE 730
72�GY DIS�PA7/AY S1EP
724.82
725 > 7 >
�TRAIUNG FLATWbRK EDGE 720.60 p5
DRIVE ELEI/A770N 72270 _ > 1� >
> SLOPE TO DRAIN > \ '1 720
72C
— IF \ 'UMMIL IL PAVING'
\ \ CONCRETE FLATWORK
71
`GROUTED ROCK RIP -RAP
DEEPENED EDGE (nPICAL) 715
SECTION I — SPILLWAY
VER77CAL EXAGGERA 110N x1.5
fiP
O
scale
teague nail and perkins, inc
.
City of Fort Worth, Texas
Y
tnp pro,Afr
GLP23338
horiz
5237 N. Riverside Drive, Suite 100 j "=20r
Improvements for
sheet
Fort Worth, Texas 76137 Vert
HIGH SCHOOL #4
817.336.5773 ph 817.336.2813fx N.T.S.
14
--Mpinc.cora date
SWFMA EXHIBIT
of
TBPELS; ENGR F-230; SURV 10011600, 10011601, 10194381 APR 2025
SPILLWAY INFORMATION
26
740.50' -
739.00' -
737.75' -
736.25' -
736.23
733.50'-
732.50'- -
3'x3' RCB FL=722.0�
100YR Clogged Conditions 739.90'
100YR WSEL 739.50'�
280' \
0
o
8'
�4.7 '
� 6'
fLO
t RCB
Orifice Opening
OPEN AREA
- NORMAL POOL I I 31.875 FT?
= 732.50' 4.
I I
FLOW
l _ 8, TOP VIEW
DETENTION POND OUTLET STRUCTURE (NOT TO SCALE)
OUTLET RATING CURVE
Elevation
Discharge Elevation
Discharge Elevation
Discharge Elevation
Discharge Elevation
Discharge Elevation Discharge
(h)
(ch)
(h)
(ds)
(h)
(cis) +`
(it)
(cis)
(h)
(.Fs)
00 (cis)
732.11
1.01
111.01
11.11
111.10
11.30
736.90
178.82
738.40
137.65
739.90 111111
732.60
3.24
73430
47.97
735.60
73.71
737.00
183.15
738.50
244.35
740.00 1174.99
732.70
1,47
-21
10.07
735.70
75.11
737.10
186.49
7-60
25135
740.10 1308.35
732.10
9.70
734.30
12.12
735,10
76.12
737,20
M87
731170
25862
740,20 1447.63
732.90
12.93
734.40
54.08
735.90
77.97
737.30
191.35
738.80
266.15
740.30 1592.56
733.00
16.16
734,50
56.02
736.00
79.20
737.40
193.91
738.90
273.94
740.40 1742.94
733.10
19.41
-61
17.84
-10
-49
737.50
196.54
7-00
211.97
740.50 1191.55
733.20
22.65
734,70
59.63
736.20
BLED
737.60
199.26
739.10
315.56
NOTE: Bentley's
733.30
25.87
-11
61.32
-21
12.41
737.70
202.06
7-21
-31
PondPad(use1 to
733.40
29.10
734,90
63.03
736.30
117.03
737.80
205.23
739.30
439.03
create rating curve.
733.50
32.33
735.00
64.66
736.40
143.56
737.90
209.42
739.40
518.98
733.60
35.43
735.10
-25
736.50
15681
738.00
214.23
7-11
-61
733.70
38.27
735.20
67.84
736.60
163.41
738.10
219.52
739.60
707.05
733.80
-91
735.30
69.33
731.70
1-11
738.20
225.21
7-70
913.41
733.90
43.36
735.40
70.84
736.80
174,17
738.30
231.26
739.80
927.16
POND VOLUME SUMMARY
Elevation
Area
Incr. Volume *
Cuml. Volume
Comments
(ft)
(acres)
(acre-fi)
(a-ft)
732.50
2.70
0.00
0.00 Normal Pool
733.00
2.73
1.36
1.36
1 734,00
2,84
2,78
4,14
735.00
3.56
3.19
7.34
736.00
3.92
3.74
11.07
1 737.00
4.20
4.06
15.13
1 738.00
4.51
4.35
19.49
1 739.00
4.81
4.66
24.15
740.00
5,10
4.95
29.10
740.50
5.14
2.56
31.66 Top of Pond
*Conic Method: V=(1 /3)(1-12-1-1 1)[(Al +A2+(A 1 *A2)AO.5)]
scale
teague nail and perkins, inc hori:
5237 N. Riverside Drive, Suite 100 N/A
Fort Worth, Texas 76137 vert
817.336.5773 ph 817.336.282813 fx N/A
www.tnpinc.com date
tn
TBPELS: ENGR F-230; SURV 10011600, 10011601, 10194381 APR 2025
OUTLET RATING CURVE(SPILLWAY)
EI-ol..n Discharge Elevari.ni Discharge
(h)
L'
(h)
(cis)
736.30
0.13)
738.50
58.02
1 736.40
0.70
738.60
64.37
1 736.50
1.50
738.70
7"00
1 736.60
2.48
738.80
77.89 I
1 736.70
3.62
738.90
85.04
1 736.80
4.89
739.00
92.44
1 736.90
6.28
739.10
125.40
1 737.00
7.78
739.20
179.57
1 737.10
9.39
739.30
247.62
1 737.20
11.10
739.40
326.93
1 737.30
12.89
739.50
415.99
1 737.40
14.78
739.60
513.76
1 737.50
16.75
739.70
119,11
1 737.60
18.81
739.80
732.63
1 737.70
2094.
739.90
852.17
737.10
23.44
740.00
-24
737.90
26.99
740.10
3111.99
738.00
31.14
740.20
1250.66
738.10
35.77
740.30
1394.98
738.20
40.81
740.40
1544.75
738.30
46.22
740.50
1699.77
738.40
51.96
I
NOTE: Bentley's Pond Pack used to create rating curve
POND FLOW SUMMARY
Return Event Pond Inflow
Pond Outflow
WSEL
Peak Storage)
(years) (cfs)
(cfs)
(ft)
(ao-ft)
1 247
70
735.30
8.6
1 5 427
176
736.80
14.4
1 100 847
572
739.50
26.4
City of Fort Worth, Texas
mPGLPprolaff
233383338
Improvements for
sheet
HIGH SCHOOL #4
15
SWFMA EXHIBIT
of
POND STRUCTURES
26 j
FL 720.55—\
teague nail and inc
5cal
Perkins,
h*rie
5237 N. Riverside Drive, Suite 100
1 "=200'
Fort Worth, Texas 76137
v rt
N(A
817.336.5773 ph 817.336.2813 fx
date
www.tnpinc.com
TBPELS; ENGR F-230; SURV 10011600, 10011601, 10194381
APR 2025
TEMPORARY DRAINAGE PIPE TO BE
INSTALLED FOR SKIMMER
.r a
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'LEGEND
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Row DAM
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KET PROM177 W
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tnp
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City of Fort Worth, Texas
tnp /
GLP23333338
Improvements for
sheet
HIGH SCHOOL #4
16
SWFMA EXHIBIT
of
EROSION CONTROL PLAN
26 Jq
ROCK
I
12" MIN.
A
1
EROSION CONTROL NOTES (TNP)
1. STABILIZED CON6IRUC110N EXITS SHALL BE USED BY ALL PROJECT
VEHICLES LEAVING THE CONS7RUC770N AREA. WHEEL WASHING
EQUIPMENT SHALL BE USED TO REMOVE EARTHEN MATERIALS FROM
WHEELS AND VEHICLES.
2. CONTRACTOR SHALL ENSURE THAT NO STORMWA7ER RUNOFF ENTERS
DRAINAGE SYSTEMS OR EXITS THE CONS7RUC77ON AREA WITHOUT
PASSING THROUGH ROCK BERMS/EROSION CONTROL DEVICES
3. CONTRACTOR SHALL PROVIDE STREET CLEANING ON ADJACENT STREETS
AS NECESSARY TO REMOVE EARTHEN MA7FR/ALS TRANSPORTED FROM
THE CONSTRUCRON AREA.
4. NO OIL OR HAZARDOUS MATERIALS SHALL BE STORED /N THE
CONS77?UC77ON AREA.
5. 7HESE PLANS SHALL BE USED /N CON✓UNC77ON WI7H THE
ACCOMPANYING DOCUMENT EN7710, POLLU77ON PREVEN77ON PLAN".
6. ALL EROSION CONTROL DEVICES ARE TO BE REMOVED BY THE
CON7RACTOR AF7FR THE PROJECT /S COMPLETE AND SUBSTAN77AL
STAB/L/ZA77ON /S ACHIEVED.
r 12" MIN, FACE OF CURB
EDGE OF
GUTTER
FILTER FABRIC
SECURED TO 2"X4'
WIRE MESH BELOW
A
2- 4" WIRE ••ROCK SAG TO
MESH PREVENT FLOW
- UNDER 2"X4" WIRE
MESH
2"X4" WIRE WEIR CURB INLET PROTECTION
teague nail and perkins, inc
5237 N. Riverside Drive, Suite 100
Fort Worth, Texas 76137
817.336.5773 ph 817.336.2813 fx
www.tnpinc.com
TBPELS: ENGR F-230; SURV 10011600, 10011601, 10194381
scale
horiz
N/A
N/A
date
IN MAY 2025
NOTES:
GENERAL
• DRAINAGE PATTERNS SHALL BE EVALUATED TO ENSURE INLET PROTECTION WILL NOT DIVERT FLOW OR FLOOD
THE ROADWAY OR ADJACENT PROPERTIES AND STRUCTURES.
• INLET PROTECTION MEASURES OR DEVICES THAT COMPLETELY BLOCK THE INLET ARE PROHIBITED. THEY MUST
ALSO INCLUDE A BYPASS CAPABILITY IN CASE THE PROTECTION MEASURES ARE CLOGGED.
• A POSITIVE OVERLOW PATH SHALL BE CONSIDERED IN THE DESIGN OF INLET PROTECTION CONTROL MEASURED
AT SUMP INLETS.
nI IRR INI FT PRDT-TInN
• MUNICIPALITY APPROVAL IS REQUIRED BEFORE INSTALLING INLET PROTECTION ON PUBLIC STREETS.
• SPECIAL CAUTION MUST BE EXERCISED WHEN INSTALLING CURB INLET PROTECTION ON PUBLICLY TRAVELED
STREETS OR IN DEVELOPED AREAS. ENSURE THAT INLET PROTECTION IS PROPERLY DESIGNED, INSTALLED AND
MAINTAINED TO AVOID FLOODING OF THE ROADWAY OR ADJACENT PROPERTIES AND STRUCTURES,
• A TWO INCH OVERFLOW GAP OR WEIR IS REQUIRED ON ALL CURB INLET PROTECTION DEVICES.
• TRAFFIC CONES, WARNING SIGNS, OR OTHER MEASURES SHALL BE INSTALLED TO WARM MOTORISTS WHEN THE
INLET PROTECTION MEASURES EXTEND BEYOND THE GUTTER LINE.
• 2"X4" WEIR PROTECTION:
BEND WIRE MESH AROUND THE 2" X4" BOARD AND STAPLE TO THE BOARD. BEND WIRE MESH AROUND
THE BOTTOM OF THE BOARD, THE CURB OPENING, AND ALONG THE PAVEMENT TO FORM A CAGE FOR
THE ROCK.
ROCK BAGS SHALL BE PLACED PERPENDICULAR TO THE CURB, AT BOTH ENDS OF THE WOODEN FRAME,
TO DISRUPT THE FLOW AND DIRECT WATER INTO THE ROCK FILTER. STACK THE BAGS TWO HIGH IF NEEDED.
• 2"X4" WIRE (HOG WIRE) WEIR PROTECTION
THE FILTER FABRIC AND WIRE MESH SHALL EXTEND A MINIMUM OF 12 INCHES PAST THE CURB OPENING ON
EACH SIDE OF THE INLET.
FILTER FABRIC SHALL BE PLACED ON 2" X 4" WIRE MESH TO PREVENT THE TUBE FROM SAGGING INTO THE INLET.
ROCK BAGS ARE USED TO HOLD THE WIRE MESH AND FILTER FABRIC IN CONTACT WITH THE PAVEMENT,
AT LEAST ONE BAG SHALL BE PLACED ON EITHER SIDE OF THE OPENING. PARALLEL TO AND UP AGAINST THE
CONCRETE CURB. THE BAGS ARE INTENDED TO DISRUPT AND SLOW THE FLOW AND ENSURE IT DOES NOT GO
UNDER THE FABRIC, ADD BAGS IF NEEDED.
ROCK BAGS
2" GAP
2"X4" WIRE MESH
FILTER FABRIC
SECURED TO 2"X4'
WIRE MESH
FILTER FABRIC
SECURED TO 2"X4' \/\\
WIRE MESH LEAVING \ 2
2" GAP FOR // WIRE
MESH
OVERFLOW BETWEEN MESH
\ TOP OF INLET
THROAT AND TOP
OF FABRIC
/.1 EXISTING CURB
INLET (ALL TYPES)
CITY OF FORT WORTH, TEXAS REVISED 04-30-2021
2"X4" WIRE WEIR 01 57 13-D430
CURB INLET PROTECTION
tnp
City of Fort Worth, Texas
mPGLP233383338
Improvements for
sheet
HIGH SCHOOL #4
17
SWFMA EXHIBIT
of
EROSION CONTROL DETAILS (1 OF 2)
26
vent Rope
with Blue Inlet
4" Sch 40
tip
coupling
2" Sch 40 SOLID pvc
connection
barrel or "arm"
SUPPLIED BY USER
2/° hose
\i
II((
� Skimmer shown
in
I
3" inlet P�rk.5,8N1,)51
floating position
ertension
J
'NOTE- SMALL SKIMMER SHOW FAR ILLUSTRATIVE PURPOSES
ACTUAL SKIMMER SIZE TO BE BUNCH
AVAILABLE FROM d W. FASaOTH It SOR W
SILT FENCE N07ES
L SILT FENCE MAY BE USED WHERE THE GROUND SLOPES ACROSS A DITCH OR SWALE
2 STEEL POSTS IIHICH SUPPORT THE SILT FENCE SHALL BE INSTALLED ON A SLIGHT
ANGLE TOWARD THE ANTIC%PATED RUNOFF SOURCE THE PAST MUST BE EMBEDDED A
MINIMUM OF ONE FOOT
J. THE TOE OF THE SILT FENCE SHALL BE TRENCHED IN TWIN A SPADE OR MECHANICAL
TRENCHER SO THAT THE DOMNSLOPE FACE OF THE TRENCH IS FLAT AND
PERPENDICULAR RT THE LINE OF THE FLOW.
4. THE TRENCH MUST BE A MINIMUM OF 6' DEEP AND 6' WIDE RT ALLOW FOR THE SILT
FENCE FABRIC 70 BE LAID IN THE GROUND AND RAO(FILLED WIN COMPACTED
MATERIAL
a THE SILT FENCE SHOULD 6£ SECURELY FASTENED 77 EACH STEEL SUPPORT POST
ALTD?NATIVELY, SILT FENCE SHALL BE FASTENED TO MOVEN CURE MNICH IS FASTENED
70 THE STEEL POST. THE ENDS OF FABRIC SHALL OVERLAP THREE FEET.
6. INSPECTION WALL BE MADE NEEIQY AND AFTER EACH RAINFALL REPAIR OR
REPLACEMENT SHALL BE MADE PROMP7LY AS NEEDED
7. SILT FENCE WALL BE REMOVED MNEN THE SITE IS COMPLETELY STABILIZED SO THAT
NATURAL DRAINAGE IS NOT BLOO(ED DR IMPEDE.
6. ACCUMULATED SILT SHALL BE REMOVED WHEN IT REACHES A DEPTH OF HALF THE
EIGHT OF THE FENCE THE SILT WALL BE DISPOSED OF AT A 97E APPROVED BY THE
OWNER AND IN SUCH A MANNER AS 70 PREVENT ADDITIONAL SILTATION
9. CONTRACTOR RT MAINTAIN SILT FENCING AND ALL OTHER EROSION CONTROL
MEASURES A T ALL TIMES DURING THE DURATION OF THE PRO.ECT.
la THE SILT FENCE LOCA770V SHOW IS APPROXIMATE CONTRACTOR SHALL INSTALL SILT
FENCE AS NEC'SSARY TO PRESERVE AND PROTECT DUSTING TREES, FENCES AND
VEGETATION ALONG PROPERTY LINES
11. C INNTRACTOR SHALL STAKE THE PROPERTY UNE BEFORE SETTING SILT FENCE
`SM PDNF Pafl (E' 9-AM
tuc r' annnTT Yr.) TIP.
\NnaPfiERFU mPn)PRO°NSE
FARW
\41' off aw BIOr74G'
RT PO/S AK HT. M'
AWIE MT.. GIVIAW)
r \Fmw 7--N
W Dal I1140M • CENFA m)
ROM REAM NOTES
1. USE ONLY (OPEN GRADED ROW 4-6 INCHES IN DIAMETER FAR STREAM FLOW
CONDITION.
2 THE ROC BERM SHALL BE SECURED W771 A 141 MIRE SHEATHING HA MNG A
MAXIMUM OPENING OF 1' AND A MINIMUM MIRE SIZE OF 20 GAUGE AND SHALL BE
BURIED IN A TRENCH APPROXIMATELY J TO 4 INCHES DEEP.
J THE ROCK BERM SHALL BE INSPECTED MEEKLY OR AFTER EACH RAIN EVENT AND
SHALL BE REPLACED WHEN THE STRUCTURE CEASES TO FUNCTION AS INTENDED DUE
R) SILT AOCUMUUTION AMONG THE ROCK$ WASHOUT, CONSTRUCTION TRAFFIC
DAMAGE, ETC
4. WHEN SILT REACHES A DEPTH EQUAL 70 ONE—THIRD OF THE HEIGHT OF THE BERM
OR ONE FOOT, 111i EVER IS LESS, ONE 57LT SHALL BE REMOVED AND DISPOSED OF
PROPERLY.
S WHEN THE 9TE /S COffKMY STABLIZED, TIE BERM AND ACCUMULATED SILT SHALL
BE REMOVED AND D1910SED OF IN AN APPROVED MANNER.
6. ROCK BERM SHOULD BE USED AS OIEOC DAMS FOR CONCDOP4TED FLOW AND ARE
NOT INTENDED FOR USE IN PERIMETER PROTECTION.
1. A STABILIZED CONSTRUCTION ENTRANCE APPLIES TO POINTS OF CONSTRUCTION
INGRESS AND EGRESS WHEN£ SEDIMENT MAY TRACKED OR FLOW OFF THE
CONSTRUCTION 97E
2 THE ENTRANCE WALL BE MAINTAINED IN CCWDITIAV TWOCH CULL PREVENT TRACKING
OR FLOWING OF SEDIMENT ON70 PUBLIC RIGHTS —OF— WAY. THIS MAY REQUIRE
PERIODIC TAP DRESSING WITH ADDITIONAL STONE OR ADDIRGVAL LENGTH AS
CONDITIONS DEMAND AND REPAIR AND/OR CLEANOUT OF ANY MEASURES USED TO
TRAP SEDIMENT. ALL SEDIMENT SPILLED, DROPPED, WASHED OR TRACKED ONTO
PUBLIC RIGHTS —OF —WAY MUST BE REMOVED IMMEDIATELY.
scale
City of Fort Worth, Texas tnp proleC(
teague Hall and perkins, inc hP,;z . Y GLP23338
5237 N. Riverside Drive, Suite 100 N/A t Improvements for sheet
Fort Worth, Texas 76137 vert HIGH SCHOOL #4
817.336.5773 ph 817.336.2813fx N/A 18
--tnpinc.com date SWFMA EXHIBIT
of
TBPELS: ENGR F-230; SURV 10011600, 10011601, 10194381 MAY 2025 EROSION CONTROL DETAILS (2 OF 2) 26
SLAB OF DENSE LIMESTONE fROM A
MONOLITHIC SEAM INCLINED OUT OF
WATER AT MIDPOINT
CONTINUOUS -
POND LINER
FILL VOIDS OF ROCK PEIR NTH
GRAVEL/CEMENT STABILIZED
SAND SLURRY
HABITAT SHE
txxe, n.TA
N07ES
• EACH OF THE 2 LIMESTONE SLABS SHALL HAVE A MINIMUM WDTH
DIMENSION OF 7 FEET AND A DEPTH SUFFICIENT TO PREVFNT BREAKAGE
DURING TRANSPORT AND INS7ALLA7I0N. STONE SHALL BE INSTALL FREE
OF SCRAPES OR MECHANICALLY CAUSED BLEMISHES. PROVIDE A DIRECT
ROUTE TO THE OPEN WATER FROM EACH SLAB BETWEEN PLAN77NGS FOR
USE OF 7URTLES ALIGN THE AXIS OF THE 77LT OF THE SLABS TO
MAXIMIZE THE MORNING SUN ANGLE.
• ROCK PEIR SHALL BE INSTALLED IN LAYERS OF WELL FIT TOGETHER,
STRUCTURALLY SOUND ROCK OF SIZES VARYING FROM 12 TO 18 INCHES.
THE VOIDS OF THE PREVIOUS LAYER SHALL BE FILLED WITH
GRAVEL/CEMENT STABILIZED SAND SLURRY.
• 7HE SOGGY MATERIAL EXCAVATED FROM THE EXIS77NG PONDS ON SITE
MAY BE USED AS THE HABITAT SHELF PLAN77NG MEDIUM. THE EXISTING
VEGETA7ION IN THE PONDS CAN BE SHREDDED AND MIXED IN WITH THIS
EXCAVATED MATERIAL FOR BEST RESULTS PROVIDED THAT ALL ORGANIC
AND INORGANIC MATTER IS SUMCIENFLY SMALL TO OFFER NO
IMPEDIMENT TO PLANTING. A LAYER OF CLEAN SOIL NITHOUT EXTRA
ORGANIC MATERIAL SHOULD BE SPREAD OVFR THE TOP PRIOR TO POND
FILLING AND PLANTING.
• ENSURE THAT ALL PLANTS ARE POS177ONED VERTICALLY SUCH THAT THE
TOP OF THE ROOT BALL IS SUMCIENRY CLOSE TO THE WATER
SURFACE. FOLLOW GRONERS RECOMMENDA77ON BY SPECIES
I—AQUA77C PLANTS
REF LANDSCAPE PLANS
I—ELEV. = 723.50
SILTY TO SANDY LOAM_
LOOSLY FORMED
ON TOP OF CLAY LINER
GENERAL NOTES.-
1.THE POND SHOULD BE 7REATED NTH GYPSUM (CALCIUM SULFATE) BEFORE FINAL ACCEPTANCE TO CLEAR
THE WATER OF SUSPENDED CLAY PAR77CLES THROUGH FLOCCULATION AFTER FULL GROUND COVER HAS
BEEN ESTABLISHED OVER ALL DISTURBED PERVIOUS AREAS ONCE THE POND HAS BEEN FILLED TO THE
NORMAL POOL ELEVA770N, AND THE AERATORS HAVF BEEN INSTALLED, TREATMENT MAY BE APPLIED
EVENLY ACROSS THE SURFACE OF THE POND FROM A BOAT. DOSAGE WILL VARY, AND AN EN77TY FAMILIAR
WITH LARGE PONDS SHOULD BE CONSULTED FOR PRELIMINARY 7ES77NG BEFORE LARGE SCALE APPLICA770N.
2, MAXIMUM STORAGE VOLUME SHALL BE VERIFIED PRIOR 70 FINAL ACCEPTANCE. FINAL VOLUME HILL BE
ESTABLISHED THROUGH A SURVEY CONDUCTED BY A LICENSED LAND SURVEYOR. THE MAXIMUM IMPOUND
VOLUME SHALL NOT BE EQUAL TO NOR EXCEED A 7HRESHOLD OF 50ACREFT AS MEASURED FROM THE
POND SIDE FLOW LEVEL OF THE EMERGENCY OUTFLOW PIPE. ENGINEER HAS NOT PROVIDED ANALYSIS NOR
DESIGN N11CH WOULD BE REQUIRED FOR THE CONSTRUCTION OF A DAM ENGINEER HAS DESIGNED GRADING
OF THE S17E SUCH THAT THE MAXIMUM STORAGE VOLUME NHICH CAN BE IMPOUNDED BEHIND THE BERM
FALLS BELOW THE REGULATORY THRESHOLD OF A DAM. SHOULD A VOLUME IN EXCESS OF THE
REGULATORY THRESHOLD BE MEASURED, THE CONTRACTOR WILL NO77FY THE ENGINEER OF RECORD AND
PROVIDE A MECHANISM OF REMEDIAT70N TO BRING THE MAXIMUM STORAGE VOLUME BELOW A THRESHOLD
OF 50ACREFT.
J. CONTRACTOR SHALL PROVIDE A 24' CLAY LINER AT THE BOTTOM AND SIDES OF THE POND TO MINIMIZE
SEEPAGE. THE CLAY MATERIAL USED SHALL HAVE A MINIMUM PI OF 25. CLAY SHALL BE PLACED IN
6-INCH LIFTS AND COMPACTED TO A MINIMUM OF 98% OF THE MAXIMUM DENSITY AS DETERMINED BY ASTM
D 698 (STANDARD PROCTOR) TO AT LEAST +3 PERCENTAGE POINTS OF ITS OPTIMUM MOISTURE CONTENT.
4. GRAWL/CEMENT STABILIZED SAND MIXTURE SHALL CONSIST OF THESE DRY INGREDIENTS BY VOLUME
55% GRAVEL PASSING 1RN AND RETAINED BY 11N SIEVE
20% GRAVEL PASSING �N SIEVE
35% CEMENT STABILIZED SAND
AQUATIC PLAN77NGS
REF LANDSCAPE PLANS
FLAT MOSS BOULDER 2
(SIZE AND SHAPE VARY)
WATER SURFACE :\ MINIMUM TOP AREA OF
4SQFT ABOVE WATER
� EXISTING GRADE �
FILL AND TAMP VOIDS BE7NFEN ROCK
RIP -RAP WITH A DRY MIXTURE OF GRAVEL,
SAND, AND PORTLAND CEMENT
DISCON77NUE ` STONE DUST BEDDING
VOID FILL AT 720 ELEV LAYER
N lT1NIMUMJ
CONTINUOUS POND LINER
STEPPING STONE AND HEADWATER
50ALE: N.T.S.
teague nail and perkins, inc 5cale
horiz
5237 N. Riverside Drive, Suite 100 N/A
Fort Worth, Texas 76137 v rt
817.336.5773 ph 817.336.2813fx N/A
www.tnpinc.com date
tn
TBPELS; ENGR F-230; SURV 10011600, 10011601, 10194381 APR 2025
EXIS77NG
NERAND
DO NOT
DISTURB
LOOSE nACKFILL NTH MATERIAL EXCAVATED
FROM EXISTING POND EDGE
--MIN 41N OF THE GRAVEL/SAND MIX HYDRATED
IN MIXER AND POURED AS SLURRY ON
UPS7REAM SIDE AND BETWEEN STEPPING
N07ES STONES
• NET FILL MIX AFTER PLACEMENT TO BEGIN HARDENING PROCESS
• MAINTAIN P05177W SLOPE OF CLAY LINER TOWARD POND
• DIMENSION H VARIES DUE TO RELA77ONSHIP OF EXISTING GRADE TO
PROPOSED POND WATER SURFACE. ADJUST BOULDER SIZE/tlEPTH AS
NECESSARY AS H INCREASES
• SPACE STEPPING STONES LINEARLY APPROXIMATELY 30' C-C
• BRUSH THE POURED GRAVEL MIX BETWEEN STEPPING STONES NTH A
MOIST SPONGE AFTER POURING TO EXPOSE THE SURFACE OF THE
LARGE CRAWL AFTER SIGNIFICANT DRRNG, CLEAN THE GRAVEL AND
STEPPING STONE SURFACES WITH MURIA77C ACID SOLUTION TO
REMOVE ANY RESIDUAL CEMENT PASTE. FINISH SURFACES KITH A
THOROUGH RINSE TO REMOVE ANY ACID.
City of Fort Worth, Texas
I tnp projeer
GLP23338
Improvements for
sheet
HIGH SCHOOL #4
19
SWFMA EXHIBIT
of
POND DETAILS (I OF 5)
26
i ` 1
1 • 1'
1
PLAN PLANTING %06EVON
6" OF SANDY SOIL WITH HIGH
CONCEN IRA 77ON OF ORGANIC MATTER
LOAM TO CLAY LOAM SOIL
LIGHTLY COMP
NICK DRAINS EXTENDING DOW BELOW
WATER SURFACE ELEVA77ON
(INSTALLED 24• C-C)
�7
FILL TOP SURFACE KOIDS
WITH GRAVEL
A dHT SURFACE/ -
MEDIUM STONES VARI7NG FROM 6 TO 12
INCHES 77GH7LY INTERLOCKED
MIDNATER I5LET
5GALEr N.T.S.
PROLEC77ON OF TIPICAL
POND BERM GRADE
(4:1)
CONCRETE GROUT THE
SLOPE SURFACE AND IN
BETWEEN THE ROCKS
TOP AND BOTTOM
LEDGE KITH FORMED SIDE
(MOW S7RIP FOR \ �—
CRD95110 11E WRE
CONI 11ON AT
OWN ED6m
77E WIRE
OUTER EDGE OF GABION
BASKETS
NOTES
• DECREASE THE STACKED ROCK HEIGHT ON THE
fRONT SIDE OF THE ISLET NITHOUT SHOWING THE
GABION BASKETS BELOW AND INCREASE THE ROCK
HEIGHT ON THE BACK SIDE OF THE ISLET
• AT PLANTING LOCA77ONS DO NOT CUT THE WICK
DRAINS BACK, INSTEAD LEAVE THEM AT FULL
LENGTH AND ALLOW THEM TO REST AGAINST THE
SIDES OF THE PLAN77NG HOLE
• 77E WIRE CROSS CONNECTING GABIONS SHALL BE 7
GAUGE (A IN) VINYL COATED STEAL WIRE ROPE OR
ALUMINUM WTH AN EQUIVALENT TENSILE STRENGTH,
INSURING CORROSION RESISTANCE "*FRONT —
2NO LINE OF UPRIGHT OR J-
STACKED ROCK i
3~ q
PLANTINGS Q
-REF LANDSCAPE PLANS m o
_ LOA�EXTEN G
BELLIN€j Z
77E WIRES CONNECTED TO BASKET
JJJ EDGES AT INTERVALS OF 6FT OR LESS
CRISSCROSSING THE EN77RE ISLET
-�:r3=6ABI0N BASKET
-18FT AT WIDEST SECTION OF ISLET I CONTINUOUS POND
LINER
- T VN
i
INSIDE EDGE OF BERM
TOP AS DEPICTED ON
PLANS
1 v
1�
"--WOVEN CE07EX77LE
FABRIC
STAKE INNER CORNERS
BENCH CUT POND BERM
I:I ( ROUTED Rn(',K RIP RAP
SCALE: N.T.S.
City of Fort Worth, Texas tnp pro,ecr
teague nail and perkins, inc shale Y oriz GLP23338
5237 N. Riverside Drive, Suite 100 N/A Improvements for sheet
Fort Worth, Texas 76137 rt ^,6, HIGH SCHOOL #4
817.336.5773 ph 817.336.2813 fx IZAt 20
--Mpinc.com dateKtn SWFMA EXHIBIT
of
TBPELS; ENGR F-230; SURV 10011600, 10011601, 10194381 APR 2025 P POND DETAILS (2 OF 5) 26
CONCRETE RIP RAP
5/N fLA7Wr1RK CAP
FlNISHED GRADE AS
CALLED OUT ON
5IN FLA T*VRK CAP--,,, PLAN
7'
T _�—. NO 3 BAR 012' O.C.
g 20
NO 3 BARS ® 12'
�—O.aaw
12IN
ENERGY D1551PATION DROP WALL_
SCALE: N.T.5.
LA77CE GRID PAVERS
�FlNISFIED GRADE LAID W17H NCH GAP
BETWEEN BLOCKS
1 INCH STONE DUST BEDDING
MA7ERIAL
1 12IN MIN
I 1, A.
SIN THICK COMPAC70'
FLEXBASE
LATIG3= 5RID PAVER PATHWAY
SCALE: N.T.S. MlN 6' rOP SOIL
MOSS BOULDERS (SIZES
VARY) MIN 18' RELA77VELY
IMPERNOUS CLAY
TYPICAL ELEV = 734.50 COMPACTED IN
MlN PLACE
UP TO 7J5.50 (REF PLA / 6 MIN
.7.57 1 L ) 11
KFlLL W11H SAND
21N
D GRADE
2WALL
PIPE 77ED INTO
RAP TOE DRAIN
2414
DEEPENED EDGE
(TYPICAL ALL
DOWNS7REAM EDGES)
MIX LANDSCAPE DEFlNED GRASS SEED
A r HALF THE SURFACE COVERAGE RATE OF THE EN77RE
PATH WIDTH WITH THE VOLUME OF TOPSOIL NECESSARY TO
FlLL THE VOIDS OF THE PAVERS EDGE RES7RAINr AND STAKE
PER MANUFACTURER DETAIL
TIIMA.
NORMAL POOL ELEV
(WELL SUPPLEMEN7ED) = 732.50
ELEV. a 729.25 —\
CLAY LIN
CLAY LINER
CONCRETE
I—COMPAC7FD SUBGRADEJ
3' x 3' GABID
BASKETS
ELEV = 729.50 \
ELEV. = 723.50
BACKFlLL �
LEVELING PAD y_y
7YPIGAL POND EDGE WALL 5E(.TInN
SCALE: N.T.S.
cale
teague nail and perkins, inc 5horiz
5237 N. Riverside Drive, Suite 100 N/A
Fort Worth, Texas 76137 v It
817.336.5773 ph 817.336.2813fx N/A
www.tnpinc.com date
t n
TBPELS; ENGR F-230; SURV 10011600, 10011601, 10194381 APR 2025
%— � w
WOVEN 6EOIEX77LE
FABRIC
City of Fort Worth, Texas
tnp prol0f
GLP23338
Improvements for
sheet
HIGH SCHOOL #4
21
SWFMA EXHIBIT
of
POND DETAILS (3 OF 5)
26
GROUTED ROCK RIP RAP
2IN BELOW TOP OF WALL MIN
SLOPED BACK TOWARD POND
CON 7RAC77ON JOINT (MATCHED TO FLATwRK JOINTS)
IIN BLOCK -OUT INSERTS ATTACHED TO FORMS ON
EACH SIDE
CONS 7RUC77ON JOINT w/ KEYWAY
(TYPICAL AT MIDPOINT OF EACH NOSE
AND CHANGES IN WALL TOP
ELEVA770N)
INCH CHAMFERED EDGES
MATCHED TO FLATORK JOINT
10 INCH SAWCUT JOINT Wt7H SEALANT
(ONE THIRD OF PAVEMENT DEP7H)
(T)PICAL AT MIDPOINT OF EACH NOSE
AND AT MIDPOINT OF WALL)
-3'
NO 3 BARS 0 15' O.C.B.W.
SAWCUT CONIRAC770N JOINT
(3) NO 3 PARALLEL BARS
DEEPENED EDGE ALONG EN77RE
POND SIDE FACE
MCC
3 BARS 12' O.C.
CON77N000S HORIZONTAL
BARS
EXTEND DOWN INTO DEEPENED
EDGE
(2) CON77N000S NO 3 BARS
IN DEEPENED EDGE
14FT
8IN
WEIR WALL CONTINUED �
BEYOND
TOP OF WALL=739.00 1
NO 3 BARS 012' O.C.B.W.
NO J BAR KEY JOINT
NO 3 BAR IN CONCRETE RIP H
5' GROUTED ROCK RIP RAP
ROUGHENED SURFACE 5' VANES PER PION X
12IN OF LIME —� 1— 2r NN , - I - SLOPE
STABILIZED SUBGRADE r • ' , 1 ` . S TABILIZA 77ON
` MAT
6IN CONCRETE FLATWORK 4
SM0077ILY 7RAN5177ONED TO SLOPE
REINFORCED W/ NO 3 BARS 12' ADDtK Nd 3 B)9 Bq�l /j�/
IEIR TOP SPII_NAY
SCALE: N.T.S.
51_OPI= PAVINr
SCALE: N.7.5.
teague nail and inc
cale
5horiz
perkins,
5237 N. Riverside Drive, Suite 100
N/A
Fort Worth, Texas 76137
v :t
It
817.336.5773 ph 817.336.2813fx
date
www.tnpinc.com
TBPELS: ENGR F-230; SURV 10011600, 10011601, 10194381
APR 2025
N07ES
SEE POND CALCULA7701V SHEET FOR ALL WALL EL....._.._
• H= 3241N ADD 2 ADD17701VAL NO 3 PARALLEL BARS
• H= 18IN TYPICAL WALL HEIGHT AS SHOWN (H=181NCH)
• H= 3IN FORM AS MONOLITHIC CURB
• H= DIN SM007HLY FILLET POND -SIDE EDGE WITH LARD
RADIUS
NO 3 BARS 015" a
O.C.B.W. /
� Y
6IN FLATWORK
2' DIA PVC WEEPS
\�
SPACED 10' O.C.
r e
fo•
10'
y °
ate` i
CRUSHED STONE
*�.
ENCLOSED BY
i
CON17N000S
i
RL 7ER FABRIC FOR
LENGTH OF SLOPED
e•
_
PAVING.
4tnp
City of Fort Worth, Texas
tnp prol0f
GLP23338
Improvements for
sheet
HIGH SCHOOL #4
22
SWFMA EXHIBIT
of
POND DETAILS (4 OF 5)
26
r�lnn�L
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EROSION CONTROL INSTALLATION DETAILS
ARMORM 75 MBrALIATON
OETAh3 -Es
SLOPE 5TABILIZRTION MAT
scale Cit of Fort Worth, Texas
League Hall and perkins, inc h,,;z GLP23338 ♦ Y tnp proieff
5237 N. Riverside Drive, Suite 100 N/A t Improvements for sheet
Fort Worth, Texas 76137 ver, HIGH SCHOOL #4
817.336.5773 ph 817.336.2813 fx N/A 23
www.tnpinc.com date SWFMA EXHIBIT
of
TBPELS: ENGR F-230; SURV 10011600,10011601, 10194381 APR 2025 POND DETAILS (5 OF 5) 26 j
STORM DRAIN %NU7-
SEE CI.VK
i �
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CURVE DELTA RADIUS LENGTH TAN N 7033594.20
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C1 90 00'00" 50.00 78.54 50.00
750
730
A
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740
730
ELEVATION - RETAINING WALL B
City of Fort Worth, Texas tnp project
teague Hall and perkins, inc scale Y � orizGLP23338
5237 N. Riverside Drive, Suite 100 1 r'=40r Improvements for sheet
Fort Worth, Texas 76137 verr HIGH SCHOOL #4
817.336.5773 ph 817.336.2813fx N.T.s. 25
--Mpinc.com dateKtn SWFMA EXHIBIT of
TBPELS; ENGR F-230; SURV 10011600, 10011601, 10194381 APR 2025 1 P RETAINING WALL B PLAN & PROFILE 26
740
730
ELEVATION - RETAINING WALL B
City of Fort Worth, Texas tnp project
teague Hall and perkins, inc scale Y � orizGLP23338
5237 N. Riverside Drive, Suite 100 1 r'=40r Improvements for sheet
Fort Worth, Texas 76137 verr HIGH SCHOOL #4
817.336.5773 ph 817.336.2813fx N.T.s. 25
--Mpinc.com dateKtn SWFMA EXHIBIT of
TBPELS; ENGR F-230; SURV 10011600, 10011601, 10194381 APR 2025 1 P RETAINING WALL B PLAN & PROFILE 26
T
•
GENERAL STRUCTURAL NOTES:
A ALL MODULAR BLOCK RETAINING WALLS SHALL BE GEOGRID REINFORCED STAYETERRA WALL SYSTEMS OR APPROI£D EQU& ARCH17EC7URAL FINISH SHALL BE COg401NA 1E0 KITH OWE?
B. REFER 70 PROECT GEOTECHNICAL REPORT NO.. W233474, AND REWSONS THEREAFTER PREPARED BY UES PROFESSIONAL SOLUTIONS LLC FOR BORING, FILL MATERIAL, AND CONS7RUCTI0V REQUIREMENTS A COPY OF THE
GEOTECHNICAL REPORT IS INaUDEO IN THE PROECT SPECTRCA77ON BOOK.
C ALL WALL DESI6WS MUST BE IN CONFORMANCE NTH NCMA-09-ND EDIRON PUBUCAAGN
D. ALLOWABLE BEARING PRESSURE FOR WALL FOUNDATIONS BEARING ON UNDISTURBED SOIL SHALL BE 20 KSF.
E FREE DRAINING GRANULAR BACTKRLL SHOULD CONSIST OF A aEAN, NON -PLASTIC RELATIVELY HELL -GRADED GRANULAR SOIL CGWSIS77NG OF SAND, GRAIEI., OR A SAND AND GRA Y£L MIXTURE; NTH LESS THAN 5 PERCENT RNER
THAN THE NO. 200 SIEVE SIZE 70 REDUCE SURFACE WATER SEEPAGE INTO THE FREE DRAINING BAC9KRLL, THE 70P 1-FT OF THE BACTKRLL SHOULD CONSIST OF ON- -7IF CXAY SOIL TN7H A PLASTICITY INDEX OF AT LEAST 25.
COMPACTION SHALL BE ACCOMPLISHED USING HAND COMPACTION EQUIPMENT AND SHOULD BE COMPACTED TO A MINIMUM OF 95X AND A MAXIMUM OF 100% OF THE MAXIMUM DRY DENSITY DETERMINED BY THE STANDARD PROCTOR
TEST AS7M 0698. HEAVY COMPACTION EQUIPMENT SHOULD NOT BE OPERATED NEAR THE WALLS
F. WALL CONSTRUCTION SHALL BE IN CONFORMANCE 70 GEOMETRIC CONSTRAINTS PROWDED IN WALL PLAN AND PROFILE SHEETS
G THE FREE DRAINING GRANULAR BACKFILL SHOULD BE SEPARATED FROM THE ADJACENT NAME SOILS USING A RLTER FABRIC (MIRAR 14M OR EQUIVALENT) 70 PREVENT INTRUSION OF NA77W SOILS INTO THE FREE DRAINING
GRANULAR BACRTILL PLRFOIUTED PIE PIPE NEEP HOLES SHOULD BE P097IONED AT A DEPTH LOWER THAN THE BOTTOM/ ELEVATION OF THE WALL AND SHOULD ALSO BE #RAPPED NTH RLTER FABRIC (MHRAFT 140V, OR EQUIVALENT).
H. ALL WALLS SHALL BE DESIGNED FOR THE FaLoWNG CRITERIA*
FAC70R OF SAFETY FOR SLIDING AT BASE > 1.5
FAC70R OF SAFETY FOR OVERTURNING > 2.0
FACTOR OF SAFETY FOR BEARING 2 20
FAC70R OF SAFETY FOR EARTH RONF. PULLOUT 2 1.5 MATERIAL EFFECTIVE FRICTION EFFECTIVE COHESION MOIST UNR WEIGHT
FACTOR OF SAFETY FOR CONNECTION 2 1.5 ANGLE (DEGREES)
FACTOR OF SAFETY FOR aOBAL STABILITY 2 1.5 RETAINED SOIL 15 0 PSF 125 PCF
BASE PRESSURE RESULTANT SHALL FALL NTHHN THE MIDDLE THIRD OF BASE INDTH
FOUNDATION SOIL 15 0 PSF 125 PCF
1. ADD177ONAL LOADINGS REINFORCED SOIL:
FREE DRAINING 35 0 PSF 125 PCF
BUILDING LOADS N/A GRANULAR 9AC(FILL
SURCHARGE 40 PSF CONS7RUCTION
SEISMIC LOADING N/A
J. HMROSTA77C DESIGN IS NOT CONSIDERED IN WALL DESIGN DUE TU SHORT TERM INUNDATION TIMES REZATIVELY IMPERWOUS HN-SIN CLAY SOILS AND POROUS BLOCK UN17S
K. LENGTH OF GEOGRID (L) SHALL BE A MINIMUM OF 60% OF WALL HOGIHT (H) MEASURED HORIZONTALLY FROM THE BACK OF THE BLOCKS
L BLOCK MUST BE PLACED ON A MIN/MUM 6' THICK LEVELING PAD cawszTNG OF LEAN CONCRETE OR %' CRUSHED STONE; CUSS 5 COMPACTED TO 95X OF STANDARD PROCTOR DENSITY.
M. CONTRACTOR SHALL PROWDE MODULAR BLOC( SHOP DRATWNGS FOR RENEW AND APPROVAL PRIOR 70 INSTALLATIONS
N. CCWTRACTO? STALL PROWDE DESIGN CALCULATIONS AND PLANS DESIGNED BY A TEXAS LICENSED PROFESSIONAL ENGINEER FOR RENEW AND APPROVAL PRIOR TO INITIATING CONSTRUCTION OF WALLS CONTRACTORS WALL DESIGN
SHALL BE IN CONFORMANCE W7H GEOMETRIC CONSTRAINTS PROWDED CW WALL PLAN LAYW75 AND UPON THE FOLLONNG PARAMETERS•
CONC. FLUME, SEE DET. E'
FINISHED GRADE T78ACK =1' 8 Ml
SAFETY RAIL NOT SHOWN 10' THICK LAYER OF �2' BATTER)
IMPERWOUS CLAY MA7ERIAL o TOP OF WALL
(SEE OWL) COMPACTED TO 95% _ �. Q - - : 7Kt l S70WETERRA
STONEIERRA RILL BENCH STANDARD PROCTOR Z "zq FULL S70NE7VW MOCK NXIX AT
AT 7A° COURSE
u a� LOWER COURSES
TOP O` WALL - - � 2 �i Q MOVE BLOCKS FORWARD DOW INS TALLA77ON
START GEOGRID - - - _ _ - - - 3 O 70 ENGAGE 4/EAR KNOBS (FYl'?)
ATfR B7 _ LOCK- _ _ _ - - _ - _ - 3 Z - - fREE BRAIN/TUG BACK AL TO EXTEND
o SETBACK =1' r . - . .. LL = GEOTE kE FABRIC, —1 I L,-A.T.LEAS712' BEHINDALL
0 0 (1' BATTER) LAP GEOGRID 11 MIQIL-(rrP) N�I
m BL8(YfS FORWARD DURING INSTALU RON TOfABR
o
Fes' STQVETERRA RAWdAR_8&XFZLL,
3 FULL BLOCK (TYP)� - -TYPICAL GRAVITY RETAINING WALL SECTION
xo � _ .. _ . _ . _ _ "STRATAGRID SG600 B
ZA _ _ _ GEOGRID SHALL HAVE CAE. MU
6i4ANULAR BACC
l FRICTION CONNECTION
WALL STATION _ - _ _ - _ _ I TEND �LL LENGTS AND H UNDERDRAIN POCKET SHALL BE
1=0" RLTER MATERIAL
CONTROL LINf _ _ - _ - _ - _ - - BACK INTO REINFORCED WRAPPED NTH FILTER FABRIC MEERNG S NOTE f
FINISHED - _ - - - - THE REQUIREMENTS OF T(DOT
FILL ZONE (7YP)
GRADE)� - - - _ - _ - _ DMS-610. TYPE 1.
YIdL RETAINED SOIL
BOTTOM Of - - - �--_-- --
WALL BOW I _ - - - -
FOUNDA77ON SOIL (FILL) 4' PVC WEEPS AT 10' O.C. 1'-0' SO HARDWARE CLOTH
o m HOI87., SLOPE 70 DRAIN
CENTERED BEHIND OPENING
1'-0' I '-0 I1'-0" 12"X12" DRAIN POCKET W/ 4' PVC
o it W WEEPS AT 10' O.C., SEE DET C'" LN SAFE SLOE
DETERMINED BY UNDERDRAIN DETAIL
COMPACTED 6' CRUSHED STONE AGG. CONTRACTOR OC Xk& xrs
LEVELING PAD (SEE N07E TK) " OR APPROVED EQUAL
CTIPICAL MODULAR BLOCK WALL SECTION COYVC. RUMS, SEE DET E
srve w rs EXTEND GEOGRID ON70
/3 BARS 9 FACE FLANGE
18' O.C. FIN. -P_ RAILING POST
GRADE BASE-SUBSTA77ON PRECAST CONCRETE
1/2' PREFORMED - _ E7ERRA' SYSTEM
EXPANSION JUNT 3 - STONE7FRRA----
MATERIAL NTH SEALANT FULL BLOCK _
v (TIP)-- : j PAD NG
STONEIERRA FULL
BENCH (nP) LALIGN LONG AXIS (ROLL DIRECTION) OF TYPICAL FENCE DETAIL
3' CLR STRUCTURAL CEOGRID PERPENDICULAR TO OD
3 - 13 BARS
(TTP) WALL FACE scuE xrs
0 EQ. SPA.
C FLUME DETAIL Hrs C GEOGRID ORIENTA 77ON DETAIL
SCALE srve Mrs
City of Fort Worth, Texas tnp projeC(
scale GLP23338
League Hall and perkins, Inc hPri� Y
5237 N. Riverside Drive, Suite 100 N/A Improvements for sheet
Fort Worth, Texas 76137 NIA HIGH SCHOOL #4
817.336.5773 ph www.tn inc.co 6.2813 fx SWFMA EXHIBIT 26
www.fnpinc.com date t n MODULAR BLOCK RETAINING WALL off
TBPELS: ENGR F-230; SURV 10011600, 10011601, 10194381 APR 2025 DETAIL (1 OF 2) 26 i
PLACE ADD177ONAL PIECES OF GEOGRID '
WHEN ANGLE EXCEEDS 20'
OUTSIDE CURVES.
57ONE7ERRA
MINIMUM RADIUS PER
7/M
STANDARD
GEOGRID7Fw MANUFAC711RER
BLOCKS
AT FACE
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WHERE
NECESSARY
C GEOGRID INSTALLATION ON CURVES
SCALE N.T.S
H H
4' 0' I 4'-0' iN 2'-0' `v 2'-0" `v
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STANDARD BLOCK STANDARD BENCH HALF BLOCK HALF BENCH
PLAN VIEW PLAN VIEW PLAN VIEW PLAN VIEW
2'-0' 2'-0'
2 O" I S'I 1'-6'
N C4 N I N
STANDARD BLOCK STANDARD BENCH HALF BLOCK HALF BENCH
ELEVA77ON VIEW ELEVA77ON VIEW ELEVA77ON VIEW ELEVA77ON VIEW
OH INDIVIDUAL BLOCK VIEWS
SCALE, N.T.S
City of Fort Worth, Texas inp 23338
teague nail and perkins, inc projeer
Shape Y GLP23338
oriz
5237 N. Riverside Drive, Suite 100 N/A Improvements for sheet
Fort Worth, Texas 76137 rt HIGH SCHOOL #4
817.336.5773 ph 817.336.2813 fx N/A 27
date SWFMA EXHIBIT
www.tnpinc.com MODULAR BLOCK RETAINING WALL of
TBPELS: ENGR F-230; SURV 10011600, 10011601, 10194381 APR 2025 DETAIL (2 OF 2) 26
0
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teaque nail and perkins, inc sale
5237 N. Riverside Drive, Suite 100 1 1. =80'
Fort Worth, Texas 76137 vert
817.336.5773 ph 817.336.2813 fx
www.tnpinc.com date
TBIRELS: ENGR F-230; SURV 10011600,10011601, 10194381 APR 2025
M
010
(3) CHINQUAPIN OAK
6
RED OAK
0
(20) RED YUCCA —
t City of Fort Worth, Texas
Improvements for
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26
Exhibit "C"
CITY OF FORT WORTH STORMWATER FACILITY OPERATION AND
MAINTENANCE PLAN FOR RETENTION / DETENTION
The only responsibility the City of Fort Worth has in the operation and maintenance of
this Facility is inspection.
General Maintenance Procedures
The structural and functional integrity of the Facility shall be maintained at all times, by
removing and preventing drainage interference, obstructions, blockages, or other adverse
effects into, through or out of the system.
Periodic sediment and trash removal shall occur when the water level in the retention pond
exceeds the additional storage volume above the standard water surface elevation by more
than 10%. Sediment trash and debris shall be removed and the facility shall be returned to
the original features, grades and water surface elevation shown on the approved exhibits
attached to this Stormwater Facility Maintenance Agreement (SWFMA). In addition,
corrective measures are required any time the additional storage volume above the standard
water surface elevation of the retention portion of the facility does not drain within 72 hours
of cessation of inflow.
Detention facilities shall be mowed monthly between the months of April and October or
anytime vegetation exceeds 12-inches in height.
To prevent debris from entering and clogging the downstream storm sewer system a wire
mesh screen or similar screening device shall be installed over the outlet until final
acceptance.
4. PREVENTIVE MAINTENANCEANSPECTION
Visual inspections of all components will be conducted every 6 months.
A log shall be kept of maintenance actions, and inspections. The log should
document the condition of the facilities primary components, mowing, silt, litter and
debris removal dates.
• Written maintenance and repair records shall be maintained by the party or
parties signing the attached Agreement and shall be provided to the City upon
request.
SLOPE INSTALLATION
'► ARMORMAX AND MAINTENANCE GUIDELINES
Engineered Earth Armoring System
Thank you for purchasing ARMORMAX® for Erosion Control or Slope Stability by Propex Operating Company, LLC (Propex). This
document provides installation and maintenance guidelines for ARMORMAX used as slope armoring to improve earthen slope
resiliency and slope stability. ARMORMAX provides permanent erosion protection of an earthen slope, promotes vegetation, and
improves slope stability, consists of two components:
• PYRAMAT® - High Performance Turf Reinforcement Mat (HPTRM)
• Engineered Earth Anchor (Anchor)
Temporary securing pins (pins) are used during installation to hold ARMORMAX in place while installing anchors. Pins also
promote vegetation establishment keeping ARMORMAX in intimate contact with the soil.
ARMORMAX is an Engineered Earth Armoring Solution TM with a unique design for each specific project. While Propex has made
every effort to ensure general validity, this information should not be used for a specific application without independent
professional examination and verification of its suitability, applicability, and accuracy. The information provided herein is for
general information only, and is intended to present installation guidance. Project specific contract documents take precedence
when pin and anchor placements are different than what is represented in this document. Depending upon the critical nature of
the structure to be armored, work restrictions may be in place such as limiting work based on growing seasons, weather
patterns, etc. Work should be performed under the provisions set forth for the specific project. Propex Engineering Services is
available for support during installation to consult for solving constructability issues encountered in specific applications. Please
feel free to contact our Engineering Serivices team at GeoEnaineering@Droaexglobal.com.
BEFORE INSTALLATION BEGINS
• Coordinate with a Propex Representative: A pre -construction meeting is suggested with the construction team and a
representative from Propex. This meeting should be scheduled by the contractor with at least a two week notice.
• Gather the Tools Needed: Tools that you will need to install ARMORMAX include a pair of industrial shears, tape measure,
percussion hammer (sized appropriately for the anchors), ground rod driver compatible with the percussion hammer, drive
steel compatible with the anchor, setting tool to set and load -lock the anchor, and wire/bolt cutters to cut the cable tendon
of the anchor. If anchors will be load tested during construction, additional testing equipment may be necessary. Consult
the "Anchor Load Test Manual" from Propex for further guidance. Available for purchase from Propex are drive steel,
JackJaw® Setting Tools, wire cutters, and a gas powered anchor driver.
• Determine how to Establish Vegetation: The method of vegetation establishment should be determined prior to the start of
installation.
• Different vegetation establishment methods require different orders of installation. Refer to VEGETATION ESTABLISHMENT
for further guidance.
INSTALLATION OF ARMORMAX ON SLOPES
PREPARE THE SITE
It is recommended during all stages of site preparation that disturbed soils remain unprotected for not more than a single day.
Depending on project size this may require progressive site preparation during installation.
1. Grade and compact the area on the slope where ARMORMAX will be installed. The slope surface should be uniform and
smooth, having all rocks, clods, vegetation or other objects removed so that during ARMORMAX LAYDOWN, ARMORMAX
comes in direct, intimate contact with the slope surface.
2. Whether placing new fill or addressing a sloughed slope, appropriate placement and compaction is critical for the long term
performance of the slope. In order to promote continuity of the slope and improve overall stability, any loose soil placed
should be keyed into the existing slope and compacted in horizontal lifts per the engineer of record. To ensure compaction
at the face of the slope, it is common practice to over -build the slope face, compact in lifts, and then regrade or trim the
slope to the final grade.
ARMORMAKPage 2of17
Engineered Earth Armoring System
3. Prepare the area to be armored with ARMORMAX by loosening the topsoil to promote better vegetation establishment. This
may be accomplished with a rotary tiller on slopes 3:1 or flatter. For slopes greater than 3:1, prepare topsoil in a safe
manner.
COMPACTED
BACKFILL
ARMORMAX®,
SEE NOTE
III-
III I(0.9 m3)MINtt
(300 mm)
1 I ICI � III (300mm)
ANCHOR ON HORIZONTAL
SPACING PER ANCHOR/PIN
SCHEDULE, SEE DETAIL 6, WITH
PINS ON 12" (300 mm) CENTERS
DETAIL 1: CREST OF
SLOPE(COS)TRENCH
Figure 1: Crest of Slope (COS) Trench
4. Excavate a Crest of Slope (COS) trench 12 in x 12 in (300 mm x 300 mm) minimum at a distance of 3 ft (900 mm) from the
crest of the slope. (Figure 1).
5. Excavate a Toe of Slope JOS) trench 12 in x 12 in (300 mm x 300 mm) minimum at a minimum distance of 5 ft (1.5 m)
from the toe of the slope. (Figure 2)
6. If seeding, refer to VEGETATION ESTABLISHMENT for additional considerations during site preparation.
ARMORMAKPage 3of17
Engineered Earth Armoring System
SEE DETAIL 3,
TYPICAL
COMPACTED ARMORMAX®,
BACKFILL SEE NOTE 1
III III,,,III, Ilmu�
(I.S miMINI I
ANCHOR ON HORIZONTAL SPACING
PER ANCHOR/PIN SCHEDULE, SEE
DETAIL 6, WITH PINS ON 12" (300
mm)CENTERS
DETAIL 2: TOE OF
SLOPE (TOS) TRENCH
Figure 2: Toe of Slope JOS) Trench
I_1:7u[Q:7u/_A:NI_\'I1161TA0
1. Begin the ARMORMAX LAYDOWN process by starting with the downstream / downwind end of the site. To ensure proper
anchoring of the overlapped areas the proceeding roll width must be laid out before the current roll width can be anchored
with exception to the final roll width. For straight sections of a slope, ARMORMAX panel lengths should be long enough to
construct COS and TOS trenches while also covering the surface of the slope being armored (Figure 12). Panel edges
should rest approximately perpendicular to the slope center line. For best results, panels of ARMORMAX should be
continuous and free from seams or roll end overlaps that are parallel to the centerline of the slope. Panel edge overlapping
should follow a pattern of placing each proceeding panel's edge overtop the previous panel edge, shingling the panels in
the direction of the water flow or prevailing wind.
2. Starting at the COS trench, lay ARMORMAX roll so that the roll ends points towards the crest of the slope (Figure 3), with a 3
inch (75 mm) overlap created at adjacent panel edge locations. Ensure that adjacent panel edges maintain a minimum 3
inch overlap during ARMORMAX LAYDOWN (Figure 8).
TOS TRENCI
ARMORMAX® ROLL
10 / /_ COS TRENCH
Figure 3: Crest of Slope (COS) Trench Alignment
3. Secure ARMORMAX with pins and Secondary anchors in the COS trench. Pins should be made of steel with a 0.20 in (5
mm) minimum diameter, having a 1.5 in (38mm) diameter washer at the head, and a length between 12 and 24 in (300-
600 mm) with sufficient ground penetration to resist pullout (Figure 4). Longer pins may be required for looser soils. Heaver
metal stakes may be required in rocky soils. Suggested placement of pins and Secondary anchors for the COS trench is
ARMORMAKPage 4of17
Engineered Earth Armoring System
along the bottom of the trench with pins on 12 in (300 mm) centers in between Secondary anchors on 4 ft (1.2 m) centers.
Secondary anchors should also be installed on panel edge overlaps in the COS trench.
1.5" (38 mm) DIAMETER
STEEL WASHER
(5 mm)
f0.20"
DIAMETERSTEEL
12-24'
SEE NOTE 2 FOR
PIN DESCRIPTION
DETAIL 7:
PIN
Figure 4: Securing Pin
4. Backfill and compact the COS trench in the location of the first ARMORMAX panel only (Figure 5).
TOS TRENCI
COS TRENCH
Figure 5: Crest of Slope (COS) Trench Placement
5. Unroll the ARMORMAX roll on the slope surface in the area to be armored (Figure 6). Ensure that ARMORMAX has intimate
contact with the ground and all irregular surfaces beneath ARMORMAX are removed.
TOS TRENC
ARMORMAX® ROLL
COS TRENCH
Figure 6: Placement of ARMORMAX across Slope
6. Secure ARMORMAX panels in place using pins, Primary anchors, and anchors across the slope surface according to the
project's engineered design. Pin and anchor placement should reflect a staggered checkerboard pattern across the slope
surface for best results (Figure 7 and Figure 8).
• The leading edge of the first ARMORMAX panel should be secured on the Slope Armoring Edge (SAE) with pins on 12 in
(300 mm) centers in between anchors on intervals based on the slope stability analysis.
ARMORMAX® Page 5of17
Engineered Earth Armoring System
• Roll edges shall be overlapped a minimum of 3 in (75 mm) with pins placed on 12 in (300 mm) centers in between
anchors on intervals based on the slope stability analysis (Figure 8).
• Roll ends shall be overlapped a minimum of 6 in (150 mm) with upstream / upwind panel on top. Secure roll end
overlaps with two rows of pins staggered 6 in (150 mm) apart on 12 in (300 mm) centers and with one row of anchors
on intervals based on the slope stability analysis (Figure 9)
• For slope lengths greater than 45 ft (13.7 m), install simulated check slots. This method includes placing two rows of
pins 12 in (300 mm) apart on 12 in (300 mm) centers and one row of anchors between the rows of pins on 4 ft (1.2 m)
centers at 45 ft (13.7 m) maximum intervals or across the midpoint of the slope for slope lengths less than 60 ft (18.2
m) (Figure 10).
• At the break in slope interface towards the TOS, it is suggested that anchors be installed on intervals based on the
slope stability analysis (Figure 11).
I I ARMORMAM
SEE NOTE 1
I I VERTICAL PIN SPACING PER
I I ANCHOR/PI N SCHEDULE
1----------1�-
PIN, SEE
DETAIL
HORIZONTAL PIN SPACING
PER ANCHOR/PIN SCHEDULE
DETAIL 4: PIN PATTERN
Figure 7: Example Pin Pattern
FLOW OF WATER OR
DIRECTION OF PREVAILING WIND
HORIZONTAL PIN SPACING PER -PINS ON 12" (300 mm) CENTERS
ANCHOR/PIN SCHEDULE PIN SPACING, ON ROLL EDGE OVERLAPS
3"OVERLAP MIN SEE DETAIL / BETWEEN ANCHORS
1 5 r Y14 r Y14
VERTICAL PIN SPACING PER I' F
ANCHOR/PIN SCHEDULE U L G
C.
1 I I I •
I I I
�. L
ARMORMAX®, I I
SEE NOTE 1
h
C
F o r 0
..
OFFSET ANCHOR AS SHOWN TO (D ANCHOR, SEE DETAIL
CREATE A CHECKERBOARD PATTERN
• PIN, SEE DETAIL 7
DETAIL S: ANCHOR/PIN PATTERN
Figure 8: Example of Anchor Pattern - 0.5 Anchors/yd2
ARMORMAXO Page 6of17
Engineered Earth Armoring System
TOP OF SLOPE I UP STREAM
ARMORMAXO,
SEE NOTE 1
FLOW OF WATER OR
DIRECTION OF
PREVAILING WIND F— 1� MAX
L '1 I (300 mm)
6• MIN r T HORIZONTAL PIN SPACING
(150 mm) PER ANCHOR/PIN SCHEDULE
Nz
'A AAAA AA
ROLL EDGE J rAPPING END
BOTTOM OF SLOPE I DOWN STREAM
NOTE: ARMORMAX SHOULD BE SHINGLED IN THE O ANCHOR, SEE DETAIL
DIRECTION OF THE DOWN SLOPE AND FLOW . PIN, SEE DETAIL 7
DETAIL 8: OVERLAP AT ROLL END DETAIL
Figure 9: Roll End Overlap
ARMORMAXO,
SEE NOTE 1
45MAX OR NEAR MIDPOINT OF SLOPE ,
• (13.5 m)
HORIZONTAL PIN SPACING
• 1'MAX �• PER ANCHOR/PIN SCHEDULE
(300 mm)
Q. .Q_
:n:
O ANCHOR. SEE DETAIL V MAX Ji (650Mmm)
• PIN, SEE DETAIL 7 (300 mm)
DETAIL 9: SIMULATED CHECK SLOT DETAIL
Figure 10: Simulated Check Slot
ARMORMAX® Page 7of17
Engineered Earth Armoring System
ARMORMAX®,
ANCHOR ON HORIZONTAL SEE NOTE 1
SPACING, PER ANCHOR/PIN
SCHEDULE, SEE DETAIL 6
DETAIL 3: BREAK IN SLOPE
INTERFACE
Figure 11: Break in Slope Interface
7. Secure ARMORMAX with pins and anchors in the TOS trench. Suggested placement of pins and anchors for the TOS trench
is along the bottom of the trench with pins on 12 in (300 mm) centers in between anchors on 4 ft (1.2 m) centers (Figure
12).
/- COS TRENCH
TOS TRENCI
Figure 12: Crest of Slope (COS) Trench and Toe of Slope JOS) Trench Complete
8. Backfill and compact the TOS trench. (Figure 12)
9. Continue to work down the length of the slope by repeating steps 1 through 8 overlapping each adjacent ARMORMAX panel
by 3 inches (75 mm) (Figure 8). The last ARMORMAX panel should terminate on the Slope Armoring Edge (SAE) with pins on
12 in (300 mm) centers in between anchors on intervals based on the slope stability analysis. At a minimum, ARMORMAX
panels should be pinned entirely across the slope surface, pins and anchors should be installed in the trenches, and the
trenches should be backfilled and compacted at the end of each day to minimize rework in the case of a major rain event.
Specific project conditions may warrant further evaluation of installation order for ease. An example elevation view (Figure
13) of a slope armored with ARMORMAX can be seen below for overall reference. Consult Propex Engineering Services at
(800) 621-1273with any questions that you may have.
ARMORMAX® Page 8of17
Engineered Earth Armoring System
SEE DETAIL 1,
TYPICAL
ARMORMAMD /
SEE NOTE
SEE DETAIL 6,
TYPICAL _ II II�III-III--I
SEE DETAIL 10, _`-III-III ICI - II I
TYPICAL , I --a
SEE DETAIL 3, UI—III— III
SEE DETAIL 2, TYPICAL -- -I I —I I I \
TYPICAL \
'
1 1—I 1 a -I I
�I =I I E I I u -I I I -I =1
I -III -III- I' ---
-1 LFOREPINS ARE T SHOWN
HE PURPOSE OOF CLARITY
—III—III 1-III
ELEVATION 1: INSTALLATION OF ARMORMAX ON A SLOPE
Figure 13: Completed Slope Isometric View
INSTALL ANCHORS
The ARMORMAX anchor typically consists of an anchor head, a flexible cable tendon, and a load bearing plate. For quality
control purposes and warranty claims, anchors should be delivered to the jobsite fully assembled and ready for installation.
Anchors are to be installed in locations specified for the project, and are typically installed in conjunction with ARMORMAX
LAYDOWN. There are several options available from Propex for different types of anchors. For optimal performance with the
greatest risk reduction, it is important to select the proper anchor and perform the installation in accordance with the pattern
designed for required resiliency and long term durability of the slope. Understanding the mechanics behind installing the anchor
component of ARMORMAX will result in a quality ARMORMAX installation.
TYPE B1 & B2 ANCHOR
The installation of either Type B1 or Type B2 Anchor (Figure 14) is described below. The tools that you will need are a
percussion hammer, a ground rod driver and drive steel compatible with the anchor and percussion hammer, a Jack -law setting
tool, and wire cutters.
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Engineered Earth Armoring System
LOAD BEARING PLATE
EMBEDMENT DE��A47_1
� SLOPE(PRPAREDESUBGRADE)
ANCHOR/PIN SC_
ARMORMAX®,SEE NOTE 1
ANCHOR TENDON
ANCHOR HEAD
SEE NOTE 1.2 FOR ANCHOR / (LOAD -LOCKED POSITION)
DESCRIPTION
Figure 14: Anchor Detail
1. Use one piece drive steel or assemble segmental drive steel to the appropriate length in order to drive the anchor
to the specified embedment depth.
2. Insert the tapered end of the drive steel into the hollow cavity of the anchor head. Position the anchor head/ drive steel tip
above the ground at the drive location (Figure 15 and Figure 16).
Figure 15: Insert Drive Steel into Anchor
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Engineered Earth Armoring System
Figure 16: Position Anchor Head / Drive Steel Tip
3. Using a percussion hammer, guide the drive steel into the ground perpendicular to the slope surface at a smooth pace.
Continue driving until the desired embedment depth is reached (Figure 17).
Figure 17: Drive Steel to Drive the Anchor into the Ground
4. Remove the drive steel from the ground. (Figure 18) Depending on soil conditions, this may require the use of a setting tool
or leverage device.
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Engineered Earth Armoring System
Figure 18: Remove Drive Steel from Ground
5. Slide the load bearing plate down the anchor tendon towards the slope surface using your hands (Figure 19).
Figure 19: Slide Plate
6. Once the plate is close to the slope surface, place the JackJaw Setting Tool on the anchor plate and place the top of the
anchor tendon into the grips, keeping the anchor tendon perpendicular to the slope surface (Figure 20). With gentle force,
slowly start to press down on the JackJaw lever - towards the slope surface - causing the anchor tendon to start to move
out of the ground (displace). During this step, the anchor head will turn in the ground - a process known as "anchor
setting". The change in embedment depth to set a Type 131 Anchor can be up to 6 inches and up to 8 inches for Type B2
depending on soil conditions. When the anchor is set, there will be a noticeable change in the amount of force needed to
displace the anchor any further. This is a good indication that the anchor head is now perpendicular to the anchor tendon
and the anchor is ready to be load -locked.
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Engineered Earth Armoring System
Figure 20: Use JackJaw Setting Tool to Set Anchor
To load -lock an anchor, continue to apply tension to the anchor tendon using the JackJaw Setting Tool creating a slight
depression on the slope surface. Visually, anchors across ARMORMAX will look similar to buttons across a mattress top
when anchors have been properly load -locked.
8. Conduct anchor load tests when required for quality assurance during installation. Refer to the document entitled "Anchor
Load Test Manual" by Propex for further details.
9. Once anchors have been load -locked, cut off the excess anchor tendon flush to the plate at the slope surface using wire
cutters (Figure 21 and Figure 22).
Figure 21: Trim Extra Cable Flush to Plate
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Engineered Earth Armoring System
Figure 22: Complete Anchor Installation
VEGETATION ESTABLISHMENT
Vegetation can be established with ARMORMAX by broadcast seeding, hydraulic seed application (hydroseeding), or sodding.
Seed application rate, seed type, sod type, and irrigation rate should be selected based on local or site specific knowledge and
time of year. For best results, consider having a site specific soil test performed to help determine what soil amendments, such
as lime and fertilizer, need to be incorporated into the soil to promote healthy vegetation.
Irrigate as necessary to establish and maintain vegetation until 75% of vegetation has established and has reached a height of
2 inches. Frequent, light irrigation will need to be applied to seeded areas if natural rain events have not occurred within two
weeks of seeding. While watering seeded areas use a fine spray to prevent erosion of seeds or soil. Do not over irrigate. Proper
irrigation guidance is provided under the Maintenance portion of this document.
PROJECT SPECIFIC CONSIDERATIONS
1. For applications that require special transitions (i.e. connections to riprap, concrete, T-walls, etc.), refer to the project
specific drawings or consult with Propex Engineering Services at (800) 621-1273.
2. A deeper terminal trench and/or hard armoring may be required when slopes have severe scour potential at the toe
location.
3. For installing ARMORMAX panels around curved sections of a slope, trim panels at an angle so that no more than two layers
of ARMORMAX overlap at any point in time. Additional pins and anchors may be needed to secure panel edges towards the
toe of the slope depending upon the radius of the curved slope. Install pins or anchors as necessary to securely fasten
ARMORMAX to the ground.
4. Allowable Vehicle Traffic:
A. If using equipment on ARMORMAX, it should be of the rubber -tired type and should avoid sharp turns. Tracked
equipment is not permitted to drive over the ARMORMAX without vegetation at any time.
B. Avoid any traffic over ARMORMAX if loose or wet soil conditions exist.
5. Disturbed areas should be reseeded. If ruts or depressions develop for any reason, rework soil until smooth and reseed
such areas.
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Engineered Earth Armoring System
SHORT-TERM AND LONG-TERM MAINTENANCE OF ARMORMAX
The purpose of this section is to provide some general guidelines for performing short-term and long-term maintenance of
ARMORMAX with respect to maintaining vegetation reinforced with ARMORMAX, and patching of ARMORMAX (in the event it
needs to be removed or replaced). These procedures are to be considered minimum guidelines for proper maintenance, and
further maintenance techniques may be appropriate considering local practices and procedures.
ARMORMAX PROTECTED SLOPES
For ARMORMAX to be most effective, it is important to ensure that it is properly maintained both during construction and after
construction. Identifying trouble areas is easy with ARMORMAX, and it can make identifying potential threats much simpler and
manageable. Look for areas with sparse, dying, or no vegetation as these are obvious signs that ARMORMAX is losing intimate
contact with the slope surface. If loss of ground surface occurs, ARMORMAX will need to be removed and reinstalled as
described in PATCHING AND REPAIRS section after the eroded area is backfilled with compacted soil that is similar to material
of the slope. After ARMORMAX is reinstalled, re-establish vegetation on the newly installed ARMORMAX and disturbed areas.
Monitor the sites to determine if frequent watering may be required to establish vegetation.
To minimize exposure to unwanted maintenance and repair, ARMORMAX armored slopes should be free of unauthorized
vehicular traffic. Routine maintenance and slope inspections should be performed with rubber tired vehicles. Tracked
equipment such as skid steers, excavators, or dozers should only be allowed to traffic over ARMORMAX in times of emergency
after vegetation establishment is complete. Failure to control unauthorized traffic can result in ARMORMAX being damaged
resulting in erosion below ARMORMAX during storm events. In addition, routine mowing maintenance should be used to keep
the protected area free of unwanted brush, saplings, and trees. Selective herbicides that target only the unwanted plants can be
used as long as the vegetation established with ARMORMAX is not impaired. Failure to control the sapling and tree growth can
result in the trees being uprooted during a flood.
MAINTAINING VEGETATION
Good vegetative cover will ensure maximum performance of ARMORMAX. Vegetative cover care starts before a project is
complete and is ongoing until all ARMORMAX is installed. Vegetative cover should be given every opportunity to grow and
establish well. This will require that a contractor periodically fertilize, water, and mow the grasses as needed until a project is
complete in the short-term, with the owner of the slope fulfilling the maintenance of the slope in a similar fashion for the long-
term. For the entire lifecycle of ARMORMAX, every effort must be made to prevent unauthorized encroachments, grazing, vehicle
traffic, the misuse of chemicals, or burning during inappropriate seasons.
1. After the installation of vegetation is complete, immediately water and soak the entire area using a fine spray to prevent
erosion and loss of seeds. A suggested amount of water is identified below. Prior to installation if using sod, the sod pads in
storage should be kept moist at all times and not stored for more than 24 hours from site arrival to installation. Warmer
weather will necessitate more frequent applications than listed below.
A. For each reach/segment of installed vegetation, watering shall be conducted immediately after each installation or the
day's work.
B. For initial vegetation establishment, water vegetation in a manner consistent with best practices for vegetation type
and location.
C. Establish a watering schedule and follow until vegetation is well established and will thrive in the absence of manual
watering.
D. Avoid excessive application of water, so that surface runoff does not occur. Runoff should be prohibited. However,
additional watering may be required for repaired or damaged areas.
2. Fertilizer should be applied as needed to address any nutrient deficiencies revealed in soil testing.
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Engineered Earth Armoring System
3. Implement best practices for mowing over ARMORMAX. While ARMORMAX is designed to withstand non -hydraulic stresses
such as mowing, there are procedures to minimize exposure to unwanted damage.
A. Immediately after installation, signage and post shall be installed stating that "Vehicles and Pedestrians are Prohibited
from Access" on the slopes and the newly installed vegetation. Signage shall be posted every 1,500 lineal feet.
B. Vegetated areas should be mowed to a height no less than 6 inches and no greater than 12 inches from natural ground
after a period of 60 days of growth. The excessive grass clippings created from mowing shall be evenly spread on the
slope section outside of the armored area. Periodic and final grass mowing should be performed until final inspection
and acceptance of slope work. Monitor the vegetated areas throughout winter months and generate reports as needed,
noting any issues that should be addressed. Minimum mowing heights will depend on the vegetation density and
should be as follows:
i. 6" with 0 - 30% vegetation establishment
ii. 4" with 30 - 70% vegetation establishment
iii. 3" with 70 - 100% vegetation establishment
C. To prevent damage to the newly established vegetation, the mowing tractor should be fitted with 3-rib agriculture tires.
Note that tractors with 8-foot flail mowers provide best results. Tractors with 15-foot brush hogs should avoid sharp
turns up the slope to prevent damage to vegetation.
D. Mowing should not take place for a minimum of 48 hours after a rainfall event of 2 inches or more to minimize the
potential for rutting and/or damage to the slope surface. Maintenance mowing of the slope should be done on a
consistent basis to prevent vegetation growing to more than 3 feet in height. This will minimize thatch thickness and
potential damage to ARMORMAX. If turn -around pads are present, operate mowing equipment utilizing the turn -around
pads to the fullest extent. The mowing blade height over ARMORMAX should be a minimum of 8 inches. However,
should vegetation grow to more than 3 feet in height, the mowing blade height for the condition should be a minimum
of 12 inches.
4. Some special circumstances may exist. When mowing the crown of a slope with a crown or crest equal to or exceeding
20%, it should be mowed with an articulating arm mower to minimize the potential for the mower blades to catch
ARMORMAX at the slope surface. The articulating arm mower should be level on the surface with the articulating arm
extending over the crown. Pay close attention to areas where the slope changes. The mower blades should be set at a
minimum height of 8 inches. If ARMORMAX is damaged by the mowing blades at any time, mowing should stop immediately
and further direction should be obtained to continue activity. Repair the damaged area as described in the PATCHING AND
REPAIRS section below.
5. ARMORMAX protected slopes are not as susceptible to animal burrowing due the tenacity of the ARMORMAX; however,
inspections to detect the presence of burrowing animal activity are generally most effective immediately after the slope has
been mowed. Animal burrows that are identified should be thoroughly excavated and inspected, backfilled with compacted
soil that is similar to material of the slope, and vegetation re-established. This will avoid the possibility of water piping
through unfilled portions of the burrows. Should ARMORMAX be damaged, it is to be repaired as described PATCHING AND
REPAIRS section below.
PATCHING AND REPAIRS
ARMORMAX may require localized repair at times. For emergency repairs, an adequate supply of ARMORMAX should be
maintained in inventory with the necessary tools to install. This will allow for a timely, initial repair of the system.
1. In order to identify areas in need of repair, the site should be patrolled immediately after mowing and after rain events of 2
inches or more. When patrolling look for areas of sparse vegetation, exposed edges of ARMORMAX, and areas where direct
contact between ARMORMAX and the slope surface is compromised. ARMORMAX should be rated as Acceptable, Minimally
Acceptable, or Unacceptable during inspection.
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Engineered Earth Armoring System
A. Acceptable (A) - The rated area is in satisfactory, acceptable condition, and will function as designed and intended
during the rain event. ARMORMAX has no exposed edges, is installed tightly by maintaining direct contact to the slope
surface with no rilling beneath, and has over 90% vegetation cover. There is no noticeable damage present.
B. Minimally Acceptable (M) - The rated area has a minor deficiency that needs to be corrected. The minor deficiency will
not seriously impair the functioning of the area during the next rain event; however, the overall reliability of the project
will be lowered because of the minor deficiency. ARMORMAX has 75% vegetation cover with un-vegetated patches as
large as one square yard. Edges of ARMORMAX are exposed with noticeable damage. Minimal erosion has occurred
underneath ARMORMAX.
C. Unacceptable (U) - The rated area is unsatisfactory. The deficiency is so serious that the area will not adequately
function in the next rain event. ARMORMAX has been physically torn, ripped, or lifted from the slope surface. Less than
75% vegetation cover is present with un-vegetated patches being greater than 1 square yard, and there is evidence
that erosion is occurring beneath ARMORMAX.
2. Repair any raised or exposed edges of ARMORMAX by driving existing and additional pins or anchors along the edges as
necessary to securely fasten to the ground. Inspect areas where the vegetation is not growing on top of ARMORMAX. Many
times this is an indicator that ARMORMAX has lost contact with the ground beneath. Check for voids beneath ARMORMAX
and fill any holes, gullies, etc. with compacted fill material if possible. Replace ARMORMAX as described below.
3. To repair ARMORMAX, cut out and remove damaged areas in a square configuration a minimum size of 2 ft by 2 ft. Remove
all vegetation and debris atop of ARMORMAX. Loosen the top 1 to 2 in of soil in the patch area then seed. The subgrade of
area to be patched shall be prepared to be smooth and uniform and transition smoothly into the in -situ area. Cut a square
ARMORMAX patch a minimum of 12 in greater than the damaged area for all four sides of the patch. Overlap the patch
area in all directions a minimum of 12 in. The patch overlaps shall be tucked under the existing damaged ARMORMAX
material (Figure 23 and Figure 24).
FLOW
12" MINIMUM 12" MINIMUM
6"MINIMUM 6"MINIMUM
2' MINIMUM
TmNp
===1 I I -I I1I I I -I I --I I II -I I -I -I I II -I 1-111-1 I-
-1 I I I_1 1 ,2"'PW- III I I I_1 I I-- III -III-III 11-11 �-
-1-I -I 1- 1=1 _-I I-ANCHOR__-III-1 1-1
EXISTING ARMORMAX —1 —�—� EXISTING ARMORMAX
- ARMORMAXPATCH_ III -III III III III
�-
Figure 23: ARMORMAX Patch Cross Section
ARMORMAX® Page 17of17
Engineered Earth Armoring System
2 FT MAXIMUM
/CENTER ON CENTER/
i
i
i
2 FT MAXIMUM
CENTER ON CENTER
'-
6 IN MAXIMUM/
CENTER ON CENTER
AREA OF
DAMAGED ARMORMAX
2'MINIMUM
6 IN MAXIMUM
CENTER ON CENTER
/ �MU
12 MINIMUM
�,12"MINIMUM /
® TYPE 61 ANCHOR
• PIN
Figure 24: ARMORMAX Patch Plan View
4. Install anchors on 2 ft (600 mm) (max) centers, and pins on 6 in (150 mm) (max) centers. For larger areas of damage,
anchors should be installed to match existing anchor pattern and type. Once ARMORMAX is in place, vegetate per project
specifications.
SUMMARY
Maintenance should consist of watering and weeding, repair of all erosion, and any re -seeding as necessary to establish a
uniform stand of vegetation during construction and beyond. A minimum of 70% of the armored area should be covered with no
bare or dead spots greater than 10 ft2 (1 m2). Establishing vegetation should not be mowed prior to 70% vegetative density and
a minimum grass growth of 4 in (100 mm). Throughout the duration of the project, the contractor should be responsible for
mowing to facilitate growth and should not let the vegetation in the armored areas exceed 18 in (450 mm). In addition, the
Contractor should water all grassed areas as often as necessary to establish satisfactory growth and to maintain its growth
throughout the duration of the project. After the project is complete, it is the responsibility of the Owner to maintain and upkeep
all ARMORMAX installed areas for long term performance and best results as described herein for superior slope armoring.
FORT WO RT H Fort Worth °CS
Stormwater
Management
" EXHIBIT D"
STORMWATER RETENTION/DETENTION FACILITY MAINTENANCE CHECKLIST
FREQUENT INSPECTION
Inspection Item: Date: Repairs Required: Repairs Made: Notes:
Remove: Trash and
Debris
Remove: Grass
Clippings, Leaves, Etc.
MINOR INSPECTION:
Inspection Item: Date: Repairs Required: Repairs Made: Notes:
Condition of Outfall
Structure
Amount of Silt in
Outfall Structure
Amount of Ponded
Water the Water Pool
Elevation in Facility
MAJOR INSPECTION:
Inspection Item: Date: Repairs Required: Repairs Made: Notes:
Type / Condition of
Outfall Structure
Size and Condition of
Outfall Pipe
Evidence of Roots
Infiltrating the Facility
Evidence of
subsidence around
facility