HomeMy WebLinkAboutContract 62769STORMWATER FACILITY MAINTENANCE AGREEMENT
Rev. 03/01/2022 BN 1
Date Received: _______________ Permit No.: SWFMA-22-0067
Time Received: _______________ City Secretary No.: __________________
STORMWATER FACILITY
MAINTENANCE AGREEMENT
THIS AGREEMENT, made and entered into this ____ day of _____________,
2025, by and between West Worth Commerce Center I, LLC, a Texas limited liability
company 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
acre tract of land situated in the J. Burssey Survey, Abstract No. 128, the Hays Covington
Survey, Abstract No. 256, and the L.B. Creswell Survey, Abstract No. 367, Tarrant
County, Texas according to the deeds recorded in Document Nos. D221103162 and
D222119275, Deed 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 West Worth Commerce Center,
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
WHEREAS, the City requires that on-site Stormwater Management Facilities
(“Facility”) as shown on the Plan be constructed and adequately maintained by the
STORMWATER FACILITY MAINTENANCE AGREEMENT
Rev. 03/01/2022 BN 2
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 “A1”, and
Exhibit “A2” (“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 assure 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.
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
STORMWATER FACILITY MAINTENANCE AGREEMENT
Rev. 03/01/2022 BN 3
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, fails 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. In the event that Landowner or its successors
or assigns fail to pay the City for the costs incurred under this section, the City
shall impress a lien for the costs of such work upon other lots owned by the
Landowner. Such lien shall be perfected by filing in the office of the County
Clerk of Tarrant County, Texas an affidavit identifying the property to be
charged with such lien, stating the amount thereof, and making reference to
this Agreement.
6. This Agreement imposes no liability of any kind whatsoever on the City. THE
LANDOWNER AGREES TO HOLD THE CITY HARMLESS FROM
ANY LIABILITY IN THE EVENT THE FACILITY FAILS TO
OPERATE PROPERLY. LANDOWNER COVENANT AND AGREE
AND DOES HEREBY INDEMNIFY, HOLD HARMLESS AND DEFEND
STORMWATER FACILITY MAINTENANCE AGREEMENT
Rev. 03/01/2022 BN 4
THE CITY OF FORT WORTH, ITS AGENTS, SERVANTS AND
EMPLOYEES FROM AND AGAINST ALL COSTS, EXPENSES,
LOSSES, DAMAGES, CLAIMS OR CAUSES OF ACTION
WHATSOEVER ARISING, OR WHICH MIGHT ARISE, FROM THE
FAILURE OF LANDOWNER OR ANY FUTURE OWNERS OF THE
ABOVE FACILITY PROPERTY TO MAINTAIN THE FACILITY,
INCLUDING, BUT NOT LIMITED TO THE BED AND BANKS OF
THE DETENTION POND; ANY DAMAGES CAUSED TO PERSON OR
PROPERTY DUE TO (1) FLOODING OF THE POND AND ITS
BANKS, (2) SLOPE FAILURE OF THE BANKS OF THE POND, OR (3)
FAILURE OF THE POND OR ITS BANKS TO OPERATE IN A
MANNER CONSISTENT WITH CITY OF FORT WORTH CRITERIA
TO PERFORM ANY OTHER DUTIES OR OBLIGATIONS
HEREUNDER.
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 “A1”, and Exhibit “A2”, 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 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.
Executed this _7t_h ___ day of February
CITY OF FORT WORTH
Dana Burghdoff (Feb,20251 . CST)
Dana Burghdoff
Assistant City Manager
City of Fo11 Worth
Date: Feb 7, 2025
Approved as to Form and Legality:
Matthew Murray
Sr. Assistant City Attorney
City Attorney's Office
Date: Feb 7, 2025
ATTEST:
Jannette S. Goodall
City Secretary
Date: Feb 10, 2025
STORMWATER FACILITY MAINTENANCE AGREEMENT
Rev. 03/01/2022 BN
2025.
LANDOWNER
West W 01th Commerce Center I, LLC
a Texas limited liability company
,--Date:
Contract Compliance Manager:
By signing, I acknowledge that I am the
person responsible for the monitoring and
administration of this contract, including
ensuring all performance and reporting
requirements.
Rebecca Owen (Feb 7, 2025 15:02 CST)
Rebecca Owen
Planning Manager
Date: Feb 7, 2025
5
STATE OF TEXAS §
COUNTY OF TARRANT §
This instrument was acknowledged before me on February 7th, 2025 by
Dana Burghdoff, Assistant City Manager of the City of Fort Woi�th, on behalf of the City
�pa�P�a' KATHLEEN BRADFORD
�O� Notary Public
STATE OF TEXAS
" Notary I.D. 12197197 � s/�
9jFOFj� My Comm. Exp. Apr. 12, 20D Ka.�L�eeri ��ea.c�
(/
Notary Public, State of Texas
LANDOWNER
STATE OF � Q_� ��`.-':� §
COUNTY OF � c�,�iy�-�� §
BEFORE ME, the undersigned authority, a Notary Public in and for the State of
--T�:�o�5 , on this day personally appeared � c� �`..� ��`!�;—
(name), `�i�(�,,� C�.51-Q �r' (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 �J 2�� ��Y�'�• Cu,�ry��,- c�. �:st,N�:— � ��C- (entity), a
� Ivy1 ��-C* ��:�k���1'1 h.y c��rzk'�„�, (entity type) and in the capacity therein
stated.
GIVEN LTNDER MY HAND AND SEAL OF OFFICE this �� day
of 'bfv , 20 � .
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Notaiy P��lic, ate of �� �� �,�,����
•'o.�''PYP°8,=, MEGHAN CHERRY
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=*� *- My Notary ID # 131017095
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STORMWATER FACILITY MAINTENANCE AGREEMENT 6
Rev. 03/01/2022 BN
STORMWATER FACILITY MAINTENANCE AGREEMENT
Rev. 03/01/2022 BN 7
EXHIBIT “A ”
LEGAL DESCRIPTION
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� ABBREVIATION LEGEND
I ABBR. DEFINITION
CCi COUNTY CLERK'S FILE NO.
W C CIftF IRQN ROD FOUND WITH CAP
C GRS �RON ROD SET W�CAP STAbiPED'WA.I.
571d"
• CM CONTROIIING MONUMENT I
tAAG NRII. SET IMTH SHINER STAMPED
APPROXIMATE • �`� WA.I. R.P.1.5.5714"
LOCATION PKF PK WAIL FOUND
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" 3l4° IPF 1/2° CIRF
� . . _ . _ _ _ — . — . . — . . "W.A.I; 5714"�_ . _ . . _ .
MAG FND. CM L.B. CRESWEI.L SURVEY,
1l2 CIRF ABSTRACT N0. 367
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�� WEST WORTH COMMERCE
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CC #D222119275 "W.A.L 5714" (R)
I i/2" CIRF
°VJ A_I. 5714" fR1
N 88°29'S4" W t2) �l2` CIRF
1,527.23' "W.A.I. 5714° (R) I
POINT OF �
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ABBREVIATION �EGEND
A88R. DEFINI110N
CC7F COUNN CIERK'S fILE NO.
E CIRF IRON ROD FOUND WITH CAP
CIRS IRON ROO SET WtCAP STAMPEO'WA.I.
5T14'
CM CONTROLLING MONUMEM
�G MAG NAII SET IMTH SHiNER STAMPED
'WA.1. R.P.L5.5714"
PKF PK NAIL FOUND
PKS PK NAlI SET
XCF "X"CUTWCONCRETEFOUND
,/\ XCS 'X" CUT IN CONCRETE SET
N35°32'37°E
46.19'
N43°4&'08°E �
37.14'�
N35°45'59`E ���^
on ca� L10-�
v � 36.03' =
N10°52'45°E �
51.67'
N06°23'25"W
NA3°13'21°E
98.41'
N48°28'05"W
66.7T
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MAG
' C� S11°07'38°E
21.09'
S19°50'03"E
� 65.23'
S09° 15'09"E
� 1 20.25'
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�� A 113 CC #D221103162
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Texes Engineere Re�sbation No. 89
Texas Surveyots No.10088800 �pree 12-31-25 �
COPYRIGHT � 2025, NAnkeiman� 6/4sodntes, Ix.
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Proiect Nn. � 78702.00 ' .
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POND 1 EXHIBIT
LINE AND CURVE TABLES
LINE TAB�E
LINE # BEARIN� DISTANCE
L1 N41°31'55°E 15.53'
L2 N88°30'15"W 14.66'
L3 N59°41'01"W 4.96'
l4 N50°16'47"W 54.38'
L5 N46°47'39"W 16.85'
L6 N15°53'20°W 46.28'
L7 N09°09'30"E 36.98'
L8 S73°30'10"E 25.48'
L9 N40°3T24"E 33.29'
L10 N32°10'24"E 27.79'
L11 N45°O6'55"E 19.6A'
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LINE TABLE
._,_,� �,.,�„.�,- -
LINE # BEARING DISTANCE
�12 N27°49'20°E 23.34'
L13 S03°36'24"E 33.06'
L14 S52°29'03°E 3.54'
L15 S49°17'12"E 64.10'
L16 S40°42'48"W 12.50'
L17 N49°17'12"W 63.75'
L18 N52°29'03"W 56.64'
L19 N54°47'45"W 42.96'
L20 N67°36'37"W 21.02'
L21 S4$°24'S2°W 89.33'
L22 552°00'24"W 82.77'
CURVE TABLE
N0. DEITA RADIUS LENGTH CH. l CH. B
C1 132°18'23° 24.99' 57.71' 45.72' S75°44'00"E
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_ POND 1 EXHIBIT
2.432 ACRES
(105,931 SQ. FT.)
NESTWORTH COMMER�E CENTER I, LLC
3625 N. HALL STREET, SUITE 1280
DALLAS, TEXAS 75219
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STATE OF TEXAS §
COUNTY OF TARRANT §
BEING a tract of land situated in the J. BURSSEY SURVEY, ABSTRACT NO. 128, City of Fort Worth, Tarrant County, Texas, and being a
portion of a tract of land as described in deed to West Worth Commerce Center I, LLC, recorded in County Clerk's File No. D221 1 031 62, Officiai
Pubiic Records, Tarrant County, Texas (O.P.R.T.C.T.), and being more particularly described as foliows:
COMMENCING at a 1/2-inch iron rod with red plastic cap stamped "W.A.I. 5714" found for the Southwest corner of a trcat of land as described
in deed to West Worth Commerce Center I, LLC, recorded in County Cierk's File No. D222119275, O.P.R.T.C.T., said iron rod also being the
most Southerly Southeast corner of said West Worth Commerce Center 1, LLC (CC #D221103162);
THENCE North 88 deg 29 min 54 sec West, departing the West line of said West Worth Commerce Center I, LLC (CC #D222119275) and along
the South line of said West Worth Commerce Center I, LLC (CC #D221103162), a distance of 1,527.23 feet to a MAG nail found for the most
Southerly Southwest corner of said West Worth Commerce Center I, LLC (CC #0221103162);
THENCE North 48 deg 28 min 05 sec West, departing the South line and along the Westerly line of said West Worth Commerce Center i, LLC
(CC #D221103162), said line also being the approximate centeriine of a creek, a distance of 66.77 feet to a point;
THENCE departing said Westeriy line and over and across said West Worth Commerce Center I, LLC (CC #D221103162), the following:
North 41 deg 31 min 55 sec East, a distance of 15.53 feet to the POINT OF BEGINNING;
North 88 deg 30 min 15 sec West, a distance of 14.66 feet to a point for corner;
North 59 deg 41 min 01 sec West, and distance of 4.96 feet to a point for corner;
North 43 deg 13 min 21 sec East, a distance of 98.41 feet to a point for corner;
North 47 deg 31 min 47 sec East, a distance of 76.30 feet to a point for corner;
North 50 deg 16 min 47 sec West, a distance of 54.38 feet to a point for corner;
North 46 deg 47 min 39 sec West, a distance of 16.85 feet to a point for corner;
North 15 deg 53 min 20 sec West, a distance of 46.28 feet to a point for corner;
North 05 deg 23 min 25 sec West, a distance of 51.91 feet to a point for corner;
North 02 deg 00 min 28 sec East, a distance of 51.67 feet to a point for corner;
North 10 deg 52 min 45 sec East, a distance of 28.46 feet to a point for corner;
North 18 deg 45 min 06 sec East, a distance of 36.03 feet to a point for corner;
North 09 deg 09 min 30 sec East, a distance of 36.98 feet to a point for corner;
South 73 deg 30 min 10 sec East, a distance of 25.48 feet to a point for comer;
North 40 deg 31 min 24 sec East, a distance of 33.29 feet to a point for corner;
North 35 deg 45 min 59 sec East, a distance of 39.50 feet to a point for corner;
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Scale : ��A ,;
Date: o�.z2.zs ��.
File : �s�o2-aorvo
No.: �8702.00
(CONTINUED ON SHEET 5}
�. �� ;�r,a POND 1 EXHIBIT
�� `}` f' ' �; -2.432 AGRES � SHEET
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POND 1 EXHIBIT
(CONTINUED FROM SHEET 4)
North 32 deg 10 min 24 sec East, a distance of 27.79 feet to a point for corner;
North 45 deg 06 min 55 sec East, a distance of 19.64 feet to a point for corner;
North 43 deg 46 min 08 sec East, a distance of 37.14 feet to a point for corner;
North 35 deg 32 min 37 sec East, a distance of 46.19 feet to a point for corner;
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North 27 deg 49 min 20 sec East, a distance of 23.34 feet to a point for corner and being the beginning of a curve to the right having a radius of
24.99 feet, a centrai angle of 132 deg 18 min 23 sec, a chord bearing of South 75 deg 44 min 00 sec East, and a chord length of 45.72 feet;
Along said curve to the right, an arc distance of 57.71 feet to a point for corner;
South 11 deg 07 min 38 sec East, a distance of 21.09 feet to a point for corner;
South 19 deg 50 min 03 sec East, a distance of 65.23 feet to a point for corner;
South 09 deg 15 min 09 sec East, a distance of 20.25 feet to a point for corner;
South 06 deg 55 min 11 sec East, a distance of 40.83 feet to a point for corner;
South 03 deg 36 min 24 sec East, a distance of 33.06 feet to a point for corner;
South 01 deg 33 min 22 sec West, a distance of 70.86 feet to a point for corner;
South 02 deg 17 min 42 sec West, a distance of 122.97 feet to a point for corner;
South 13 deg 02 min 47 sec West, a distance of 89.24 feet to a point for corner;
South 27 deg 40 min 22 sec West, a distance of 77.98 feet to a point for corner;
South 52 deg 29 min 03 sec East, a distance of 3.54 feet to a point for corner;
South 49 deg 17 min 12 sec East, a distance of 64.10 feet to a point for corner;
South 40 deg 42 min 48 sec West, a distance of 12.50 feet to a point for corner;
North 49 deg 17 min 12 sec West, a distance of 63.75 feet to a point for corner;
North 52 deg 29 min 03 sec West, a distance of 56.64 feet to a point for corner;
North 54 deg 47 min 45 sec West, a distance of 42.96 feet to a point for corner;
North 67 deg 36 min 37 sec West, a distance of 21.02 feet to a point for corner;
South 48 deg 24 min 52 sec West, a distance of 89.33 feet to a point for corner;
South 52 deg 00 min 24 sec West, a distance of 82.77 feet to the POINT OF BEGINNING.
CONTAINING within these metes and bounds 2.432 acres or 105,931 square feet of land, more or less. Bearings shown hereon are based upon
an on-the-ground Survey performed in the field on the 30th day ofAprii, 2021, utilizing a G.P.S. bearing related to the Texas Coordinate System,
North Texas Centrai Zone (4202}, NAD 83, grid values firom the GeoShack VRS network.
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Texas Errypnaera R¢psiration No. 89
Tezx Surveyorc No.10086600 Expires 12Jt-25
COPYRIGHT � 2(125, Winkeimann 8 Asaodates, l`x.
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LEONARD JAY LUEK�R
'.� �..o_ ...5714 . a :;� :
POND 1 EXHIBIT
2.432 ACRES
(105,931 SQ. FT.)
WESTWORTH COMMERCE CENTER I, �LC
3625 N. HALt STREET, SUITE 1280
DALtAS; TEXAS 75219
•
N
W
APPROXIMATE •
LOCATION
OF ABSTRACT LINE �
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o I � Scale 1 "=200'
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POND EXHIBIT #2
3.986 ACRES
(173,620 SQ. T.)
,_ ' S89°11'13"E 541.00'
�
N
J
-� ��1 L30 c�
I(2) 112" CIRF
W.A.I. 5714" (R)
. POINT OF
� BEGINNING
I
I
`�� Winkelmann
& Associates, Inc.
CONSULTING CIVIL ENGINEERS � SURVEYORS
6750HILLCRESTPLA2ADRNE,SURE215 (9T3)490.7090
DALlAS.TEXAS 75230 (9721490.]099FAX
Texas Engineers Registration No.89
Texas Surveyors No. t00B6600 Expires 12-31-23
COPYR IGHT O 2023, W nkelmann 8 Associates, Inc.
Scale : �" = 200�
Date: �o.io.za
Dwq. File : �8�oz-PONo
Proiect No.: �e�oz.00
E
EXHIBIT A2
ABBREVIATION LEGEND
ABBR. DEFINIT70N
CC# COUNN CIERK'S FILE NO.
CIRF IRON ROD FOUND WITH CAP
CIRS �RON ROD SET W/CAP STAMPED'W.A.I.
5714'
CM CONTROLLING MONUMENT
MAG MAG NAIL SET WITH SHINER STAMPED
'W.A.I. R.P.L.S. 5714"
PKF PK NAIL FOUNp
PKS PKNAILSET
XCF 'X' CUT IN CONCRETE FOUND
XCS 'X' CUT IN CONCRETE SET
WESTRIDGE CHURCH
OF NAZARENE
APPROXIMATE
LOCATION
L36 OF ABSTRACT LINE
/ 314" IPF 112" CIRF
— _ . . _ . . "W.A.1:5714" R
/� MAG FND. CM L.B. CRESWELL SURVEY,
ABSTRACT N0. 367
/,���� POINT OF
'//�//�� � vz"CIRF I ICOMMENCIN
�� ,�g "W.A.I. 5714" (R)
���� � WESTWORTH Ch B=S72°15'01"W
� COMMERCE CENTER I, LLC Ch L=304.44�
112" CIRF CC #D222119275 L=309.15'
"W.A.I. 5714" (R) R=510.00�
S 54°53'04" W p=034°43'55"
236.83'
�� �``V �' T o�Nj
............................:
LEONARDJAYLUEKER
� '• A 5714 / _�r �
POND 2 EXHIBIT
3.986 ACRES
(173,620 SQ. FT.)
WESTWORTH COMMERCE CENTER I, LLC
3625 N. HALL STREET, SUITE 1280
DALLAS, TEXAS 75219
SHEET
1
OF
4
o��g��2
POND 2 EXHIBIT
LINE AND CURVE TABLES
LINE TABLE
LINE # BEARING DISTANCE
L28 N35°O6'40"W 60.00'
L29 S69°12'55"W 71.06'
L30 S89°35'08"W 30.73'
L31 N88°29'54"W 189.63'
L32 N01 °25'37"E 54.05'
L33 N01 °33'58"E 45.43'
L34 N01°39'43"E 51.33'
L35 N19°11'36"E 35.76'
L36 S87°56'56"E 25.97'
L37 S32°44'30"E 24.87'
L38 S54°53'04"W 58.74'
L39 N35°06'56"W 34.50'
L40 S54°53'04"W 81.49'
CURVE TABLE
N0. DELTA RADIUS LENGTH CH. L CH. B
C2 14°1333" 453.40' 112.57' 112.28' S62°06'09"W
C3 20°22'12" 215.00' 76.44' 76.04' S79°24'02"W
C4 34°57'52" 57.50' 35.09' 34.55' N65°38'09"W
C5 32°33'41" 225.06' 127.90' 126.19' S15°16'57"E
C6 89°44'54" 24.50' 38.38' 34.57' S10°00'37"W
"� Winkelmann
& Associates, Inc.
CONSULTING CIVIL ENGINEERS � SURVEYORS
6]SOHILLGRESTPlAZAORNE,SUfTE215 (9]7)d9o-7U90
�ALlAS.TE%AS 75230 (9]2�49P7099FA%
Tezas Engineers Registre[ion No. 89
Texas Surveyors No. 100B66U0 Expires 72-37-23
COPYRIGHT O 2023, Winkelmann 8 Associates, Inc.
Scale : NiA
Date : io.�o.zs
Dwq. File : �e�oz-PON�
Proiect No. : �8�oz.00
/�.���G\STE �'i" 'i1
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LEONARpJAYLUEKER
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EXHIBIT A2
POND 2 EXHIBIT
3.986 ACRES
(173,620 SQ. FT.)
WESTWORTH COMMERCE CENTER I, LLC
3625 N. HALL STREET, SUITE 1280
DALLAS, TEXAS 75219
SHEET
Z
Or
4
Jd/18/z3
POND 2 EXHIBIT
STATE OF TEXAS §
COUNTY OF TARRANT §
EXHIBIT A2
BEING a tract of land situated in the J. BURSSEY SURVEY, ABSTRACT NO. 128, the HAYS COVINGTON SURVEY,
ABSTRACT NO. 256 and the L.B. CRESWELL SURVEY, ABSTRACT NO. 367, City of Fort Worth, Tarrant County, Texas, and
being a portion of a tract of land as described in deed to West Worth Commerce Center I, LLC, recorded in County Clerk's File
No. D222119275, Official Public Records, Tarrant County, Texas (O.P.R.T.C.T.), and being a portion of a tract of land as
described in deed to West Worth Commerce Center I, LLC, recorded in County Clerk's File No. D221103162, O.P.R.T.C.T. and
being more particularly described as follows:
COMMENCING at a 1/2-inch iron rod with red plastic cap stamped "W.A.I. 5714" found for the most Easterly corner of said West
Worth Commerce Center I, LLC (CC #D222119275), said iron rod being the beginning of a curve to the left having a radius of
510.00 feet, a central angle of 34 deg 43 min 55 sec, a chord bearing of South 72 deg 15 min 01 sec West and a chord length of
304.44 feet;
THENCE departing the North line and along the Southerly line of said West Worth Commerce Center I, LLC (CC #D222119275)
and along said curve to the left, an arc distance of 309.15 feet to a 1/2-inch iron rod with red plastic cap stamped "W.A.I. 5714"
found;
THENCE South 54 deg 53 min 04 sec West, continuing along said Southerly line, a distance of 236.83 feet to a 1/2-inch iron rod
with red plastic cap stamped "W.A.I. 5714" found;
THENCE departing said Southerly line and over and across said West Worth Commerce Center I, LLC (CC #D222119275) tract
and said West Worth Commerce Center I, LLC (CC #D221103162) tract, the following:
North 35 deg 06 min 40 sec West, a distance of 60.00 feet to the POINT OF BEGINNING and the beginning of a curve to the
right having a radius of 453.40 feet, a central angle of 14 deg 13 min 33 sec, a chord bearing of South 62 deg 06 min 09 sec
West and a chord length of 112.28 feet;
Along said curve to the right, an arc distance of 112.57 feet to a point for corner;
South 69 deg 12 min 55 sec West, a distance of 71.06 feet to a point for corner and the beginning of a curve to the right having a
radius of 215.00 feet, a central angle of 20 deg 22 min 12 sec, a chord bearing of South 79 deg 24 min 02 sec West and a chord
length of 76.04 feet;
Along said curve to the right, an arc distance of 76.44 feet to a point for corner;
South 89 deg 35 min 08 sec West, a distance of 30.73 feet to a point for corner;
North 88 deg 29 min 54 sec West, a distance of 189.63 feet to a point for corner and the beginning of a curve to the right having
a radius of 57.50 feet, a central angle of 34 deg 57 min 52 sec, a chord bearing of North 65 deg 38 min 09 sec West and a chord
length of 34.55 feet;
Along said curve to the right, an arc distance of 35.09 feet to a point for corner;
North 01 deg 25 min 37 sec East, a distance of 54.05 feet to a point for corner;
North 01 deg 33 min 58 sec East, a distance of 45.43 feet to a point for corner;
(CONTINUED ON SHEET 3)
`�� Winkelmann
& Associates, Inc.
CONSULTINGCIVILENGINEERS � SURVEYORS
6]`AHILLCftESTPLAZAOFIVE,SUfTE215 (972)490.]090
�ALLAS.TE%AS I533U (9T11696�099FA%
Tezas Engineers Registration No. 89
Texas Surveyors No. 10086600 Expires 12J7-23
COPYRIGHT� 2023,WinkelmannBAssociates,lnc.
Scale : NiA
Date : io �o.za
, File : �8�oz-PON�
t No. : �a�oz.00
/ ,�P�� �rFTF-F
�: Q.`` � R o�tJ�
........................:.
LEONARp �qy LUEKER
��,poF67�' �..P Q..
��`l'O � S Z: ;��(�el/
POND 2 EXHIBIT
3.986 ACRES
(173,620 SQ. FT.)
WESTWORTH COMMERCE CENTER I, LLC
3625 N. HALL STREET, SUITE 1280
DALLAS, TEXAS 75219
HEET
3
OF
4
POND 2 EXHIBIT
(CONTINUED FROM SHEET 2)
North 01 deg 29 min 45 sec East, a distance of 126.01 feet to a point for corner;
North 01 deg 39 min 43 sec East, a distance of 51.33 feet to a point for corner;
North 19 deg 11 min 36 sec East, a distance of 35.76 feet to a point for corner;
South 89 deg 11 min 13 sec East, a distance of 541.00 feet to a point for corner;
EXHIBIT A2
South 87 deg 56 min 56 sec East, a distance of 25.97 feet to a point for corner and the beginning of a curve to the left
having a radius of 225.06 feet, a central angle of 32 deg 33 min 41 sec, a chord bearing of South 15 deg 16 min 57 sec
East and a chord length of 126.19 feet;
Along said curve to the left, an arc distance of 127.90 feet to a point for corner;
South 32 deg 44 min 30 sec East, a distance of 24.87 feet to a point for corner and the beginning of a curve to the right
having a radius of 24.50 feet, a central angle of 89 deg 44 min 54 sec, a chord bearing of South 10 deg 00 min 37 sec
West and a chord length of 34.57 feet;
Along said curve to the right, an arc distance of 38.38 feet to a point for corner;
South 54 deg 53 min 04 sec West, a distance of 58.74 feet to a point for corner;
North 35 deg 06 min 56 sec West, a distance of 34.50 feet to a point for corner;
South 54 deg 53 min 04 sec West, a distance of 81.49 feet to the POINT OF BEGINNING.
CONTAINING within these metes and bounds 3.986 acres or 173,620 square feet of land, more or less. Bearings shown
hereon are based upon an on-the-ground Survey performed in the field on the 30th day ofApril, 2021, utilizing a G.P.S.
bearing related to the Texas Coordinate System, North Texas Central Zone (4202), NAD 83, grid values from the
GeoShack VRS network.
"� Winkelmann
& Associates, Inc.
CONSULTING CIVIL ENGINEERS � SURVEYORS
6]SOHILLCRESTPLAZA�RNE,SUITE215 (9]])d9Q7090
OALlAS,TE%AS 25230 (97])490-]0%FAX
Texas Engineers Registration No. 89
Texas Surveyors No. t00B6600 Expires 72-37-23
COPYRIGHTOO 2023,WnkelmannBAssociates,lnc.
>cale : NiA
Date: �o.�o.za
. Fl�e : 78702-POND
t Nn • 78702.00
o �,��,� :�� �� .� �
o :�
LEONqR� �AY LUEKER
.�- � �? 5714 �.;: :
rs
POND 2 EXHIBIT
3.986 ACRES
(173,620 SQ. FT.)
3TWORTH COMMERCE CENTER I, LLC
3625 N. HALL STREET, SUITE 1280
DALLAS, TEXAS 75219
HEET
4
OF
4
/�/!8/23
STORMWATER FACILITY MAINTENANCE AGREEMENT
Rev. 03/01/2022 BN 8
EXHIBIT “B”
DESIGN PLAN AND SPECIFICATIONS
,�" � ���� � � � �, - - �� , LEGEND
� I
• � �� '
� � ; i '�� �- � I � 705 E%ISTING CONTOURS
.
�� _��/ �� E X H I B I T B�(1 0 F 2 2) ,� ''� �,z PR�osEo ��r«�RS
� � ' � � . �.', � .i� � �� j � � � � WALL
/�p� , � -
; � � � /� �� j '� �� .' � BOUNDARY
/ VV . � � � �
� FEMA EFFECTIVE
i�i �� _ � �� .� � � ,� � :� 100YR FLOODPLAIN
> / / I� �� � /� ,� �� O FEMA EFFECIIVE
�' � � � ,
�� � � 100YR FULLY DEVELOPED
, . �'� / / � I • . ��j ''� �� 0 FLOODPLAIN
/ �
�
1 � � � � FLOODPLAIN EASEMENT
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�, � / � �j ��/����!� � ��� � Z�; �� RAMP �\
720.0 ` �
CONSTRUCT � �
;
� � , ,
EMERGENCY SPILLWAY , � �'
, , � � � ; � ' FLARED—WING �
245 WIDEx0.5 DEPTH � , � � �ETENT
� ^ � ION � HEADWALL �
(GRASS) , ; ,� PON� � .,. ... � ,,\.,�
�� � � � ; ; �„ EASEMENT 6' CONCRETE ,, ,
� ,'� .� , i � � \ �� �! I ��� FLUME
� INSTALL RIP—RAP FOR fi ��������� �� i DETENTIo �` �� �'���'�
�� EMBANKMENT EROSION � � ',`' P N� � �o `,, � � � - ��� �
OTECTION � � � � �� � � �
PR - ,
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�, � �� �'�� � l , �� OU TLET `� ; �,, � � , �� ��� � '��
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� �
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' ;� � OUTFALL �� �,o.00BW�-;, a �� i � , �
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OUT TO � �, �,4.�9TW �__
� PROPOSED DITCH - , 708'°B � �
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-�-- � � __, `. \. � ,,� � ���
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_ NO SAVED OR PROPOSED ��� `- � � �` � � �- � - REFERENCE SHEET 13 �� -
ROAD - - FOR HEADWALLS T� ��'
TREES WITHIN SWFMA -�`� CHAPIN - STRUCTURAL DESIGN �
� MAINTAINED AREA � � � � .�
�_. �
� � � �� �� � �� � META
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��� Winkelmann
& Associates, Inc. DETENTION POND 1 PLAN SHEET
CONSVLTING CNIL ENGMEERS ■ SURVEYORS
6)SOHILLCRESTPWADRNE,SIIRE215 �9,�,.�_�oso NWC CHAPIN ROAD & ALEMEDA STREET �
DALVS, iE%RS 5230 (91]) s90-�p99 FqX
Te.a= Engineers Regislralion No 89 FORT WORTH, TEXAS
Texas Surveyors Reqistration No. 100866-00
COPIRIGHT '�� 20222, Winkelmann & Asso<iates, In<.
Scale : 1'� — 100' Date : 12�27�2024
�Wg. F�ie : Detention Pond.dwa
�
e
735
730
725
720
715
710
705
700
35
30
25
20
715
710
05
00
735
730 �
725
720
715
710
705
700
735
730 �
�
725
(V
7LO �
4 , O,
715
DITCH
N.7.S.
710
705 3000 P.S.I.
CONC. `h
5"
�3 Bars at I
700�¢'3 Bars ot 1B" O.C.
6• �.C.
6'
6' CONCRETE FLUME (INSIDE POND)
N.Ts.
0+00 1+00 2+00 3+00 4+00
Pond1 B—B
EXHIBIT B 2 0� 22
i�Vinkelmann
��� & Associates �n�. DETENTION POND 1 CROSS—SECTIONS
s
CONSULTMG CIVIL ENCINEERS • SURVEYORS
- - . suirE zis (s�2) aso-�o90
(e�z) aeo-�o99 rnx
Texas En9'^eers Re9�olrotion No- 89
i�as Surveyors Reg�shation No. 100866-00
COPVRIGHT � 20222. Winkelmonn & Associates, Inc
Scale : N.T.S. Date : 12�27�21
�wq. F�ie : Detention Pond.dwq
FORT WORTH, TEXAS
etention
SHEET
�
on Nond—zUz.S—Uts—Uy_dwg
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00
Pond1 A—A
4.00'
N
�
0
SAFETY GRATE FOf
EMERGENCY RELEASE
1.18x1.09' ORIFICE
1.35'x1.96' ORIFICE
1.05'x0.90' ORIFICE
INSTALL:
TRASH RACK
EXHIBIT B (3 OF 22)
"� w inxeimann
& Associates, Inc.
CONSULTING CNIL ENGINEERS • SURVEYORS
, SUIiE 215 (9l2) �90-)090
)5230
(9]2) 490-)099 FnX
Texas Eng'inee�s Reglsl�alion No- 89
Texas Surveyors Registratlon No. 100866-00
COPYRIGHT � 2020. Winkelmann & Associatas, Inc
Scole : N.T.S. Date : 12�27�2�
Dwg. File : Detention Pond.dwq
SOMETRIC VIEW
N.T.S.
REFERENCE SHEET 14
FOR OUTFALL
STRUCTURAL DESIGN
DETENTION POND 1 OUTFALL STRUCTURE
FORT WORTH, TEXAS
etention
on Pond-2023-08-09 dwq
SII��T
3
FRONT VIEW REAR VIEW
N.T.S. N.T.S.
Elevation
708.25
709.00
710.00
711.00
712.00
713.00
713.192
714.00
715.00
715.269
716.00
717.00
718.00
718. 9717
719.00
720.00
Pond 1
Storage
(ac-ft)
0.0000
0.0335
0.2780
0.8200
1.5987
2.5160
2.7099
3.524
4.624
4.9454
5.820
7.114
8.516
9.9870
10. 030
11.653
Discharge Rate
(cfs)
0.0000
1.7809
5.1162
6.8934
8.2983
9.4977
9.7115
14.897
25.320
27.1125
33.413
42.885
49.549
55.0899
55.241
60.325
ORIFICE EQUATION
Q = CA 2gH
Q = ORIFICE FLOW DISCHARGE (CFS)
C = DISCHARGE COEFFICIENT (0.6)
A = AREA (ft2)
g= ACCELERATION DUE TO GRAVITY (32.2 ft/s)
H= EFFECTIVE HEAD ON THE ORIFICE lftl
POND 1 DETENTION CALCULATIONS
Q=C.L.H3�2
Q(cfs)(known)=291.6
POND 1 OUTLET STRUCTURE DETAILS
STM Event 1 STM Event 2 STM Event 3
1 -YR 5 -YR 100 -YR
STORM PEAK I STORM PEAK I STORM PEAK
WTR Surtace Elev. 713.19 715.27 718.97
Elevation Difference 4.94 2.08 3.70
Qnnnxnuowne�E (cfs) 9.71 27.11 55.09
100 YR Hefifiective �ft% HA3-ws3 3.11
Area (ftz) A3 1.28
5 YR
Hette�t��e �ft) Hnvwsz 1.40 Hnz_wss 5.11
Area (ftZ) AZ 2.65 AZ 2.65
Heffective �ft) Hai-wsi 4.42 HAl-wsz 6.49 HA1-ws3 10.20
1 YR
Area (ftZ) A1 0.94 A1 0.94 A1 0.94
ORIFICE FLOW DISCHARGE RATE
100 YR Orifice Flow QAa-wsa 11.07
5 YR Discharge QAZ-ws2 15.34 QAZ-wsa 29.26
1 YR (cfs) Qni-wsi 9.71 Qai-ws2 11.77 Qai-wsa 14.75
�ota� (�s) 9.71 27.11 55.09
SLOT OPENING DETAILS
A1 A2 A3
Area (ftZ) 0.94 2.65 1.28
Wdth (ft) 0.90 1.96 1.09
Height (ft) 1.05 1.35 1.18
Flowline 708.25 713.19 715.27
H(ft)=0.5 Crest Invert
L(ft)=245 Elevation=718.97'
L'
�� - - � 720.00'
� 718.97'
EMERGENCY SPILLWAY
TRAPEZOIDAL WEIR (CIPOLLETTI)
EXHIBIT B(4 OF 22) N.T.S.
"� w inxeimann
& Associates, Inc.
CONSULTMG CIVIL ENCINEERS • SURVEYORS
- - . suirE zis (s�2) aso-�o90
(e�z) aeo-�o99 rnx
Texos Englneers Reglstrotion Na 89
i�as Surveyors Reg�shation No. 100866-00
COPVRIGHT � 20222. Winkelmonn & Associates, Inc
Scale : N.T.S. Date : 12�27�21
�wq. F�ie : Detention Pond.dwq
Storm Event Qa WSE VM�, (ft3) VM,,,X, (ac-ft)
100 55.09 718.97 435,034 9.99
5 27.11 715.27 215,422 4.95
1 9.71 713.19 118,043 2.71
etention
FORT WORTH, TEXAS
SHEET
❑
on Nond-zUz.S-Uts-Uy_dwg
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1 I �
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EXHIBIT B 5 OF 22
"� Winkelmann
& Associates, Inc.
CONSVLTING CNIL ENGMEERS ■ SURVEYORS
6)50 HILLCREST PVSA DPoVE, SIIRE 215 (9)2) 490-)090
DALVS, iE%RS �5230 (9l2) s90-�p99 FnX
Texas Engineers Regislralion No. 89
Texas Surveyors Reqistration No. 100866-00
COPIRIGHT �� 20222, Winkelmann & Asso<iates, In<.
Scale : N.T.S. Date : 12�27�2024
�Wg. F�ie : Detention Pond.dwa
5�/q I
T
4'-2�/u _ .�%
4'-0
MADE IN THE U.S.A. �
AVAILABLE MATERIALS:
MILD STEEL (NO FINISH)- WGT: 140.61bs.
MILD STEEL (GALVANIZE�) - WGT: 140 61bs.
STAINLESS STEEL - WGT: 140 61bs.
ALUMINUM - WGT'. 4].S lbs.
CUSTOM SIZES AVAILABLE
AVAILABLE UPON REpUEST WITH:
ACCESS PORT
iCAST-IN STYLE FRAME WITH EM6ED ANCHORS
�TRASHRACKS,mm LCP1�8
48"SOUARE CULVERT
,R�oEcoM A 69683
DETENT/ON POND 1 PROTECT/ON GRA TE
FORT WORTH, TEXAS
SHEET
�
e
/ /
�' �� I ;' ' ; �' ►v ,,-�XHIBIT B (6 OF 22) �
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' I y ' ,� �' HEADWWALL HEADWWALL % ���'�
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SWFMA 6' CONCRETE 8�� �
BOUNDARY % _ FLUME �� sTM RaMP��c�
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� I �' OND 2 DETENTIO�Y �
� `� �i f, , POND ;
� � ;EASEMEf� � 720.50
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_ � _ - OUTLET ' ,
- -- STRUCTURE ' EMERGENCY SPILLWAY � �P �N
— — — STM —
--- - OUTFALL TO , �0' WIDE x 1' DEPTH
- -- X ' (GRASS)
- _ � PROPOSED '� �
— — — - PUBLIC STORM �fl � -� ; � -'— � `
,
- � — SYSTEM -� � �` INSTALL RIP—RAP -'
�, � ,
FOR EMBANKMENT -
NO SAVED OR PROPOSED REFERENC EROSION
E SHEET 13
TREES WITHIN SWFMA FOR HEADWALLS PROTECTION
MAINTAINED AREA STRUCTURAL DESIGN I �
,
� �
��� Winkelmann
& Associates, Inc. DETENTION POND 2 PLAN SHEET
CONSVLTING CNIL ENGMEERS ■ SURVEYORS
6)SOHILLCRESTPWADRNE,SUREPIS �s,��.�-��so NWC CHAPIN ROAD & ALEMEDA STREET �
DALVS, iE%RS 5230 (91]) s90-�p99 FqX
Te.a= Engineers Regislralion No 89 FORT WORTH, TEXAS
Texas Surveyors Reqistration No. 100866-00
COPIRIGHT '�� 20222, Winkelmann & Asso<iates, In<.
Scale : 1'� — 100' Date : 12�27�2024
�Wg. F�ie : Detention Pond.dwa
735
730
725
720
715
710
705
700
35
30
25
20
'15
'10
05
00
0+00 1 +00 2+00
Pond2 B—B
EXHIBIT B (7 OF 22)
Winkelmann
3+00 4+00
FORT WORTH, TEXAS
��� & Associates, �n�. DETENTON POND 2 CROSS—SECTIONS
CONSULTMG CIVIL ENCINEERS • SURVEYORS
— s��.E z�s �s,�> .so—,o99 N W�
�s,z� ,s _ .A.
Texas En9'^eers Re9�olrotion No- 89
i�as Surveyors Reg�shation No. 100866-00
COPVRIGHT � 20222. Winkelmonn & Associates, Inc
scale : N.T.S. Date : 12�27�2024
�wq. F�ie : Detention Pond.dwq
etention
735 I
730
725
720
715
710 �
705
700
735
730
725
720
3000 P.S.I.
CONC. M
715 �5�
/3 Bars at �3 Bars a��
6" O.C. 18" O.C.
710 6.
6' CONCRETE FLUME (INSIDE POND)
N.T.S.
705
700
SHEET
7
on Nond—zUz.S—Uts—Uy_dwg
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00
Pond2 A—A
740
735
730
725
720
715
710
705
700
695
740
735
730
725
720
715
710
705
700
695
—1+00 0+00 1+00 1+50
STM UNE f0 SCALE: i�_�0'VH.
EXHIBIT B (8 OF 22)
� Winkelmann
�� & Associates, �n�. DETENTION POND 2 OUTFALL PIPE PROFILE �II��T
CONSULTING CNIL ENGINEERS • SURVEYORS
s�s°����reE=�P�A°R��E=°��E�,s �s��,.s°�°s° NWC CHAPIN ROAD & ALEMEDA STREET �
�s�z, ,so_,o99 F�
re;a E�9�ee�= Re9=,�a,�o� No 89 FORT WORTH, TEXAS
Texas Surveyors Registratlon No. 100866-00
COPYRIGHT � 2020. Winkelmann & Associatas, Inc
Scole : N.T.S. Date : 12�27�2024
Dwg. File : Detention Pond.dw
Pro'ect No. : 78702
G: 787 02 ENGI�--KIVC; City Contracts SWFMA Detention Pond 78702—Detention Pond-2023-08-09-dwq
,
�
�
N
�
SAFETY GRATE FOR
EMERGENCY RELI
0.42"X0.44" ORIFICE
0.60"X0.57" ORIFICE
0.56"x0.56" ORIFICE
INSTALL:
TRASH RACK
EXHIBIT B (9 OF 22)
"� Winkelmann
& Associates, Inc.
CONSULTING CNIL ENGINEERS • SURVEYORS
, suirE zis (s�R) as0-�o90
(e�z) aeo-�o99 rnx
�sz3o
Texas Eng'inee�s Reglsl�alion No- 89
Texas Surveyors Registratlon No. 100866-00
COPYRIGHT � 2020. Winkelmann & Associatas, Inc
Scale : N.T.S. Date : 12�27�2024
Dwg. File : Detention Pond.dwq
REFERENCE SHEET 14
I S 0 M E TR I C VI E W FOR OUTFALL
STRUCTURAL DESIGN
N.T.S.
DETENTION POND 2 OUTFALL STRUCTURE �II��T
etention
FORT WORTH, TEXAS
on Pond-2023-08-09 dwq
�
�RONT VIEW REAR V EW
N.T.S. N.T.S.
Rating Table for HMS
Elevation Storage Discharge Rate
ft ac-ft cfs
707.00 0.00 0.000
708.00 0.09 1.264
709.00 0.59 1.952
710.00 1.77 2.454
710.67 2.95 2.741
711. 00 3.52 3.175
712. 00 5.56 4.890
712.12 5.81 5.020
713.00 7.71 6.616
714.00 9.97 7.851
715.00 12.33 8.867
715.22 12.87 9.074
716. 00 14.79 9.761
717. 00 17.35 10.572
718. 00 20.02 11.320
719.00 22.80 12.019
720.00 25.69 12.678
ORIFICE EQUATION
Q = CA 2gH
Q = ORIFICE FLOW DISCHARGE (CFS)
C = DISCHARGE COEFFICIENT (0.6)
A = AREA (ftZ)
g= ACCELERATION DUE TO GRAVITY (322 ft/s
H= EFFECTIVE HEAD ONTHE ORIFICE (ft)
OUTLET STRUCTURE DETAILS
STM Ever�t 1 STM Event 2 STM Event 3
1 -YR 5 -YR 100 -YR
STORM PEAK STORM PEAK STORM PEAK '
WTR Surface Elev. 710.67
Elevation Difference 3.67
QMAXALLOWABLE �CfS� 2.7411
100 YR HefPective �ft)
Area (ft�)
5 YR Heffective �ft�
Area (ftz)
1 YR Herfea��e �ft) Hni-wsi
Area (ft�) Al
712.12
1.44
5.02
Haz-wsz
AZ
3.40 HAl-wsz
0.31 Al
715.22
3.11
9.0735
HA3-W53
A3
1 .14 HAZ_ws3
0.34 AZ
4.84 HAl-wss
0.31 Al
2.90
0.18
4.25
0.34
7.94
0.31
ORIFICE FLOW DISCHARGE RATE
100 YR Orifice Flow Qaa-wsa 1.51
5 YR Discharge QAZ_WSZ 1.75 QAz-W53 3.37
1 YR (cfs) Qai-wsi 2.74 Qni-wsz 3.27 Qai-wsa 4.19
QTo,�i (cfs) 2.74 5.02 9.07
SLOT OPENING DETAILS
A1 A2 A3
Area (ftZ) 0.31 034 0.18
Width (ft) 0.56 0.57 0.44
Height (ft) 0.56 0.60 0.42
Storm Event Qrelease WSE STORAGE (cu-ft) STORAGE (ac-ft)
100 9.07 715.22 560,678 12.871
5 5.02 712.12 252,918 5.806
1 2.74 710.67 128,567 2.95
Q=C.L.H3�2
Q(cfs)(known)=240
H(ft)=1.0
L(ft)=70.0
L'
Crest Invert
Elevation=720.00'
� 720.50'
� 719.00'
EMERGENCY SPILLWAY
TRAPEZOIDAL WEIR (CIPOLLETTI)
EXHIBIT B(10 OF 22) N.T.S.
"� w inxeimann
& Associates, Inc.
CONSULTMG CIVIL ENCINEERS • SURVEYORS
- - . suirE zis (s�2) aso-�o90
(e�z) aeo-�o99 rnx
Texas En9'^eers Re9�olrotion No- 89
i�as Surveyors Reg�shation No. 100866-00
COPVRIGHT � 20222. Winkelmonn & Associates, Inc
scale : N.T.S. Date : 12�27�21
�wq. F�ie : Detention Pond.dwq
POND 2 DETENTION CALCULATIONS
FORT WORTH, TEXAS
SHEET
10
etention Pond 78702-Detention Pond-2023-08-09 dwg
zI a-o
r�
a���Daa
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D��aO�a
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���a00a
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�,� � >
5�/q I
T
�M, 4'-2�/u _ .�%
4'-0
�
MADE IN THE U.S.A. �
AVAILABLE MATERIALS:
MILD STEEL (NO FINISH)- WGT: 140.61bs.
MILD STEEL (GALVANIZE�) - WGT: 140 61bs.
STAINLESS STEEL - WGT: 140 61bs.
ALUMINUM - WGT'. 4].S lbs.
CUSTOM SIZES AVAILABLE
AVAILABLE UPON REpUEST WITH:
ACCESS PORT
iCAST-IN STYLE FRAME WITH EM6ED ANCHORS
�TRASHRACKS,mm LCP1�8
48"SOUARE CULVERT
,R�oEcoM A 69683
�
1'-2
�/te"0 . 1 1'-0 j 1
�
MADE IN THE U.S.A. �
AVAILABLE MATERIALS:
MILD STEEL (NO FINISH) - WGT'. 24 9 Ibs_
MILD STEEL (GALVANIZED) - WGT'. 24 91bs.
STAINLE55 STEEL - WGT: 24.91bs.
ALUMINUM - WGT�. 8 41 Ibs.
CUSTOM SIZES AVAILFBLE
AVAILABLE UPON REpUEST WITH:
�TRASHRACKS.<
EXHIBIT B (11 OF 22
"� Winkelmann
& Associates, Inc.
CONSVLTING CNIL ENGMEERS ■ SURVEYORS
6)50 HILLCREST PVSA DPoVE, SIIRE 215 (9)2) 490-)090
DALVS, iE%RS �5230 (9l2) s90-�p99 FnX
Texas Engineers Regislralion No. 89
Texas Surveyors Reqistration No. 100866-00
COPIRIGHT �� 20222, Winkelmann & Asso<iates, In<.
Scale : N.T.S. Date : 12�27�2024
�Wg. F�ie : Detention Pond.dwa
DETENT/ON POND 2 PROTECT/ON GRA TE
FORT WORTH, TEXAS
SHEET
11
1
n
�2
6'
TOVMIN. v95% STD. v �v
PROCTOR DENSITY.
RIPRAP DETAIL
N.T.S.
RIP RAP
(Using Gregory Method)
V=
Yw=
Ys=
9=
�so=
13.12 ft/sec
62.4 Ib/ft3
165 �b/ft3
32.2 ff/sZ
0.842 ft
10.10 in
257 mm
Dso = ,jV/C1.8 C29�Y5 —Yw)/Yw)os
Based on Figure 3.12 -17 from iSWM
Desiqn needs 18" Riprap and 6" Bedc
RIPRAP
GRADATIONS
18" THICKNESS OF RIPRAP
SIEVESIZE PERCENT
SQUAREMESH PASSING
21 INCH 100
�g INCH 65-100
12 INCH 35-65
g INCH 15-40
g INCH 5-25
EXHIBIT B (12 OF 22
"� Winkelmann
& Associates, Inc.
CONSULTMG CIVIL ENCINEERS • SURVEYORS
- ' . sulrE zls (9)2) a9o-�o90
(9)2) 990-)099 !nx
Texas En9'^eers Re9�olrotion No- 89
i�as Surveyors Reg�shotion No. 100866-00
COPVRIGHT � 20222. Winkelmonn & Associates, Inc
scale : N.T.S. Date : 12�27�202�
�wq. F�ie : Detention Pond.dwq
.,—��.�� � BEDDING
18" Riprap Stability
��s5��5o+�ao���5)� 5.5
D85=
�ao=
��s=
6" Bedding Stability
�15�d85�5��15�d15�4�
d85=
d5o=
d, 5=
D,5/d85=
D�s/d�s=
�so�dso<40
3.93 OK
410 mm
257 m m
110 mm
32 m m
17 mm
6 mm
3.44 O K
18 OK
15 OK
BEDDING
GRADATIONS
6" THICKNESS OF RIPRAP
SIEV E SIZE PERCENT
SQUAREMESH PASSING
3 INCH 100
1-1/2 INCH 55-100
3/4 INCH 25-60
3/g INCH 5-30
No. �4 0-10
CREGORY CALCULA T/ONS FOR ROCK R/PRAP
FORT WORTH, TEXAS
etention
SHEET
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CONSVLTING CNIL ENGMEERS ■ SURVEYORS
6)50 HILLCREST PVSA DPoVE, SIIRE 215 (9)2) 490-)090
DALVS, iE%RS �5230 (9l2) s90-�p99 FnX
Texas Engineers Regislralion No. 89
Texas Surveyors Reqistration No. 100866-00
COPIRIGHT �� 20222, Winkelmann & Asso<iates, In<.
Scale : N.T.S. Date : 12�27�2024
�Wg. F�ie : Detention Pond.dwa
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CONSVLTING CNIL ENGMEERS ■ SURVEYORS
6)50 HILLCREST PVSA DPoVE, SIIRE 215 (9)2) 490-)090
DALVS, iE%RS �5230 (9l2) s90-�p99 FnX
Texas Engineers Regislralion No. 89
Texas Surveyors Reqistration No. 100866-00
COPIRIGHT �� 20222, Winkelmann & Asso<iates, In<.
Scale : N.T.S. Date : 12�27�2024
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OUTFALL STRUCTURE DETA/LS
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"� Winkelmann
& Associates, Inc.
CONSULTING CNIL ENGINEERS • SUMEYORS
6]50 HILLCRfST PV3A DRIVE, SUITE 215 (9)]) 490-)090
�nLVS, lEWS p5230 (9�]) s90-]099 Far
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Dwg. File : 78702—ERO. dwg
Proiect No. : 78702
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EROSION CONTRO� PLAN
NWC CHAPIN ROAD 8c ALEMEDA STREET
FORT WORTH. TEXAS
SHEET
15
EXHIBI T B(� 6 OF 22�
12" MIN.
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ROCK BAGS � �
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�FILTER FABRIC
SECURED TO 2"x4"
VnRE MESH BELOW
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z%4 MESN J �� 1 ` ROCK BAG TO
� � PREVENT FLOW
� UNDER 2'x4' W1RE
MESH
2"X4" WIRE WEIR CURB INLET PROTECTION
NOTFS,
GENERAL
• DRAINAGE PATiERNS SHALL BE EVALUATED TO ENSURE INLET PROTECTION N9LL NOT DIVERT FLOW OR FLOOD
THE ROADWAY OR PDJACENT PROPERTIE$ AND $TRUCNRES.
' INLET PROTECiION MEASURES OR DEVICES THAT COMPLETELY BLOCK THE INLET ARE PROHIBITE�. THEY MUST
ALSO INCWDE A BYPA55 CAPnBILITY IN CASE THE PROTECTION MEASURES ARE CLOGGED.
• A POSITIVE OVERLOW PATH SHALL BE CONSIDERED IN THE DESIGN OF INLET PROTECiION CONTROL MEASURED
AT SUMP INLETS.
CURB INLET PROTECTION
' MUNICIPALITY PPPROVAL IS REOUIRED BEFORE INSTALLING INLET PROTECTION ON PUBLIC STREETS.
' SPECIAL CAUTION MUST BE E%ERCISED WHEN INSTALLING CURB INLET PROTECTION ON PUBLICLV iRAVELED
SiREETS OR IN DEVELOPED AREAS. ENSURE THAT INLET PROTECTION IS PROPERLY DESIGNED, INSTALLED AND
MAINTAINED TO AVOID FLOODING OF THE ROADWAY OR ADJACENT PROPERTIES AND SiRUCTURES.
• A TWO INCH OVERfLOW CAP OR WEIR IS REQUIRED ON ALL CURB INLET PROTECTION DEVICES.
' TRAFFIC CONES, WARNING SIGNS. OR OTHER MEASURES SHALL BE INSTALLED TO WARM MOTORISTS Wr1EN THE
INLET PROTECiION MEASURES EXTEND BEYOND THE GUTTER LINE.
• 2'X9" WEIR PROTECTION:
BEND 'MRE MESH AROUND THE 2" X4" BOARD AND $TAPLE i0 THE BOARD. BEND N1RE MESH AROUND
THE BOTTOM OF THE BOARD, THE CURB OPENING, AND ALONG THE PAVEMENT TO FORM A CAGE FOR
THE ROCH.
ROCK BAGS SHALL BE PLACEO PERPENDICUTAR TO THE CURB, AT BOTH ENDS OG THE WOODEN GRAME,
TO DISRUPT THE FLOW AND DIRECT WATER INTO THE ROCK FILTER. STACK THE BAGS TWO HIGH IF NEEDEO.
• 2"X4" WIRE (HOG w1REJ wEIR PROTECTION
THE FILTER FABRIC AND WIRE MESH SHALL EXTEND A MINIMUM OF i2 INCHES PAST THE CURB OPENING ON
EACH SIOE OF THE INLET.
FILTER FABRIC SHALL BE PLACED ON 2" X a" WIRE MESH TO PREVENT THE TUBE FROM SAGGING INTO TME INLET.
ROCK BAGS ARE USED TO HOLD THE WIRE MESH AND FILTER GFBRIC IN CONTACT 'MTH THE PFVEMENT.
AT LEAST ONE BAG SHALL BE PLACED ON EITHER SIDE OF iHE OPENING. PnRALLEL TO AND UP AGAINST THE
CONCRETE CURB. THE BAGS FRE INTENDED TO DISRUPT AN� SLOW THE FLOW ANO ENSURE IT �OES NOT GO
UNDER THE FABRIG ADD BAGS IF NEEDED.
ROCK BAC$ �
2" GAP �
2"%6" W1RE MESH
FILTER FABRIC
SECURED TO 2'X4'
\//// ; � - � WIRE MESH
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���i .: WIRE ME2HGAP FIOR .e• //�%\�%�/2�x4 W1RE
/\�j' �� OVERFLOw BETWEEN j�\� MESH
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�\\..:� OF FABRIC .••. \n\�
"' W lI1K@1ri1SRD
& Associates, Inc.
CONSVLTING CNIL ENGMEERS ■ SURVEYORS
6)50 HILLCREST PVSA DRNE, SIIRE 215 (9)2) 490-)090
DALVS, iE%RS �5230 (91]) s90-�p99 FqX
7exas Engineers Registration No. 89
r.os s���yo�s Re9�:aar;o„ No. rooess-oo
COPYRIGHi O 2020, wnkelmann & Associates, Inc.
Sca�e : N.T.S Date : 12�27�2�
Dwq. F11e : 78702—ERO
,' �//��
EXISTING CURB
_. ��/��. INLET (ALL TWES)
ORT WORT CITY OF FORT WORTH, TEXAS
2"X4" WIRE WEIR
CURB INLET PROTECTION
EROSION CONTROL DETAILS
FORT WORTH, TEXAS
en
wq
REVISED 04-30-2021
01 57 13-D430
SHEET
16
12' MIN. FACE Of CURB
.�j��\� ��.
i\�%/��% :.��-.
�iSWM�""TecM1nicalManual Construc�ion Controls iSWM��"TecM1nical Manual ConsVuction ConVols
Rock Check Dams 2.1.1 Pllmary Use
• Slone shall be well gratletl wi�h slone size ranging trom 3l0 6 inches �in tliameter far a check tlam Check tlams are usetl in lang tlrainage swales or tlitches to retluce erosive veloci�ies. They are typically
height of 24 inches or less. The stone size range for check dams greater ihan 24 inches is 4 to 8 used in conjunction with other channel protection techniques such as vegetation Ilning anC Nrt
inches in tliameter. einfarcement mats. Check tlams provitle limitetl trea�ment lo setlimen�-latlen �ows. They are more
• Rock check tlams shall have a minimum lo dth of 2 tee� with sitle slo es of 71 or Flal�er. useful in retlucing flow velocitles �o acceptable levels for stablliza�ion methotls. Check tlams may be
P w� P - usetl in cambina�ion with s�one outlet setliment traps, where �he check tlams prevent erosian of lhe swale
Rock Bag Check Dams while the seaiment trap capmres sediment at the aownstream ena of the swale.
• Rock bag check tlams shoultl have a minimum lop witlth of i6 �inches.
• Bag leng�h shall be 24 inches to 301nches, wid�h shall be ib inches �0 181nches antl lhickness shall 2. �.2 Applications
be 6 inches �0 8 inches antl having a minimum weigh� of 40 powtls. Check tlams are typically usetl in swales antl tlrainage tli�ches along linear projects such as roatlways.
They ca also be used in short svrdles tlown a steep slope, such a wales tlown a highway
• Minimum rock bag tlam heigh� af 12 inches woultl consis� of one row of bags s�acketl on top oi two embankmenl �o retluce velocities. Check tlams shall not be usetl in live stream channels.
rows of bag. The dam shall always be one more rowwitle �han it Is hlgh, stacked pyremid fashlon. Check tlams shoultl be Ins�alled before the wnVibu�ing drainage area Is tlisWrbeq so as �o mitiga�e �he
• Bags shoultl be (Iletl wi�h pea gravel. (I�er stone, or aggrega�e Iha� is clean antl free of tlele�erious eRects on the swale from the increase in runoff. It [he swale itself is gratletl as pah of �he construction
material. activitles, check tlams are installed Immetllately upon <ompletion of gratling to cantral velocities in the
• Santl bags shall no� be usetl for check tlams, tlue to �heir propensity to break antl release santl tha� is swale until stabilization is compleletl.
transpohetl by the concentratetl 9ow in the tlrainage swale or tlitch.
. Bag material shall be porypropylene, polyethylene, polyamide or mnon burlap woven fabric, minimum 2.7.3 Deslgn CI'itena
unit weight 4-ounces-per-square-yartl, Mullen burst sirength exceetling 300-psi as determinetl by Genefal Cfitefia
ASTM 03]86, S�antlartl Tes� Melhotl for Hytlraulic Bursting Streng�h of Textile Fabrics-Oiaphragm
Bursting SVength Tester Method antl ultraviolet s�abiliry exceetling 70 percenL • Typically, �he dam height should be between 9 Inches and 36 Inches, depending on the material of
which lhey are made. The heigh� of the check dam shall always be less fhan one-third lhe depth of
• PVC pipes may be Installed through �he tlam to allow for mntrolled flow lhraugh �he tlam. Pipe �he channel.
nc„�Itl be schetlule 40 or heavier polyvinyl chloritle (PVC) having a nominal internal diameler of 2 . Oams shoultl be spacetl such lhat the lop af �he tlovmstream tlam is at the same eleva�ion as �he �oe
of the upstream tlam. On channel gredes flatler ihan 04 percent, check dams shoultl be placetl at a
Sack Gabion Check Dams distance tnat aiiaws sman poois m mnn between eacn cneck aam.
. Sack gabion check tlams may be used In channels wilh a mn�ribu�ing tlreinage area of 5 acres or . The �op of lhe side of lhe check dam shall be a minimum of 12 inches higher lhan �he mitltlle of the
ess. tlam. In atltli�ion, �he sitle of �he tlams shall be embetltletl a minimum of 18 Inches In�o �he sitle of �he
• Sack gablons shall be wrappetl in galvanizetl steel, woven wire mesh. The wire shall be 20 gauge dreinage tlltch, swale or channel to minimize the potential for �ows to erode arountl ihe sitle af ihe
with 1 inch tliame�er, hexagonal openings. dam.
• Wire mesh shall be one piece, wrappetl around �he rock, and secured lo itself on �he tlownstream • Larger flaws (greater than 2-year, 24-hour tlesign storm) must pass the check tlam wi�hou� causing
sitle using wire ties or hog rings. excessrve upstream Flootling.
• Sack gabions shall be staketl wi�h'/. inch rebar at a maximum spacing of �hree feet Each vnre sack • Check tlams should be used in conjundion with o�her setllment retlu<tion techniques prior �o
shall have a minimum of hvo stakes. releasing flow oRsite.
• S�one shall be well gratletl with a minimum size range from 3 to 6 inches In diameter. • Use geotexlile flter fabric under check tlams of 12 inches In height or greater. The fabric shall meet
�he following minimum criteria:
Ofganic Filfel TUbe Check Dams o Tensile SVength, ASTM D4632 Test Me[hod for Greb Breaking Loatl antl Elongation of
• Organic flter tubes may be usetl as check tlams in channels with a contribu�ing tl�ainage a�ea of 5 Geotexliles, 250-Ibs.
acreso�less. o PuncWre Rating, ASTM �4833 Test Melhotl for Intlex PuncWre Resistance of Geo�extiles,
• Organic (I�ertubes shall be a minimum of 121nches in tliameter. Geomembrenes, antl Relatetl Protluc�s, 135-Ibs.
• Filter material usetl vnthin Wbes to conshuct check tlams shall be limi�etl to mir, sVaw, aspen flber o Mullen Burs� Rating, ASTM D3786 S�antlard Tesl Me�hotl for Hydreulic Burs�ing SVength of
antl other organic ma�erial with hlgh cellubse <ontenL The material shoultl be slow �o tlecay or leach Tex�ile Fabrics-Diaphragm Bursting S�reng�h Tes�er Me�hoQ 420-psi.
nu[rients in s�antling wa�er. o F�oparent Opening Size, ASTM D4751 Tes� Methotl for Determining Apparent Opening Size of a
• S�aking of flter tubes shall be a� a maximum of 4 foot spacing antl shall alternate through the tube Geo[ex�lle, U.S. Sieve No.20 (max).
antl on lhe tlovmstream face of lhe Wbe. . Loose, unconfinetl soil, wootl chips, composl, antl other material �ha� can float or be transpohetl by
. Unless supersedetl by requiremenis In thls section, filter Wbes and flter material sha0 mmply with ihe runoR shall not be used to construct check tlams.
CheckDam CC-ib CM1eckDam CC-13
Revised 04I10 Revisetl OOI10
i5W M�"" Technical Manual ConsVuction ConVols ISW M�"' Techniwl Manual ConsiNction Conirols
2.0 Erosion Controls
2.1 Check Dam
axcxaairvc �a�es F�ow Uescrip�ion: Check dams are small
�3'Mi awa�MxMUMsoeovEe�� �—' I bar- -t gofl k ock
� Eaosorvcorvlaoi \ j ba �"9 I ec9 9 filt t b pl ced
. -L�_�� tl - ge I tlmc�h,
/ 9'�• They tl �he v I ty f II
. � � ---_ L .`\ � con t t tl � ws p-tl I tetl
. . y�M„� — �L bar f tl' ent d d the
� � � I po�enTal far eros on of �he swale or
. . . �� dtch.
HEEiF�OW
. � . KEYCONSIDERATIONS AVPUCATIONS
. [s(ivv)tiNcxon DESIGNCRITERIA:
� � o Perimeter Conhol
� �� rry oucHourecenr e� • Heigh�s beN✓een 9lnches antl 36 in<hes Slo e Pro�ec[ion
MUMovEauanrEuos � svnaNcaecoMMeNoeoav . Top of the tlownsiream tlam shoultl be at ihe sam
ELEVAiIONSNXL�OVERU.POry � � � mnrvuFncniaea eleva�lonasthe�oeof�heupsVeamtlam SedimenlBarrier
roP or �ovrFR ece. EC6ISOMETRIC PIAN VIEW AUVANTAGES / BENEFITS: Channel Protection
�?s� • Retlucetl velocities in long tlrainage swales or ditches Temporary Stabilization
. May be usetl wilh other channel protection measures Final Stabilization
s�EEr . Provides some setllment removal Weste Management
r`oW
l\ DISADVANTAGE5ILIMITATIONS: HousekeepingPractices
��—,_` �_ `\/ • Cannot be usetl in live stream channels
� . mmor Po�am9 �Ps�ream orme �ne�K aams Fe=0.30-0.50
. Extensive main�enance or replacement of Ihe tlams (Oepentls on soil type)
� m rncru�rt requiretl atter heary �ows or high velocity �ows
• Mowing hezartl from laose rocks if all rock is not removetl �MPLEMENTATION
at end of consiruction CON9DERATIONS
�� MNNTENANCE REOUIREMENTS: p Capital Casts
Inspec�regularly • Maintenance
• Remove sil� when il reaches approxima�ely % Ihe height
of the tlam or 12 inches, whichever is less O Training
EGBOVERLAPEXqMPLE p Sui�abili�yfo�Slopes>5%
TARLETEDPoLLUlANiS aherConsideretions:
G Setllmen� • None
� Nutrients & Toxic Ma�erials
o Oil 8 Grease
G Floa�able Ma�erials
Figure 2.] Schematics of Erosion Con[rol Blanketa
0 omerco�so-��uoowas�es
e�os�oo comroi ainoke�s ec�e ene�w oam cc-iz
aevisea omm Re��sea oano
EXH/B/ T B � 7 OF 22
"� Winkelmann
& Associates, Inc. EROSION CONTROL DETAILS SHEET
CONSVLTING CNIL ENGMEERS ■ SURVEYORS
6)SOHILLCRESTPWADRNE,SORE215 �9,�,.�_�oso NWC CHAPIN ROAD & ALEMEDA STREET
DALVS, iE%RS 5230 (91]) a90—�p99 FqX 17
7exas Engineers Registration No. 89
r.os =�,�,�,s Re9,sr,ar;o� �o ,00e66_oo FORT WORTH, TEXAS
COPYRIGHi O 2020, wnkelmann & Associates, Inc.
Sca�e : N.T.S Date : 12 27 2024
Dwg. File : 787�2—Ef��
Pro'ect No. : �87�2
wq
i5WM1°'TecM1nicalManual Core�ruc�ion Conhols
• Anchor Irenching shall be localetl along the top of slope of the installation area, except tor small
areas vnthlessthan 2 percenislope.
• Ins�alla�ion antl anchoring shall conform to �he recommenda�ions shown within �he manufac�urer's
published IltereNre for the erosiom m�trol blanket Anchors (s�aples) shall be a minimum of 6 inches
in leng�h antl 1 inch witle. They shall be matle of 11-gauge wire, or equivalent, unless Ihe ECB is
intendedto remainin place with fnalstabilization and biodegrede.
• Particular attention must be paitl to joinis antl overlapping material. Overlap along the sitles and al
lhe entls of ECBs shoultl be per Ihe manufacturer's recommentlalions for site contli�ions antl lhe type
of ECB being Inslalletl. At a minimum, lhe end of each roll of ECB shall overlap the next roll by 3 feet
antl the sitles of rolls shall overlap 4 Inches.
. At[er�mstallation,lhe blankets shoultl be checketl foruniform contactwith lhe soil, secu�i�y of�he lap
join�s, antlfNshness ofthe staples withthe grountl.
• When ECBs are installetl to assis� with establishing vegetatioR seetling shall be compleletl before
installation of ihe ECB. Criteria for seetling are provitletl In Section 29 Vegetation.
• Turt Reintorcement Mats shaultl be usetl insleatl ot ECBs for permanent erosion control antl for
stabillzing slopes greater than 2:1.
• ECBs are limi�etl to use in swales antl channels �hat have shear s�resses of less Ihan 2.0 pountls per
square foot Turt reinforcement mats shall be used In open channels with higher shear s�resses.
2.3.4 Design Guidance and Specifications
Speci(ications for construc�ion of Ihis item may be tountl In �he Stantlartl Specifications for Public Works
Construction- Nohh CenVal Texas Council of Governmenls, Sedion 207.15 Erosion Control Blankels
antl In Item 169 of the S�antlartl Specifca�ions for Construclion antl Maintenance oi Highways, Streets,
antl Britlges (TxDOT, 2004).
2.3.5 Inspection and Maintenance Requirements
Erosion control blanke�s shoultl be inspectetl regularty (a� leas� as oflen as requiretl by �he TPDES
Construction Generel Permil) tor bare spo�s causetl by wea�her or o�her evenls. Mlssing or loosenetl
blanke�s mus� be replacetl ar re-anchoretl.
Check far e setlimen� tlepasitetl from runoff. Remove setliment antl/or replace blanket a
ssary. In atlditlon, determine the source of ex<ess setliment antl implemenl appropriare measures ro
con�rol �he erosion. Also check for rill erosion tleveloping untler �he blankels. If found repair the erotletl
area. Determine �he source of water causing the erosion and atld mntrols �o preven� ils reoccurrence.
2.3.6 Example Schematics
The following schemalics are example applica�ions of �he consUuclion control. They are In�entletl ta
sist In untlerstanding ihe control's tlesign antl function.
The schemalics a not for cons[ruc[ion. The designer is responsible for working with ECB
anufacWrers to e re lhe proper ECB is specifetl basetl on the si�e topography antl tlrainage.
Installation measures shoultl be tllc�aletl by lhe ECB manufacturer and are tlepentlen� on the type of ECB
�installetl. Manufac�urers recommentlatians for overlap, anchoring, antl stapling shall always be followetl.
Criteria shown here are appllcable only when they are more stringenl than ihose provitletl by ihe
manufacturer.
Erosion Control elankets CG2J
ae��:ea oaim
iSWM�M TechnicalManual Construction Controls
2.3 Erosion Control Blankets
�.:.,.,, Descrip[ion: An conVol
- -- blanket (ECB) 5 otemporary,
� C tlegratlable, rolleds erosion conVol
� �, . product ihat reduces soil erosion antl
� assists in ihe establishmen� antl
growth o( vegetation. ECBs, also
�- �;� ^ s
�, known as soll ratentlon blankats, ar
Curb � nufa�cturetl by many p�
SV �\ Erosion ntl re ompose�d p' ly f
\ ConVo processetl na[ural g [' Is
.__ \\� ti� �� Blenke� �hat are woven gluetl � [ Ily
--_ ��-�� bountl toge�her wlh naNral fber
netting or mesh on one or both sides.
KEY CONSIDER.4170N5 APPUCATIONS
DESIGN CRITERIA: Perimeter Con[rol
• ECB selectetl based on slope,flow ra[e and length of Slope Protection
• Specify preparation of soil surtace �o ensure uniform Setliment Barrie
con�acl wi�h blanke� Channel Protec[lon
• Ins�alla�ion antl anchoring according �o manufac�urers
recommentla�ions Temporary Stabilization
AOVANTAGES I BENEFRS: Final Stabllization
• Holtls seetl antl soil in place until vege�a�ion is Mlaste Management
eslablishetl Housekeeping Practices
• ERective (or slopes, embankments antl small channels
DISADVANTAGESILIMITATIONS: F2=O.90(Grounamver)
. No� ro� �se o� smoes 9�eace� ma� zi o � �na��eis Fe=0.65
with shearstresses gree�erthen 2.� pountls persquare (Penmeterw/o vegefation)
foof
MAINTENANCE REQUIREMENTS: IMPLEMEN7ATION
• Replace or re-anchor loosened blankets ��NSIDERA770N5
• Remove setlimen� tlepositetl on blankets • Capi�el Cos�s
C Maintenance
7ARGETEDPOLLIf�ANTS o Training
• Sui�abili�y for5lopes > 5%
• Setliment
O Nutrien�s 8 Toxic Matenals Other Consitlerations:
O OII& Grease • Li/e expec[anry,partial
tlegretlafion.antl mowing/
O Floatable Ma�erials aintenanceissues /or
O OfherConsVuctionWaste ECBsleRin0laceaspartol
finalstebilization
Revisetl OOI10
XHIB/ T B�� 8 OF 22
w inxeimann
& Associates, Inc.
CONSVLTING CNIL ENGMEERS ■ SURVEYORS
6)50 HILLCREST PVSA DRNE, SIIRE 215 (9)2) 490-)090
DALVS, iE%RS �5230 (91]) s90-�p99 FqX
7exas Engineers Registration No. 89
r.os s���yo�s Re9�:aar;o„ No. rooess-oo
COPYRIGHi O 2020, wnkelmann & Associates, Inc.
Sca�e : N.T.S Date : 12�27�2�
Dwq. F11e : 78702—ERO
en
�iSW M�M TecM1nical Manual Cons�ruclion Controls
2.3.1 Piimary Use
Erosion conirol blankets (ECBs) ar used to holtl seetl antl soil In place until vegetatlon is established on
tlis�urbed areas. They can be usetl on many types o(tlisNrbetl areas, but are parficularly eRective for
slopes and embankmenis and In small drainage swales.
ECBs seetletl for vegetation may be usetl as a perime�er con�rol. When used in combination wi�h other
sedimen� barriers, such es siltfence ororganic fil�erNbes, blanke�s mey be usetl as a perime�ercontrol
wi[h or withou[ vegetation.
2.3.2 Applicafions
ECBs may be used on many types of dist�rbed areas but are most applicable on qrotlual to steep (2:1)
cuVfillslopes antl�in swales antl channels wi�hlowto motlera�e �ow vebci�ies. In Ihese applicationsthey
may provitle temporary s�abilize�ion by �hemselves o may be usetl wi�h seetling to provitle final
stabllization. ECBs are also used to establish vegetation In channels where velocities are lessihan 6.0
feetpersecond.
When seeded tor eslabllshment of vegetation, ECBs can be an eHective perimeter alon9lhe down slope
sitle ofllnearconsVuctlon projech (roads antl utilltles). ECBs with vegeta[ion are also used as perimeter
controls for new developmen�, particularty a� Ihe front on resitlen�iallots in new subtlivisions. ECBs are
an effective aid in establishing vegete�etl fil�er strips.
2.3.3 Design Criferia
• The tlesigner shall specify [he manufacNrer, type of er con[rol blanket ro be used, and
tlimensionetl limi�s o( �installation basetl on �he sile topography antl tlrainage.
• The type antl class of e control blanke� mus� be specifetl in wrdance with the
anufac�urers guitlencefor�he slope o(�he ereato be pro�ec�etl.�he flowrale (sheetflow on cWfill
slopes) or velocity (concentrdted �ow in swales) of stormwater runoff In contact in witM1 iM1e ECB, antl
[he anticipa[ed lengih ofservice.
. ECBs should meet [he applicable "Minim�m Pertormance S[andards for TxDOT" as publishetl by
TxDOT in i�s "Erosion Control Reporl" antllor be lis�etl on �he most cu ren� a ual "Approved
Produc[s List tor TxDOT" applicable to TxDOT Item 169 Soil Re[ention 8lanketnantl its Special
Provisions.
• ECBs shall be installetl verticalty tlown slope (across conrours) on cuUfll slo0es antl embankmenis
antl along�he conlours(parallelto flow)�in swales and tlrainage tlitches.
• ECBs designetl [o remain onsite as part of final stabllization shall have netting or mesh only on one
side (�he exposetl sitle) of �he ECB. The ECB shall be inslalled wi�h Ihe side thal tloes not heve
netting or mesh in contect with �he soil surtace. All materiels in the ECB, inclutling anchors, should
be 100 percen[ blotlegratlable withln [hree years.
• On cuVFlll slopes and tlrainage ditches or swales designetl to receive erosion con[rol blanke�s for
temporary or final stabiliza�ion, ins�allation of the ECBs shall be �iniliatetl �immedia�ely efler completinq
greding of�he slope or drainage way, end in no case laterthan 14 days afte� completion ofgratling
[hese features. �o not delay ins[allation of ECBs on ihese highly-erotlible areas until comple�ion of
construction ac�ivi�ies antl stabilization of�he remaintlerofthe site.
• Unless �he ECB is seedetl to establish vege�a�ion, perime�er control applica� ons shall be limi�etl �o
Ihihy toot wide tlrainage areas (i.e.linear consbuc�ion projec�s)(or an 8(oot witlih of ECB. When
seeded tor vegetation, u e of EC6s for perimeter conVol shall follow ihe criteria in ihe Section 3.15
VagetaYad Fil[ar 5lrlps end Bui/ers.
• Prior to the installation of the ECB, all rocks, tlih clotls, s�umps, roo�s, �rash antl any o�her
obsVuctions that woultl prevent the ECB from tying in dlreIX con�ac� with �he soil shall be removed.
Erosion ConVOI8lankets CG26
Revisetl 04I10
ISWM�M Tec�nicalManual ConsVuction ConVols
3.10.6 Example Schematics
The following schematics are example applica�ions of �he construclion con�rol. They are �intendetl to
assis[In understandingihe control's design antlfunction.
The schematics are not for construction. They mey serve as e stahing poin� (or creating e cons�ruc�ion
detail, butthey must be site adapted bythe tlesigner. In atldltion, dlmensions and notes appropriatefor
�he applica�ion mus� be atltletl by Ihe tlesigner.
Sil[Fence CC-146
Revised O4I10
EROSION CONTROL PLAN
FORT WORTH, TEXAS
wq
SHEET
�•
i5W M�"" TecM1nical Manual Conshuction Conhols
� Apparent Openin9 Siie, ASTM D4151 Test Metlrotl for Dete�m'ining Apparen� Open�ing Size of a
Geo[ex[ile, U S. Sleve No. 30(max) to No. 100 (min).
� Ulhaviole� Resisiance, ASTM DP355 Standartl Test Method for Deterioretion o( Geotextiles by
Exposure ro Ligh[, MoisWre, and Heat In a Xenon Arc Type ApparaWs, Mlnimum ]0 percent.
• Fence pos�s shall be steel antl may be T-section or L-sec�ion, 1.3 pountls per linear foot minimum,
antl 4 feet �in length m�inimum. Wootl pos�s may be used tlepending on anticipatetl leng�h of service
antl provitletl ihey are 4 feet in lengih minimum and have a nominal cross section of 2 Inches by 4
inches for pine or 2 Inches by 2 inches for hartlwoods.
. Silt fence shall be supportetl by s[eel wire fence fabric as follows:
0 41nch z 41nch mesh sire, W1 4l1 4, minimum 14 gauge wire fence fabric;
� Hog wire, 12 gau9e wire, small openings instelletl a� bottom of silt fence',
o Stantlartl 2�inc� x 2�inch c�ain link fence fabric, or
o Other weltled or woven s[eel fabrics consisting of equal or smaller spacing as that Ilstetl herein
antl appropriate gauge wire to provide suppoh.
• Silf Fence shall consis� of syn�hetic tabric suppohetl by wire mesh end steel posts set a minimum of
1-foot tlepYh antl spacetl not more ihan 6-feef on cen[er.
• A 6 Inch witle Vench Is to be cut 6 Inches tleep a[ ihe toe of the fence to allow fhe tabric fo be laid
below the surtace antl backfilletl wiU compactetl earih or gravel to prevent bypass of runoff untler ihe
fence. Fabric shall overlap a� abutting ends a minimum of 3 fee� and shall be joinetl such Ihat no
leakage or bypass occurs. If soil conditions prevenl a minimum toe-in dep[h of 6 Inches or Installation
of support post ro tlep[h of 12 inches, silt fences shall not �e usetl.
• Suffcient room for �he operation of sediment removal equipment shall be provitled behHeen the silt
fence antl o�her obstructions in ortler �o properly main�ain �he (ence.
• The las� 10 fee� (or more) at the entls of a line of sill fence shell be lumetl upslope to preven[ bypass
of stormwater. Additional upslope runs of silt tence may be neetletl every 200 to 400 Ilnear feet,
depend�ing on �he traverse slope along �he line of sil� fence.
3.10.4 Design Guidance and Specifications
Speci(cations (or construdion of �his i�em may be (ountl �in lhe S�antlard Speci(cations for Public Woilcs
Consiruc[ion - North CenVal Texas Council of Governmenis, Section 201.5 Silt Fence and In ihe
Stantlard Speci(cations for Construction antl Main�enance of Highways. Siree�s antl Britlges (Tx�ot
2004) I�em 506.2.J antl I�em 506.4.C.9.
The American Sociery Por Testing antl Ma[erials has establlshetl s[antlartl specifica�ions for sil� fence
ma�erials (ASTM D6461) antl sil� fence -installa�ion (ASTM D6462).
3.10.5 Inspection and Maintenance Requirements
Silt fence shoultl be inspec�etl regularly (a� least as o�en as requiretl by Ihe TPDES Const�uc�ion Generel
Permi�) for builtlup of excess setliment, untlercutlinq, sags, and other failures. Setllmen[ shoultl be
ovetl before i� reaches half �he heigh� of �he fence. In atldi�ion, tletermine �he source of excess
etlimen� antl �implemen� appropria�e measures to control the erosion. Damaged or clog9etl fabric mus[
be repaired or replacetl as necessary.
SiltFence CC-145
Revisetl 04110
i5W MTM TecFnical Manual Construc�ion ConVols
3.10 Silt Fence
oe:�.�pno�: n suo rence mnss�s oi
�---�, oa�mapearea geo�enae r�mm:�vaonea ny �.e me:n
aqre� �� �m netling orother backing s[re�chetl beNreen
. ag, metal posis wih iM1e low dg f Ihe
5 S%Fance � �bresecurelyembetltletl' - h inihe
/ sol. T�e fence -s typ Ily I ca�etl
�' tlovmslream of d'sturbeE a rcept
ShbitizeeArea .��� �unoM'n ihe fortn of she t A . A silt
knce provtles bo�M1 (Itrat tl �me hr
S�� setliment setting by retlucng �M1e velocty
1(EYCONSIDERATIONS APPLICATIONS
DESIGN CRRERIA: Per me�er Confrol
• Mas mum dra nage area of 0 25 acre per 100 I near feet ot silt Slope Protect on
fence Sedimen[ Barrier
• Maximum 200 fee� tlistance of �ow �o sil� fence; 50 fee� it
slope exceeds 10 percent CM1annel P�otec�ian
• Minimumfabricoverlapof3feetalabuttin9ends',joinfabricto TemporaryStabilization
preven�leakage
• Turnendofsil[fencelineupslopeaminimumofl0teet FinalS�abiliza�ian
• Install stone overPow structure at low poinis or spacetl at Waste Managemenf
approxima�ely300feetifnoapparentlowpoint HousekeepingPrac�ices
ADVANTAGESIBENEFITS:
. ewoom�wimeao:m�rea�:neeonow Fe=0.50-075
• Most eReclive wi�h coarse to silry mil rypes (Oepends on soil type)
OISAOVANTAGE51 LIMITATIONS:
. L'mtedeXectvenesswt�claysolstluetoclogging IMPLEMENTATION
• Localizetl ilood ng tlue to m nor pontling at ihe upslope sitle of �ONSIDERA110N5
tM1esitfence p CapiWlCosts
• Not for use as h k tl ' les or low areas subled to M_
cenirztetlfio ance
N�o�t for use wli 'S d' � g
prevent a m n mum [oe In p 7-
• d pih of 6-n h or'n tallat on of suppo� posis to a tlepih of
12-ncM1es G SUUblityk�5lopes>5°o
• Can fail sirucNrally under heavy stortn flows, creating
maintenanceproblemsantlretlucingeRecliveness O�M1erLonsitlera�ions:
MAINTENANCERE�VIREMENTS: • Ellectso{pondingorMe
redirection oiflaw anro
• Inspeciregularty aEjarentaieasantlpmperiy
. Repairuntlercutling,sagsando�Ferfencefailures
• Removesetlimen�beforeitreacM1esM1alt�M1eM1eigM1�oftM1efince
TARGETED POLLUTANTS
• Sediment
O Nuhien68ToxicMa�enals
O 0118 Grease
G FloaGble Materials
O OlherConstructionWastes
Sil�Fence
Revised 00I10
EXHIB/ T B( � 9 OF 22
"� w inxeimann
& Associates, Inc.
CONSVLTING CNIL ENGMEERS ■ SURVEYORS
6)50 HILLCREST PVSA DRNE, SIIRE 215 (9)2) 490-)090
DALVS, iE%RS �5230 (91]) s90-�p99 FqX
7exas Engineers Registration No. 89
r.os s���yo�s Re9�:aar;o„ No. rooess-oo
COPYRIGHi O 2020, wnkelmann & Associates, Inc.
Sca�e : N.T.S Date : 12�27�2�
Dwq. F11e : 78702—ERO
CC-103
ISW M�M Techniral Manual Construction ConVols
3.10.1 Primary Use
Sil� fence is normally usetl as a perime�er con[rol on �he tlown slope sitle of d�isturbetl ereas antl on side
slopes where stormwaler may runoff �he a� It is onty feasible (or no cenire[ed, shee[ ilow
conditions. It it becomes necessary ro place e silt fence where concen[retetl flows may be occur (e.g.
where hvo sill fences join at an angle, o r channels or gullies�, i� will be necessary �o
einforce the silt fence a� �ha� erea by a rock berm or entl beg bertn, or o�her s�ruc[ural measures iha[ will
supporl ihe silt fence.
3.10.2 Applications
Sllt fence is an economical means to Veat overland, non-concenireted flows for all [ypes of prqects. Silt
fences are used as perimeter conhol tlevices for both si[e tlevelopers antl linear (roatlway) type projecis.
They ere most eHec�ive wi�h coarse to silty soil lypes. Due to the potential of clogging antl limi�etl
effectiveness, silt fences should be used with caution In areas ihat have predominantly clay soil rypes. In
�his latlerinstance, a soils engineer or soil scientist should conflrm ihe s�itabiliry of sil[fence for [hat
application. Atltli[ional conlfols may be neetled �o remove fine sil�s antl cley soils suspentletl �in
stormwater.
3.10.3 Design Criteria
. Fences are to be wns[ructetl along a line of constant elevation (along a contour Ilne) where possible.
• Sil[ fence can In[ertere wiU consVuctlon operations; iherefore, planning of access rou[es onro ihe site
is cri�ical.
• Meximum tlrainage aree shall be � 25 ecre per 1001inear fee� of siltfence.
• Meximum flowto any 20 (oot section of silt (ence shell be 1 CFS.
• Maximum tlistance of Flow to sil� fence shall be 200 feet or less. If �he slope exceetls 10 percent the
flow dislance shall be less than 50 fee�.
. Maximum slope adjacenl lo the fence shall be 2:1.
• Silt fences shall not be usetl where lhere �is a concentra�ion of wa�er in a chennel, dreinage ditch or
swa e, nor shoultl it be usetl as a conVol on a pipe ouffall.
. If 50 percen[ or less soil, by weight, passes [he U S. S[andard Sleve No. 200; select the apparen[
opening sire (A O S.) to retain 85percen[ of Ihe soil.
• If 85 percen� or more of soil by weight passes Ihe U.S. S�antlartl Sieve No. 200, silt fences shall not
be used unless the soil mass Is evaluated antl deemed suitable by a soil scientist or geotechnical
engineer concerning ihe erotllbliry of [he soil mass, tllspersive characteristics, antl ihe potential grain-
size charac�eris�ics of Ihe material that is likely �o be ero0etl.
. Stone overFlow struc�ures or o�her outle� conVol tlevices shall be installetl at all low points along �he
fence or spaced a[ approxima�ely 300 feet'if [here Is no apparen� low point.
• F'il�er s�one for oveRlow sVuclure shell be 1 i'inches washed stone con�aining no flnes. Mgular
shaped stone Is prefereble to rountled shapes.
. Sil[ fence fabric must meet the following minimum criteria'.
o Tensile Streng�h, ASTM D4632 Tes� Me�hod for Grab Breaking Loatl and Elongation of
Geotextiles, 90-Ibs.
v Puncture Rating, ASTM D4833 Test Methotl for Index Punc�ure Resis�ance of Geotextiles,
Geomemb�anes, antl Relatetl P�otlucls, fi0-Ibs.
o Mullen Burs� Ra�ing. ASTM D3186 Stantlard Test Me�hotl for Hytlraulic 8ursting Strengih of
Textile Fabrius-Dlaphragm Bursting Strengih Tes[er Method, 280-psi.
SIItFence CC-144
Revised 04I10
i5W M�M TecM1nical Manual ConsUuction Controls
cE�M��HOEGHi FORFENCEPOST
v aeOVE Ex . �'TM) � � FE�E PoSi
oF RocK eacNF LL � w aM H EMeew,��r t
� 3� \ — IN
w �
�
iFErvcN F�RIciOE-iN
SILT FENCE EXAMP gE
FE CEON
%�s� r �
SILTFENCE
5 ONE / ��� pFSLiFENCE
13]9Fii[�LIiIX
Figure 3.28 Schematics of Sil� Fence
EROSION CONTROL DETAILS
FORT WORTH, TEXAS
SHEET
19
iSWM�M TecM1nical Manual Conslruction Conirolz
Table 3.9 Minimum Exi[ Dimensions
MIn.Wid�h MIn.Length
DIrt�u6MArea dExh ofExh
<1Acre i5feet 20feet
> 1 Acre but � 5 25 fee[ 50 feet
Acres
z s n�.es ao ree� so ree�
• Ifawheelcleaningsystemis�setl,�hewitllM1of[hes[abilixetlexi�mayberetlucetltofunnellrefficin�o
[he sys�em. Refer to Section 3.16 Wheel Cleaning.
3.11.4 Design Guidance and Speci(ications
Specifications for consVuction of this item may be fo�ntl In ihe Standard Specifications for Publlc Works
Consfruction - Norih Cenfral Texas Council oi Governmenis, Section 201.10 SWbillzetl ConsVuction
Enirance and in tFe Standartl Speciflcations for ConsVuction and Maintenance of HigM1ways, SVee�s and
9ridges (TxDOT 2004) Item 506 2.E antl Ilem 506 4 C 5.
3.7 LS Inspection antl Maintenance Requlrements
Cons[ruction exits shoulE be inspecteE regularly (a[ least as oXen as requireC by ihe TPOES Conshuction
General Permit). TFe stabilired consVuction exit sFall be maintained In a condllion Na� prevenh hacking
or ilow of sediment onto paved surfaces. Periotlic re-grading antl top dressing with adtlitional s�one mus�
be done to keep iFe efficiency of [he exit from tliminishing. The rock shall be re-gatled wM1en ru6
appear. Adtlltional rock shall be added when soil Is sM1owing iM1rough iFe rock surface.
AdGitionalconirols are needed ifinspec[ions reveala properlyinslalletl and maintainetl exi�, butVacking
of soil ou�side Ihe conshuction area �is still evitlenL Adtli�ional mn4ols may be daily sweeping of all mil
spilletl, tlroppetl, or tracketl on�o public righ�s-of-way or �M1e �ins�allation o� a wtieel cleaning sys[em.
3.11.6 Example Schematics
TM1e following scM1ematics are example applica�ions of Ihe cons�ruc�ion conhol. TM1ey are in�endetl �o
assis� in untlers�anding �M1e conhol's tlesign antl func�ion.
The schematics are not for consrcunion. They may sene as a s[arting point for creating a construction
tletail, but �hey mus� be si�e atlap�etl by �he tlesigne�. In atltli�ion, tlimensions antl no�es app�opria�e tor
iM1e application must be atltletl by tFe designer.
eee:ee oano�w�eo� E.e cweo
ISW M�M TecM1niwl Manual Conslruction ConVols
3.11.1 Primary Use
Stabilizetl coretruMion exi[s are usetl ro remove soil, mutl antl other matler hom vehicies ihat drive oH of
consVudion site onro public sireets. Stabilizetl exits retluce Ihe neetl to remove sed'iment from sheets.
W M1en usetl property, �M1ey also con�rol ��af(c by tlirec�ing veM1icles a single (or iwo fo� la�ge� si�es) loca�ion.
Controlling traffic onto antl off of ihe site retluces iM1e number antl quantity of tlisturbetl a and
provitles pro�ec�ion foro�hersetlimen[conhols by tlecreasing�he po�en�ial forvehlcles[o tl�iverove�Ne
control.
3.112 Applications
Stablllretl conshuction exics are usetl on all consiruction sites with a disWrbetl area of one acre or larger
and are a recommendeE practice for smaller construction si[es. A stablllzed exil ls usetl on intlividual
esitlentiallots untilihe driveway is placed. Stablllzetl consVuc[ion exits may be used in conjunction
with wM1eel cleaning systems as describetl In Secfion 3. )6Wheel Cleaning Sysfems.
3.11.3 Design Crite�ia
• Limitsi[eaccesstoonerouteduringconsirudion,ifpossible',�voroutesforlinearantllaryerprojeds.
• Prevent Vaf(c from avoiding o shortcutting iFe full IengiM1 of [he co i[ by Installing
barriers. Barriersmayconsis�otsilttence,consVuctionsafetytencing,orslmllarbarreiers.
• Oesign IM1e a s poin��s) �o be a� Ihe upslope sitle of ihe cons�ruction site. Do no� place
wnsVuc�ion access a� Ihe lowest poin� on �he mnsVuction si�e.
. Stablllred consVuction exits are ro be construcfed such tM1at tlrainage across �he exil is directed to a
Volletl, stabilired oullet onsite with provisions for storage, proper Flltration, and �emoval of wash
• Theeexi� mus� be slopetl away from �M1e pavetl surtace so Na� s�ormwater trom tM1e si�e tloes no�
tliscM1arge �M1rougM1 �he exi� onto roatlways.
• Mlnimumwidihofexitshallbei5feet.
• The consiruction exit ma�erial sM1all be a m m(hickness of 8�incM1es. The stone or recycled
mncre�e usetl sM1all be 3 to 5�inches in size with litlle or no (nes.
• Thegeotextiletabricmustmeet�Fefollowingminimumcriteria:
= Tensile SVengiM1, ASTM 04632 Test Method for Grab Breaking Loatl and Elongation of
Geotextiles,30016s.
� PuncWre Shengih, ASTM D4833 Tesl Methotl for Index PuncWre Resistance of Geotextiles,
Geomembranes, and Related Products, 12016s.
o Mullen Burst Rating, ASTM 03]Bfi Stantlard Test Method for Hytlraulic Burs�ing Sireng�F of
Textile Fabrics-Olaphragm Burs[ing SVeng�F Tester Me[hod, 600 psi.
� Apparent Opening Sire, ASTM �4]51 Test MetFotl for De[ermining Appa�ent Opening Size of a
Geo[extile, U S. Sieve No. 40 (max).
• Rock by i�self may no� be sufficien� �o remove clay soils from wM1eels, par�icularly In we� condl�ions.
When ne ssary, vehicies must be cleaned to re sediment prior to antering paved roatls,
sireets, or parking lots. Refer to SecHon 3. �6 Wnee� Geanin9 5ystems for adtllllonel conirols.
• Usingwa�ertowashsetlimentfromstree�sisprohibi�etl
• Mlnimumdimensionsforiheslabillzedexitshallbeasfollows'.
Re�s�ea oan��o-�n�a� e.,e caiae
ISW M�M TecM1nicel Manual Conshuclion Canlrols
ISW M�M Tachniwl Manual ConsVuction ConVols
3.11 Stabilized Construction Exit
;,
cP � � S[ blzetl
�0 � � Con t tonExit
�j� � _... ....; I.
e i / /��as
� �� L2ngth .
KEYCONSIDERATIONS
vMicF correla eseb9imlFlc�volume o s¢e o� tlisturbetl
SroneM3ro5in tan Y
• AdE a wM1eel clean'ng syztem wM1en inspections reveal ihe
s�aen��a e.�� aoes �o� a,e�e�r o-a�kmg
Direcis Iraific�to a�conirolletl access Oo nt�
• Proted�z ofl�er sed'ment conirols by I'ming I�e area
• EXecO ene apd OendeN onTlm!f'n9 �n9resz and e9ress b
:we��r�:aa a.n
aay:onromo�9,wn��imivm�rei�o�e��ro�: �remOVe
aHceReouiRemervrs:
re9�larlyfi �he �oiJ area between tM1e
racks is visible on iM1e surface,
• Penotlicall��re9�tla anE bp Erass wi1M1 atltlltional sbna �o
TARLETEDPOLLIRANiS
G Setliment
O Nutnents&ToxicMaleriels
OII 8 Grease
D p A b'I' d
p d f h tl
yltl h k
' I pl d g �I (ler
I F d'Idg 'I d F tlbs
f [o e d
veh'cle tr prior u�ng [he
t cton t. Th blect �s to
'' e eh t k g f so;l o
publ'c ro d ays Wnere -t -II be
APPIIG110N5
enme�erConhol
Slope Pro�ection
Setlimen� Berti¢!
CM1annelPro�ection
Temporary Stabllizatlon
as e enlagement
Housekeeping Prac�ices
Fe=NIA
IMPIfMENTATiON
CONSIDEFATIONS
cannaico:m
Maintenance
o r�a�omg
o SuitebilirybrSlaDes>5%
. �erNonesiJeraOans.
XH/Bl T B(20 OF 22
w inxeimann
& Associates, Inc.
CONSVLTING CNIL ENGMEERS ■ SURVEYORS
6)50 HILLCREST PVSA DRNE, SIIRE 215 (9)2) 490-)090
DALVS, iE%RS �5230 (91]) s90-�p99 FqX
7exas Engineers Registration No. 89
r.os s���yo�s Re9�:aar;o„ No. rooess-oo
COPYRIGHi O 2020, wnkelmann & Associates, Inc.
Sca�e : N.T.S Date : 12�27�2�
Dwq. F11e : 78702—ERO
en
�� � �,�s s� �
w�a
CuculATorvs / �/ '/ �
ROPD o /
�
� � noN �
`ewsrir�ccAnoe F��reRrnaAic anveosur+r
Figure 3.29 SCM1ematics of S�abilizetl Conshuc[ion Exit
SteblllzeE Conziructlan Exlf CG�51
EROSION CONTROL DETAILS
FORT WORTH, TEXAS
wq
SHEET
� 0
Drainage Calulations 1 (Fully Developed)
RUNOFF
�RNG. AREA COEFFICIENT 11 qi ii 4��� I��m Qinn
AREA (AC.) � (IN�HR) (CFS) (IN�HR) (�FS) (IN�HR) (CFS)
ix I 1.vo I oeo I a.oe I a.ze I esi l e.xe I sza I e��a
25 I 1.]80 I 0.90 I 4.06 I 3.33 I 6.51 I 5.33 I 9.24 I 7 57
26 0.910 0.90
Natc
4'x4'G.i. @SA6
4'x4' G. i. @ SA6
4'x4' G.i. @ SAG
4'x4' G.i. @ SAG
4'x4' G.i. �v SA6
4'x4' G.i. @ SAG
10' CI. on 6rade
S' C.I. @ SAG
5'CI. @SAG
5' C.I. �V SAG
S' C.I. @ SAG
5' C.I. @ SAG
5' C.I. @ SAG
5'CI. @SAG
10' CI. on Grade
10' CI. on Grade
io' c. i. �u sa�
io' c. i. �u sa�
10' C.I. @ SA6
10' C.I. @ SA6
10' C.I. @ SA6
10' CI. on Grade
10' C.I. on Grade
5' C.I. @ SAG
4'x4' G.i. �V SAG
4'x4' G.i. @ SA6
4'x4' G.i. @ SA6
4'x4' G.i. @ SA6
4'x4' G.i. �i� SAG
4'x4' G.i. @ SAG
4'x4' G.i. @ SAG
4'x4' G.i. @ SAG
5'CI. @SAG
5'CI. @SAG
5' C.I. @ SAG
5' C.I. @ SAG
5' C.I. �V SAG
5' C.I. @ SAG
5' C.I. (� SAG
Drainage Calulations 2 (Fully Developed)
DRN6. AREA RUNOFF Il Ql I.� Qla I�,� Qlao
AREA (q�) COEFFCCIENT (IN/HR) (CFS) (IN/HR) (CFS) (IN/HR) (CFS) Note
42 0.250 0.90 4.06 0.91 6.51 1.46 9.24 2.08 5'CI.@SA6
43 0320 0.90 4.06 1.17 6.51 1.87 9.24 266 5'CI.@SAG
44 0.090 0.30 4.06 0.33 6.51 0.53 9.24 0.75 5' C.I. @ SA6
45 0.210 0.90 4.06 0.77 6.51 1.23 9.24 1.75 5'CI.@SA6
46 0.2]0 0.9� 4.06 0.99 6.51 1.58 9.24 L25 10'C.I.on6rade
47 0.630 0.90 4.06 2.30 6.51 3.69 9.24 5.24 10' C.I. on 6rade
48 0.4G0 0.90 4.OE 1.G8 G.�l 2.]0 9.24 3.53 10' C.I. on Gratle
49 0.230 0.90 4.06 0.84 6.51 1.35 9.24 1.91 5' GI. (a1 SA6
4'x4' G.i. �v SA6
4'x4' G.i. (d SA6
GO 1.930
61 1.270
62 1370
63 1.420
64 0.3 W
G� O.1G0
�� o.sw
G7 0.920
68 0.950
69 O.S80
70 1.230
71 0.�30
]2 0.2�
]3 0.240
�a ano
75 0.110
0.90
0.30
0.90
o.eo
0.90
o.eo
o.eo
0.90
0.90
0.90
0.90
0.90
o.ea
o.eo
o.eo
0.90
������
' �'� '�" ��' ��
' ��' �����
������
�� '����
'������
'������
������
' ��' �' ����
' ��' �����
� '�����
����'' ��
������
������
Sd C.I. @ SAG
10' C.I. @ SA6
10' C.I. @ SA6
10' C.I. on 6rade
5'C.I.@SAG
� C.I. �N SAG
4'x4' G.i. @ SAG
4'x4' G.i. @ SAG
4'x4' G.i. @ SA6
4'x4' G.i. @ SA6
4'x4' G.i. @ SA6
5'C.I.@SAG
5' C.I. �i� SAG
s� c i. �a sn�
5' C I. [ SAG
5'CI.C�SAG
80 0.280 0.90 4.06 1.02 6.51 1.64 9.24 2.33
Sl 0.110 0.90 4.06 0.40 G.51 0.G4 9.24 0.91
82 3.650 0.30 4.06 13.34 6.51 21.39 9.24 30.35
S3 1.980 0.90 4.06 7.23 6.51 11.W 9.24 1G.47
"� Winkelmann
& Associates, Inc.
CONSULTMG CIVIL ENCINEERS • SURVEYORS
. suirE zis (s�2) aso-�o90
(e�z) aeo-�o99 rnx
iexas5�En9ineers Re9�sfrafion rvo 89
lexas Surveyors Regishation No_ )00866-00
COPMIGHT O 2020. Winkelmonn & Associafes. lnc
scale : N.T.S Date : 12 27 2024
Dwq. File : 78702- DAM
5' C.I. @ SA6
10' C.I. on Gratle
Detention Pond 2 EXHIBI T B(22 OF 22)
Detention Pontl 1
SITE DRAINAGE AREA MAP- SH�,�,T
FORT WORTH, TEXAS
22� �
RW6
NOTE FROM FALKOFSKE: This plan was
developed directly from WINKLEMANN &
ASSOCIATES, INC. POND GRADING PLAN
(PRIVATE) DATED DECEMBER 26, 2024
SHEET NO. C-24.05. This plan is for the sole
purpose of showing what retaining wall
sections to use where and to comment on
the site as necessary with regards to the
retaining walls. Contractor shall review final
Civil Plans for other notes with regard to the
site prior to constructing Masonry Stone
Retaining Wall.
� FALKOFSKE ENGINEERING, INC.
GENERALNOTES
1. Design
1.1. Design Codes
IrRerna�ional Building Code, 2015 Edition
1.2. Geotechnical Report
Firm: Reed Enoineerinq Group
ReporiNo. 23809 Dated: October,2021
Allowable Bearing Capacky 2500 osf and 4000 psf
1.3. Design Parameters
Soil Parame�ers:
Sol Type' Friction Mgle Gohesion (psf) llnd WeigM (pcf)
Rateined Bac�ll (On sita clay) 28 deg 0 psf 120 pcf
Founda�lon Solls (2600 psQ 28 deg 0 psf 120 pof
Foundation Soils (4000 ps� 35 deg 0 psf 135 pcf
'See materials below for a descrip�ion of each Soil Type.
Factors of Safety:
EMernal Stabiliry
Minimum Factor of Salety Against Base Sliding (Static Condition) 1.5
b. Minimum Fac�or of Salety Against OverWrning 2.0
Minimum Factor of Satety Agains� Global Stabiliry 1.5
d. Minimum Factor of Safety for Bearing Capacity 3.0
Deslgn Loading:
Lateral earth pressures are calculated using Coulombs Lateral Earth Pressure Theory. Designs have been pertormed to accept loading
per ihe proposed loading conditions based on the Civil Grading Plans. A live loading of 250 psf has been used for all walls supporting
areas sublect to frelane loading.
Retaining walls should not have solid fence (such as wood fence) placed on mp of wall other ihan that shown on these plans. Retaining
walls shall not have additional surcharge placed above wall other than ihat shown on ihese plans. Retaining walls shall not have slope
a� base or top of wall �hat exceed �hat which is shown on �hese plans. The retaining walls no�ed above require special design.
2. Materials
2.1. Soil Types
Retained BacMill
On site dayey soils
a.b. Properly compaded orvsi�e fill soils, verifiw�ion by o�hers.
b. Foundation Soils ( Allowable Bearing = 2500 psf min)
b.a. Bearing on Hard NaNral Undisturbed Clayey or Sandy Soils
b.b. Friction Mgle between Base of Wall and Soil-19 deg
Foundation Soils ( Allowable Bearing = 4000 psf min)
Bearing on Bedrock
c.b. Friction Mgle between Base of Wall and Soil-23 deg
c.c. Bedrock Passive Pressure at �oe =400 psf
d. Drainage Ma�erial
d.a. Free draining granular backfill, dean, nonplastic, relatively wel4graded.
2.2. Dimension Stone
Average Densiry of masonry wall varies hom 135pcf �0 145pc(.
b. S�one size varies from 4" to 18".
Face stone shall be coordinated between conVacmr and ownerldeveloper.
d. Recycled concre�e 4" �0 18" may be used in place of dimension stone, wn�rac�ore op�ion.
2.5. Rebar/Welded Wire Fabric (If Required)
All steel reinforcemeM shall be new bille� s�eel conforming �o ASTM A-615, Grade 60 wi�h ty=60ksi.
b. All reinforcement shall not have deleterious material on it.
c. NI welded wire fabric shall have minimum ty=65ksi and be ho� dip galvanized.
2.4. Drainage Materials
Weep pipes shall be PVG or corrugated HDPE pipe.
b. Drainage zone shall be separated from retained bac�ll by miraf 140N flter fabric or
approved equal.
2.5 Portland Cement Mortar for Retaining Wall Construction.
The pohland cemeM mortar used for construction of the masonry stone re�aining walls shall be provided wi�h �he following proportions
per cubic yard of concrete. The ponland cement mortar supplier shall provide "batch tickets" dearly indicating that the appropriate
oun� of ma�erials are provided in each truck load. The batch �ickets shall dearly indicate the amoun� batched, �he da�e, the project
name and shall be provided to Falkofske Engineering, Inc. for review, documenta�ion, and file.
Con�erRs Amoun� per cubic yard Specifc Graviry Volume ft^3
Type 1 Portland cement 451 Ibs 3.15 229
TypeFFlyAsh 113 Ibs 2.93 0.62
FineAggregate(sand): 274616s 259 16.99
Potable Wa�er 367 Ibs 44 Gallons 5.88
Sika Air (or equivalent) (AS REQ'D) oz 4.5% 122
z7.o Total
Note: �he portland cement mohar supplier material weigh�s may vary sligh�ty based on �he specifc gravky of �he ma�erials used.
Concrete retarders may be used atthe discretion ofthe masonry wall conhactor. A greater amount of retarder is typically used during
ho� periods and a less amount of re�arder isrypically used during cool wea�her.
Please note that the above proportions will provide a portland cement mortar with a compressive sirength of about fc =2500 psi.
Falkofske Engineering, Inc. does not require any wncrete tes�ing provided the above propoNions are verified by way of �he "ba�ch
tickets".
3. Construction
3.1 Preparation Work
a. Priorto grading or excavation of the si�e, confrm the lowtion of �he retaining walls and all
underground feaNres, including Nili�y bca�ion wi�hin the area of cons�ruc�ion. Ensure
unding shucNres are protected hom eRecis of wall excavation, and consvuction.
b. Coo�d�inate �installat�ion oi underground Nili�ies and other improvements wi�h wall ins�alla�ion.
STRUCTURAL ENGINEERING CONSULTANTS
3.2 Ezcavation
a. If a mortared foo�ing is over-excava�ed, then �he dimension stone shall be placed mortared. If a
dry stone footing is over excavated, then ihe dimereion stone does not need to be monared.
b. Fill over-excavated area in hont of the wall footing wRh compacted on site soils before the wall
onstruc�ion exceeds 4fee� in heigM.
c. In areas where the walls are installed in a cut, the required excava�ion shall e�end horizoMally to
ihe e#ent of ihe width of ihe retaining wall. The wall may be built m ihe cuL If ihe wall is over
cut, ihen soil shall either be compacted or the drainage zone may be widened.
3.3 Wall Construction
a. The wall shall be wnstructed �o the dimensions as shown on these plans. FrorR leads, back
leads,and s�ring lines shall be set for each walL Care shall be �aken �o install �he mohar zones
ihe correct ihickness, and to place drainage behind ihe wall as required.
b. Control joinis shall be installed at a maximum of 16'-0" o.c. per ihese plans.
c. Weep pipes shall be placed a� 8'-0" o.c. max.
d. Face rock �ype shall be coordinated benveen �he archi�ect, owner, and re�aining wall contractor.
3.4 Retained Backfill Placement
a. Retained bac�ll shall be placed per the recommendations of the geotechnical engineer, but
should no� be less �han 93% S�andard Proc�or Maximum Dry Densiry (ASTM D698).
b. Fill should be placed in maximum 8" thick compacted IiRs.
c. Large compaction equipment (equipment heavier than 7,50016) shall remain a minimum of 1 Sx
�he heigM of �he wall away hom the back of �he wall for a period of 2 weeks from �he �ime of
onstruc�ion.
d. After a period of 2 weeks from ihe time of consVuction large compaction equipment may be used
behind �he wall but shall s�ay a minimum of 5'-0" avrey from �he back of the wall.
e. Soil placed wi�h in 5'-0" of �he back of �he wall shall be placed using handheld compac�ion
equipment.
f. If ihe wall is in a cut situation the wall may be built up m the cut. If the wall is overcut the drainage
may be widened to �he cN or compacted fll may be placed belween �he drainage zone and
ihe cut.
3.6 Retaining Wall Pertormance, Maintenance, and Other Comments
a. CorRrol joinis are provided in the retaining wall m allow Por minor movements due m settlement
and shrink swell ofthe soils. Some cracking may occur in the face of �he retaining wall. This
raoking, If minor Qessthan 3I8"), may be wsmeHcalty repalred as daslrad.
b. The retaining walls are designed m allow surtace water m flow over ihe tops of ihe retaining walls.
Care should be �aken during and after construc�ion �o not allow water �o pond behind the retaining
walls, as �his can have a nega�ive impac� on the stabili�y ofthe re�aining walls.
c. If downspouts are located nearthe back of ihe retaining wall they should eRher be plumbed
�hrough �he retaining wall to drain below �he wall or wllec�ed and �ied in�o �he storm sewer
system. Pertora�ed subsurface pipes shall not be used behind the retaining walls.
d. Positive drainage over ihe top of ihe walls shall be maintained ihroughout the life of the sVucture.
If swales are placed behind the wall they shall remain clean and free draining. If water isfound to
be ponding in the swale it shall be fxed �o allow water �o heety drain as soon as possible.
e. Any broken sprinlders behind ihe retaining wall shall be Nrned off and repaired as soon as
possible.
3.7 Cold Weather Construction of Retaining Walls
Cons�ruc�ion Requiremenh for�emperotures be�ween 40°F antl 12°F:
a. Water and aggregates used in mohar shall not be hea�ed above 140°F.
b. Mortar sand or mixing water shall be heated m produce monar temperaNres behveen 40°F and
120°F at ihe time of mixing.
Cons�ruc�ion Requirements for�emperotures be�ween 32°F antl 25"F:
a. The guidelines above for construction requiremeMsfor �emperetures be�ween 40°F and 32°F and
ihe following shall be met.
b. The mor�ar �emperoture shall be main�ained above heezing un�il used in masonry stone retaining
wall.
c. Usible ice and snow shall be removed hom �he �op surtace of existing foundations and masonry to
do' onstruction. These surtaces shall be heated to above freezing, using methodsthat
�me�es�u i� aamaae.
d. Newly consvucted masonry shall be completely covered with weather-resistive membrane for 48
hours afler being completed.
Consiructlon Requlrements fortemperatures between 25°F and 20'F:
a. The guidelines above for conshuction requiremenisfor temperaNres between 40°F and 32°F, ihe
onstruction guidelinesfor �emperatures be�ween 32°F and 25°F, and �he following shall be me�.
b. Masonry (raw stone) surtaces under wnstruction shall be hea�ed �0 40°F.
c. Wnd breaks or endosures shall be provided when the wind velocRy exceeds 15 miles per hour.
d. Newly consVucted masonry shall be completely covered with weatherresistive insulating blankets,
or equal protection, for 46 hours after being completed.
The above procedures comesfrom sec�ions 2104.3.2.1, 2104.3.2.2, 2104.3.2.3, 2104.3.3.3, and 2104.3.3.4
of �he In�emational Building Gode, and is in compliance wi�h Masonry S�andards JoiM CommiVee
recommendations for cold weather consVuction of masonry strucNres.
4. Construction Observations
4.1 Construction Observations by Falkofske Engineering, Inc.
a. Falkofske Engineering, Inc. will pertorm construction observation, but only as a means
of verification of the contractors qualtty con[rol performance.
b. Falkofske Engineering,lnc. will actasthe Speciallnspectorfor[his project. Contrac[or
shall contact Falkofske Engineering to set up inspections, at least 1 day before
onstruction starts.
c. All required materials testing shall be pertormed by an approved materials testing
laboratory.
d. Falkofske Engineering, inc. is not responsible for means, methods, and material
furnished by the retaining wall contractor.
4.2 Construction Observations by Others
a. Construction observations as required by the city shall be coordinated by the contractor.
MASONARY RETAINING WALLS - NOTES Job: 764.21
SHEET
WINKLEMANN AND ASSOCIATES WESTWORTH COMMERCE CENTER Date: 01-23-25
6750 HILLCREST PLAZA DR. #215 NWC ALEMEDA STREET AND CHAPIN ROAD
DALLAS, TEXAS 75230 FORT WORTH, TEXAS By: SC
RW1-1
Scale: NTS
� FALKOFSKE ENGINEERING, INC.
POSi
BY OTHER
PVC SLEEVE FOR
POST � AS REQ'D
BY OTHER
NOTE: DURING INSTALLATION OF
— �— HANDRAIL POST IF SLEEVE
LOCATION DOES NOT MATCH
POST LOCATION IT IS
PERMISSIBLE TO CORE DRILL
THE 1'-8" DEPTH.
� WALL SECTION W/HANDRAIL POST
RW1-2 CONTRACTOR OPTION "r�
e'-o" Mnx.
PROVIDE 3" DIA.
WEEP HOLE
����pq8 aWNER OR BUILDER $ o g pgB
' S�o$B°RBe8 a�8 � �� °s _
� ��
� �
PROVIDE CONTROL JOINTS � i6'-0" O.C. MAX.
2 TYPICAL PLAN VIEW AT BASE
RW1-2 ".
STRUCTURAL ENGINEERING CONSULTANTS
4. ,.,,.,
X,P7pA�NN51
MATERTAL M RTAF
�
�
A
RW1 N.T.S
3 TYPI A P N I W AT RN R
RW 1-2 N.Ts.
BATTER CAP
BACK OF CAP
FRONT OF CAP
FACE OF L
RETAINING WALL
WALL
HEIGHT
TOE OF WALL
IBEDMENT —I I I—I I I
DEP_TH ���—��
H E�� �_
DEPTH
FOUNDATION SOILS
BASE WIDTH
I I I—I I li �� /
SHOULDER OF YIALL
���—� �
�—� � �— �
I�I—I
BACK�F WALL
—I I I I R AINED BACKFILL
��I�j�
/
/ �� FAILURE WEDGE
55'
HEEL
LEGEND
MASONARY RETAINING WALLS - NOTES Job: 764.21
SHEET
WINKLEMANN AND ASSOCIATES WESTWORTH COMMERCE CENTER Date: 01-23-25
6750 HILLCREST PLAZA DR. #215 NWC ALEMEDA STREET AND CHAPIN ROAD
DALLAS, TEXAS 75230 FORT WORTH, TEXAS By: SC
RW 1-2
Scale: NTS
� FALKOFSKE ENGINEERING, INC.
HANDRAIL IF REO'D
BY OTHERS
RE: 1/RW1 AL50.
TIGHttY FITTED STONE
FULLY MORTARED REQUIRED
POINT ALL FACE
STONE JOINTS
FACE STONE PER OWNER �6
1
3' DIA. WEEP HOLE
O B'-0" O.C.
6' MIN. ABOVE GRADE
FINISHED GRADE
SLOPE 1V:8H MAX.
REFER TO CIVIL
FOR FINAL GRADING.
—III—III IIIIIIIIIII
I—I I I—I I I—I I I—I I I—I
I-IIII III—III—IIII
� _' � 1=1�I II I I I-1
STRUCTURAL ENGINEERING CONSULTANTS
A T
� REp D
SIOPE �.
�����
4" TOP SOIL & 1'-8"
CLAY CAP AND
COMPACTED ON SITE
SOIL.
BACK FACE MAY BE
IRREGULAR
FILTER FABRIC AROUND
DRAINAGE ZONE, MIRAFI
140N OR APPROVED EQUAL.
COMPACTED, OR EXISTING
ON SITE SOIL.
CONTINUOUS GRAVEL OR
CLE4N FREE DRAINING
ROCK, SEE RW1 GENERAL
NOTES. REFER TO A/RW6
FOR DRAINAGE ZONE ON
WALLS 4'-0" OR LESS
IN HEIGHT.
FILTER FABRIC OVER END OF
WEEP PIPE
COMPACTED SOIL
BELOW WEEP PIPE.
��� I II- �z" T� Z<� FILTER FABRIC AROUND
I-1I1=1I1=1I I I I- D2nINAGE POCKEi.
B � �IIIII�II11=111 II
� �� �� �
3" �IA. WEEP HOLE
� 8'-0" O.C. GRAVEL OR CLEAN ROCK
CHIP POCKEf, 9" DEEP.
A DRAINAGE POCKET
RW6 WALLS 4'-0' ❑R LESS
WSONRY lALL SCXdDULd
ssoo sa - eweac uv�cm Mdxn x�runei uxnisroneao sou.s
OR COIPI4T8D dND TJ3ldD 801G4 S88 QfM8R1l N0189 3fldMry �RyI11
HEICHf W9¢ roE OFFlX (TOFJ OEPIM (XFEL) �nElf ypR�OqEp 1HICMlF55 R�11L�GE Z� 6F�AHfr
H B B1 C C1 A ZEE T G �A�m
1'-0' 1'-2' D'-2� 1'-0' 0'-3' 0'-2' 1'-0' SEE A/RWB
2'-0' 1'-4' 0'-4' 1'-0� 0'-3� 0'-�' 1'-0' SEE A/RWB
3'-0' 1'-9' D'-8' 7'-0� 0'-4' 0'-8' uoq�inFn 1'-3' SEE A/RW6
<�-0' 2'-1' D''7' 7''Y 0'-5' 0'-e' uox�inm 1'-8' SEE A/RW6
5'-0� 3'-D' D'-8' 1'-8' 0'-7' 0'-10� uox�inm 2'-4' 1�-U� 2500 pef
8._�. 3�_6. p�_9. Z._p. ��_8. �._0. � Z�_9. ��_�.
�._Q. ��_�. ��_�0. 2._6. ��_9. �._Z. 3�_3. ��_�.
8._Q. �._8. �._p. 3._p. �._��. �._4. 3._8. �._�.
9•_U• S•_S• 1•_3• 3•_3• 1•_U• 1•_6• �r 1•_Y• 1•_U•
70'-0' 6'-2' 1'-7' 3'-9' 1'-2' 7'-8' a'-7' 1'-0'
MALL D6SJCX CRITdR1A
BFMING SLOPE TOP SLOPE BOT /CINE PR54.£ fAC1KK1 SIDPE Of y�
W P P� PRF44UZ PRFSSURE NlOLE fl 9E fl�CK OF WNL q
2500PSF 14.04 Oeg 7.13 Eeg 28 deg 28 Aeg 79 Eeg 99.46 deg 0 pef
USE THIS SCHEWLE FOR 1/RWB
�1� TYPICAL WALL SECTION
RW6 BEARING IN CLAY S�ILS "T.s
MAX SLOPE ABOVE WALL 1V�4H
MAX SLOPE BELOW WALL 1V�8H
MASONARY RETAINING WALLS Job: 764.21
SHEET
WINKLEMANN AND ASSOCIATES WESTWORTH COMMERCE CENTER Date: 01-23-25
6750 HILLCREST PLAZA DR. #215 NWC ALEMEDA STREET AND CHAPIN ROAD
DALLAS, TEXAS 75230 FORT WORTH, TEXAS By: SC
RW6-1
Scale: NTS
� FALKOFSKE ENGINEERING, INC.
HANDRAIL IF REQ'D
BY OTHERS
RE: 1/RW1 AL50.
TIGHTLY FITfED STONE
FULLY MORTARED REQUIRED
POINT ALL FACE
STONE JOINTS
FACE STONE PER OWNER �6
1
3" DIA. WEEP HOLE
� 8'-0" O.C.
6" MIN. ABOVE GRADE
FINISHED GRADE
SLOPE iV:BH MAX.
REFER TO CIVIL
FOR FINAL GRADING. �
STRUCTURAL ENGINEERING CONSULTANTS
4" TOP SOIL & 1•_8•
CLAY CAP AND
COMPACTED ON SITE
SOIL.
BACK FACE MAY BE
IRREGUL4R
FILTER FABRIC AROUND
DRAINAGE ZONE, MIRAFI
140N OR APPROVED EQUAL.
COMPACTED, OR EXISiING
ON SITE SOIL.
CONTINUOl1S GRAVEL OR
CLEAN FREE oRniNiNc
ROCK, SEE RW1 GENERAL
NOTES. REFER TO A/RW6
FOR DRAINAGE ZONE ON
WALLS 4'-0" OR LE55
IN HEIGHT.
FILTER FABRIC OVER END OF
WEEP PIPE
COMPACTED SOIL
BELOW WEEP PIPE.
��2 TQ Z4� FILTER FABRIC AROUND
� DRAINAGE POCKEf.
II III�II11=111 II
� � �� �
3" DIA. WEEP HOLE
� 8'-0" O.C. GRAVEL OR CLEAN ROCK
CHIP POCKET, 9" DEEP.
A DRAINAGE POCKET
RW6 WALLS 4'-0" ❑R LESS
LASONRY ►ALL 3CXBDVL6
�000 Yf - H(IRP'0 fJPICITY iB��N� ON BSDROCS 3I'S OSNdRY,lRHi9 8H68f RII)
B�4 tt1E B 9E B�SE B�TIE1f T11CIQ£55 R4W[� Z �
x[iart wuTM xvm R�q oFmx (xFEU or rwi nucxxcss CRVACIry
H B B1 C C1 A E T G
1'-0' 1'-2' D'-2� 0'-8' 0'-3' 0'-2' 1'-0' SEE A/RWB
2'-0' 1'-2' 0'-Y 0'-8' 0'-3� 0'-�' 1'-0' SEE A/RWB
3'-0' 1'-8' D'-3' 0'-9' 0'-4' 0'-8' uoq�inFn 1'-3' SEE A/RW6
4'-0' 1'-10' 0'-4' 0'-9' 0'-4' 0'-e' uox�inm 1'-8' SEE A/RW6
5'-0� 2'-9' 0'-5' 1'-0' 0'-8' 0'-10� uox�inm 2'-4' 1�-U� dp00 pef
8._�. 3�_j. p�_6. �._�. ��_�. �._0. � Z�_9. ��_�.
7'-0� 3'-70' 0'-7' 1'-0' 0'-9' 1'-2' 3'-3' 7'-0'
8._Q. �._4. �._8. �._3. �._��. �._4. 3._8. �._�.
9'-0' 1'-11' 0'-9' 1'-3' 0'-11' 1'-6' � 1'-2' 1'-0'
td_0• 9•_b• U•_tU. �._8. �._�. �._8. �._�. �._�.
MALL D6SJCX CRITdR1A
BFMING PE lOP PE BOT /CINE PR54.£ fAC1KK1 SIDPE Of y�
� „ � P. PRF44UZ PRFSSURE NlOLE fl 9E fl�CK OF WNL q
/OOOPSF 14.04 deg 7.13 Eeg 28 deg 400 pef 23 Eeg 99.46 deg 0 pef
USE THIS SCHEWLE FOR 2/RWB
�2� TYPICAL WALL SECTION
RW6 BEARING IN BEDROCK "T.s
MAX SLOPE ABOVE WALL 1V�4H
MAX SLOPE BELOW WALL 1V�8H
MASONARY RETAINING WALLS Job: 764.21
SHEET
WINKLEMANN AND ASSOCIATES WESTWORTH COMMERCE CENTER Date: 01-23-25
6750 HILLCREST PLAZA DR. #215 NWC ALEMEDA STREET AND CHAPIN ROAD
DALLAS, TEXAS 75230 FORT WORTH, TEXAS By: SC
RW6-2
Scale: NTS
51.OPE M�E�D
tV'4�
EXHIBIT C (1 OF 2)
Exhibit "C"
CITY OF FORT WORTH STORMWATER FACILITY
OPERATION AND MAINTENANCE PLAN
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 silt removal shall occur when standing water conditions occur or the
pond's storage volume is reduced by more than 10%. Silt shall be removed and
the pond/basin returned to original lines and grades shown on the approved
engineering plans. In addition, corrective measures are required any time a basin
does not drain completely within 72 hours of cessation of inflow. NO STANDING
WATER IS ALLOWED in basins designed for dry detention purposes.
Accumulated litter, sediment, and debris shall be removed every 6 months or as
necessary to maintain proper operation of the basin. Disposal shall be in
accordance with federal, state and local regulations.
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 MAINTENANCE/INSPECTION
• 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 detention system's primary
components, mowing, and silt, litter and debris removal dates. Document
aeration of the basin bottoms and replanting to prevent the sealing of the
basin bottom.
• 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.
STORMWATER FACILITY MAINTENANCE AGREEMENT
Rev. 12/29/2014
EXHIBIT C (2 OF 2)
Exhibit "C"
CITY OF FORT WORTH RETAINING WALL
MAINTENANCE PLAN
The only responsibility the City of Fort Worth has in the operation and
maintenance of this Facility is inspection.
General Maintenance Procedures
a. Control joints are provided in the retaining wall to allow for minor movements
due to settlement and shrink swell of the soils. Some cracking may occur in the
face of the retaining wall. This cracking, if minor (less than 3/8"), may be
cosmetically repaired as desired.
b. The retaining walls are designed to allow surface water to flow over the tops of
the retaining walls. Care should be taken during and after construction to not allow
water to pond behind the retaining walls, as this can have a negative impact on
the stability of the retaining walls.
c. If downspouts are located near the back of the retaining wall they should either
be plumbed through the retaining wall to drain below the wall or collected and tied
into the storm sewer system. Perforated subsurface pipes shall not be used
behind the retaining walls.
d. Positive drainage over the top of the walls shall be maintained throughout the
life of the structure. If swales are placed behind the wall they shall remain clean
and free draining. If water is found to be ponding in the swale it shall be fixed to
allow water to freely drain as soon as possible.
e. Any broken sprinklers behind the retaining wall shall be turned off and repaired
as soon as possible.
STORMWATER FACILITY MAINTENANCE AGREEMENT
Rev. 12/29/2014
INSPECTION CHECKLIST FOR SIMPLE DETENTION BASIN Form CFW-6CFW- SEPTEMBER 2015 Appendix A A-17 Facility Name: ____________________________________________________ Facility Agreement Number: ______________ Date: _____________________ Type of Inspection: Annual ____, Quarterly ____, Monthly ____, Routine ____, or Storm Event ____, (# days since event ______)Basin Conditions: 1. Is there standing water or wet spots? Yes___ No ___ Comments _____________________________ 2. Does sides or bottom show signs of erosion, settling, cracking, etc? Yes___ No ___ Comments _____________________________ 3. Does dam or emergency spillway show signs of erosion, settling, cracking, or other problems? Yes___ No ___ Comments _____________________________ 4. Is there evidence of animal burrowing in dam? Yes___ No ___ Comments _____________________________ 5. Is there evidence of changes in shape or volume of basin? Yes___ No ___ Comments _____________________________ 6. Do vegetated areas need mowing? Yes___ No ___ Comments _____________________________ 7. Are there trees or woody growth in dam? Yes___ No ___ Comments _____________________________ 8. Are there areas that need to be re-vegetated? Yes___ No ___ Comments _____________________________ 9. Is there any accumulation of silt, trash, debris or litter in the basin? Yes___ No ___ Comments _____________________________ 10. Are there any other basin maintenance activities needed? Yes___ No ___ Comments _____________________________ Structural Components: 1. Are pipes, channels, trash racks, etc. free of obstructions? Yes___ No ___ Comments _____________________________ 2. Are pipes, spillway or trash racks in need of repair? Yes___ No ___ Comments _____________________________ 3. Is the low flow or trickle channel in need of repair? Yes___ No ___ Comments _____________________________ 4. Is the outfall channel in need of repair? Yes___ No ___ Comments _____________________________ 5. Are there any other structural maintenance activities needed? Yes___ No ___ Comments _____________________________ Plan for correcting deficiencies: ____________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________Signature: ________________________________ Owner’s Representative Date: _______________________________ Basin/Pond Number:_______Inspected By:__________________________________Pond 1SWFMA-22-00679700 Chapin Rd.
INSPECTION CHECKLIST FOR SIMPLE DETENTION BASIN Form CFW-6CFW- SEPTEMBER 2015 Appendix A A-17 Facility Name: ____________________________________________________ Facility Agreement Number: ______________ Basin/Pond Number: _______ Inspected By: __________________________________ Date: _____________________ Type of Inspection: Annual ____, Quarterly ____, Monthly ____, Routine ____, or Storm Event ____, (# days since event ______)Basin Conditions: 1. Is there standing water or wet spots? Yes___ No ___ Comments _____________________________ 2. Does sides or bottom show signs of erosion, settling, cracking, etc? Yes___ No ___ Comments _____________________________ 3. Does dam or emergency spillway show signs of erosion, settling, cracking, or other problems? Yes___ No ___ Comments _____________________________ 4. Is there evidence of animal burrowing in dam? Yes___ No ___ Comments _____________________________ 5. Is there evidence of changes in shape or volume of basin? Yes___ No ___ Comments _____________________________ 6. Do vegetated areas need mowing? Yes___ No ___ Comments _____________________________ 7. Are there trees or woody growth in dam? Yes___ No ___ Comments _____________________________ 8. Are there areas that need to be re-vegetated? Yes___ No ___ Comments _____________________________ 9. Is there any accumulation of silt, trash, debris or litter in the basin? Yes___ No ___ Comments _____________________________ 10. Are there any other basin maintenance activities needed? Yes___ No ___ Comments _____________________________ Structural Components: 1. Are pipes, channels, trash racks, etc. free of obstructions? Yes___ No ___ Comments _____________________________ 2. Are pipes, spillway or trash racks in need of repair? Yes___ No ___ Comments _____________________________ 3. Is the low flow or trickle channel in need of repair? Yes___ No ___ Comments _____________________________ 4. Is the outfall channel in need of repair? Yes___ No ___ Comments _____________________________ 5. Are there any other structural maintenance activities needed? Yes___ No ___ Comments _____________________________ Plan for correcting deficiencies: ____________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________________Signature: ________________________________ Owner’s Representative Date: _______________________________ Pond 2SWFMA-22-00679700 Chapin Rd.