22-1521ORDINANCE NO. _22-1521
AN ORDINANCE APPROVING A GRADE SEPARATED ROAD CROSSING LICENSE
AGREEMENT BY AND BE1WEEN THE CITY OF DENTON AND THE DALLAS AREA RAPID
TRANSIT FOR THE MA YIIlLL PHASE 2 PROJECT RELATING TO THE LOCATION OF A CITY
ROADWAY CROSSING THE CORRIDOR AT MILE POST 725.07 OF THE DENTON LINE WITIIIN
THE COUNTY AND CITY OF DENTON, TEXAS; AUTHORIZING THE CITY MANAGER TO
EXECUTE THE AGREEMENT AND PAY THE $10.00 LICENSE FEE; AUTHORIZING THE
EXPENDITURE OF FUNDS; AND PROVIDING AN EFFECTNE DATE.
WHEREAS, the Mayhill Phase 2 Project (the ''Project") is under design by Freese and
Nichols, Inc.; and
WHEREAS, the required public improvements associated with the Project include extending
Mayhill Roadway as a four-lane divided primacy arterial roadway crossing over the existing Dallas
Area Rapid Transit ("DART'') right-of-way; and
WHEREAS, the design of the Mayhill Road rail crossing (road over rail) has been reviewed
and approved by DART; and
WHEREAS, DART requires a Grade Separated Road Crossing License Agreement for
infrastructure placed within its right-of-way and has presented the agreement required by DART, a
copy of which is attached hereto and made a part hereof as Exhibit A (the "License Agreement'');
and
WHEREAS, the City of Denton ("City") will own the roadway infrastructure; and
WHEREAS, the City Council finds that entering into the License Agreement with DART
serves a public interest and should be approved; NOW, THEREFORE,
THE COUNCIL OF THE CITY OF DENTON HEREBY ORDAINS:
SECTION 1. The recitals contained in the preamble of this ordinance are hereby incorporated
into the body of this ordinance are true and correct. ·
SECTION 2. The City Manager, or their designee, is authoriz.ed to execute the License
Agreement between the City of Denton and Dallas Area Rapid Transit in substantially the form
attached hereto as Exhibit A, for the purpose of locating a City roadway within Dallas Area Rapid
Transit right-of-way.
SECTION 3. The City Manager is further authorized to carry out all obligations and duties
of the City as set forth in the License Agreement, including but not limited to the expenditure of
funds.
SECTION 4. This ordinance shall become effective immediately upon its passage and
approval.
The motion to approve this ordinance was made by Jess e ~ i S and
seconded by Br~ ()J('\ '3ec.K.. . The ordinance was passed and approved by
the following vote l.1 -_Q]:
Aye Nay Abstain Absent
Gerard Hudspeth, Mayor: v
Vicki Byrd. District l: V
Brian Beck, District 2: i.--
Jesse Davis, District 3: V
AJison Maguire, District 4: V
Brandon Chase McGee, At Large Place 5: V
Chris Watts, At Large Place 6: v
PASSED AND APPROVED this the I(~ day of Au(f'-'5°'" ,2022.
~MAYOR
ATTEST:
ROSA RIOS, CITY SECRETARY
APPROVED AS TO LEGAL FORM:
MACK REINW AND, CITY A ITORNEY
By:~~
2
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AGREEMENT NO. ---
GRADE SEPARATED ROAD CROSSING LICENSE AGREEMENT
THIS License Agreement ("License") is made by and between DALLAS AREA RAPID TRANSIT
("Licensor"), a regional transportation authority created, organized, and existing pursuant to Chapter 452,
Texas Transportation Code (the "Act"), with offices at 1401 Pacific Avenue, Dallas, Texas 75202, and
CITY OF DENTON ("Licensee"), a Texas Municipality, with offices at 401 North Elm Street, Denton,
Texas 76201. Licensor and Licensee are individually referred to herein as a "Party" or collectively as
"Parties."
WHEREAS, Licensor owns certain railroad right-of-way within the city limits of the
Licensee; and
WHEREAS, pursuant to that certain Transportation and Access Agreement and Easement dated and
effective May 25, 2010, between Licensor and Denton County Transportation Authority ("DCTA") ("the
DCT A Agreement"), DCT A has been granted a rail operating easement for the purpose of constructing,
installing, and maintaining a passenger rail system on and over Licensor's railroad corridor ("the Corridor")
between Carrollton and Denton, Texas; and
WHEREAS, DCT A contracts with Rio Grande Pacific Corporation ("Rio Grande") to provide the
DCT A passenger service and railroad maintenance. Unless specified otherwise here within, the term
"Railroad" shall collectively refer to DCT A and Rio Grande.
WHEREAS, Licensee intends to extend Mayhill Road north of Colorado Boulevard over and across
the Corridor (road over rail) including an overpass with associated drainage, piers, footings, crash walls,
beams, decking, roadway, lighting, signs and other related structures (all such improvements being
collectively ("Public Road Crossing") in accordance with Licensor's and Railroad standards;
NOW THEREFORE, in consideration of the mutual agreements and covenants contained in this License,
the receipt and sufficiency of which is hereby acknowledged by Licensor and Licensee, it is agreed as
follows:
1. Purpose. Licensor hereby grants the License to Licensee for the purposes of constructing, reconstructing,
installing, and maintaining a Public Road Crossing overpass with associated drainage, piers, footings, crash
walls, beams, decking, roadway, lighting, signs and other related structures over, across, and within
Licensee's right-of-way (the "Permitted Improvement") crossing the Corridor at Mile Post 725.07 of the
Denton Line (Latitude: 33.181126, Longitude: -97.088184) in Denton, Denton County, Texas, more
particularly described as shown in the plans marked Exhibit "A" dated December 3, 2021, attached hereto
and incorporated herein for all pertinent purposes (the "Property").
The Property shall be used by Licensee solely for the purpose of operating and maintaining the
Permitted Improvement (the "Permitted Use"). Licensee's right to enter upon and use the Property shall be
limited solely to the Permitted Use and improved with the Permitted Improvement and only upon the terms
provided herein. Licensee acknowledges and agrees that (i) the rights granted to Licensee pursuant to this
License are solely contractual in nature and (ii) this License is not intended to convey and does not convey
to Licensee any interest in real property, the Property, or any portion of the Corridor. This License may
not be recorded.
2. Term. The term of this License shall begin on the date last signed by a Party ("Effective Date") and
continue thereafter until terminated by either Party as provided herein ("the Term").
3. Consideration. The consideration for the granting of this License shall be:
3.01. The faithful performance by Licensee of all the covenants and agreements contained in this
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License to be performed by Licensee, and
3.02. The payment of the sum of TEN AND NO/100 ($10.00) DOLLARS cash in hand paid by
Licensee to Licensor, and
3.03. The payment for the entire cost of constructing and maintaining the Public Road Crossing,
and any facilities caused to be required thereof, and
3.04. The reimbursement by Licensee to the Licensor and Railroad for all actual labor and any
materials necessary for the construction of the crossing on the Property incurred at the direction of Licensee
or as otherwise allowed under this License, due within thirty (30) days upon presentation of an invoice
therefor by Licensor or Railroad, and
3.05. The future costs of maintenance and reconstruction of the Permitted Improvement within the
limits of the Property at the sole cost of Licensee.
4. Non-Exclusive License. This License is non-exclusive and is subject to (a) any existing utility, drainage,
communication, or other facility or improvement located in, on, under, or upon the Property; (b) all vested
rights presently owned by Railroad, utility, communication company, or any other entity located within the
boundaries of the Property; ( c) the DCT A Agreement; and ( d) any existing lease, license, or other interest
in the Property granted by Licensor to any individual, corporation, or other entity, public or private. The
Property is provided only for the permitted purposes herein and is accepted by Licensee for those purposes
in "as is" condition without warranty of any kind and subject to all defects, if any, whether known or
otherwise.
5. Safeguard of Property. Licensee shall take diligent and sufficient measures to insure and safeguard
the Property. It is understood and agreed that Licensor shall have no liability whatsoever for the safety or
security of Licensee or Licensee's employees, officers, agents, contractors, invitees, assigns, or those
holding under Licensee, nor for any personal property belonging to those individuals or entities.
Notwithstanding any other provisions herein, Licensee expressly waives any claims, if any, against Licensor
with respect to third party property or liability claims and claims regarding Licensee's property or the property
of any Licensee's agents, employees, contractors or invitees.
6. Design, Construction, Operation and Maintenance. Licensor's use of the Property and adjoining
property may include the use of electrically-powered equipment. Notwithstanding Licensor's inclusion
within its system of measures designed to reduce stray current which may cause corrosion, Licensee is
hereby warned that such measures may not prevent live electrical current in proximity to the
Permitted Improvement and that such presence could produce corrosive effects to the Permitted
Improvement. Cathodic protection and stray current corrosion control measures shall be made a part of the
design and construction of the Permitted Improvement.
6.01. All design, construction, reconstruction, replacement, removal, operation, and maintenance
of the Permitted Improvement on the Property shall be done in such a manner so as not to interfere in any
way with the operations of Licensor or other Railroad operations.
6.02. During the design phase and prior to commencing any construction on the Property, a copy
of the construction plans ("the Plans") showing the exact location, type, depth of the construction, any
cathodic protection measures, and any working area shall be submitted for written approval to Licensor and
Railroad. No work shall commence until the Plans have been approved in writing by Licensor and Railroad.
6.03. Licensee agrees to design, construct, and maintain the Permitted Improvement in such a
manner so as not to create a hazard on or near the Property. Licensee agrees to pay for any damages which
may arise by reason ofLicensee's use of the Property.
6.04. Licensee agrees to institute and maintain a continuous testing program to determine whether
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additional cathodic protection of its Permitted Improvement is necessary and if it is or should become
necessary, such protection shall be immediately instituted by Licensee at its sole cost and expense.
6.05. Licensee shall provide to Licensor certified final construction drawings ("as-builts") that are
signed and sealed by a Texas Professional Engineer within sixty (60) days after the City issues a Letter of
Acceptance of the Permitted Improvement, but in no event later than six (6) months following the last date of
construction work on the Property by Licensee or Licensee's contractor. Licensor and Licensee agree that
Licensor will suffer damages in an amount currently not determinable by the Parties if "as-builts" are not
timely provided by Licensee and it is impossible to determine in advance the amount of damages in these
circumstances. Accordingly, the Parties agree, not as a penalty but as a measure of reasonable damages, that
a fee of $500 per month (prorated as applicable) until "as-builts" are provided represents reasonable
compensation for Licensor's actual damages suffered in lieu of timely receiving certified "as-builts" from
Licensee as required herein.
6.06. Licensee or its contractor shall promptly remove all graffiti, trash (e.g., debris, filth, carrion,junk,
or garbage), encampments, obstructing trees, and other obstructing vegetation within the Corridor located on
the Property and within a distance of 100 feet of either side of the Permitted Improvement. For the purposes
of this section, "graffiti" means any visual blight or any unauthorized form of painting, scratching, writing,
or inscription, regardless of the content or nature of the material, that has been applied to any structure or
surface and is visible from any portion of the Corridor.
6.07. Licensee shall be responsible for design, maintenance, construction and repair of any
additional drainage in the area of Licensee's project so as to sufficiently avoid any new or additional flow
on to Licensor's property. To the extent permitted by Texas law, Licensee shall be responsible for all
damage caused by new flow or insufficient drainage in the area directly caused by Licensee's work on the
Property or Licensee's Permitted Improvement.
7. License Without Warranty. Licensor and Railroad make no representations as to the suitability of the
Property for any particular purpose. The Property is available for Licensee's use on a "as is, where is, and
with all faults" basis. Licensor makes no warranties whatsoever, including by example and not limitation,
regarding subsurface or aerial installations on or near the Property. Licensee shall conduct its own
inspection of same and will not rely on the absence or presence of markers or any information (if any)
provided by Licensor.
8. Governmental Approvals. Licensee, at its sole cost and expense, shall be responsible for and shall
obtain any and all licenses, permits, or other approvals from any and all federal, state, or local agencies
required to carry on any activity permitted herein.
9. Licensor's Standard Contract and Insurance. No work on the Property shall be commenced by
Licensee or any contractor for Licensee ("Contractor") until Licensee or Contractor shall have executed
Licensor's Construction Agreement and Contractor's Right of Entry covering such work and furnished
then current insurance coverage in such amounts and types as shall be satisfactory to Licensor. A company-
issued photo identification of Licensee's employees, contractors, or agents shall be required to work on the
Property.
10. Duty of Care in Construction. Licensee and the Contractor shall use diligent care during the Term
to avoid damaging any existing buildings, equipment, and/or vegetation on or about the Property and any
adjacent property. If Licensee or its Contractor causes damage to the Property or to any adjacent property,
Licensee shall or shall cause the Contractor to promptly replace or repair the damage at no cost or
expense to Licensor or Railroad. If the damage presents a health or safety risk and Licensee or Contractor fails
or refuses to promptly make or effect any such repair or replacement after notice from Licensor, then Licensor
and/or Railroad shall have the right, but not the obligation, to make or effect any such repair or replacement
at the sole cost and expense of Licensee, which cost and expense Licensee agrees to pay to Licensor and/or
Railroad, as applicable, upon written demand.
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11. Environmental Protection.
11.01. Licensee shall not use or permit the use of the Property for any purpose that may be in
violation of any local, state, or federal laws pertaining to health or the environment, including but not limited
to, the Comprehensive Environmental Response, Compensation, and Liability Act ("CERCLA"), the
Resource Conservation and Recovery Act ("RCRA"), the Clean Water Act ("CWA"), and the Clean Air
Act ("CAA").
11.02. Licensee warrants that the Permitted Use of the Property will not result in the disposal or
other release of any hazardous substance or solid waste on or to the Property, and that it will take all steps
necessary to ensure that no such hazardous substance or solid waste will ever be discharged onto the Property
by Licensee or its Contractor.
11.03. The terms "hazardous substance" and "release" shall have the meanings specified in
CERCLA and the terms "solid waste" and "disposal" (or "disposed") shall have the meanings specified in
the RCRA; PROVIDED, HOWEVER, that in the event either CERCLA or RCRA is amended so as to
broaden the meaning of any term defined thereby, such broader meaning shall apply subsequent to the
effective date of such amendment; and PROVIDED FURTHER, that to the extent that the laws of the State
of Texas establish a meaning for "hazardous substance," "release," "solid waste," or "disposal," which is
broader than that specified in either CERCLA or RCRA, such broader meaning shall apply.
11.04. To the extent permitted by Jaw, Licenseeshallindemnify,defend,andhold
Licensor and Railroad harmless against all cost of environmental clean up to the Property required
by or resulting from Licensee's use of the Property under this License.
12. Mechanic's Liens Not Permitted. Licensee shall fully pay for all labor and materials used in, on, or
about the Property and will not permit or suffer any mechanic's or materialmen's liens of any nature to be
affixed against the Property by reason of any work done or materials furnished to the Property at Licensee's
instance or request.
13. Maintenance of Completed Improvements. The Permitted Improvement shall be maintained by
Licensee in such a manner as to keep the Property in a good and safe condition. In the event the Licensee
fails to maintain the Property as required, upon discovery, Licensor and/or Railroad shall notify Licensee
of such occurrence in writing. In the event Licensee shall not have remedied the failure within fifteen
(15) days from the date of such notice, Licensor and Railroad, individually or collectively, shall have the
right, but not the obligation to remedy such failure at the sole cost and expense of Licensee. In the event
Licensor and/or Railroad exercises its right to remedy Licensee's failure, Licensee agrees to promptly
pay to Licensor and/or Railroad, as applicable, all costs incurred by Licensor and/or Railroad upon demand.
14. Future Use by Licensor.
14.01. This License is granted expressly subject and subordinate to the right of Licensor to use the
Prope1ty for any purpose whatsoever and the right of DCT A to use the Property pursuant to the DCT A
Agreement.
14.02. In the event that Licensor and/or Railroad shall, at any time subsequent to the date of this
License, at their respective sole discretion, determine that the relocation of the Permitted Improvement shall
be necessary or convenient for Licensor's or Railroad's use of the Property, Licensee shall, at its sole cost
and expense, relocate the Permitted Improvement so as not to interfere with use of the Property by Licensor,
Railroad, or their respective assigns. In this regard, Licensor and Railroad, either individually or
collectively, may, but are not obligated to, designate other property for the relocation of the Permitted
Improvement. Licensor and DCTA, whichever is applicable shall give a minimum of one hundred eighty
(180) days' written notice of any required relocation of the Permitted Improvement pursuant to this Section
14.02 (the "Relocation Notice"). Licensee shall promptly commence to make the required changes
thereafter and shall diligently complete the relocation as required within a reasonable period, but in any
case not later than ninety (90) days after delivery of the Relocation Notice to Licensee unless otherwise
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agreed in writing by Licensor. Nothing herein shall limit Licensor or Railroad from requiring relocation of
the Permitted Improvement more than once during the Term of this License.
15. Relocation Benefits. The Parties hereto agree that the construction of the Permitted Improvement on
the Property shall be and is subsequent to the acquisition of the Property by Licensor and the effective date
of the DCT A Agreement. With respect to any relocation that serves a public purpose, Licensee hereby
waives any and all claims that it may have under Chapter 460 of the Texas Transportation Code or otherwise
regarding the payment of any and all relocation benefits and agrees that all costs associated with any
relocation the Permitted Improvement shall be borne by Licensee. The waiver made by Licensee in this
Section 15 shall apply regardless of the number of times the Permitted Improvement is relocated.
16. Duration of License. This License shall terminate and be of no further force and effect (a) in the event
Licensee discontinues or abandons the use of the Permitted Improvement for thirty (30) days or more; (b)
in the event Licensee relocates the Permitted Improvement from the Property; or (c) upon termination in
accordance with the provisions of this License, whichever event first occurs.
17. COMPLIANCE WITH LAWS AND REGULATIONS. LICENSEE AGREES TO ABIDE BY
AND BE GOVERNED BY ALL LAWS, ORDINANCES, AND REGULATIONS OF ANY AND ALL
GOVERNMENTAL ENTITIES HAVING JURISDICTION OVER THE LICENSEE AND BY
RAILROAD REGULATIONS, POLICIES, AND OPERATING PROCEDURES ESTABLISHED
BY THE RAILROAD, OR OTHER APPLICABLE RAILROAD REGULATING BODIES.
18. INDEMNITY AND SHIFTING OF RISK. TO THE EXTENT PERMITTED BY LAW,
LICENSEE AGREES TO RELEASE, DEFEND, HOLD HARMLESS, AND INDEMNIFY
DALLAS AREA RAPID TRANSIT, DENTON COUNTY TRANSPORTATION
AUTHORITY. RIO GRANDE PACIFIC CORPORATION, AND THEIR RESPECTIVE
DIRECTORS, OFFICERS CONTRACTORS, EMPLOYEES, AND AGENTS
<COLLECTIVELY "INDEMNITEES"} FROM AND AGAINST ALL LOSS. DAMAGE,
CLAIMS. COSTS, EXPENSES, INCLUDING ATTORNEY'S FEES, AND LIABILITY
ARISING OUT OF, INCIDENT TO, OR RESULTING FROM LICENSEE'S ENTRY ON
OR OVER THE PROPERTY OR ACTMTY THEREON, INCLUDING ENTRY OR
ACTIVITY BY LICENSEE'S EMPLOYEES, SUBCONTRACTORS. AGENTS OR
INVITEES <COLLECTIVELY, TOGETHER WITH THE TERM LICENSEE, REFERRED
TO HEREIN AS "LICENSEE PARTIES"} OR ARISING FROM LICENSEE PARTIES'
PERFORMANCE OR FAILURE TO PERFORM UNDER Tms LICENSE; EXCEPT
THAT THE INDEMNITY PROVIDED FOR IN THIS PARAGRAPH SHALL NOT APPLY
TO ANY LIABILITY RESULTING FROM THE NEGLIGENCE <WHETHER SOLE,
.JOINT OR CONCURRENT} OF ONE OR MORE INDEMNITEES; AND IN THE EVENT
OF .JOINT OR CONCURRING NEGLIGENCE OR FAULT OF INDEMNITEES AND
LICENSEE, RESPONSIBILITY AND INDEMNITY, IF ANY, SHALL BE APPORTIONED
IN ACCORDANCE WITH THE LAW OF THE STATE OF TEXAS, WITHOUT WAIVING
ANY GOVERNMENTAL IMMUNITY, DEFENSES, OR OTHER PROTECTIONS
AVAILABLE TO THE PARTIES UNDER TEXAS LAW. THE PROVISIONS OF THIS
PARAGRAPH ARE SOLELY FOR THE BENEFIT OF THE PARTIES HERETO AND
NOT INTENDED TO CREATE OR GRANT ANY RIGHTS, CONTRACTUAL OR
OTHERWISE, TO ANY OTHER PERSON OR ENTITY. THIS INDEMNITY SHALL NOT
BE CONSTRUED AS A WAIVER OF ANY GOVERNMENTAL IMMUNITY FROM
LIABILITY OR LAWSUIT, WHICH IMMUNITY IS EXPRESSLY RETAINED TO THE
EXTENT IT IS NOT CLEARLY AND UNAMBIGUOUSLY WAIVED BY TEXAS LAW.
IN THE EVENT ANY PART OF THE PROVISIONS OF THIS SECTION ARE
DETERMINED BY STATUTORY AUTHORITY OR JUDICIAL DECISION TO BE VOID
OR UNENFORCEABLE, THEN THIS SECTION SHALL NOT FAIL IN ITS ENTIRETY,
BUT WILL BE ENFORCEABLE TO THE EXTENT PERMITTED BY LAW. THIS
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INDEMNITY PROVISION AND ANY OTHER INDEMNITY PROVISION CONTAINED
IN THIS AGREEMENT SHALL SURVIVE THE TERMINATION OR EXPIRATION OF
Tms LICENSE.
19. Termination of License. At such time as this License may be terminated or canceled for any reason
whatsoever, Licensee, upon request by Licensor, shall remove all improvements and appurtenances owned
by it, situated in, on, under or attached to the Property, regardless of whether or not such improvements
were placed thereon by Licensee, and shall restore the Property to a condition satisfactory to Licensor, at
Licensee's sole expense.
20. Assignment. Licensee shall not assign or transfer its rights under this License in whole or in part, or
permit any other person or entity to use the License hereby granted without the prior written consent of
Licensor which Licensor is under no obligation to grant.
21. Methods of Termination. In addition to such other means as set forth in this License, this License
may be terminated in either of the following ways:
21.01. By written agreement of the Parties; or
21.02. By either Party giving the other Party thirty (30) days written notice.
22. Miscellaneous.
22.01. Notice. When notice is permitted or required by this License, it shall be in writing and shall
be deemed delivered when delivered in person or when placed, postage prepaid, in the U.S. Mail, Certified,
Return Receipt Requested, and addressed to the Parties at the following addresses:
LICENSOR:
LICENSEE:
Dallas Area Rapid Transit
1401 Pacific A venue
Dallas, Texas 75202-7210
ATTN: Railroad Management
City of Denton
401 North Elm Street
Denton, Texas 76201
Either Party may from time to time designate another and different address for receipt of notice
by giving written notice of such change of address.
22.02. Governing Law. This License shall be construed under and in accordance with the laws of
the State of Texas. Any action brought by a party to enforce any provision of this License shall be
commenced in a state district court of competent jurisdiction in Dallas County, Texas.
22.03 Attorney Fees. In the event that Licensor chooses to initiate legal proceedings to enforce
any provisions of this License, upon prevailing Licensor shall be entitled to recover court costs and
reasonable attorney fees from Licensee.
22.04. Entirety and Amendments. This License embodies the entire agreement between the Parties
and supersedes all prior agreements and understandings, if any, relating to the Property and the matters
addressed herein, and may be amended or supplemented only by a written instrument executed by the Party
against whom enforcement is sought.
22.05. Parties Bound. This License shall be binding upon and inure to the benefit of the Parties
and their respective heirs, personal representatives, successors and assigns.
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22.06. Number and Gender. Words of any gender used in this License shall be held and construed
to include any other gender; and words in the singular shall include the plural and vice versa, unless the
text clearly requires otherwise.
22.07. No Joint Enterprise. The Parties do not intend that this License be construed as finding
that the Parties have formed a joint enterprise. The purposes for which each Party has entered into this
License are separate and distinct. It is not the intent of any of the Parties that a joint enterprise relationship
is being entered into and the Parties hereto specifically disclaim such relationship. This License does not
constitute a joint enterprise, as there are no common pecuniary interests, no common purpose and no equal
right of control among the Parties hereto.
22.08. Counterparts. The Parties may execute this License in multiple originals and when taken
together, those originals constitute a whole.
22.09. Third Party Beneficiaries. It is agreed between the Parties and deemed that there are no
third-party beneficiaries to this License.
22.10. Construction and Interpretation. This License shall not be construed against any Party due
to drafting as both Parties have or are entitled to consult legal counsel.
22.11 . Severability. If any provision of this License is determined to be illegal or unenforceable
in any respect, such determination will not affect the validity or enforceability of any other provision, each
of which will be deemed to be independent and severable.
22.12. No Waiver of Governmental Immunity. Licensor shall not be deemed to and does not
agree to waive or diminish any defenses available to it, whether pursuant to this License or otherwise,
including by example and without limitation, as to governmental immunity.
22.13 . Signature Authority. Each of the individuals signing this License on behalf of the either
Party warrants that he or she is duly and properly authorized to execute this License on behalf of their
respective Party.
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(Signatures on Following Page)
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IN WITNESS WHEREOF, the Parties have executed this License in multiple originals on the date
last signed below.
LICENSOR: DALLAS AREA RAPID TRANSIT
By: _____________ _
BONNIE MURPHY
Vice President
Commuter Rail and Railroad Management
Date: _______________ _
LICENSEE: CITY OF DENTON, TEXAS:
By: ____ ~____. ........... "'----'..C...--'------"' r;,c__ _ _,___ ___ _
s~
ATTEST:
City Manager
215 E. McKinney
Denton, Texas 76201
ROSA RIOS, CITY SECRETARY
APPROVED AS TO LEGAL FORM:
MACK REINWAND, CITY ATTORNEY
By:~=~j;•;; N. Samples, II
F682F9E.1BC01456 ...
THIS AGREEMENT HAS BEEN BOTH REVIEWED AND APPROVED
as to financial and operational obligations and business terms.
Denton -Denton Line-May hill Rd
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,;=~ By:L -·· ... 7
C,.E~~t~J4.5~··:i.., 1 V 111ey
Director of Capital Projects/City Engineer
Capital Projects Department
Page 8 of 8 Mile Post 725.07
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09/02/2022
Exhibit A
DART LICENSE # 222100
City of Denton
Mayhill Road Improvements
December 3, 2021 100% Plans
(78 Pages)
Date:Plotter:$ACCOUNT$Dec. 03, 2021 - 11:19:16 AMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\if\Drawings\DTCA\cv_DCTA_v8i-gn-cover01.sht10000.0000 ft / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 11:19:16 AM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\if\Drawings\DTCA\cv_DCTA_v8i-gn-cover01.shtProject:Mayhill South$MODEL$Model:DTN10304
CITY OF DENTON, TEXAS
DESIGN SPEED = 45 MPH
LOCATION
PROJECT
8000'4000'0
SCALE IN FEET
TEXAS REGISTERED ENGINEERING FIRM F-2144
DATE:
THIS DOCUMENT IS RELEASED FOR THE
PURPOSE OF INTERIM REVIEW UNDER THE
IT IS NOT TO BE USED FOR CONSTRUCTION,
BIDDING OR PERMIT PURPOSES.
AUTHORITY OF SPENCER B. MAXWELL, P.E.
TEXAS NO: 99316
NOT FOR CONSTRUCTION
EXTENSION PHASE 2 (DCTA)
MAYHILL ROAD IMPROVEMENTS
CITY ENGINEER...............................REBECCA DIVINEY, P.E.
TO MAYHILL STA. 145+00
FROM COLORADO BLVD.
INTERIM CITY MANAGER.................................SARA HENSLEY
COUNCIL MEMBER...................................PAUL MELTZER
COUNCIL MEMBER..................................DEB ARMINTOR
COUNCIL MEMBER...........................................JOHN RYAN
COUNCIL MEMBER.........................................JESSE DAVIS
COUNCIL MEMBER.....................................CONNIE BAKER
COUNCIL MEMBER..........................BIRDIA JOHNSON
MAYOR..............................................................GERARD HUDSPETH
100% PLANS
DEC 2021
DEC 2021
F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEcv_DCTA_v8i-gn-index01.shtISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 11:19:30 AMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\if\Drawings\DTCA\cv_DCTA_v8i-gn-index01.sht2.0000 ft / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 11:19:30 AM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\if\Drawings\DTCA\cv_DCTA_v8i-gn-index01.shtProject:Mayhill South$MODEL$Model:DATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEIT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.AUTHORITY OF SPENCER B. MAXWELL, P.E.TEXAS NO: 99316NOT FOR CONSTRUCTIONAND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021DEC 2021 SSSBMCIVILGN-1 INDEX SHEET 2
THIS PROJECT.
RESPONSIBLE SUPERVISION AS BEING APPLICABLE TO
AN "#" HAVE BEEN SELECTED BY ME OR UNDER BY
THE STANDARD SHEETS SPECIFICALLY IDENTIFIED WITH
MITCH AITON, P.E.DATE
THIS PROJECT.
RESPONSIBLE SUPERVISION AS BEING APPLICABLE TO
AN "&" HAVE BEEN SELECTED BY ME OR UNDER BY
THE STANDARD SHEETS SPECIFICALLY IDENTIFIED WITH
FERIDOON MALEKGHASSEMI, P.E.DATE
123 RAILROAD BRIDGE ABUTMENT 1 DETAILS
124-125 RAILROAD BRIDGE ABUTMENT 6 PLAN
126 RAILROAD BRIDGE ABUTMENT 6 DETAILS
127 RAILROAD BRIDGE BENTS 2 & 3 PLAN
128-129 RAILROAD BRIDGE BENT 4 PLAN
130-131 RAILROAD BRIDGE BENT 5 PLAN
132 RAILROAD BRIDGE BENT ESTIMATED QUANTITIES
133-135 RAILROAD BRIDGE CRASH WALL DETAILS
136 RAILROAD BRIDGE BENT REPORTS
137 RAILROAD BRIDGE FRAMING PLAN (SPANS 1-3)
138 RAILROAD BRIDGE FRAMING PLAN (SPANS 4 & 5)
139 RAILROAD BRIDGE SLAB DETAILS (SPANS 1 & 2)
140 RAILROAD BRIDGE SLAB DETAILS (SPANS 3-5)
BRIDGE DETAILS
141 IGND
>142-143 BRSM
>144 BAS-C
>145 BS-EJCP
>146 CRR
>147-148 FD
>149-152 PCP
>153 PCP-FAB
>154-155 PMDF
>156 SEJ-B
>157-158 IGD
>159-161 IGEB
>162-163 IGMS
>164 IGTS
>165-166 MEBR (C)
>167 CSAB
>168-170 TYPE C411
>171-172 BL
>173-174 CSAB
>175-176 CLF-RO
UTILITIES
177-182 EXISTING UTILITIES
ILLUMINATION PLAN
183-185 LIGHTING PLAN
186 CONDUIT TABLES
TRAFFIC SIGNAL PLAN
187 TRAFFIC SIGNAL PLAN - MAYHILL RD & COLORADO BLVD
188 TRAFFIC SIGNAL SUMMARY - MAYHILL RD & COLORADO BLVD
189 TRAFFIC SIGNAL TERMINATION - MAYHILL RD & COLORACO BLVD
190 TRAFFIC SIGNAL PLAN - MAYHILL RD & EDWARDS RD
191 TRAFFIC SIGNAL SUMMARY - MAYHILL RD & EDWARDS RD
192 TRAFFIC SIGNAL TERMINATION - MAYHILL RD & EDWARDS RD
TRAFFIC SIGNAL DETAILS
193 STREET NAME SIGN DETAILS
194 PEDESTAL POLE DETAILS
195 TS-FD-12
196-197 SMA-80-()-12
$198-201 LMA()-12
$202 LMA(5)-12
$203 MA-C-12
$204 MA-D-12
$205 LUM-A-12
$206-207 RID(LUM)-07
$208 TS-CF-04
$209-215 ED()-03
$216-223 CITY OF DENTON TRAFFIC SIGNAL DETAILS
BRIDGE
118-119 RAILROAD BRIDGE LAYOUT
120 RAILROAD BRIDGE TYPICAL SECTIONS
121 RAILROAD BRIDGE ESTIMATED QUANTITIES & BEARING SEAT ELEVATIONS
122 RAILROAD BRIDGE ABUTMENTS 1 PLAN
GENERAL
1 COVER SHEET
2 INDEX SHEET
3-4 SUMMARY OF QUANTITIES
5 GENERAL NOTES AND ABBREVIATIONS
6 SURVEY CONTROL POINTS AND SOIL BORING LOCATIONS
7 HORIZONTAL ALIGNMENT DATA
RIGHT OF WAY
8 RIGHT OF WAY / EASEMENT MAP BEGIN TO STA. 111+00
9 RIGHT OF WAY / EASEMENT MAP STA. 111+00 TO STA. 123+00
10 RIGHT OF WAY / EASEMENT MAP STA. 123+00 TO STA. 138+54.08
TRAFFIC CONTROL PLAN
11 TRAFFIC CONTROL NARRATIVE
12 TRAFFIC CONTROL PLAN TYPICAL SECTIONS
13-16 TRAFFIC CONTROL PLAN - STAGE I
17-26 TRAFFIC CONTROL PLAN - STAGE II
TRAFFIC CONTROL PLAN STANDARDS
*27-38 BC (1)-03 THRU BC (12)-03
*39 TCP (2-4)-18
REMOVAL PLAN
40-42 DEMOLITION PLANS
TYPICAL SECTIONS
43 EXISTING TYPICAL SECTION
44-45 PROPOSED TYPICAL PAVEMENT SECTIONS
ROADWAY PLAN
46-52 MAYHILL ROAD PLAN AND PROFILE
53-56 EDWARDS ROAD PAVING PLAN
ROADWAY DETAILS
#57-62 CITY OF DENTON PAVING DETAILS
#63-65 PRD-13
#66 GF(13)MS-19
67 GF(13)TR TL2-19
68 SGT(12S)31-18
RETAINING WALL
69-70 RETAINING WALL PLAN AND PROFILE
RETAINING WALL DETAILS
71-72 RW(MSE) MOD
73 RW(MSE)DD MOD
<74 RW2
DRAINAGE IMPROVEMENTS
75-76 DRAINAGE HORIZONTAL ALIGNMENT DATA
77 DRAINAGE AREA MAP
78-80 DRAINAGE CALCULATIONS
81-83 CULVERT PLAN AND PROFILES
84-94 STORM DRAIN PLAN AND PROFILES
95-96 STORM DRAIN LATERAL PROFILES
DRAINAGE DETAILS STANDARDS
&97 MISCELLANEOUS STORM DRAIN DETAILS
&98-101 CITY OF DENTON STANDARD STORM DRAIN DETAILS
&102 DI-1-02 (FW)
&103 SCP-6
&104 CH-FW-0
&105 PW
&106 SCP-MD
&107-108 MC-6-23
&109 SCC-MD
110 PROP STORM DRAIN CULVERT INFLOW DETAILS
111 PROP STORM DRAIN CULVERT JOINT & TOE DETAILS
112-113 SRR
114 CRR
115-116 SETP-CD
117 PROP STORM DRAIN CHANNEL DETAILS
PVMK AND SIGNAGE
224-227 PVMT MARKING AND SIGNAGE PLANS
PVMK AND SIGNAGE DETAILS
228-246 CITY OF DENTON PAVEMENT MARKING DETAILS
EROSION CONTROL
247-252 EROSION CONTROL PLANS
^253 CITY OF DENTON EROSION DETAILS
CROSS SECTIONS
254-258 CROSS SECTIONS MAYHILL RD
259-261 CROSS SECTIONS EDWARDS RD
F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEcv_DCTA_v8i-gn-notes01.shtISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 11:21:12 AMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\if\Drawings\DTCA\cv_DCTA_v8i-gn-notes01.sht2.0000 ft / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 11:21:12 AM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\if\Drawings\DTCA\cv_DCTA_v8i-gn-notes01.shtProject:Mayhill South$MODEL$Model:DATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEIT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.AUTHORITY OF SPENCER B. MAXWELL, P.E.TEXAS NO: 99316NOT FOR CONSTRUCTIONAND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021DEC 2021
SSSBMCIVILGENERAL NOTESAND ABBREVIATIONSGN-4 ABBREVIATIONS
GENERAL NOTES
ABBREVIATIONS
NOTE: ABBREVIATIONS DO NOT INCLUDE SURVEY ABBREVIATIONS
UTILITY CONTACTS
SYMBOLS
1
C-1C-2
1
1
NORTH CURVE DATA
L
R
T
Ø
CURVE NUMBER
= LENGTH
= RADIUS
= TANGENT
= DELTA
NORTH ARROW
REVISION NUMBER
NOTE BY SYMBOL
DETAIL IS DRAWN
SHEET ON WHICH
IS REFERENCED
SHEET ON WHICH DETAIL
REFERENCE
DETAIL
DETAIL NUMBER
" " SLOPE
" " GRADING
LIMITS OF CONSTRUCTION
MINIMUM
MEGAHERTZ
MANHOLE
MANUFACTURE
MAXIMUM
LEFT
LUMP SUM
LINEAR FEET
LEFT EXISTING GRADE LINE (AT ROW)
POUNDS
LENGTH
INSIDE DIAMETER
HORIZONTAL
HOT MIXED ASPHALTIC CONCRETE
HEIGHT
GALVANIZED
GALLON
FOOT
FINISHED FLOOR
FEDERAL
EXISTING
EACH WAY
ENVIRONMENTAL PROTECTION AGENCY
ELEVATION
EXISTING GROUND LINE (AT Ô)
EACH
EASTING
DIAMETER
DESCRIPTION
DEPARTMENT
DEMOLITION
DEGREES
DRUG ENFORCEMENT AGENCY
AUTHORITY
DENTON COUNTY TRANSPORTATION
CUBIC YARD
PAVEMENT
CONTINUOUSLY REINFORCED CONCRETE
CONTINUOUS
CONCRETE
CENTERLINE
CENTER TO CENTER
CHORD LENGTH
BASE FLOOD ELEVATION
ALTERNATE
MIN
MHZ
MH
MFGR
MAX
LT
LS
LF
LEGL
LBS
L
ID
HOR
HMAC
H
GALV
GAL
FT
FF
FED
EXIST
EW
EPA
ELEV
EGL
EA
E
DIA OR Ç
DESC
DEPT
DEMO
DEG
DEA
DCTA
CY
CRCP
CONT
CONC
CL OR Ô
CC
C
BFE
ALT
WEIGHT
WITHOUT
WITH
VERTICAL POINT OF INTERSECTION
VERTICAL
VERTICAL CURVE
UNDERGROUND STORAGE TANK
UNDERGROUND TELEPHONE
UNDER DRAIN
TYPICAL
CONSERVATION COMMISSION
TEXAS NATURAL RESOURCE
TOP OF PAVEMENT
TANGENT
SQUARE YARD
STORM WATER POLLUTION PREVENTION PLAN
STATION
STREET
SANITARY SEWER MANHOLE
SANITARY SEWER
SPECIFICATION
SHEET
SQUARE FEET
STORM DRAIN
SCHEDULE
RIGHT
RESIDENT PROJECT REPRESENTATIVE
RIGHT OF WAY
RIGHT EXISTING GRADE LINE (AT ROW)
REINFORCED
ROAD
REINFORCED CONCRETE PIPE
RADIUS
PAVEMENT
POLYVINYL CHLORIDE
POINT OF TANGENT
POINT OF INTERSECTION
PROFILE GRADE LINE
PORTLAND CEMENT CONCRETE
POINT OF CURVE
OVERHEAD ELECTRIC
OUTSIDE DIAMETER
ON CENTER
NOT TO SCALE
NATIONAL PIPE THREAD
NOTICE OF INTENT
NUMBER
NOT IN CONTRACT
NATURAL GROUND
NORTHING
WT
W/O
W/
VPI
VER
VC
UST
UGT
UD
TYP
TNRCC
TOP
T
SY
SW3P
STA
ST
SSMH
SS
SPEC
SHT
SF
SD
SCH
RT
RPR
ROW
REGL
REINF
RD
RCP
RAD
PVMT
PVC
PT
PI
PGL
PCC
PC
OHE
OD
OC
NTS
NPT
NOI
NO
NIC
NG
N
5
GLEN MARTIN
ROY BUSBY
KARRIE BOEDEKER
EDDIE TRUITT
ROBERT MARTINEZ
RICK BAILEY
ROBERT MARTINEZ
RICK GURLEY
JOHN HOLLINGSWORTH
BUDDY SMITH
CHRIS LANGSTON
JUSTIN PIVINEY
KEVIN PRYOR
DON McLAUGHLIN
HARRY HETTINGER
MIKE NORTHCUTT
RICK ALLEN
CONTACT PERSON
(940)369-0200
(940)321-4640
1(800)441-0223
(903)891-4251
(972)318-0654
(940)433-8902
(817)215-6688
(936)873-1119
(214)464-4095
(972)729-5845
(940)270-7016
(940)349-8489
(940)349-7181
(940)349-7119
(940)349-7172
(817)355-4039
(940)566-2901
PHONE
DISD - CONSTRUCTION COORDINATOR
COSERVE
BROADWING
LONE STAR GAS
VERIZON COMMUNICATIONS
ATMOS ENERGY
TXU ELECTRIC/ONCOR
TEXAS MPA
SBC COMMUNICATIONS
MCI COMMUNICATIONS
GRANDE COMMUNICATIONS
CITY OF DENTON-SEWER
CITY OF DENTON-WATER
CITY OF DENTON-ELECTRIC
CITY OF DENTON-COMMUNICATIONS
CITGO PETROLEUM
CHARTER COMMUNICATIONS
COMPANY
I. GENERAL
4.
3.
2.
1.
COMPONENT OR INCIDENTAL.
CONTRACT UNIT PRICE FOR ITEMS OF WHICH THIS WORK IS ALSO A
THE CONTRACT DOCUMENTS. INCLUDE COST OF THIS WORK IN THE
PLANS UNLESS SPECIFICALLY ESTABLISHED IN THE BID PROPOSAL OF
THERE WILL BE NO SEPARATE PAYMENT FOR WORK SHOWN ON THESE
PUBLIC WORKS CONSTRUCTION STANDARDS - NORTH CENTRAL TEXAS.
IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS, CITY OF DENTON,
ALL WATER LINE AND WASTEWATER LINE CONSTRUCTION SHALL BE
AND WATERLINES (MOST RECENT VERSION AS SUPPLEMENTED).
SPECIFICATIONS FOR CONSTRUCTION OF HIGHWAYS, STREETS, BRIDGES
STANDARDS - NORTH CENTRAL TEXAS, AND THE TXDOT STANDARD
SPECIFICATIONS, CITY OF DENTON, PUBLIC WORKS CONSTRUCTION
ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE PROJECT
(940) 349-8910.
SHALL BE DIRECTED TO THE DENTON ENGINEERING OFFICE.
NOTICE BEFORE BEGINNING CONSTRUCTION. THE NOTIFICATION
THE CONTRACTOR SHALL GIVE THE CITY A MINIMUM OF 1 WEEK
II. CONSTRUCTION
10.
9.
8.
7.
6.
5.
4.
3.
2.
1.
III. TRAFFIC CONTROL
3.
2.
1.
IV. DRAINAGE/EXCAVATION/UTILITIES
9.
8.
7.
6.
5.
4.
3.
2.
1.
SEWER MAIN LINES AND SEWER SERVICES.
OF 9' (O.D. TO O.D.) FROM ALL EXISTING OR PROPOSED SANITARY
ALL WATER SERVICES SHALL BE LOCATED AT A MINIMUM SEPARATION
CONSIDERED INCIDENTAL TO THE PROJECT.
TO THE FINAL GRADE. ADJUSTMENT OF THESE ITEMS SHALL BE
WASTEWATER MANHOLES, VAULTS AND ALL OTHER FACILITIES
ADJUST ALL EXISTING AND PROPOSED VALVE BOXES, WATER AND
RELOCATED BY OTHERS.
EXISTING ELECTRICAL, TELEPHONE, GAS, FIBER AND CABLE TV LINES TO BE
THE ENGINEER AT THE CONTRACTOR'S ENTIRE EXPENSE.
OPERATIONS WILL BE REMOVED BY THE CONTRACTOR AS REQUIRED BY
ANY OBSTRUCTIONS TO EXISTING DRAINAGE DUE TO THE CONTRACTOR'S
UNLESS OTHERWISE SHOWN ON THE PLANS.
BUT SHALL BE CONSIDERED SUBSIDIARY TO THE VARIOUS BID ITEMS,
PLUGGING OF PIPES OR CULVERTS WILL NOT BE PAID FOR DIRECTLY,
BLASTING WITHIN THIS PROJECT AREA WILL NOT BE PERMITTED.
REMAIN THE RESPONSIBILITY OF THE CONTRACTOR.
EXCEEDING 5 FEET IN DEPTH. OVERALL TRENCH SAFETY WILL
TRENCH SUPPORT SYSTEMS WILL BE REQUIRED IN ALL TRENCHES
GUARANTEED TO BE ACCURATE OR ALL INCLUSIVE.
LOCATION OF UNDERGROUND AND OTHER UTILITIES IS NOT
THE INFORMATION SHOWN ON THESE PLANS CONCERNING TYPE AND
DURING THE DESIGN PERIOD AND ARE FOR REFERENCE PURPOSES ONLY.
PLANS ARE BASED ON THE MOST CURRENT INFORMATION AVAILABLE
AVOID DAMAGE THERETO. UNDERGROUND UTILITIES SHOWN ON THESE
AND LOCATION OF UNDERGROUND UTILITIES AS MAY BE NECESSARY TO
RESPONSIBLE FOR MAKING HIS OWN DETERMINATION AS TO THE TYPE
WOULD AFFECT UNDERGROUND UTILITIES. THE CONTRACTOR IS
OR COMPANY AT LEAST 48 HOURS BEFORE COMMENCING WORK THAT
THE CONTRACTOR SHALL CONTACT THE APPROPRIATE UTILITY DISTRICT
AROUND ALL MATERIAL STOCKPILES.
FLOOD PLAIN. EROSION CONTROL MEASURES SHALL BE INSTALLED
CONTRACTOR SHALL NOT STOCKPILE MATERIAL WITHIN THE 100 YEAR
DEVICES, CURRENT REVISION.
SIZE INDICATED IN THE TEXAS MANUAL ON UNIFORM TRAFFIC CONTROL
WARNING SIGNS, FLASHERS, AND OTHER DEVICES OF THE TYPE AND
THE CONTRACTOR SHALL FURNISH, INSTALL AND MAINTAIN BARRICADES,
REFLECTORIZED AND/OR ILLUMINATED.
ALL TRAFFIC CONTROL DEVICES USED AT NIGHT SHALL BE
DEVICES.
EDITION OF THE TEXAS MANUAL ON UNIFORM TRAFFIC CONTROL
DEVICES, INCLUDING PLACEMENT, SHALL CONFORM TO THE LATEST
ALL SIGNS, BARRICADES, PAVEMENT MARKINGS AND TRAFFIC CONTROL
TO THE CITY.
CONTRACTOR SHALL BE REMEDIED BY THE CONTRACTOR AT NO COST
CONSTRUCTION. ANY DAMAGE TO IN-SERVICE MANHOLES CAUSED BY THE
EXISTING IN - SERVICE MANHOLES ARE TO BE PROTECTED DURING
TRENCH PRIOR TO BEGINNING ANY WORK ON THE PROJECT.
WATER, STORM DRAIN OR OTHER LINES THAT SPAN THE CONSTRUCTION
CONTRACTOR SHALL PREPARE AND PRESENT A PLAN ON HOW TO SUPPORT
AND WILL NOT BE PAID FOR SEPARATELY.
TIE-IN WORK SHALL BE SUBSIDIARY TO THE COST OF PIPE INSTALLATION
REMAIN UNCONNECTED TO THE COLLECTION SYSTEM OVERNIGHT. TEMPORARY
SHALL BE COORDINATED. NO EXISTING LATERAL LINES WILL BE ALLOWED TO
TIE-INS BETWEEN EXISTING LATERALS AND THE NEW SANITARY SEWER
CONTRACTOR SHALL PREPARE AND PRESENT A PLAN TO THE CITY ON HOW
SANITARY SEWER AND STORM SEWER AT CROSSINGS.
SEWER AND WATERLINES AND 1 FT. MIN. VERTICAL SEPARATION BETWEEN
IN GENERAL, MAINTAIN 2' MIN. VERTICAL SEPARATION BETWEEN SANITARY
CONTRACTOR'S OPERATIONS.
ALL DAMAGES DONE TO SUCH EXISTING FACILITIES AS A RESULT OF THE
BELOW GROUND DURING CONSTRUCTION. THE CONTRACTOR IS LIABLE FOR
SERVICES, ALL OTHER UTILITIES, AND THE STRUCTURES BOTH ABOVE AND
SANITARY SEWER LINES, ELECTRIC CABLES, DRAINAGE PIPES, UTILITY
AND PROTECTION OF ALL UTILITY POLES. GAS MAINS, TELEPHONE CABLES,
THE CONTRACTOR SHALL MAKE NECESSARY PROVISION FOR THE SUPPORT
THE PIPELINE.
ABOVE THE PIPE), OR AS SHOWN ON THE PLANS, ALONG THE CENTERLINE OF
SHALL BE INSTALLED ON TOP OF THE GRANULAR PIPE EMBEDMENT (18"
PRESENCE OF BURIED SANITARY SEWER PIPE UNDERNEATH. THE PIPE TAPE
SEWER LINES INSTALLED. THE PIPE TAPE SHALL CONTINUOUSLY INDICATE THE
CONTRACTOR SHALL FURNISH AND INSTALL PIPE DETECTION TAPE OVER ALL
PROVIDE SAFE WORKING CONDITIONS.
BY THE CONTRACTOR TO
SHALL NOT CONSTITUTE A BASIS FOR A DELAY OR COMPENSATION CLAIM
THE CONSTRUCTION PLANS TO SHOW EXISTING POWER LINE LOCATIONS
CONTRACTOR AND WILL NOT BE REIMBURSABLE BY THE CITY. FAILURE OF
AROUND EXISTING POWER LINES SHALL BE BORNE SOLELY BY THE
MINIMUM APPROACH DISTANCE. COSTS ASSOCIATED WITH WORKING SAFELY
ANYONE WORKING FROM AN ELEVATED POSITION STAYS OUTSIDE THE
TO BE TAKEN. CONTRACTOR MUST POST WARNING SIGNS AND ENSURE THAT
ANY POWER LINES, THE HAZARDS INVOLVED, AND THE PROTECTIVE MEASURES
ENSURE THAT ALL PERSONS WORKING ARE AWARE OF THE LOCATION OF
POWER LINES OF 50,000 VOLTS OR LESS. CONTRACTOR IS RESPONSIBLE TO
FROM OVERHEAD LINES. A DISTANCE OF 10' SHALL BE MAINTAINED FOR ALL
CERTAIN DISTANCES THAT WORKERS. TOOLS AND EQUIPMENT MUST BE KEPT
MEASURES ARE TAKEN BEFORE WORK IS STARTED. OSHA HAS PRESCRIBED
LINES BE DE-ENERGIZED AND GROUNDED OR THAT OTHER PROTECTIVE
CONSTRUCTION IS NEAR OVERHEAD LINES, OSHA REQUIRES THAT POWER
REGULATIONS AND WORK A SAFE DISTANCE FROM ALL POWER LINES. WHERE
FOLLOW OSHA (OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION)
PROTECTING ALL ELECTRICAL POLES AND TOWERS.
CONTRACTOR IS SOLELY RESPONSIBLE FOR DESIGNING ALL SHORING AND FOR
THE POLE AND TOWER FOUNDATIONS ACTING ON THE SHORING. THE
DESIGN THE SHORING TO ACCOUNT FOR ADDITIONAL SURCHARGE LOADS OF
TRANSMISSION TOWERS, UNLESS OTHERWISE NOTED. THE CONTRACTOR SHALL
TRENCHES WITHIN 5 ' (ANY DIRECTION) OF DISTRIBUTION POLES AND 25' OF
ELECTRIC COMPANIES TYPICALLY REQUIRE THAT SHORING BE USED IN OPEN
CONSTRUCTION.
TO RESIDENCES DURING
26. CONTRACTOR IS REQUIRED TO MAINTAIN RESIDENTIAL AND FIRE ACCESS
AND FOR REPLACEMENT OF REMOVED CAPS.
RESPONSIBLE FOR ALL CLEAN-UP ASSOCIATED WITH OPENING CLEAN OUTS
OPEN CLEAN OUTS WHERE AVAILABLE. THE CONTRACTOR WILL BE
INSTALLATION OF NEW SEWER PIPE. THE CONTRACTOR WILL BE ALLOWED TO
OR BASEMENTS FROM BACKUP WHICH MAY RESULT DURING THE
THE CONTRACTOR SHALL BE LIABLE FOR DAMAGES TO BUSINESSES, HOMES,
WITHOUT WRITTEN PERMISSION FROM THE AFFECTED PROPERTY OWNERS.
NO EQUIPMENT OR MATERIAL SHALL BE DEPOSITED ON PRIVATE PROPERTY
EXISTED PRIOR TO THE PROJECT.
OPERATIONS TO A CONDITION AS GOOD OR AS BETTER THAN THAT WHICH
THE CONTRACTOR SHALL CLEAN UP AND RESTORE THE AREA OF
ALLOWED TO REMAIN OUT OF SERVICE OVERNIGHT.
CONNECTIONS IN WORKING ORDER AT TIMES. IN NO CASE SHALL SERVICES BE
CONTRACTOR IS RESPONSIBLE FOR MAINTAINING WATER AND SEWER
THE EXISTING UTILITY EASEMENT OR R.O.W.
EASEMENTS ARE AVAILABLE, CONTRACTOR SHALL LIMIT ACTIVITIES TO WITHIN
UTILITY EASEMENTS OR R.O.W. IN THE AREAS WHERE NO CONSTRUCTION
ONLY THROUGH THE TEMPORARY CONSTRUCTION EASEMENTS. EXISTING
THE PROPERTY OWNER, INGRESS AND EGRESS TO THE WORK SITE SHALL BE
SET FORTH IN TEMPORARY CONSTRUCTION EASEMENTS. UNLESS GRANTED BY
CONTRACTOR SHALL BECOME FAMILIAR WITH THE TERMS AND CONDITIONS
REMOVED WHERE NOT AUTHORIZED.
CONTRACT AMOUNT WILL BE REDUCED BY $5000 FOR EACH TREE WHICH IS
R.O.W. WITHOUT PRIOR APPROVAL OF THE OWNER'S REPRESENTATIVE. THE
NO TREES MAY BE REMOVED OUTSIDE THE PERMANENT EASEMENTS OR
EASEMENT LIMITS INCLUDING RE- VEGETATION COSTS.
BE RESPONSIBLE FOR ALL DAMAGES TO PROPERTY OUTSIDE OF THE
IS SHOWN OR REQUIRED FOR A COMPLETE PROJECT. THE CONTRACTOR WILL
CONTRACTOR IS REQUIRED TO RE-SEED ALL DISTURBED AREAS WHERE WORK
OF THEIR ACCESS.
NOTIFIED BY THE CONTRACTOR TWO WORKING DAYS PRIOR TO THE CLOSURE
OCCUPIED THAT WILL BE DENIED ACCESS TO THEIR DRIVEWAY SHALL BE
ALTERNATE ACCESS MUST BE PROVIDED BY CONTRACTOR. ALL PROPERTIES
INTERRUPTED MUST HAVE MULTIPLE INGRESS/EGRESS POINTS AVAILABLE OR
ALL TIMES. PROPERTIES WHERE ACCESS TO EXISTING ROADS AND DRIVES IS
PROVIDE ACCESS FOR LANDOWNERS AT EXISTING ROADS AND DRIVES AT
CITY INSPECTOR PRIOR TO CONSTRUCTION.
WORK. THE CONTRACTOR SHALL PROVIDE ONE COPY OF THE VIDEO TO THE
THE PRE- CONSTRUCTION VIDEOTAPING SHALL BE CONSIDERED SUBSIDIARY
AND AUDIO IDENTIFICATION OF PROPERTY ADDRESS AND LINE DESIGNATION.
PROPERTY AREAS PRIOR TO WORK. VIDEOS SHALL INCLUDE DATE NOTATION
THE CONTRACTOR SHALL VIDEO ALL POTENTIALLY IMPACTED PRIVATE
AND NO ADDITIONAL COMPENSATION WILL BE ALLOWED.
LETTERS SHALL BE CONSIDERED AS SUBSIDIARY TO THE COST OF PROJECT
OF PERFORMING ANY WORK ON PRIVATE PROPERTY. DISTRIBUTION OF
THE CONTRACTOR SHALL NOTIFY OWNERS 48 HOURS IN ADVANCE
COPIES OF THE LETTERS SHALL BE FORWARDED TO THE CITY INSPECTOR.
DESCRIPTION OF WORK TO BE DONE, AND TIME FRAME FOR DOING THE WORK.
INCLUDE NAMES AND PHONE NUMBERS OF CONTRACTOR CONTACTS, A
PRIOR TO BEGINNING WORK ON EACH PROPERTY. THE LETTERS SHALL
THE CONTRACTOR SHALL DISTRIBUTE LETTERS TO ALL PROPERTY OWNERS
PROPOSED SEWER MAIN LINES.
VERIFICATION. ALL EXISTING SERVICES SHALL BE RECONNECTED TO
APPROXIMATE IN NUMBER AND LOCATION AND REQUIRE CONTRACTOR
ALONG EXISTING SANITARY SEWER MAINS. PROPOSED SERVICES SHOWN ARE
CONTRACTOR SHALL USE TV TO LOCATE ALL SANITARY SEWER SERVICES
28.
27.
26.
25.
24.
23.
22.
21.
20.
19.
18.
17.
16.
15.
14.
13.
12.
11.
10.
IV. DRAINAGE/EXCAVATION/UTILITIES CONTINUED IV. DRAINAGE/EXCAVATION/UTILITIES CONTINUED
CONCRETE BLOCKING.
THRUST RESTRAINT FOR WATERLINES SHALL BE PROVIDED BY
ALL IN-LINE GATE VALVES SHALL BE "MJ" AND RESTRAINED.
ALL GATE VALVES ON AN OUTLET BRANCH SHALL BE "FLxMJ" AND RESTRAINED.
SHALL BE "MJxFL".
FITTINGS SHALL BE "MJ", EXCEPT THAT TEES FOR OUTLETS AND LATERALS
ALL WATERLINE FITTINGS SHALL BE DUCTILE IRON. ALL WATERLINE
ALL WATERLINE FITTINGS SHALL BE RESTRAINED AND CONCRETE BLOCKED.
GRADE PLUS 6".
C. MANHOLE RIMS/COVERS OUTSIDE OF PAVEMENT ADJUSTED TO FINISHED
B. MANHOLE RIMS/COVERS IN PAVEMENT ADJUSTED TO FINISHED GRADE.
A. VALVE STACKS/BOXES ADJUSTED TO FINISHED GRADE.
FOR UTILITIES THAT ARE TO REMAIN SHALL BE ADJUSTED AS FOLLOWS:
ALL VALVE STACKS/BOXES AND ALL MANHOLE RIMS/COVERS
33.
32.
31.
30.
29.
VI. ENVIRONMENTAL MANAGEMENT
ZACHARY.PETERSON@CITYOFDENTON.COM (940-349-7141).
CAN CONTACT JOETTA.DAILEY@CITYOFDENTON.COM (940-349-7153) OR
STORMWATER REGULATIONS AND PROPER INSTALLATION OF APPROPIATE BMPS.
INITIAL INSPECTION PRIOR TO PERMIT ISSUANCE TO ENSURE COMPLIANCE WITH
PROJECT SITE OPERATOR MUST CONTACT WATERSHED PROTECTION DIVISION FOR
INSPECTION (DDC 7.3.5.C.3).
CONSTRUCTION SIDE NOTICE MUST BE POSTED AT CONSTRUCTION SITE PRIOR TO INITIAL
OF THE SWPPP TO THE WATERSHED PROTECTION DIVISION FOR REVIEW (DDC 7.3.5.D).
ACCORDANCE WITH TXR150000 AND MAINTAIN A CURRENT COPY ON SITE. PROVIDE A COPY
PROJECT MUST DEVELOP A STORM WATER POLLUTION PREVENTION PLAN (SWPPP) IN
PROTECTION DIVISION (DDC 7.3.5.B).
COMMISSION ON ENVIRONMENTAL QUALITY (TCEQ). SUBMIT A COPY OF NOI TO WATERSHED
NOTICE OF INTENT (NOI) TO DISCHARGE STORMWATER MUST BE SUBMITTED TO THE TEXAS
ACRES AND REQUIRES COMPLIANCE WITH STATE STORMWATER PERMIT (TXR150000).
SITE IS PART OF A LARGER COMMON PLAN OF DEVELOPMENT GREATHER THAN FIVE (5)
RIGHT OF SCREEN
CAN BE FOUND AT WWW.CITYOFDENTON.COM/WATERSHED, TAB TO SURVEY IS AT TOP
ACTIVITIES WILL COMPLETE THE ONLINE CONSTRUCTION SITE SURVEY. THIS SURVEY
AS A CONDITION OF APPROVAL, APPLICANTS CONDUCTING LAND DISTURBING
WITHOUT TAKING MEASURES TO PREVENT SEDIMENTATION OF THE WATERWAY.
SOLIDS FROM EXCAVATIONS AND STREAM CROSSINGS OFF SITE OR INTO WATERWAYS
THE CONTRACTOR SHALL NOT DISCHARGE PUMPED WATER CONTAINING SUSPENDED
ROUTINE TEMPORARY CONTROL MAINTENANCE WITHIN SPECIFIED TIME FRAMES.
CONTRACTOR IS RESPONSIBLE UNDER THIS CONTRACT TO PERFORM THE REQUIRED
REPAIRS AND REMOVE EXCESS SEDIMENT TO SPOIL AREAS WITHIN 48 HOURS. THE
EXCEEDED SPECIFICATIONS. THE CONTRACTOR SHALL PERFORM ALL NECESSARY
CONTROLS ARE INTACT AND FUNCTIONING, AND OBSERVE IF SEDIMENTATION HAS
48 HOURS OF EVERY SIGNIFICANT RAINFALL IN EXCESS OF 0.5", TO DETERMINE IF THE
THE CONTRACTOR SHALL INSPECT THE CONTROLS AT LEAST WEEKLY AND WITHIN
MADE TO THE TEMPORARY EROSION AND SEDIMENTATION CONTROLS.
NO ADDITIONAL PAYMENT WILL BE MADE FOR ANY ADJUSTMENTS AND/OR ADDITIONS
IN AREAS WHERE IT IS OBSERVED INADEQUATE TO PREVENT OFF-SITE SEDIMENTATION.
ADJUST LOCATIONS OR ADD FOOTAGE TO THE APPROVED TEMPORARY CONTROL PLAN
WITH THE APPROVED PLANS. THE INSPECTOR MAY REQUIRE THE CONTRACTOR TO
OFF-SITE TRANSPORT OF SEDIMENT AND DEBRIS FROM THE PROJECT IN ACCORDANCE
SEDIMENTATION CONTROLS UNTIL REVEGETATION IS COMPLETED TO PREVENT
THE CONTRACTOR SHALL INSTALL AND MAINTAIN TEMPORARY EROSION AND
8.
7.
6.
5.
4.
3.
2.
1.
OF WAY PREPARATION.
UNLESS OTHERWISE NOTED IN THE PLANS AND IS SUBSIDIARY TO RIGHT
ALL TREES AND SIGNS WITHIN LIMITS OF CONSTRUCTION ARE TO BE REMOVED
LIFE AND SEEDED OR SODDED FOR EROSION CONTROL.
FREE OF STONES AND DEBRIS, CAPABLE OF SUSTAINING HEALTHY PLANT
SURFACED SHALL BE TOPPED WITH FOUR (4) INCHES CLEAN TOPSOIL,
ALL AREAS DISTURBED BY CONSTRUCTION ACTIVITIES WHICH ARE NOT
BUT IT SHALL BE CONSIDERED SUBSIDIARY TO THE VARIOUS BID ITEMS.
AS NECESSARY. NO DIRECT PAYMENT WILL BE MADE FOR THIS WORK
THE CONTRACTOR WILL BE REQUIRED TO SPRINKLE FOR DUST CONTROL,
CONTROL ITEMS SHALL BE IN PLACE.
PRIOR TO BEGINNING ANY CONSTRUCTION, THE TEMPORARY EROSION
INDICATED ON THE APPROVED CONSTRUCTION PLANS.
MAXIMUM CUT/FILL SLOPES SHALL BE 4:1 (H:V) UNLESS OTHERWISE
ROAD AS PROPERTY.
PROPERTY ADDRESS. TO BE RELOCATED TO SAME SIDE OF PROPOSED
MAILBOXES THAT ARE CURRENTLY ON OPPOSITE SIDE OF ROAD FROM
CONTRACTOR SHALL COORDINATE WITH PROPERTY OWNERS FOR ALL
INTERRUPTED AS A RESULT OF THE CONSTRUCTION ACTIVITIES.
AND TAKE MEASURES TO ASSURE THAT MAIL DELIVERY WILL NOT BE
REPLACING ANY MAIL BOXES THAT ARE IN THE WAY OF CONSTRUCTION
THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING AND
CONTRACTOR'S EXPENSE PRIOR TO FINAL APPROVAL OF THE JOB.
WITH MATERIALS EQUAL OR BETTER THAN THE ORIGINAL AT THE
IS DISTURBED BY CONSTRUCTION, SHALL BE REMOVED AND RESTORED
WHICH IS NOT SCHEDULED TO BE ALTERED OR REMOVED, BUT WHICH
ANY EXISTING SIDEWALK, CURB, DRIVEWAY, FENCING OR PAVEMENT
PARTIAL CUTTING AND BREAKING WILL NOT BE PERMITTED.
PROJECT. SAWCUTTING SHALL EXTEND FULL DEPTH OF PAVEMENT.
PAID FOR DIRECTLY BUT SHALL BE CONSIDERED INCIDENTAL TO THE
ALL STREET TIE-IN'S. SAWCUTTING WILL NOT BE MEASURED OR
CONTRACTOR SHALL "SAWCUT AND MATCH EXISTING PAVEMENT" AT
CONTROL BOARD AND ALL CITY AND COUNTY REQUIREMENTS.
WITH THE REGULATIONS SET FORTH BY THE TEXAS AIR QUALITY
DISPOSAL OF ALL BRUSH, TRASH OR DEBRIS SHALL BE IN COMPLIANCE
wooddeck 3.5' conc. retaining wall~ under construction
concrete
concrete
concrete
concrete concrete concrete
B28B30
B32
B38B39B40
BB37
B43
B42
B41B44
B45
140+00 145+00 150+00 155+00
MAYHILL ROAD
SSSBMCIVIL SC-1 SURVEY CONTROL MAPAND SOIL BORING LOCATIONSNUMBER NORTHING EASTING DESC.ELEV.
CONTROL POINTS
CP#20532
CP#21087
CP#3002
CP#19985
CP#20137
CP#20196
6
DCTA
E 2400760.61
N 7115103.70
STA 99+00.00
BEGIN MAYHILL ALIGNMENT
EDWARDS ROADfax: 972.221.4675
tel: 972.221.9439
Lewisville, Texas 75067
220 Elm Street, Suite 200
thad@arthursurveying.com
R.P.L.S.
W. Thad Murley III
Arthur Surveying Co., Inc.
B43
B37
B40 B39 B38 B32
B30
B28
NUMBER NORTHING EASTING
BORING HOLE LOCATIONS B#
B28
B30
B32
B37
B38
B39
B40
7120656.31
7118662.09
7119681.32
7116546.87
7117817.76
7117203.60
7116424.42
B43 7115868.77
2401692.51
2401595.44
2400730.44
2401555.06
2401554.63
2401561.59
2400705.63
2401643.25
400'200'0 100'
SCALE IN FEET
MAYHILL ROAD (BL01)
Ô ALIGNMENT
SURVEYED 2011 BY:
20196
20137
19985
3002
21087
20532
7120128.47
7119315.27
7118169.25
7115771.59
7116186.66
7115595.33
2401708.07
2401674.78
2401541.56
2401467.18
2400771.85
2400771.36
599.12
603.48
603.96
590.44
599.32
626.25
CP60DS
CP60DS
CP60DSET
CPXSET5064
CP60DS
CP60DSET
CP#
EDWARDS ROAD
BLUE JAY LANE (PUBLIC)LEAFY (PUBLIC)PRIVATEROAD (PRIVATE)QUAIL CREEK ROAD (PRIVATE)QUAIL CREEK (PUBLIC)BOULEVARDCOLORADODART MP 725.07
B36E 2400760.61
N 7115103.70
STA 108+16.50
BEGIN EDWARDS DCTA ALIGNMENT
E 2401305.65
N 7117972.32
STA. 126+20.68
END EDWARDS DCTA ALIGNMENT
135+00
100+00 105+00 110+00 115+00
120+00
125+00
130+00125+00100+0010
5
+
0
0
110+00 115+00 120+00
F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEcv_DCTA_v8i-gn-ctrl1.shtISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 11:22:37 AMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\if\Drawings\DTCA\cv_DCTA_v8i-gn-ctrl1.sht400.0000 ft / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 11:22:37 AM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\if\Drawings\DTCA\cv_DCTA_v8i-gn-ctrl1.shtProject:Mayhill South$MODEL$Model:DATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEIT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.AUTHORITY OF SPENCER B. MAXWELL, P.E.TEXAS NO: 99316NOT FOR CONSTRUCTIONAND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021DEC 2021
guar
d rail99+00 100+00 101+00 102+00 103+00 104+00 105+00 106+00 107+00 108+00 109+00 110+00 111+00100
+00101+00102+00103+0010
4+0010
5
+
0
0
106+00
107+00 F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEcv_DCTA_v8i-pl-row01.shtISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 11:24:24 AMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\if\Drawings\DTCA\cv_DCTA_v8i-pl-row01.sht100.0000 ft / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 11:24:24 AM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\if\Drawings\DTCA\cv_DCTA_v8i-pl-row01.shtProject:Mayhill South$MODEL$Model:DATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEIT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.AUTHORITY OF SPENCER B. MAXWELL, P.E.TEXAS NO: 99316NOT FOR CONSTRUCTIONAND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021DEC 2021MAYHILL ROAD
SSSBMCIVIL8 ROW-1
EXISTING ROW
EXISTING ROW
RIGHT OF WAY / EASEMENT MAPTranscontinental Realty Investors, Inc.
Instrument No. 2005-151994
Transcontinental Realty Investors, Inc.
Instrument No. 2005-151991
2.
1.
NOTES:
UTILITIES PRIOR TO CONSTRUCTION.
CONTRACTOR SHALL CONFIRM LOCATIONS OF ALL
INFORMATION ONLY.
APPROXIMATE AND PROVIDED FOR THE CONTRACTOR'S
THE LOCATIONS SHOWN FOR EXISTING UTILITIES ARE
100'50'0
SCALE IN FEETMAYHIL
L
R
OADCOLORADO BLVDRay Hallford, Trustee
Part of Lot 1, Block A
Lombard Addition
Cabinet I, Page 182
Ray Hallford
C.C.#94-73462
120' Right-of-Way
Dedication per plat
Cab. I, Page 182
Ray Hallford, Trustee
Part of Lot 1, Block A
Lombard Addition
Cabinet I, Page 182
Aasti, LP.
Lot 3, Block 3
Denton Regional Medical
Center Addition Phase 2
Cabinet Q, Page 305Columbia Medical Center of Denton
Lot 1R-R1, Block 1
Denton Regional Medical
Center Addition
Cabinet Y, Page 69
Epic Development, Inc.
Volume 3245, Page 699
Remainder
EXISTING ROW
EXISTING ROW
Ô MAYHILL ROAD
BEGIN TO STA. 111+50EDWARDS ROAD
PROPOSED ROW
EXISTING ROW
EXISTING ROW
Ô MAYHILL ROAD E: 2400855.14
N: 7116059.21
E: 2400856.82
N: 7116259.20
E: 2400836.82
N: 7116259.37
E: 2400665.23
N: 7116070.99
EXISTING ROW
EXISTING ROW STA. 99+00.00
BEGIN PROJECT
E DWARDS
MAT CHL IN E S T A. 10 7 +0 0 MAYHILL DCTAMATCHLINE STA. 111+50ESMT
CONSTRUCTION
TEMPORARY
DART ROW
EXISTING ROW
wooddecktraile
r
tr
aile
rt
rail
ertraile
rtrailertrailertrailertraile
rtraile
r
tr
aile
rt
rail
ert
rail
ertraile
rtra
ile
rt
rail
ertr
ail
ersheds
he
dshedshedshedsheds
he
dconcret
econcret
econcret
ebuildingbuilding112+00 113+00 114+00 115+00 116+00 117+00 118+00
119+00
120+00
121+00122+0012
3
+0
0
107+00
1
08
+0
0109+00110+00 111+00 112+00 113+00 114+00 115+00 116+00 117+00 118+00 119+00 120+00 F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEcv_DCTA_v8i-pl-row02.shtISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 11:25:08 AMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\if\Drawings\DTCA\cv_DCTA_v8i-pl-row02.sht100.0000 ft / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 11:25:08 AM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\if\Drawings\DTCA\cv_DCTA_v8i-pl-row02.shtProject:Mayhill South$MODEL$Model:DATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEIT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.AUTHORITY OF SPENCER B. MAXWELL, P.E.TEXAS NO: 99316NOT FOR CONSTRUCTIONAND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021DEC 2021CBSSSBM9 ROW-2
EXISTING ROW
EXISTING ROW
Transcontinental Realty Investors, Inc.
Instru
ment No. 2005-151994
Transcontinental Realty Investors, Inc.
Instrument No. 2005-151991
100'50'0
SCALE IN FEET
EXISTING ROW
EXISTING ROW
Ô MAYHILL ROAD
PROPOSED ROW
E: 2400670.10
N: 7116651.80
EDWARDS RD
Ô EDWARDS RD
MATCHLINE STA. 120+00 EDWARDSMAT CHL IN E S T A. 10 7 +0 0
E DWARDS MATCHLINE STA. 111+50 MAYHILL DCTAMATCHLINE STA. 123+00 MAYHILL DCTARIGHT OF WAY / EASEMENT MAPMAYHILL STA 111+50 TO 123+00EDWARDS STA 107+00 TO 120+0020' Sanitary Sewer Easement
Vol. 1894, Pg. 280
50' Arco Pipe;ine Easement
Vol. 341, Pg. 202 as
defined in Vol. 1989, Pg. 360
3
5'
1
5'
30' Electric Transmission or
Distribution line or system
and Water Pipe Line
Vol. 417, Pg. 581
DCTA RIGHT OF WAY
Ray Hallford, Trustee
Part of Lot 1, Block A
Lombard Addition
Cabinet I, Page 182
Ray Hallford, Trustee
Part of Lot 1, Block B
Lombard Addition
Cabinet I, Page 182
Remainder
Epic Development, Inc.
Volume 3245, Page 699
Remainder
Value Family Properties
Allen Estates Mobile Home Park
Cabinet E, Page 187
DART MP 725.07
F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEcv_DCTA_v8i-dt-tcp-narrative-01.shtISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 11:26:05 AMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\if\Drawings\DTCA\cv_DCTA_v8i-dt-tcp-narrative-01.sht20.0000 ft / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 11:26:05 AM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\if\Drawings\DTCA\cv_DCTA_v8i-dt-tcp-narrative-01.shtProject:Mayhill South$MODEL$Model:DATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEIT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.AUTHORITY OF SPENCER B. MAXWELL, P.E.TEXAS NO: 99316NOT FOR CONSTRUCTIONAND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021DEC 2021SSSBMCIVIL11
T-0
TRAFFIC
STAGE I
CONSTRUCTION
CONSTRUCTION
TRAFFIC
STAGE II
NARRATIVEMAYHILL RD/INTERSECTING STREETS:
GENERAL
3.
2.
1.CONSTRUCTION PHASING PLANNOTE:
1.
AND PRIOR TO TRAFFIC SWITCHES.
REVIEW BY THE CITY PRIOR TO CONSTRUCTION
PREPAREG BY A LICENSED ENGINEER FOR
A DETAILED TRAFFIC CONTROL PLAN
CONTRACTOR SHALL PREPARE AND SUBMIT
PROVIDED FOR BIDDING PURPOSES ONLY.
THIS CONSTRUCTION PHASING PLAN IS
3.
2.
1.
INSTALL TRAFFIC CONTROL AND MAINTAIN ACCESS FOR OLD MAYHILL RD.
MAYHILL RD AND EDWARDS RD./EXISTING MAYHILL RD.
EXISTING MAYHILL RD.
INSTALL TRAFFIC CONTROL AND MAINTAIN ACCESS FOR QUAIL CREEK RD TO
QUAIL CREEK RD/EXISTING MAYHILL RD
2.
1.
TO LIMITS AS SHOWN ON THE PLANS.
PROPOSED DRAINAGE, PROPOSED TRAFFIC SIGNALS AND NEW PAVEMENT
PLACE SW3P CONTROLS. CLEAR AND GRUB AS REQUIRED. CONSTRUCT ALL
MAYHILL RD AND EDWARDS RD./EXISTING MAYHILL RD.
SHOWN ON THE PLANS.
MEDIAN IMPROVEMENTS AND TEMPORARY HMAC PAVEMENT TO LIMITS AS
PROPOSED DRAINAGE, PROPOSED TRAFFIC SIGNALS, NEW PAVEMENT,
PLACE SW3P CONTROLS. CLEAR AND GRUB AS REQUIRED. CONSTRUCT ALL
QUAIL CREEK RD/EXISTING MAYHILL RD:
IMPROVEMENTS.
PROPOSED DRAINAGE, PROPOSED BRIDGE, NEW PAVEMENT, AND MEDIAN
PLACE SW3P CONTROLS. CLEAR AND GRUB AS REQUIRED. CONSTRUCT ALL
MAYHILL RD:
ONE WEEK PRIOR TO CONSTRUCTION AT LOCATIONS AS DIRECTED BY THE CITY.
CONTRACTOR SHALL SET UP PORTABLE CHANGEABLE MESSAGE SIGNS AT LEAST
AND SIDE STREETS AT ALL TIME UNLESS OTHEWISE DIRECTED.
THE CONTRACTOR SHALL MAINTAIN ACCESS TO THE DRIVEWAYS AT ALL TIMES,
ADVANCE OF LANE CLOSURES SIGNS REQUIREMENTS.
TXDOT MUTCD STANDARDS. THE ADVANCE WARNING SIGNS SHALL BE PLACED IN
DIRECTED BY THE ENGINEER. LANE CLOSURE TAPERS AND DEVICES SHALL BE PER
SIGNS AND SIGN SPACING SHALL BE PER TXDOT MUTCD STANDARDS AND AS
INSTALL ADVANCE WARNING SIGNS AT MAYHILL RD AND INTERSECTING STREETS.
CONTINUE CONSTRUCTION OF EDWARDS RD AND SIDEWALK.
EDWARDS RD:
CONTINUE CONSTRUCTION OF MAYHILL RD/COLORADO BLVD INTERSECTION.
COLORADO BLVD/MAYHILL RD:
NEW PAVEMENT TO LIMITS AS SHOWN ON THE PLANS
CONTINUE CONSTRUCTION OF PROPOSED DRAINAGE, PROPOSED TRAFFIC SIGNALS AND
MAYHILL RD:
COMPLETE CONSTRUCTION OF CONNECTIONS TO NEW MAYHILL RD.
QUAIL CREEK RD/EXISTING MAYHILL RD:
4.
3.
2.
1.
REQUIRED.
MAYHILL RD. REMOVE EXISTING PAVEMENT MARKINGS ON EXISTING MAYHILL RD AS
INSTALL TRAFFIC CONTROL AND DIVERT TRAFFIC FROM EDWARDS RD TO EXISTING
INSTALL DETOUR PLAN AND CLOSE COLORADO BLVD FROM MAYHILL RD TO EDWARDS.
COLORADO BLVD/EDWARDS RD:
THE PLANS. MAINTAIN REMAINING EXISTING TRAFFIC CONTROL.
WAY TRAFFIC TO PREVIOUSLY CONSTRUCTED MAYHILL RD TO LIMITS AS SHOWN ON
OPENED TO TRAFFIC FROM STAGE I, INSTALL TRAFFIC CONTROL AND SHIFT 2 (TWO)
ONCE NEWLY CONSTRUCTED BRIDGE AND PAVEMENT HAVE BEEN COMPLETED AND
MAYHILL RD:
CLOSE EXISTING COLORADO EB LANES. SHIFT TRAFFIC AS SHOWN ON PLANS.
INSTALL TRAFFIC CONTROL, RE OPEN EXISTING COLORADO BLVD WB LANES AND
COLORADO BLVD/MAYHILL RD:
SHIFT TRAFFIC AS SHOWN ON PLANS.
INSTALL TRAFFIC CONTROL AND CLOSE EXISTING COLORADO BLVD WB LANES.
COLORADO BLVD/MAYHILL RD:
AND MAYHILL RD AS SHOWN ON PLANS.
OPENED TO TRAFFIC FROM STAGE I, CONSTRUCT OTHER HALF OF COLORADO BLVD
ONCE NEWLY CONSTRUCTED BRIDGE AND PAVEMENT HAVE BEEN COMPLETED AND
COLORADO BLVD/MAYHILL RD:
CLOSE EXISTING COLORADO EB LANES. SHIFT TRAFFIC AS SHOWN ON PLANS.
INSTALL TRAFFIC CONTROL, RE OPEN EXISTING COLORADO BLVD WB LANES AND
COLORADO BLVD/MAYHILL RD:
SHIFT TRAFFIC AS SHOWN ON PLANS.
INSTALL TRAFFIC CONTROL AND CLOSE EXISTING COLORADO BLVD WB LANES.
COLORADO BLVD/MAYHILL RD:
STAGE IIA & IIB COLORADO BLVD/MAYHILL INTERSECTION
AS SHOWN ON THE PLANS FOR WEST HALF OF INTERSECTION CONSTRUCTION.
INSTALL TRAFFIC CONTROL AND CLOSE EXISTING MAYHILL RD SB LANES. SHIFT TRAFFIC
COLORADO BLVD/MAYHILL RD:
MAINTAIN REMAINING TRAFFIC CONTROL.
LEFT TURN LANE PER MUTCD STANDARDS. SHIFT TRAFFIC AS SHOWN ON THE PLANS.
CLOSE NB MAYHILL RD LEFT LANE, SB MAYHILL RD LEFT LANE AND WB COLORADO BLVD
REMOVE EXISTING PAVEMENT MARKINGS AND INSTALL TRAFFIC CONTROL AS REQUIRED.
EXISTING MAYHILL RD:
OPEN QUAIL CREEK RD AND OLD MAYHILL RD TO NEW MAYHILL RD.
EXISTING QUAIL CREEK RD/OLD MAYHILL RD:
7.
6.
5B.
5A.
5.
4B.
4A.
4.
3.
2.
1.
25.00'23.50'19.00'
23.50'25.00'11.50'23.50'25.00'11.50'
28.00'26.00'26.00'28.00'
28.00'26.00'26.00'28.00'
25.00'23.50'19.00'23.50'25.00'11.50'
23.50'25.00'11.50'
33.50'25.00'F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEcv_DCTA_v8i-dt-tcp01.shtISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 11:26:27 AMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\if\Drawings\DTCA\cv_DCTA_v8i-dt-tcp01.sht20.0000 ' / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 11:26:27 AM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\if\Drawings\DTCA\cv_DCTA_v8i-dt-tcp01.shtProject:Mayhill South$MODEL$Model:DATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEIT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.AUTHORITY OF SPENCER B. MAXWELL, P.E.TEXAS NO: 99316NOT FOR CONSTRUCTIONAND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021DEC 2021SSSBMCIVIL12
T-0.1 PROP. R.O.W.EXIST. R.O.W.MAYHILL RD
Ô
MAYHILL RD
Ô EXIST. R.O.W.EXIST. R.O.W.ROWROWEDWARDS RD
Ô
STA. 105+90.00 TO STA. 107+54.75
STA. 108+45.00 TO STA. 138+54.00
PAVEMENT & MEDIAN
CONSTRUCT NEWSIDEWALK
CONSTRUCT NEW
PAVEMENT & MEDIAN
CONSTRUCT NEWSIDEWALK
CONSTRUCT NEW
SIDEWALK
CONSTRUCT NEW
MAYHILL RD
MAYHILL RD
EDWARDS RD
STA. 123+24.00 TO END
SIDEWALK
CONSTRUCT NEW
SIDEWALK
CONSTRUCT NEW
ROWROWEDWARDS RD
Ô
EDWARDS RD
SIDEWALK
CONSTRUCT NEW
SIDEWALK
CONSTRUCT NEW
PAVEMENT & MEDIAN
CONSTRUCT NEWPROP. R.O.W.EXIST. R.O.W.MAYHILL RD
Ô
STA. 106+40.00 TO STA. 107+54.75
MAYHILL RD
SIDEWALK
CONSTRUCTED
PAVEMENT & MEDIAN
CONSTRUCTED
PAVEMENT & MEDIAN
CONSTRUCT NEW
PAVEMENT
EXISTING
STA 117+95.00 TO STA 123+24.00
EDWARDS RD
Ô
3.50'
3.00'
5.00'EXIST. R.O.W.SIDEWALK
CONSTRUCT NEW
SIDEWALK
CONSTRUCT NEW
STA. 104+82.00 TO STA 117+95.00
EDWARDS RD
CONSTRUCTION PHASING PLANTYPICAL SECTIONSTYPICAL SECTION - STAGE I
TYPICAL SECTION - STAGE II
TYPICAL SECTION - STAGE I
TYPICAL SECTION - STAGE II
TYPICAL SECTION - STAGE II
NOTE:
1.
AND PRIOR TO TRAFFIC SWITCHES.
REVIEW BY THE CITY PRIOR TO CONSTRUCTION
PREPAREG BY A LICENSED ENGINEER FOR
A DETAILED TRAFFIC CONTROL PLAN
CONTRACTOR SHALL PREPARE AND SUBMIT
PROVIDED FOR BIDDING PURPOSES ONLY.
THIS CONSTRUCTION PHASING PLAN IS
TYPICAL SECTION - STAGE II
PAVEMENT
CONSTRUCT NEW EXIST. R.O.W.5.00' - 10.00'2.50' - 7.50'2.50' - 22.60'
guard railsignSTMMHFL=608.93Rim=614.2318"RCPFL=578.20FL=585.64rock rip-rapINLETFL=613.26Top=617.16INLETFL=613.30Top=616.50FL=608.83FL=608.83
bui
ldingpondbuildingpond107+00 108+00 109+00 110+00 111+00 112+00 113+00 114+00100
+00101+00115+00
116+00
117+00
118+00
119+00 120+00
121+00
122+00 F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEcv_DCTA_v8i-gn-tcp1-2.shtISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 11:27:59 AMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\if\Drawings\DTCA\cv_DCTA_v8i-gn-tcp1-2.sht60.0000 ft / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 11:27:59 AM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\if\Drawings\DTCA\cv_DCTA_v8i-gn-tcp1-2.shtProject:Mayhill South$MODEL$Model:DATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEIT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.AUTHORITY OF SPENCER B. MAXWELL, P.E.TEXAS NO: 99316NOT FOR CONSTRUCTIONAND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021DEC 202160'30'0 10'20'
SCALE IN FEET
SSMRACIVIL14 TCP LEGEND
THIS STAGE
PERMANENT CONSTRUCTION
TRAFFIC FLOW
TYPE III BARRICADES
CHANNELIZING DEVICES
TEMPORARY PAVEMENT
T-1.1MATCHLINE STA. 107+00ROAD
Ô MAYHILL BLVDCOLORADO PROP. MAYHILL ROAD
MATCHLINE STA.
114+50MATCHLINE STA. 122+00MATCHLINE STA. 114+50AUTHORITYTRANSPORTATION
DENTON COUNTY
AUTHORITYTRANSPORTATIONDENTON COUNTYR.O.W.
EXIST
R.O.W.
PROP.
R.O.W.
EXIST
ROAD
Ô MAYHILL
R.O.W.
EXIST
R.O.W.
EXIST
R.O.W.
EXIST
PROP. MAYHILL ROAD
END BRIDGE
STA. 117+74.71
BEGIN BRIDGE
STA. 110+11.57
PREVIOUS STAGES
PERMANENT CONSTRUCTION
AND PRIOR TO TRAFFIC SWITCHES.
ENGINEER FOR REVIEW BY THE CITY PRIOR TO CONSTRUCTION
A DETAILED TRAFFIC CONTROL PLAN PREPAREG BY A LICENSED
PURPOSES ONLY. CONTRACTOR SHALL PREPARE AND SUBMIT
THIS CONSTRUCTION PHASING PLAN IS PROVIDED FOR BIDDING
48 HOURS PRIOR TO CHANGES.
AND COORDINATE ALL CHANGES TO DRIVEWAY TO OWNER
AT ALL TIMES. CONTRACTOR TO SE 4" TYPE B ASPHALT
CONTRACTOR SHALL KEEP ACCESS TO DRIVEWAY
2.
1.
NOTE:CONSTRUCTION PHASING PLANSTAGE I - STA. 107+00 TO STA. 122+00ESMT
TEMP CONSTRUCTION
guard railSTMMHFL=608.93Rim=614.2318"RCPFL=578.20FL=585.64rock rip-rapINLETFL=613.26Top=617.16INLETFL=613.30Top=616.50FL=608.83FL=608.83
107+00 108+00 109+00 110+00 111+00 112+00 113+00 114+00100
+00101+00115+00
116+00
117+00
118+00
119+00 120+00
121+00
122+00 F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEcv_DCTA_v8i-gn-tcp2-2A.shtISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 11:31:19 AMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\if\Drawings\DTCA\cv_DCTA_v8i-gn-tcp2-2A.sht60.0000 ft / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 11:31:19 AM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\if\Drawings\DTCA\cv_DCTA_v8i-gn-tcp2-2A.shtProject:Mayhill South$MODEL$Model:DATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEIT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.AUTHORITY OF SPENCER B. MAXWELL, P.E.TEXAS NO: 99316NOT FOR CONSTRUCTIONAND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021DEC 202160'30'0 10'20'
SCALE IN FEET
SSMRACIVIL18 TCP LEGEND
THIS STAGE
PERMANENT CONSTRUCTION
TRAFFIC FLOW
TYPE III BARRICADES
CHANNELIZING DEVICES
TEMPORARY PAVEMENT
T-2.1MATCHLINE STA. 107+00ROAD
Ô MAYHILL BLVDCOLORADO PROP. MAYHILL ROAD
MATCHLINE STA.
114+50MATCHLINE STA. 122+00MATCHLINE STA. 114+50AUTHORITYTRANSPORTATION
DENTON COUNTY
AUTHORITYTRANSPORTATIONDENTON COUNTYR.O.W.
EXIST
R.O.W.
PROP.
R.O.W.
EXIST
R.O.W.
PROP.
ROAD
Ô MAYHILL
ALL WAY
36"x36"
R1-1
36"x15"
R1-3P
R.O.W.
EXIST
R.O.W.
EXIST
R.O.W.
EXIST
PROP. MAYHILL ROAD
END BRIDGE
STA. 117+74.71
BEGIN BRIDGE
STA. 110+11.57
PREVIOUS STAGES
PERMANENT CONSTRUCTION
AND PRIOR TO TRAFFIC SWITCHES.
ENGINEER FOR REVIEW BY THE CITY PRIOR TO CONSTRUCTION
A DETAILED TRAFFIC CONTROL PLAN PREPAREG BY A LICENSED
PURPOSES ONLY. CONTRACTOR SHALL PREPARE AND SUBMIT
THIS CONSTRUCTION PHASING PLAN IS PROVIDED FOR BIDDING
48 HOURS PRIOR TO CHANGES.
AND COORDINATE ALL CHANGES TO DRIVEWAY TO OWNER
AT ALL TIMES. CONTRACTOR TO SE 4" TYPE B ASPHALT
CONTRACTOR SHALL KEEP ACCESS TO DRIVEWAY
2.
1.
NOTE:CONSTRUCTION PHASING PLANSTAGE II - STA. 107+00 TO STA. 122+00INTERSECTION
CONSTRUCTION OF COLORADO BLVD
SEE NEXT SHEET FOR STAGE II
guard railSTMMHFL=608.93Rim=614.2318"RCPFL=578.20FL=585.64rock rip-rapINLETFL=613.26Top=617.16INLETFL=613.30Top=616.50FL=608.83FL=608.83
107+00 108+00 109+00 110+00 111+00 112+00 113+00 114+00100
+00101+00115+00
116+00
117+00
118+00
119+00 120+00
121+00
122+00 F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEcv_DCTA_v8i-gn-tcp2-3.shtISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 11:33:59 AMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\if\Drawings\DTCA\cv_DCTA_v8i-gn-tcp2-3.sht60.0000 ft / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 11:33:59 AM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\if\Drawings\DTCA\cv_DCTA_v8i-gn-tcp2-3.shtProject:Mayhill South$MODEL$Model:DATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEIT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.AUTHORITY OF SPENCER B. MAXWELL, P.E.TEXAS NO: 99316NOT FOR CONSTRUCTIONAND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021DEC 202160'30'0 10'20'
SCALE IN FEET
SSMRACIVIL21 TCP LEGEND
THIS STAGE
PERMANENT CONSTRUCTION
TRAFFIC FLOW
TYPE III BARRICADES
CHANNELIZING DEVICES
TEMPORARY PAVEMENT
VP/IL'S AT 100' C-C (TYP)
T-2.4MATCHLINE STA. 107+00BLVDCOLORADO MATCHLINE STA.
114+50MATCHLINE STA. 122+00MATCHLINE STA. 114+50AUTHORITYTRANSPORTATION
DENTON COUNTY
AUTHORITYTRANSPORTATIONDENTON COUNTYR.O.W.
EXIST
R.O.W.
PROP.
R.O.W.
EXIST
R.O.W.
PROP.
R.O.W.
EXIST
R.O.W.
EXIST
R.O.W.
EXIST
END BRIDGE
STA. 117+74.71
BEGIN BRIDGE
STA. 110+11.57
ROAD
Ô MAYHILL
PROP. MAYHILL ROAD
PROP. MAYHILL ROAD ROAD
Ô MAYHILL
W/ TYPE III BARRICADES
48"x30"
R11-2
ALL WAY
36"x36"
R1-1
36"x15"
R1-3P
VP/IL'S AT 100' C-C (TYP)
R.O.W.
EXIST
36"x36"
R1-1
36"x15"
R1-3P
ALL WAY
36"x36"
R1-1
36"x15"
R1-3P
ALL WAY
PREVIOUS STAGES
PERMANENT CONSTRUCTION
1.
NOTE:
AND PRIOR TO TRAFFIC SWITCHES.
ENGINEER FOR REVIEW BY THE CITY PRIOR TO CONSTRUCTION
DETAILED TRAFFIC CONTROL PLAN PREPARED BY A LICENSED
PURPOSES ONLY. CONTRACTOR SHALL PREPARE AND SUBMIT A
THIS CONSTRUCTION PHASING PLAN IS PROVIDED FOR BIDDING2.CONSTRUCTION PHASING PLANSTAGE II - STA. 107+00 TO STA. 122+00R.O.W.
PROP.
INSTALLATION
FOR MAYHILL & COLORADO BLVD 12" CONC HES
REFERENCE CONSTRUCTION PHASING PLAN - STAGE II
48 HOURS PRIOR TO CHANGES.
AND COORDINATE ALL CHANGES TO DRIVEWAY TO OWNER
AT ALL TIMES. CONTRACTOR TO SET 4" TYPE B HMAC
NOTE: CONTRACTOR SHALL KEEP ACCESS TO DRIVEWAY
NOT TO SCALE
MAYHILL ROAD FULL SECTION (120' ROW)
SOUTH OF DTCA RAIL
STA. 105+55.64 TO STA. 106+89.40
NOT TO SCALE
12
2% MAX
2.0%
LANELANE
LANE
FUTURE
2% MAX
2.0%
4
CURB (TYP.)
6" MONOLITHIC
CURB (TYP.)
6" MONOLITHIC
GRASSWAY
LANE
FUTURELANELANEGRASSWAYSIDEWALK
CURB (TYP.)
6" MONOLITHIC
FUTURE
1 2
L
MAYHILL ROAD
C
GROUND (TYP)
EXISTING
GROUND (TYP.)
EXISTING
CURB CURBCURBCURB
4:1 MAX SLOPE 4:1 MAX
S
LOP
E4:1 MA X SLO PE4:1 MAX SLOPE
4
PGL RTPGL LTROW ROWSTA. 117+74.71 TO STA. 138+54.08
3 3
MAYHILL ROAD TYPICAL SECTION
MEDIAN
(4.00' TO 47.00')
FUTURE MEDIAN
(4.00' TO 24.00')SIDEWALK
MAYHILL (RT) SIDEWALK ENDS AT STA. 129+80.90
VARIES VARIES
(BL_01_DCTA)
CURB
FUTURE
CURB
FUTURE
STRIP
MOW
5 5
STRIP
MOW
(TYP.)
MIN.
NOT TO SCALE
1 2
2.0%
LANE LANE
LANE
FUTURE FUTURE MEDIAN
MEDIAN
2.0%
LANE
FUTURE LANE
CURB (TYP.)
6" MONOLITHIC
FUTURE
12
MAYHILL ROAD
C
CURBCURB
CURB CURB
CURBROW
33
PGL LT
TURN LANE
L
GRASSWAY ROW4:1 MA X SLO PE
4:1 MAX SLOP
EGROUND (TYP.)
EXISTING
4
TURN LANE
4
SIDEWALK GRASSWAY4:1 MAX SLOPE
4:1 MAX SLOPE
GROUND (TYP)
EXISTING
2%RT
PGL
CURB (TYP.)
6" MONOLITHIC
CURB (TYP.)
6" MONOLITHIC
PATTERNED, COLORED CONC.
MEDIAN BORDER (TYP) 4" THICK
MAYHILL ROAD TYPICAL SECTION
TURN LANES
2% MAX
SIDEWALK
VARIES
(BL_01_DCTA)
(TYP.)
MIN.F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEcv_DCTA_v8i-gn-typ02.shtISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 11:43:59 AMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\if\Drawings\DTCA\cv_DCTA_v8i-gn-typ02.sht10.0000 ft / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 11:43:59 AM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\if\Drawings\DTCA\cv_DCTA_v8i-gn-typ02.shtProject:Mayhill South$MODEL$Model:DATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEIT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.AUTHORITY OF SPENCER B. MAXWELL, P.E.TEXAS NO: 99316NOT FOR CONSTRUCTIONAND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021DEC 2021 SSSBMCIVILPROPOSED TYPICALPAVEMENT SECTIONSTS-2
44 CONCRETE PAVEMENT
12" CONTINUOUSLY REINFORCED 1
2
3
4
2" HMAC TYPE D
6" LIME TREATED SUBGRADE
4" CONCRETE SIDEWALK
LEGEND
STA. 221+39.09
OMITTED STA. 204+00 TO
SOUTHBOUND LANES TO BE
SEE STRUCTURAL DRAWINGS FOR BRIDGE TYPICAL SECTIONS.
NOTE: 5 4" CONCRETE MOW STRIP
13.50'
0.50'0.50'0.50'0.50'0.50'0.50'
12.00'12.00'12.00'12.00'5.00'13.00'11.50'11.50'
1.5' TYP.
VARIES
160' TYP. ROW
VARIES
13.00'5.00'13.50'
2.00'
1.5' TYP.
1.5' TYP.
1.5' TYP.
1.5' TYP.
2.00'
1.00'
24.00'
0.50'0.50'0.50'0.50'0.50'
12.00'12.00'12.00'12.00'12.00'13.00'11.00'11.00'8.50'5.00'1.00'5.00'13.00'1.00'
160'
0.50'
0.50'
12
1.5' TYP.
1.5' TYP.
4
0.50'
12.00'12.00'
1 2
4
120.00'
0.50'
24.00'
0.50'
12.00'12.00'11.00'12.00'
1.5' TYP.1.5' TYP.
5.00'6.00'0.50'
33
3.00'5.00'2.00'
1.00'1.00'
MAYHILL ROAD
C
2% MAX
2.0%CURB (TYP.)
6" MONOLITHIC
CURB
2.0%CURB (TYP.)
6" MONOLITHIC
LANE LANE
CURB
SIDEWALK
2% MAX
SIDEWALK
4:1 MAX SLOPE
PGL LT
PGL RT ROWROW4:1 MAX SLO
PE
LANELANE
CURB
CURB
MEDIAN
L
TURN LANE TURN LANE
CURB (TYP.)
6" MONOLITHIC
CURB (TYP.)
6" MONOLITHIC
VARIES
(BL_01_DCTA)
(TYP.)
MIN.
GWSGWSGWSGWSGWSGTGT60.00'120.00'60.00'60.00'120.00'60.00'20.00'25.00'2.00'25.00'1.00'1.00'7.50'
R25.00'26.17'200.00'R987.50'R963.83'R25.00'
45.67'R
60.00'R1012.50'R987.50'R1012.50'R1012.50'R987.50'R45.00'R1012.50'R5.00'5.00'25.00'55.0
0'R275.00'R275.00'R40.00'R3.00'R
20.00'R
2
0.0
0'R100.00'R100.00'R25.00'R25.00'R20.00'
R
20.00'RWVWVWVWVSSMHRim=597.55guard railveri
zonboxWarni
ng SignFiber Opticveri
zonboxelec.boxEel
ec.manhol
eWarning SignFi
ber Opt
i
cjunctionboxsignSTMMHFL=608.93Rim=614.23INLETFL=613.26Top=617.16INLETFL=613.30Top=616.50FL=608.83FL=608.83
GTS1-866-322-8667 ATMOS SIGNBG SIGNBG 4" PE10.75" GAS GATHERINGGTS1-866-322-8667 ATMOS SIGNBG SIGNBG 4" PE10.75" GAS GATHERING340.00' V.C.
K = 48
ex = 3.02'VPC 108+00.00 EL. 615.28(LT)VPT 111+40.00 EL. 618.85(LT)LEFT TOC
-2.50%(LT)VPC 111+40.00 EL. 618.85(LT)340.00' V.C.
K = 49
ex = 2.97'
RIGHT TOC
VPT 111+40.00 EL. 618.85(RT)VPC 108+00.00 EL. 615.11(RT)ELEV 613.71 STA 109+16.57LOW POINT (RT)ELEV 613.79STA 109+19.72LOW POINT (LT)-2.40%(RT)EL.611.03(LT=RT)VPC 111+40.00 EL. 618.85(RT)+4.60%(LT=RT)(LT=RT) VPI STA. 109+70.00(LT) VPI STA. 106+90.00(LT) EL.618.03(LT) -2.00%
(LT) -2.50%
620.03 ( LT)
MATCH EXIST ELEV
BEGIN MAYHILL RD (LT)
STA. 105+90.00 (LT)(RT) VPI STA. 106+90.00(RT) EL.617.75(RT) -2.51%
(RT) -2.40%619.01 ( RT)MATCH EXIST ELEVBEGIN MAYHILL RD (RT)STA. 106+40.00 (RT)620.03EGL = 592.03EGL = 595.63EGL = 598.29EGL = 586.09EGL = 588.72EGL = 614.71EGL = 616.92EGL = 618.70EGL = 600.89EGL = 603.81EGL = 613.64EGL = 619.97EGL = 621.24EGL = 622.39EGL = 623.55TOC RT = 613.74TOC RT = 621.32TOC RT = 619.30TOC RT = 617.51TOC RT = 618.76TOC RT = 615.11TOC RT = 614.17TOC RT = 614.43TOC RT = 613.83TOC RT = 616.31TOC RT = 617.18TOC RT = 615.55TOC LT = 614.29TOC LT = 619.83TOC LT = 615.28TOC LT = 616.53TOC LT = 613.83TOC LT = 617.78TOC LT = 614.46TOC LT = 618.83TOC LT = 621.32TOC LT = 619.30TOC LT = 613.88TOC LT = 617.18TOC LT = 615.56105+00 106+00 107+00 108+00 109+00 110+00 111+00 112+00100
+00101+00F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEcv_DCTA_v8i-pp-road02.shtISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 11:46:21 AMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\if\Drawings\DTCA\cv_DCTA_v8i-pp-road02.sht60.0000 ' / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 11:46:21 AM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\if\Drawings\DTCA\cv_DCTA_v8i-pp-road02.shtProject:Mayhill South$MODEL$Model:DATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEIT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.AUTHORITY OF SPENCER B. MAXWELL, P.E.TEXAS NO: 99316NOT FOR CONSTRUCTIONAND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021DEC 2021MATCHLINE STA. 105+00MATCHLINE STA. 112+00105+00 105+50 106+00 106+50 107+00 107+50 108+00 108+50 109+00 109+50 110+00 110+50 111+00 111+50 112+00
585
590
595
600
605
610
615
620
625
630
585
590
595
600
605
610
615
620
625
630
Ô MAYHILL ROAD
MAYHILL ROAD
ROW
EXISTING
MATCHLINE STA 112+00SSSBMCIVILPAVING PLAN AND PROFILE47 PV-2
60'30'0 10'20'
HORIZONTAL SCALE
10'0 2.5'
VERTICAL SCALE
5'
@ Ô MAYHILL ROAD
EXISTING GRADE
@ 67.5' LEFT
EXISTING GRADE
@ 67.5' RIGHT
EXISTING GRADE
MATCHLINE STA 105+00BOULEVARDCOLORADOCOLUMBIA MEDICAL CENTER OF DENTON
LOT 1R-R1, BLOCK 1
DENTON REGIONAL MEDICAL
CENTER ADDITION
CABINET Y, PAGE 69
AASTI, LP.
LOT 3, BLOCK 3
DENTON REGIONAL MEDICAL
CENTER ADDITION PHASE 2
CABINET Q, PAGE 305
RAY HALLFORD, TRUSTEE
PART OF LOT 1, BLOCK A
LOMBARD ADDITION
CABINET I, PAGE 182
RAY HALLFORD, TRUSTEE
PART OF LOT 1, BLOCK A
LOMBARD ADDITION
CABINET I, PAGE 182
STA 105+00 TO STA 112+00GAS LINE
CAUTION
GAS LINE
CAUTION
GAS LINE
CAUTION
BEGIN BRIDGE
END CONC PVMT
STA. 109+91.57
PROPOSED MSE WALL
OF CURB (TYP)
PROPOSED BACK
EXISTING ROW
2
ROW
PROPOSED
LEFT TOP OF CURB
PROPOSED GRADE @
RIGHT TOP OF CURB
PROPOSED GRADE @
1
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
STATION
105+01.96
105+60.54
105+89.73
105+90.00
105+98.03
105+97.95
106+58.08
106+59.68
107+27.84
107+59.10
107+59.05
107+42.28
106+45.00
106+40.02
106+40.00
106+44.99
0.02' RT
16.82' LT
13.01' LT
7.09' LT
0.04' RT
26.20' RT
48.70' RT
48.70' RT
OFFSET#
POINT TABLE
17
7.83' RT
107+28.11
13
12
11
109
76
54
3
14
15
28
29
30
27
32
24
26
33
1716
8
20
21 23
31
25
23.13' LT
48.58' LT
48.33' LT
23.33' LT
21.31' LT
46.26' LT
18
19
107+84.66
107+79.55
91.42' LT 20
108+54.64
45.30' RT
106.40' LT
109.84' LT
21
22
23
24
25
26
108+81.06
109+02.70
109+41.38
110+01.39
110+06.37
110+00.01
6.97' LT
30.94' LT
26.00' LT
1.00' LT
1.00' RT
27
110+03.37
28
29
109+22.45
108+81.46
29.32' RT
107+36.79
26.00' RT 30
7.96' RT
41.30' LT
3.09' LT
INSTALL TYPE II RAMP
EASEMENT
CONSTRUCTION
TEMPORARY
INSTALLATION
FOR MAYHILL & COLORADO BLVD 12" CONC HES
REFERENCE CONSTRUCTION PHASING PLAN - STAGE II
4.87' LT
18
19 35
34
22
2.00'
2.00'
107+41.40 44.21' RT
107+84.67 84.45' RT
108+48.69 95.61' LT
31
32
33
34
35
108+99.19 31.23' RT
108+48.70 86.18' RT
RAMP
INSTALL TYPE IB
IB RAMP
INSTALL TYPE
LRR
R
R
L
L R
R
R
R
L
L
L
L L
L
R
R R
R
LANDING LOCATIONS.
R & L DENOTED STAND FOR RAMP AND
NOTED OTHERWISE.
ALL DRIVEWAY RADII ARE 20' UNLESS
NO SEPARATE PAY ITEM.
VALVE STACKS TO PROPOSED ELEV.
ADJUST ALL EXISTING MANHOLES AND
VERIFIED BY CONTRACTOR.
ALL EXISTING UTILITIES SHALL BE FIELD
UNLESS OTHERWISE NOTED.
ALL DIMENSIONS ARE TO BACK OF CURB
5.
4.
3.
2.
1.
NOTES:
(4" CONCRETE)
5' WIDE SIDEWALK
PROPOSED
(4" CONCRETE)
5' WIDE SIDEWALK
PROPOSED
(4" CONCRETE)
5' WIDE SIDEWALK
PROPOSED
MONO MEDIAN NOSE
NOSE
MEDIAN
MONO
LATERAL J-3
LATERAL J-6
J-4
LATERAL
PROP SD LINE J-1
CONCRETE PAVEMENT
HMAC PAVEMENT
MEDIAN PAVEMENT
AND DRIVEWAYS
CONCRETE SIDEWALK
HES CONCRETE PAVEMENT
LEGEND
RAMP
TYPE II
INSTALL
MSE WALL
PROPOSED
INSTALLATION
BLVD 12" CONC HES
FOR MAYHILL & COLORADO
PHASING PLAN - STAGE II
REFERENCE CONSTRUCTION
CONCRETE MOW STRIP
TERMINAL END TREATMENT
BEGIN SINGLE GUARDRAIL
STA. 109+39.68, 33.76' RT
BEGIN THRIE-BEAM TRANSITION
TERMINAL END TREATMENT
END SINGLE GUARDRAIL
STA. 109+79.62, 31.64' RT
TRANSITION
END THRIE-BEAM
31.50' RT
STA. 109+91.62,
AND HANDRAIL INFORMATION
SHEETS FOR RETAINING WALL
REFERENCE RETAINING WALL ROW
EXISTING
UGC60.00'120.00'60.00'VARIES1.00'1.00'5.00'25.00'25.00'2.00'5.00'14.02'13.68'5.00'25.02'25.00'100.00'R100.00'R1025.50'R987.50'R987.50'R1012.50'R1012.50'R1
0
0.
0
0'R100.00'Rbuildingpond605590595600610615WVbuilding18"RCPFL=578.20FL=585.64rock rip-rapSSMHRim=589.60FL=577.10 FL=577.00
SSMHRim=589.24FL=574.24
FL=574.14buildingSIGNBG SIGNBG SIGNBG SIGNBG 27" RAW W ATER LINE30" RAW W ATER LINE
112+00 113+00 114+00 115+00 116+00 117+00 118+00
119+00
640.00' V.C.
K = 62
ex = -8.24'
LEFT TOC = RIGHT TOC
VPT 117+80.00 EL. 615.34(LT)SSD = 287'
EL.633.57(LT=RT)ELEV 625.43
STA 114+25.94
HIGH POINT (LT=RT)VPT 117+80.00 EL. 615.34(RT)SSD = 287'
640.00' V.C.
K = 62
ex = -8.24'CLEARANCE = 23.89'STA 113+52.32, 42.33' RTPOINT OF MINIMUM CLEARANCE+4.60%(LT=RT)-5.70%(L
T=R
T)
(LT=RT) VPI STA. 114+60.00
(LT) VPI STA. 118+60.00(LT) EL.610.78(RT) VPI STA. 118+60.00(RT) EL.610.79EL. 609.75(LT=RT) VPC 118+80.00(LT = RT) -5.70%
-5.17%
(LT = R
T)EGL = 587.04EGL = 593.33EGL = 591.97EGL = 589.52EGL = 589.07EGL = 588.71EGL = 587.56EGL = 586.87EGL = 586.09EGL = 591.98EGL = 591.27EGL = 590.94EGL = 592.51EGL = 592.61EGL = 592.29TOC LT = 622.99TOC LT = 616.98TOC LT = 619.38TOC LT = 621.39TOC RT = 624.19TOC RT = 624.99TOC RT = 625.38TOC RT = 622.99TOC RT = 611.36TOC RT = 621.39TOC RT = 614.21TOC RT = 616.98TOC RT = 619.39TOC RT = 621.32TOC RT = 624.96TOC RT = 624.15TOC RT = 622.94TOC RT = 625.37TOC LT = 624.15TOC LT = 622.94TOC LT = 621.32TOC LT = 624.99TOC LT = 625.38TOC LT = 625.37TOC LT = 624.19TOC LT = 624.96TOC LT = 611.35TOC LT = 614.20TOC LT = 608.73TOC RT = 608.73F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEcv_DCTA_v8i-pp-road03.shtISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 11:47:18 AMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\if\Drawings\DTCA\cv_DCTA_v8i-pp-road03.sht60.0000 ' / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 11:47:18 AM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\if\Drawings\DTCA\cv_DCTA_v8i-pp-road03.shtProject:Mayhill South$MODEL$Model:DATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEIT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.AUTHORITY OF SPENCER B. MAXWELL, P.E.TEXAS NO: 99316NOT FOR CONSTRUCTIONAND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021DEC 2021MATCHLINE STA. 112+00112+00 112+50 113+00 113+50 114+00 114+50 115+00 115+50 116+00 116+50 117+00 117+50 118+00 118+50 119+00
585
590
595
600
605
610
615
620
625
630
585
590
595
600
605
610
615
620
625
630
MAYHILL ROAD
60'30'0 10'20'
HORIZONTAL SCALE
10'0 2.5'
VERTICAL SCALE
5'
LEGEND
ROW
EXISTING
CONCRETE PAVEMENT
AND DRIVEWAYS
CONCRETE SIDEWALK
HMAC PAVEMENT
MATCHLINE STA 119+00SSSBMCIVILPAVING PLAN AND PROFILE48 PV-3
@ Ô MAYHILL ROAD
EXISTING GRADE
@ 67.5' LEFT
EXISTING GRADE
@ 67.5' RIGHT
EXISTING GRADE
MATCHLINE STA 112+00STA 112+00 TO TO STA 119+00TRANSCONTINENTAL REALTY INVESTORS, INC.
INSTRUMENT NO. 2005-151991
RAY HALLFORD, TRUSTEE
PART OF LOT 1, BLOCK B
LOMBARD ADDITION
CABINET I, PAGE 182
REMAINDER
& RIGHT TOP OF CURB
PROPOSED GRADE @ LEFT
GAS LINE
CAUTION
4.
3.
2.
1.
NOTES:
DCTA RAILROAD DCTA RAIL ROADRR BRIDGE
EXISTING SOUTH MATCHLINE STA. 119+006
#STATION OFFSET
POINT TABLE
1
2
3
4 118+14.45
116+62.145 26.00' RT
117+35.866
1.79' LT
PC STA. 117+74.71 412
3
85
7
NOTED OTHERWISE.
ALL DRIVEWAY RADII ARE 20' UNLESS
NO SEPARATE PAY ITEM.
VALVE STACKS TO PROPOSED ELEV.
ADJUST ALL EXISTING MANHOLES AND
FIELD VERIFIED BY CONTRACTOR.
ALL EXISTING UTILITIES SHALL BE
CURB UNLESS OTHERWISE NOTED.
ALL DIMENSIONS ARE TO BACK OF
7 117+35.86
116+99.158 33.10' RT
117+36.269 40.20' RT
1.00' RT
26.00' RT
ROW
PROPOSED
DART MP 725.07
MEDIAN PAVEMENT
CITY OF DENTON
CITY OF DENTON
BEGIN CONC PVMT
END BRIDGE
STA. 116+33.66
OF CURB (TYP)
PROPOSED BACK
Ô MAYHILL ROAD
OF CURB (TYP)
PROPOSED BACK
(4" CONCRETE)
5' WIDE SIDEWALK
PROPOSED
(4" CONCRETE)
5' WIDE SIDEWALK
PROPOSED
9
CONCRETE MOW STRIP
TRANSITION
BEGIN THRIE-BEAM
31.50' LT
STA. 116+33.66,
TERMINAL END TREATMENT
BEGIN SINGLE GUARDRAIL
END THRIE-BEAM TRANSITION
STA. 116+45.66, 31.50' LT
TERMINAL END TREATMENT
END SINGLE GUARDRAIL
STA. 116+95.66, 31.75' LT
117+04.80 31.00' LT
117+38.43 37.16' LT
117+17.31 43.88' LT
CONCRETE RIPRAP
PROPOSED 2:1
EM
GWS
GWS
UGC
T
UGC
EGL = 594.51EGL = 592.03EGL = 596.35EGL = 596.76EGL = 588.58EGL = 590.45EGL = 589.38EGL = 597.68EGL = 614.32EGL = 613.95EGL = 614.22EGL = 602.90EGL = 599.48EGL = 610.73EGL = 606.843
2.4
8'
3
1.9
8'
5.0
0'
5.0
0'
5.00'R
2
0.0
0'
R
15.00'R10.00'R
guard rail
ve
rizonboxWarning Sign
Fiber Optic
junctionboxsign
INLET
Inac
ces
sible
Top=597.56INLET
FL=592.68
Top=597.18
UGC
trafficcontrol
box
STMMH
FL=588.62
Rim=595.72 boom signal
poletraffic
signal
base
traffic boomb
o
o
msignalpole
traffic
controlboxtraffic
control
box
traffic
control
box
trafficsignalpoletraffic
STMMHRim=614.23
INLET
FL=613.26Top=617.16FL=608.83
4
" PE
4
" PE
107+00108+00109+00100+0010
1+0
010
2+00
103+00
104+00
105+00
106+00
107+00
F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEcv_DCTA_v8i-pp-EDWARD01.shtISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 11:53:30 AMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\if\Drawings\DTCA\cv_DCTA_v8i-pp-EDWARD01.sht60.0000 ' / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 11:53:30 AM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\if\Drawings\DTCA\cv_DCTA_v8i-pp-EDWARD01.shtProject:Mayhill South$MODEL$Model:DATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEIT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.AUTHORITY OF SPENCER B. MAXWELL, P.E.TEXAS NO: 99316NOT FOR CONSTRUCTIONAND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021DEC 2021100+00 100+50 101+00 101+50 102+00 102+50 103+00 103+50 104+00 104+50 105+00 105+50 106+00 106+50 107+00
570
575
580
585
590
595
600
605
610
615
570
575
580
585
590
595
600
605
610
615
LEGEND
MATCHLINE STA 107+00SSSBMCIVIL53 PV-8
60'30'0 10'20'
HORIZONTAL SCALE
10'0 2.5'
VERTICAL SCALE
5' MAYHILL ROADCONCRETE PAVEMENT
AND DRIVEWAYS
CONCRETE SIDEWALK
HMAC PAVEMENTMA
T
C
H
LIN
E S
T
A. 107+00
EDWARDS RD. PAVING PLAN AND PROFILEE
DW
A
RD
S R
O
A
D
EDWARDS ROADÔ EDWARDS ROAD
PC STATION 102+57.26
Ô MAYHILL ROAD
E 2400774.81
N 7116019.96
STA. 100+00.00
BEGIN EDWARDS ROAD ALIGNMENT
L = 768.40
R = 500.00
T = 483.29
= 88° 03' 08.64"
CURVE DCTA-EDWARDS-1
CURVE DATA
CURVE DCTA-EDWARDS-1
BEGIN TO STA 107+00EXISTING ROW
EXISTING ROW
EXISTING ROW
@ 67.5' RIGHT
EXISTING GRADE
@ Ô MAYHILL ROAD
EXISTING GRADE
PER POTHOLE DATA
VARIES 4' TO 8' DEPTH
EXISTING 12" GAS
@ 67.5' LEFT
EXISTING GRADE
(4" CONCRETE)
5' WIDE SIDEWALK
PROPOSED
RL
R L
(4" CONCRETE)
5' WIDE SIDEWALK
PROPOSED
SIDEWALK ELEVATION
MATCH EXISTING
STA. 104+78.08, 57.49' RT
INSTALL TYPE IA RAMP
STA. 104+88.43, 57.02' RT INSTALL TYPE IA RAMP
STA. 105+29.98, 57.84' RT
PT STA. 105+60.88, 31.71' RT
PC STA. 105+52.25, 37.43' RT
PT STA. 105+45.65, 53.28' RT
PC STA. 105+41.14, 56.24' RT
SIDEWALK ELEVATION
MATCH EXISTING
STA. 104+82.46, 44.12' LT
PI STA. 104+93.83, 32.31' LT
LANDING LOCATIONS.
R & L DENOTED STAND FOR RAMP AND
NOTED OTHERWISE.
ALL DRIVEWAY RADI ARE 20' UNLESS
NO SEPARATE PAY ITEM.
VALVE STACKS TO PROPOSED ELEV.
ADJUST ALL EXISTING MANHOLES AND
VERIFIED BY CONTRACTOR.
ALL EXISTING UTILITIES SHALL BE FIELD
UNLESS OTHERWISE NOTED.
ALL DIMENSIONS ARE TO BACK OF CURB
5.
4.
3.
2.
1.
NOTES:
wooddeck 3.5' conc. retaining wall~ under construction
concrete
concrete
concrete concrete
concrete
580580
5805
8
0
5855
90590590590590590
5
9
0
5 9 0590
590
590
5
9
0 590
590595595595600600600600600600
600 600600600600
60060060060
0605
6056
10610
610610615
620620625
630
630635 64
0
645
650
6506
55
6
6
0
665670670680105+00 110+00 115+00
120+00
125+00
130+00135+00100+0010
5
+
00
110+00 115+00 120+00 125+00F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEcv_DCTA_v8i-pl-damap01.shtISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:03:27 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\if\Drawings\DTCA\cv_DCTA_v8i-pl-damap01.sht320.0000 ft / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:03:27 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\if\Drawings\DTCA\cv_DCTA_v8i-pl-damap01.shtProject:Mayhill South$MODEL$Model:DATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEIT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.AUTHORITY OF SPENCER B. MAXWELL, P.E.TEXAS NO: 99316NOT FOR CONSTRUCTIONAND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021DEC 2021MTATDTDCIVIL DM-1
MAYHILL ROAD
Ô ALIGNMENT
QUAILCREE
K ROAD77 DRAINAGE AREA MAPBEGINNING TO STA. 138+54.00SD I-3
SD I-6
LT & RT PGL HIGH POINT
MAYHILL STA 114+25.94
LT & RT PGL LOW POINT
MAYHILL STA 124+99.25
SD I-5
PGL HIGH POINT
EDWARDS STA 123+57.36
EDWARDS ROAD
Ô ALIGNMENT
RT PGL HIGH POINT
MAYHILL STA 136+23.72
LT PGL HIGH POINT
MAYHILL STA 136+40.61
CREEK CENTERLINE
100 YR FLOODPLAIN
LEGEND
DESIGNATION
DRAINAGE AREA
AREA (ACRES)
FLOW DIRECTION
DRAINAGE BOUNDARY
XX-XX
X.XXac
MAYHILL RD.
SCULV-3
90.00ac
320'160'0 50'
SCALE IN FEET
MAYHILL RD.
EDWARDS RD.COLORADO BLVD.FLOODPLAIN
100 YR
100 YR FLOODPLAIN
100 YR FLOODPLAIN
100 YR FLOODPLAIN
SD I-1
MAYHILL ROAD
Ô ALIGNMENT
SD I-7
0.16ac
I-12
0.19ac
I-11
0.13ac
I-14
0.31ac
I-9
6.50ac
I-15
0.49ac
I-10
0.43ac
I-50.54ac
I-41.15ac
I-8
SCULV-3
100 YR FLOODPLAIN
1.11ac
I-3
SD I-2
0.45ac
I-2
0.48ac
I-1
0.51ac
I-6
0.38ac
I-7
CENTERLINE
CREEK
FLOODPLAIN
100 YR
0.59ac
J-7
0.50ac
J-4
LT PGL LOW POINT
MAYHILL STA 109+19.72
RT PGL LOW POINT
MAYHILL STA 109+16.57
DART ROW
DART MP 725.07
0.09ac
I-13
SD J-1
CENTERLINE
PEC5
SD I-1
CHANNEL
SD I-1
SD I-7
H=21'H=29'H=30'43°00'00"= 24.59'CLEARANCE VERTICAL MIN BAS-C
20'-0"MEDIAN3.00'RAIL1.00'RAIL1.00'SDWK5.50'SDWK5.50'CLR1'-4‚"OVERALL LENGTH OF BRIDGE = 573.97' @ Ô MAYHILL ROADROADWAY24'-0"ROADWAY24'-0"OVERALL LENGTH OF C411 RAIL = 653.36 LT, 575.03 RT64'-0" OVERALL WIDTH30'-2ƒ"MIN HORIZ CLR
32.090'32'-1"TYP
90°00'00"LANE12.00'230.00' TX54 PCB UNIT (110.00'-130.00')333.97' TX54 PCB UNIT (88.97'-115.00'-130.00')LANE12.00'GWSGWSGWSGWSNOT FOR CONSTRUCTIONDATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEAUTHORITY OFTEXAS NO:IT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.FERIDOON MALEKGHASSEMI, P.E.94488DEC 2021VPI STA. 109+70.00EL.611.03-2.40%+4.60%18"RCPFL=585.64Rim=589.6018"RCPFL=585.64Rim=589.60583
583
584584585 586587
588
591592593593594595596597598599600601602603604BB3710.75" GAS GATHERING10.75" GAS GATHERING27" RAW W ATER LINE30" RAW W ATER LINE
F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEst-v8i-pl-rbridge1.dgnISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:20:47 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\st-v8i-pl-rbridge1.dgn40.0000 ft / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:20:47 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\st-v8i-pl-rbridge1.dgnProject:Mayhill South$MODEL$Model:AND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021 MDBFMSTRUCTURALRAILROAD BRIDGE.GENERAL NOTES:
HL-93 LOADING
40'20'0 10'
VERTICAL
40'20'0 10'
HORIZONTAL
VERTICAL PROFILE
-2.40%
VPI STA 109+70.00
EL 611.03
L = 340'
K = 49
+4.60%
AS SHOWN
PLAN
AS SHOWN
ELEVATION
1
2
3
4
PGL 2.0%620
640
660
600
580
560
540
520
500
480
620
640
660
600
580
560
540
520
500
480
BR-01
118
(4")
SEJ-B MATCH LINE STA 114+00ROW
DART
EXIST BRIDGE LAYOUTL
VPC 111+40.00VPT EL. 618.85L
L
L L L
110+00 111+00 112+00 113+00
MGMATCH LINE STA 114+00DD
D D
113+00 114+00112+00111+00110+00
TRACK
C
FENCE
(TYP)
IN SLAB OVERHANG
ELECTRIC CONDUIT
BRIDGE LIGHTING
1.5" SCH. 40 PVC
OFF 13.26' LT
STA 111+08.68
BB37
C BEAM 1
(TYP)
IN SLAB OVERHANG
ELECTRIC CONDUIT
BRIDGE LIGHTING
1.5" SCH. 40 PVC
C411 RAIL
L
STA 111+21.57
C BENT 2
N 0°28'50.78" E
PGL LT CONST JT
ROW
N 46°31'09.22" WPEC-5 FLOWN 89°31'09.22" W(4")
SEJ-B
BS-EJCPN 89°31'09.22" WSTA 113+40.54
C BENT 4L
L
STA 112+51.57
C BENT 3
C411 RAIL
PEC-5 FLOW
RAILROAD
DCTA
LINE
WATER
30"
LINE
WATER
27"
(RE: CIVIL)
MSE WALL ROW
BS-EJCP
2.0%C411 RAIL
GROUND LINE
EXISTING
LINE
WATER
CAUTION
WITH SAND
LEAN CLAY
SAND
CLAYEY
SHALE
4/6"-6/6"-8/6"
50/3"
(50/1.5)-(50/1")
(50/1)-(50/0.5")
(50/1.5")-(50/1")
(50/0.75")-(50/0.5")
(50/0.75")-(50/0.5")
BB37
FOR PAYMENT
BRIDGE RAIL
END OF
PGL RT
(RE: CIVIL)
MSE WALL
PGL EL 614.64'
STA 110+11.57
ABUT 1 BACKWALL,
FRONT FACE OF
BEGIN BRIDGE,
C BEAM 8 C BEAM 8C BEAM 11
CONST JT
STA 110+11.57
ABUT 1 BACKWALL
FRONT FACE OF
BEGIN BRIDGE
C MAYHILL RD
LANE12.00'LANE12.00'N 89°31'09.22" WCOMPETENT ROCK WHICHEVER IS GREATER.
MINIMUM PENETRATION OF 10.00 FEET INTO INTACT
SHOWN OR DEEPER AS NECESSARY TO OBTAIN A
9. DRILLED SHAFTS SHALL BE FOUNDED TO THE LENGTHS
BACKFILL AND FOUNDATION DETAILS RESPECTIVELY.
APPROACH SLAB, CEMENT STABILIZED ABUTMENT
8. SEE STANDARD "BAS-C", "CSAB", AND "FD" FOR
MAYHILL ROAD.
SPAN LENGTHS ARE GIVEN ALONG THE CENTERLINE OF 7.
BENT "H" HEIGHT IS THE AVERAGE HEIGHT. 6.
MATERIALS.
TO EXECUTION OF ANY WORK OR PURCHASE OF ANY
LOCATION AND IDENTIFICATION OF ALL UTILITIES PRIOR
TO VERIFY ALL DIMENSIONS, FIELD CONDITIONS,
5. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR
SPECIFIED OTHERWISE ON BENT DETAIL SHEETS.
"D" DENOTES DOWELS IN OUTSIDE BEAMS, UNLESS 4.
FOR HORIZONTAL AND VERTICAL CONTROL.
SEE ROAD WAY PLANS FOR LOCATION OF BENCHMARKS 3.
OF HIGHWAYS, STREETS, AND BRIDGES.
SPECIFICATIONS FOR CONSTRUCTION AND MAINTANENCE
APPLICABLE ITEMS OF TXDOT STANDARD
BRIDGE SHALL BE IN ACCORDANCE WITH THE
2. UNLESS OTHERWISE NOTED CONSTRUCTION OF THE
DESIGN.
25 PSF FUTURE OVERLAY HAS BEEN CONSIDERED IN
HIGHWAY BRIDGES AND INTERIM REVISIONS THERETO. A
AASHTO LRFD SPECIFICATIONS FOR THE DESIGN OD
BRIDGE DESIGN IS FOR HL93 IN ACCORDANCE WITH 1.
WHICHEVER IS GREATER.
INTO COMPETENT SHALE ROCK,
MINIMUM PENETRATION OF 10.00 FEET
OR DEEPER AS NECESSARY TO OBTAIN A
BE FOUNDED TO THE LENGTHS SHOWN
FOUNDATION NOTE: DRILLED SHAFT SHALL
NEW NBI: 180610B05224009
SHAFTS x 60'
(6) 36"Ý DRILLED
SHAFTS x 42'
(5) 36"Ý DRILLED
SHAFTS x 50'
(5) 36"Ý DRILLED
SHAFTS x 52'
(6) 36"Ý DRILLED
H=30'43°00'00"
43°00'00"
BAS-C
20'-0"
OVERALL LENGTH OF BRIDGE = 573.97' @ C MAYHILL ROAD
OVERALL LENGTH OF C411 RAIL = 653.36' LT, 575.03' RT
MIN HORIZ CLR
15.424'
333.97' TX54 PCB UNIT (88.97-115.00-130.00) @ C MAYHILL ROADUGCUGCFL=578.20rock rip-rapSSMHRim=589.24FL=574.24
FL=574.14588589590591592593buildingFL=578.20rock rip-rapSSMHRim=589.24FL=574.24
FL=574.14588589590591592593building5935
9
2
591
5915
9
0
590605590595600610 615F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEst-v8i-pl-rbridge2.dgnISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:21:21 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\st-v8i-pl-rbridge2.dgn40.0000 ft / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:21:21 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\st-v8i-pl-rbridge2.dgnProject:Mayhill South$MODEL$Model:AND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021 MDBFMSTRUCTURALRAILROAD BRIDGE.HL-93 LOADING
40'20'0 10'
VERTICAL
40'20'0 10'
HORIZONTAL
6
5
PGL
620
640
660
600
580
560
540
520
500
480
620
640
660
600
580
560
540
520
500
480
AS SHOWN
PLAN
AS SHOWN
ELEVATION
BR-02
119
VERTICAL PROFILE
-5.70%+4.60%
VPI STA 114+60.00
EL 633.57
L = 640'
K = 62
2:1MATCH LINE STA 114+00BRIDGE LAYOUTMG115+00 116+00 117+00 118+00
BS-EJCP
115+00114+00 116+00 117+00 118+00
C TRACKFENCE
ROW
DART
EXIST
30" WATER LINE
27" WATER LINE
C BEAM 1 C411 RAIL
N 46°31'09.22" WN 46°31'09.22" WBS-EJCP
STA 115+85.54
ABUT 6 BACKWALL
FRONT FACE OF
END BRIDGE
(TYP)
IN SLAB OVERHANG
ELECTRIC CONDUIT
BRIDGE LIGHTING
1.5" SCH. 40 PVC
N 0°28'50.78" E
OFF 3.84' RT
STA 115+61.17
BB36
C MAYHILL RD
(4")
SEJ-B
STA 114+55.54
C BENT 5
CONST JT 2.0%C BEAM 11 C411 RAIL
DART MP 725.07
SEWER LINE
EXISTING 2.0%(TYP)
IN SLAB OVERHANG
ELECTRIC CONDUIT
BRIDGE LIGHTING
1.5" SCH. 40 PVC
LINE
SEWER
EXISTING RAILROAD
DCTA
31'-7•"
31'-3‚"
5'-1"
C411 RAIL
GROUND LINE
EXISTING
LINE
WATER
CAUTION
CLAYEY SAND
CLAYEY SAND
SANDY LEAN CLAY
CLAYEY SAND
CLAY
SANDY LEAN
SAND
LEAN CLAY
SHALE
(12/1.75")-(50/0.5")-(50/0.375")
(12/1.25")-(50/0.25")-(50/0")
(12/0.75")-(50/0.375")-(50/0.25")
(12/1.75")-(50/0.75")-(50/0.25")
(12/1.25")-(50/1.375")-(50/0.5")
(12/3")-(50/2.75")-(50/1.375")
(12/1")-(50/0.125")-(50/0")
(12/1")-(50/1")-(50/1.75")
(12/0.875")-(50/0.875")-(50/0.5")
36/6"-34/6"-30/4.5"
BB36
FOR PAYMENT
BRIDGE RAIL
END OF
ROW
DART
EXIST
L
LENGTH)
(ENTIRE CAP
CRASHWALL
CRASH WALL
PGL EL 623.37'
STA 115+85.54
ABUT 6 BACKWALL,
FRONT FACE OF
END BRIDGE,
DD
(TYP)
IN SLAB OVERHANG
ELECTRIC CONDUIT
BRIDGE LIGHTING
1.5" SCH. 40 PVC
15'-5‚"
L
L
L
L
WITH SAND
LEAN CLAY
L
L
GENERAL NOTES:
SEE SHEET 106 FOR GENERAL NOTES1.
NEW NBI: 180610B05224009
SHAFTS x 60'
(7) 36"Ý DRILLED
SHAFTS x 100'
(8) 36"Ý DRILLED
ROCK, WHICHEVER IS GREATER.
10.00 FEET INTO COMPETENT INTACT
OBTAIN A MINIMUM PENETRATION OF
SHOWN OR DEEPER AS NECESSARY TO
SHALL BE FOUNDED TO THE LENGTHS
FOUNDATION NOTE: DRILLED SHAFT
32'-0"32'-0"
3'-0"
TYPICAL SECTION
64'-0" OVERALL
32'-0"32'-0"
64'-0" OVERALL
3'-0"
TYPICAL SECTION
SPANS 2 & 5
SPANS 1,3, & 4
MEDIAN
3'-0"
FUTURE LANE
12'-0"
LANE
12'-0"
SDWK
5'-6"
FUTURE LANE
12'-0"
LANE
12'-0"
SDWK
5'-6"
26'-0"26'-0"
3'-0"7 SPA @ 8.286'= 58'-0"
26'-0"26'-0"
3'-0"10 SPA @ 5.800'= 58'-0"
MEDIAN
3'-0"RAIL
NOMINAL
1'-0"
FUTURE LANE
12'-0"
LANE
12'-0"
SDWK
5'-6"RAIL
NOMINAL
1'-0"
RAIL
NOMINAL
1'-0"
FUTURE LANE
12'-0"
LANE
12'-0"
SDWK
5'-6"RAIL
NOMINAL
1'-0"
BARRIER FENCE SPAN 4 ONLYBARRIER FENCE SPAN 4 ONLY
2" SCH. 40 PVC
BRIDGE LIGHTING
ELECTRIC CONDUIT
(TYP)
2" SCH. 40 PVC
BRIDGE LIGHTING
ELECTRIC CONDUIT
(TYP)NOT FOR CONSTRUCTIONDATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEAUTHORITY OFTEXAS NO:IT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.FERIDOON MALEKGHASSEMI, P.E.94488HL 93 LOADING DEC 2021F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEst-v8i-sc-rtyp01.dgnISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:21:36 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\st-v8i-sc-rtyp01.dgn0:2 ':" / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:21:36 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\st-v8i-sc-rtyp01.dgnProject:Mayhill South$MODEL$Model:AND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021 MDBFMSTRUCTURAL.RAILROAD BRIDGEBR-03
120 MGTYPICAL SECTIONS2.00%2.00%
2.00%2.00%
2.00%2.00%
C411 RAIL
FACE OF
NOMINAL
PGL LT PGL RT
C411 RAIL
FACE OF
NOMINAL
LC MAYHILL RD
LC MAYHILL RD
PGL LT
2.00%2.00%
PGL RT
GIRDER
TX54
GIRDER
TX54
2.00%2.00%
2.00%2.00%
OF WAY.
SOLID FOR THE PORTION OVER RAILROAD RIGHT
ALL "WINDOWS" OF C411 RAIL SHALL BE CAST 1
1
1
COLORED
&
TEXTURED
SUMMARY OF ESTIMATED QUANTITIES
BEARING SEAT ELEVATION NOT FOR CONSTRUCTIONDATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEAUTHORITY OFTEXAS NO:IT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.FERIDOON MALEKGHASSEMI, P.E.94488HL 93 LOADING DEC 2021F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEst-v8i-gn-rquant1.dgnISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:21:47 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\st-v8i-gn-rquant1.dgn0:2 ':" / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:21:47 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\st-v8i-gn-rquant1.dgnProject:Mayhill South$MODEL$Model:AND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021 MDBFMSTRUCTURALESTIMATED QUANTITIES.RAILROAD BRIDGE121 MGBR-04
UNIT
TOTALS
360
(HPC)
CY
(TY Tx54)
CYSF LF LF LF
420 6014
CL "C"
CONC
(ABUT)
422 6002
REINF
CONC
SLAB
(HPC)
425 6039
PRESTR
CONC
GIRDER
454 6020
SEALED
EXPANSION
JOINT (SEJ-B)
(4 IN)
TxDOT ITEM NO.
DESCRIPTION
51.5
5344.6
64.0
64.0
450 6037
RAIL
(TY C411)
(HPC)
2300.5
(HPC)
420 6030
CL "C"
CONC
(CAP)
(HPC)
CY
(HPC)
CY
420 6038
CL "C"
CONC
(COLUMN)
27.5
660.6
573.972352
LF
416 6004
DRILL
SHAFT
(36 IN)
BENT 5
BENT 4
BENT 3
BENT 2
BEAM UNIT 1
BEAM UNIT 2
ABUTMENT 1
210
250
312
420
ABUTMENT 6 800
38.0
47.2
47.4
3044.1
87.51
215.51
51.1
86.7 159.9
29.03
29.03
39.71
42.32
140.9 36744
35.6
GIRDER 1 GIRDER 2 GIRDER 3 GIRDER 4 GIRDER 5 GIRDER 6 GIRDER 7 GIRDER 8 GIRDER 9 GIRDER 10 GIRDER 11
ABUT 1 (FWD)608.056 608.222 608.387 608.553 608.553 608.387 608.222 608.056
PIER 2 (BK)611.391 611.557 611.723 611.888 611.888 611.723 611.557 611.391
(FWD)611.474 611.590 611.706 611.822 611.938 612.054 611.938 611.822 611.706 611.590 611.474
PIER 3 (BK)616.784 616.900 617.016 617.132 617.248 617.364 617.248 617.132 617.016 616.900 616.784
(FWD)616.844 617.009 617.175 617.341 617.341 617.175 617.009 616.843
PIER 4 (BK)618.979 619.067 619.144 619.213 619.106 618.823 618.531 618.230
(FWD)619.005 619.096 619.178 619.249 619.146 618.867 618.578 618.280
PIER 5 (BK)619.007 619.238 619.459 619.670 619.706 619.567 619.418 619.259
(FWD)618.981 619.146 619.306 619.462 619.612 619.758 619.668 619.572 619.472 619.367 619.258
ABUT 6 (BK)616.475 616.750 617.021 617.287 617.549 617.806 617.826 617.841 617.852 617.858 617.859
115.0
166.5
515.0
SY
215.51
422 6016
APPROACH
SLAB
422 6013
BRIDGE
SIDEWALK
SF
3948.0
3082.5
15360.0
21384.0
7030.5
LF
230.0
230.0
450 6119
CHAIN LINKED
FENCE
(HPC)
536 6002
CONCRET
MEDIAN
83.45
109.9
LF
1168.0
510.5
658.0
681 6023
2" DIA. PVC
CONDUIT
LOCATION WP A WP B WP C WP D WP E WP F WP G WP H WP I WP J
ABUTMENT 1
WP K
614.533 614.533 607.871 607.871 605.431 605.663 605.895 605.895 605.663 605.431608.636
TOP OF DRILLED SHAFT ELEVATIONSTOP OF CAP ELEVATIONS
1'-6"1'-6"AT C BRG1•" MIN C GIRDER
FLOAT FINISH
LEVEL W/ WOOD
TOP OF CAP
NOT TO SCALE
BEARING SEAT DETAIL
BEFORE PLACING BEARING PAD.)
AND FREE OF ALL LOOSE MATERIAL
(BEARING SURFACE MUST BE CLEAN
L
LNOT TO SCALE
SECTION A-A
1
3ƒ" FROM FINISHED GRADE.
INCREASE AS REQUIRED TO MAINTAIN
S
A
V
C BRGL
9"
3'-6"
1'-9"
1'-0"4‚"2'-6"1'-1"(TYP) CONST JT
TOP OF SLAB)
(FLUSH WITH
APPROACH SLAB
H
1
OTHERWISE NOTED)
2" (TYP UNLESS 10"1'-0"CLR3"4'-8ƒ"NOT TO SCALE
PLAN9"1'-0"1'-9"3'-6"1'-0"Ô BRG
3.000'3.000'
64.000'
36.300'36.300'
7 SPA @ 8.286'= 58.000'
NOT TO SCALE
ELEVATION2"6"3'-0"5 EQ SPA= 1.333'
SPA
3 EQ
BARS S
GIRDER SPA
DR SHAFT SPA
MAX (3" FROM WINGWALLS)
BARS V ~ SPA AT 1'-0"
Ô MAYHILL RD
BETWEEN BRGS
UNIFORM SLOPE
H
Ô CAP
FACE OF BACKWALL &
Ô DRILLED SHAFTS /
A1/A2
(TYP)
JT
CONST
U
S
U
SPA
BARS S
SLOPE
SEE LAYOUT FOR
U
S
U
3.000'5 SPA @ 11.600'= 58.000'3.000'
WP AWP B
WP CWP D
WP J WP I WP H WP G WP F WP E
SHOWN
PARTIALLY
APPROACH SLAB
WP K
11 EQ SPA = 8.600'
BARS S IN PAIRS @ NOT FOR CONSTRUCTIONDATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEAUTHORITY OFTEXAS NO:IT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.FERIDOON MALEKGHASSEMI, P.E.94488HL 93 LOADING DEC 2021~
A
F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEst-v8i-pl-rabut1.dgnISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:21:59 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\st-v8i-pl-rabut1.dgn0:2 ':" / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:21:59 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\st-v8i-pl-rabut1.dgnProject:Mayhill South$MODEL$Model:AND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021 MGMDBFMSTRUCTURAL.RAILROAD BRIDGE122
1.
2.
3.
4.
5.
6.
GENERAL NOTES:ABUTMENT 1BR-05
CSAB.
ABUTMENT BACKFILL IN ACCORDANCE WITH STANDARD
ABUTMENT BACKFILL SHALL BE CEMENT STABLIZED
AND EXECUTION OF ANY WORK.
QUANTITIES PRIOR TO PURCHASE OF ANY MATERIAL
CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND
GALVANIZE DOWEL BARS D.
PROVIDE GRADE 60 REINFORCING STEEL.
PROVIDE CLASS C CONCRETE (F'C = 3,600 PSI).
OUT-TO-OUT OF BAR.
REINFORCING BAR DIMENSIONS SHOWN ARE
NOTED OTHERWISE.
COVER DIMENSIONS ARE CLEAR DIMENSIONS, UNLESS
FOUNDATION DETAILS AND NOTES.
SHEET AND FOUNDATION LAYOUT SHEET FOR
SEE COMMON FOUNDATION DETAILS (FD) STANDARD
TABLE OF ESTIMATED QUANTITIES
ABUT 1
BAR NO.SIZE LENGTH WEIGHT
A 10 #11 74'-3"3940
H 16 #6 68'-3"1640
S 128 #5 11'-6"1535
U 4 #6 8'-1"49
V 62 #5 16'-4"1056
REINFORCING STEEL LB 8221
CLASS "C" CONCRETE CY 35.6
8"
3'-2"2'-1"(TYP.)
5"3'-0•"2'-6"
BARS S BARS U7'-10"BARS V
NOT TO SCALE
BACKWALL CAP
VV
H
A
3"
U
S IN PAIRS
END DETAILS
10'-6"
63'-8"
BARS A
63'-8"
BARS H
30'-4"
2
2
2
4'-7"
24'-5"
CONTRACTOR SHALL VERIFY ALL BAR ANGLES AND DIMENSIONS.
BEND ANGLE SHOWN IS APPROXIMATELY 178.154°.NOT FOR CONSTRUCTIONDATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEAUTHORITY OFTEXAS NO:IT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.FERIDOON MALEKGHASSEMI, P.E.94488HL 93 LOADING DEC 2021F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEst-v8i-dt-rabut1.dgnISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:22:09 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\st-v8i-dt-rabut1.dgn0:2 ':" / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:22:09 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\st-v8i-dt-rabut1.dgnProject:Mayhill South$MODEL$Model:AND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021 MGMDBFMSTRUCTURAL.RAILROAD BRIDGE123
1 FOR CONTRACTOR'S INFORMATION ONLY.
1
ABUTMENT 1 DETAILSBR-06
LOCATION WP A WP B WP C WP D WP E WP F WP G WP H WP I WP J WP K WP L
ABUTMENT 6
WP M
616.212 617.793 617.861 613.813 614.187 614.560 614.934 615.244 615259 615.274 615.288
TOP OF DRILLED SHAFT ELEVATIONTOP OF CAP ELEVATION
622.023 623.523
1'-6"1'-6"AT C BRG1•" MIN C GIRDER
FLOAT FINISH
LEVEL W/ WOOD
TOP OF CAP
NOT TO SCALE
BEARING SEAT DETAIL
BEFORE PLACING BEARING PAD.)
AND FREE OF ALL LOOSE MATERIAL
(BEARING SURFACE MUST BE CLEAN
L
LNOT TO SCALE
PLAN
NOT TO SCALE
ELEVATION
S
A (TYP) CONST JT
TOP OF SLAB)
(FLUSH WITH
APPROACH SLAB
V
3‚"OTHERWISE NOTED)
2‚" (TYP UNLESS 9‚"1'-0"
9"
3'-6"
1'-9"
1'-0"1'-1"4‚"2'-6"C BRG
H
NOT TO SCALE
1
1
3ƒ" FROM FINISHED GRADE.
INCREASE AS REQUIRED TO MAINTAIN
L
1'-0"1'-0"2'-0"
0.689'
2'-0"
1'-6"1'-6"
C GIRDER 1L1.368'
GIRDER SPA
DS SPA
9 SPA @ 8.811' = 79.300'
83.903'9"1'-0"1'-9"3'-6"1'-0"C BRG
& C CAP
FACE OF BACKWALL
C DRILLED SHAFTS /
43°00'00"
L
L
L
LC MAYHILL RD
6"3'-0"
HBETWEEN BRGS
UNIFORM SLOPE
U
L1
S
JT (TYP)
CONST A1/A22ƒ"BARS S SPA
U
5 ES =9"
SEE LAYOUT FOR SLOPE
FROM WINGWALLS)
AT 1'-0" MAX (3"
BARS V ~ SPA
3.000'7 SPA @ 11.129' = 77.900'
41.952'MATCHLINEMATCHLINE~
A
SECTION A4'-3•"4 EQ SPA10 EQ SPA = 8.129'
BARS IN PAIRS @
WP A
WP C
WP F WP G WP H WP I
WP E NOT FOR CONSTRUCTIONDATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEAUTHORITY OFTEXAS NO:IT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.FERIDOON MALEKGHASSEMI, P.E.94488HL 93 LOADING DEC 2021F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEst-v8i-pl-rabut2.dgnISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:22:17 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\st-v8i-pl-rabut2.dgn0:2 ':" / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:22:17 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\st-v8i-pl-rabut2.dgnProject:Mayhill South$MODEL$Model:AND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021 MGMDBFMSTRUCTURAL.RAILROAD BRIDGE124
1.
2.
3.
4.
5.
6.
GENERAL NOTES:
BR-07
WITH STANDARD CSAB.
STABLIZED ABUTMENT BACKFILL IN ACCORDANCE
ABUTMENT BACKFILL SHALL BE CEMENT
MATERIAL AND EXECUTION OF ANY WORK.
AND QUANTITIES PRIOR TO PURCHASE OF ANY
CONTRACTOR SHALL VERIFY ALL DIMENSIONS
GALVANIZE DOWEL BARS D.
PROVIDE GRADE 60 REINFORCING STEEL.
PROVIDE CLASS C CONCRETE (F'C = 3,600 PSI).
OUT-TO-OUT OF BAR.
REINFORCING BAR DIMENSIONS SHOWN ARE
UNLESS NOTED OTHERWISE.
COVER DIMENSIONS ARE CLEAR DIMENSIONS,
SHEET FOR FOUNDATION DETAILS AND NOTES.
STANDARD SHEET AND FOUNDATION LAYOUT
SEE COMMON FOUNDATION DETAILS (FD) ABUTMENT 6 (1)
NOT TO SCALE
PLAN
NOT TO SCALE
ELEVATION
9 SPA @ 8.811' = 79.300'
83.903'
1.368'
1'-0"9"1'-0"1'-9"3'-6"1'-0"C BRG
& C CAP
FACE OF BACKWALL
C DRILLED SHAFTS /
43°00'00"
L
L
L
0.689'
2'-0"1'-6"1'-6"
N 46°31'09.22" W
13
GIRDER
C L
1'-0"2'-0"
LC MAYHILL RD
6"A
A
U
L2
S
JT (TYP)
CONST 4 EQ SPA2ƒ"U
SEE LAYOUT FOR SLOPE
41.952'
3.000'7 SPA @ 11.129' = 77.900'MATCHLINEMATCHLINEWP B
WP D
WP J WP K WP L WP M
WP E
39'-1ƒ"NOT FOR CONSTRUCTIONDATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEAUTHORITY OFTEXAS NO:IT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.FERIDOON MALEKGHASSEMI, P.E.94488HL 93 LOADING DEC 2021F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEst-v8i-pl-rabut3.dgnISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:22:27 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\st-v8i-pl-rabut3.dgn0:2 ':" / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:22:27 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\st-v8i-pl-rabut3.dgnProject:Mayhill South$MODEL$Model:AND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021 MGMDBFMSTRUCTURAL.RAILROAD BRIDGE125
BR-08 ABUTMENT 6 (2)
TABLE OF ESTIMATED QUANTITIES
ABUT 6
BAR NO.SIZE LENGTH WEIGHT
A 10 #11 104'-11"5574
H 12 #6 88'-6"1595
L1 9 #6 5'-11"80
L2 9 #6 5'-8"77
S 148 #5 11'-6"1775
U 4 #6 8'-1"49
V 89 #5 15'-7"1447
WH1 12 #6 13'-5"242
WH2 24 #6 11'-8"421
WS 32 #4 7'-10"167
WV 26 #4 15'-7"271
REINFORCING STEEL LB 11697
CLASS "C" CONCRETE CY 51.1
NOT TO SCALE
CORNER DETAILS
9"3‚"3‚"9"WV
WH2
HV
L2L1
WH2
S
U
WH1
WV
WS
V
A
WS
WV
WH1
U
S
CAP
BACKWALL
WV
OPTION
CONTRACTOR'S
HERE AT
CAST TO
CAP MAY BE
5
BARS V & WV BARS S BARS WS BARS U BARS L1BARS L2
TYP 6"2'-0•"TYP 5"1'-9•"1'-7•"
3'-1•"
7•"
3'-0ƒ"1'-1"
2'-4•"3'-0"1'-8•"2'-6"2'-6"
2'-0"
1'-7ƒ"1'-1•"2'-0"
2'-0"
1'-10‚"2'-0"1'-3‚"U
WS2'-6"WH1 2 ES1'-3ƒ"6"5 EQ SPA2'-0"
1'-0"1'-0"
3"EQ SPA AT 1'-0" (MAX)
SPA
BARS WV & WS
TOP OF SLAB
FLUSH WITH 1'-1"ROADWAY GRADE
PARALLEL TO WH2
4ƒ"CONST JT
3ƒ"WV
WV
NOT TO SCALE
WINGWALL ELEVATION
NOT TO SCALE
UNLESS OTHERWISE NOTED
2‚" (TYP)
AVOID PILING)
REQUIRED TO
WS (ADJUST AS
Ô BRG
12'-0"
2"
WH2
SECTION B
CONST JT
PERMISS
L
7'-6"5'-8‡"38'-9"
10'-6"10'-6"10'-6"
38'-9"
BARS A
38'-9"
4'-7"
BARS H
83.900'
83.900'
1
1
AND DIMENSIONS.
CONTRACTOR SHALL VERIFY ALL BAR ANGLES
1 BEND ANGLE SHOWN IS APPROXIMATELY 178.154°. NOT FOR CONSTRUCTIONDATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEAUTHORITY OFTEXAS NO:IT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.FERIDOON MALEKGHASSEMI, P.E.94488HL 93 LOADING DEC 2021~
B
F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEst-v8i-dt-rabut2.dgnISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:22:36 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\st-v8i-dt-rabut2.dgn0:2 ':" / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:22:36 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\st-v8i-dt-rabut2.dgnProject:Mayhill South$MODEL$Model:AND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021 MGMDBFMSTRUCTURAL.RAILROAD BRIDGE126 BRIDGE ABUTMENT 6 DETAILSBR-09
1 FOR CONTRACTOR'S INFORMATION ONLY.
1
WORK POINT ELEVATIONS
LOCATION
TOP OF CAP TOP OF COLUMN
WP A WP B WP C WP D WP E WP F WP G
BENT 2
BENT 3
WP H
611.289 611.289 612.292 607.889 608.159 608.429 607.889
613.199613.739613.469613.199617.239616.599616.599 613.469
608.159
FLOAT FINISH
LEVEL W/ WOOD
TOP OF CAP
NOT TO SCALE
BEARING SEAT DETAIL
BEFORE PLACING BEARING PAD.)
AND FREE OF ALL LOOSE MATERIAL
(BEARING SURFACE MUST BE CLEAN
1'-6"1'-6"AT Ô BRG1•" MIN C GIRDERL
TYP
T
A
S
B3'-6"3'-6"~~BARS ZBARS S
TYP
BARS U
BOTTOM
TOP AND
TURN
ONE FLAT
6""H" ~ SEE LAYOUTPITCH3'-3"2'-6"3"3'-2"3'-2"3'-2"2"
NOT TO SCALE
SECTION A
COLUMN SPACING
C CAP & C COLUMNS
BETWEEN BEARINGS
UNIFORM SLOPE
TWP B
WP C
WP AA1
B
WP D WP E
(TYP)
JOINT
CONST
Z
CONST JOINT
Z~
(SEE LAYOUT)C BEARING
(TYP)
C COL
WP F
A
A
BEARING SEAT (TYP)
LEVEL 3'-0" FOR
C BENT 2/BENT 3
GROUND
FINISHED
SHAFT
DRILLED
TOP OF
NOT TO SCALE
BENT 2 & 3 PLAN
NOT TO SCALE
BENT 2 & 3 ELEVATION3'-6"5.000'5.000'1'-9"1'-9"3'-6"3"
4"
3'-0""H"3'-0"3.193'
5 ES=
1'-6"1'-6"1'-0"1'-0"L L L
LLL
L
C GIRDERC GIRDER
BENT 2 GIRDER SPA
BENT 3 GIRDER SPA
3.000'
3.000'
3.000'
3.000'
(TYP)
64.000'
32.000'32.000'
4 SPA @ 13.500' = 54'-0"1'-0" MINN 89°31' 09.22" W
WP G
FOR DETAILS
AND LENGTH SEE FD SHEET
DRILLED SHAFTS SIZE
SEE BRIDGE LAYOUT FOR
MIN INTO CAP)
V (EXTEND 2'-9"
L
BENT 2 ONLY
GIRDERS ONLY)
DOWELS D (OUTSIDE
BARS S IN PAIRS
BARS S SPA
8 SPA @ 8.286' (SPAN 1) & 10 SPA @ 5.800' (SPAN 2) = 58.000'
10 SPA @ 5.800' (SPAN 2) & 8 SPA @ 8.286' (SPAN 3) = 58.000'CLR2"A
WP H
BARS S IN PAIRS @ 12 EQ SPA
= 10.500' (TYP EACH BAY)
BARS T ABOUT THE BENT C
ALTERNATE SPLICE LOCATION FOR
7'-0"
63'-8"
7'-0"
63'-8"
4'-7"
63'-8"
BARS T
BARS B
BARS A
42'-0"
21'-0"
25'-0"
CL
CL
CL
BAR ANGLES AND DIMENSIONS.
CONTRACTOR SHALL VERIFY ALL
APPROXIMATELY 177.708°.
BEND ANGLE SHOWN IS 1
1
1
1 NOT FOR CONSTRUCTIONDATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEAUTHORITY OFTEXAS NO:IT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.FERIDOON MALEKGHASSEMI, P.E.94488HL 93 LOADING DEC 2021F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEst-v8i-dt-rbent1.dgnISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:22:45 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\st-v8i-dt-rbent1.dgn0:2 ':" / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:22:45 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\st-v8i-dt-rbent1.dgnProject:Mayhill South$MODEL$Model:AND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021 MGMDBFMSTRUCTURAL.RAILROAD BRIDGEBENTS 2 & 3127
1.
2.
3.
4.
5.
GENERAL NOTES:
BR-10
EXECUTION OF ANY WORK.
PURCHASE OF ANY MATERIAL AND
DIMENSIONS AND QUANTITIES PRIOR TO
CONTRACTOR SHALL VERIFY ALL
GALVANIZE DOWEL BARS D.
STEEL.
PROVIDE GRADE 60 REINFORCING
3,600 PSI).
PROVIDE CLASS C CONCRETE (F'C =
ARE OUT-TO-OUT OF BAR.
REINFORCING BAR DIMENSIONS SHOWN
OTHERWISE.
DIMENSIONS, UNLESS NOTED
COVER DIMENSIONS ARE CLEAR
FOUNDATION DETAILS AND NOTES.
FOUNDATION LAYOUT SHEET FOR
(FD) STANDARD SHEET AND
SEE COMMON FOUNDATION DETAILS
WORK POINT ELEVATIONS
LOCATION
TOP OF CAP TOP OF COLUMN
WP A WP B
BENT 4
WP HWP I WP C WP D WP E WP F WP G
618.828 618.002 619.252 615.294 615.399 615.505 615.433 615.032 614.631
Ô GIRDER
FLOAT FINISH
LEVEL W/ WOOD
TOP OF CAP
NOT TO SCALE
BEARING SEAT DETAIL
BEFORE PLACING BEARING PAD.)
AND FREE OF ALL LOOSE MATERIAL
(BEARING SURFACE MUST BE CLEAN
1'-6"1'-6"AT Ô BRG1•" MIN TYP
T
A
S
B3'-6"3'-6"
2"
NOT TO SCALE
SECTION A
NOT TO SCALE
C CAP & C COLUMNS
L
LL
LC MAYHILL RD
3'-6"1'-9"1'-9"1'-0"1'-0"1'-6"1'-6"
BEARING SEAT (TYP)
LEVEL 3'-0" FOR
LC GIRDER
5 SPACES @ 15.502' = 77.509'5.000'
4.102
87.509'
7 SPA @ 11.329' = 79.305'
COLUMN SPACING
43.755'
NOT TO SCALE
BETWEEN BEARINGS
UNIFORM SLOPE
TWP A
WP C WP D WP E
BARS S SPACING
Z
CONST JOINT
Z~ (SEE LAYOUT) (TYP)
C COL
GROUND
FINISHED
SHAFT
DRILLED
TOP OF
3"3"
3'-0""H"3'-0"3'-6"L
(TYP)= 3.333'1'-0" MIN FOR DETAILS
LENGTH SEE FD SHEET
DRILLED SHAFT SIZE AND
SEE BRIDGE LAYOUT FOR
43°00'00"MATCHLINEL
MIN INTO CAP)
V (EXTEND 2'-9"
A
B
JT (TYP)
CONST
BARS S IN PAIRS
GIRDERS ONLY)
DOWELS D (OUTSIDE
WP I
GIRDER SPA
C BENT 4
C (TYP)
FOR BARS T ABOUT THE BENT
ALTERNATE SPLICE LOCATION
BENT 4 ELEVATION
BENT 4 PLAN
BARS S IN PAIRS @ 13 EQ SPA = 12.502'
(TYP EACH BAY)
3"
4 EQ SPA NOT FOR CONSTRUCTIONDATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEAUTHORITY OFTEXAS NO:IT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.FERIDOON MALEKGHASSEMI, P.E.94488HL 93 LOADING DEC 2021A
207
F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEst-v8i-dt-rbent3.dgnISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:22:59 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\st-v8i-dt-rbent3.dgn0:2 ':" / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:22:59 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\st-v8i-dt-rbent3.dgnProject:Mayhill South$MODEL$Model:AND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021 MGMDBFMSTRUCTURAL.RAILROAD BRIDGE128
1.
2.
3.
4.
5.
GENERAL NOTES:
BR-11 BENTS 4 PLAN (1)ANY WORK.
PURCHASE OF ANY MATERIAL AND EXECUTION OF
ELEVATIONS AND QUANTITIES PRIOR TO
CONTRACTOR SHALL VERIFY ALL DIMENSIONS,
GALVANIZE DOWEL BARS D.
PROVIDE GRADE 60 REINFORCING STEEL.
PROVIDE CLASS C CONCRETE (F'C = 3,600 PSI).
OUT-TO-OUT OF BAR.
REINFORCING BAR DIMENSIONS SHOWN ARE
UNLESS NOTED OTHERWISE.
COVER DIMENSIONS ARE CLEAR DIMENSIONS,
SHEET FOR FOUNDATION DETAILS AND NOTES.
STANDARD SHEET AND FOUNDATION LAYOUT
SEE COMMON FOUNDATION DETAILS (FD)
~~BARS ZBARS S
TYP
BARS U
BOTTOM
TOP AND
TURN
ONE FLAT
6""H" ~ SEE LAYOUTPITCH3'-2"3'-2"3'-3"2'-6"
3'-2"3"
CONST JT (TYP)
WP A
WP CWP DWP E
3'-0"
(TYP)
(TYP)
C COL L
T
BETWEEN BEARINGS
UNIFORM SLOPE
A
B
WP I
NOT TO SCALE 3'-6"1'-9"1'-9"1'-0"1'-0"1'-6"1'-6"
5.000'
4.102
87.509'
7 SPA @ 11.329'= 79.305'
COLUMN SPACING
BEARING SEAT (TYP)
LEVEL 3'-0" FOR
GIRDERS ONLY)
DOWELS D (OUTSIDE
L LC GIRDER
43.755'
5 SPACES @ 15.502' = 77.509'
BENT 4 PLAN
NOT TO SCALE
BENT 4 ELEVATIONMATCHLINEC CAP & COLUMNSLC BRG
GIRDER SPA
4'-7"
BARS A
BARS B
BARS T
7'-0"
30'-0"
7'-0"
30'-0"
7'-0" 7'-0"
CL
CL
CL
1
87'-2‚"
87'-2‚"
BAR ANGLES AND DIMENSIONS.
CONTRACTOR SHALL VERIFY ALL
APPROXIMATELY 178.135°.
BEND ANGLE SHOWN IS
1
1
1
39'-5•"39'-5•"
87'-2‚"NOT FOR CONSTRUCTIONDATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEAUTHORITY OFTEXAS NO:IT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.FERIDOON MALEKGHASSEMI, P.E.94488HL 93 LOADING DEC 2021F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEst-v8i-dt-rbent5.dgnISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:23:09 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\st-v8i-dt-rbent5.dgn0:2 ':" / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:23:09 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\st-v8i-dt-rbent5.dgnProject:Mayhill South$MODEL$Model:AND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021 MGMDBFMSTRUCTURAL.RAILROAD BRIDGE129
BR-12 BENT 4 PLAN (2)
WORK POINT ELEVATIONS
LOCATION
TOP OF CAP TOP OF COLUMN
WP A WP B
BENT 5
WP HWP J WP C WP D WP E WP F WP G
618.776 619.002 619.633 615.374 615.637 615.901 616.112 615.943 615.773 615.565
WP I
Ô GIRDER
FLOAT FINISH
LEVEL W/ WOOD
TOP OF CAP
NOT TO SCALE
BEARING SEAT DETAIL
BEFORE PLACING BEARING PAD.)
AND FREE OF ALL LOOSE MATERIAL
(BEARING SURFACE MUST BE CLEAN
1'-6"1'-6"AT Ô BRG1•" MIN TYP
T
A
S
B3'-6"3'-6"
2"
NOT TO SCALE
SECTION A
NOT TO SCALE
L3'-6"1'-9"1'-9"1'-0"1'-0"1'-6"1'-6"
BEARING SEAT (TYP)
LEVEL 3'-0" FOR
LC GIRDER
5.000'
4.102
93.260'
COLUMN SPACING
NOT TO SCALE
BETWEEN BEARINGS
UNIFORM SLOPE
TWP A
WP C WP D WP E
Z
CONST JOINT
Z~ (SEE LAYOUT)(TYP)
C COL
GROUND
FINISHED
SHAFT
DRILLED
TOP OF 3"3"
3'-0""H"3'-0"3'-6"L
(TYP)= 3.250'1'-0" MIN FOR DETAILS
LENGTH SEE FD SHEET
DRILLED SHAFT SIZE AND
SEE BRIDGE LAYOUT FOR MATCHLINEL
MIN INTO CAP)
V (EXTEND 2'-9"
A
B
JT (TYP)
CONST
BARS S IN PAIRS
GIRDERS ONLY)
DOWELS D (OUTSIDE
5 SPACES @ 13.452' & 1 SPACE @ 16.5' = 83.760'
40.75'
7 SPA (SPAN 4) @ 11.329' & 10 SPA (SPAN 5) @ 7.9305' = 79.305'
C CAP & COLUMNS
LC BRG
BENT 5 PLAN
BENT 5 ELEVATION
GIRDER SPACING
LC TYP
FOR BARS T ABOUT THE BENT
ALTERNATE SPLICE LOCATION
BARS S IN PAIRS @ 10 EQ SPA
= 10.443' (TYP 5 BAYS)
4 EQ SPA
3"NOT FOR CONSTRUCTIONDATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEAUTHORITY OFTEXAS NO:IT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.FERIDOON MALEKGHASSEMI, P.E.94488HL 93 LOADING DEC 2021A
207
F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEst-v8i-dt-rbent9.dgnISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:23:17 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\st-v8i-dt-rbent9.dgn0:2 ':" / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:23:17 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\st-v8i-dt-rbent9.dgnProject:Mayhill South$MODEL$Model:AND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021 MGMDBFMSTRUCTURAL.RAILROAD BRIDGE130
1.
2.
3.
4.
5.
GENERAL NOTES:
BR-13
OF ANY MATERIAL AND EXECUTION OF ANY WORK.
ELEVATIONS AND QUANTITIES PRIOR TO PURCHASE
CONTRACTOR SHALL VERIFY ALL DIMENSIONS,
GALVANIZE DOWEL BARS D.
PROVIDE GRADE 60 REINFORCING STEEL.
PROVIDE CLASS C CONCRETE (F'C = 3,600 PSI).
OUT-TO-OUT OF BAR.
REINFORCING BAR DIMENSIONS SHOWN ARE
UNLESS NOTED OTHERWISE.
COVER DIMENSIONS ARE CLEAR DIMENSIONS,
FOUNDATION DETAILS AND NOTES.
SHEET AND FOUNDATION LAYOUT SHEET FOR
SEE COMMON FOUNDATION DETAILS (FD) STANDARD BENT 5 PLAN (1)
~~BARS ZBARS S
TYP
BARS U
BOTTOM
TOP AND
TURN
ONE FLAT
6""H" ~ SEE LAYOUTPITCH3'-2"3'-2"3'-3"2'-6"
3'-2"3"NOT TO SCALE
BENT 4 & 5 PLAN
LC MAYHILL RD
NOT TO SCALE
BENT 4 & 5 ELEVATION
3'-6"1'-9"1'-9"1'-0"1'-0"5.000'
10.353
93.760'
COLUMN SPACING
MATCHLINET WP B
WP IWP HWP G
(TYP)
C COL
3"4"3'-6"L
A
B
JT (TYP)
CONST
WP J
43°00'00"
C CAP & C COLUMNS
53.005'
5 SPACES @ 15.502' & 1 SPACE @ 16.5 = 83.760'
L LL
50.005'
7 SPA (SPAN 4) @ 11.329' & 10 SPA (SPAN 5) @ 7.9305' = 79.305'
1'-6"
BEARING SEAT (TYP)
LEVEL 3'-0" FOR
LC GIRDER
1'-6"
GIRDERS ONLY)
DOWELS D (OUTSIDE
16.500'
GIRDER SPACING
WP F
BETWEEN BEARINGS
UNIFORM SLOPE
BARS S IN PAIRS 14 EQ SPA = 13.600'
= 3.250'
BARS S IN PAIRS4 EQ SPA
4'-7"
93'-5"
BARS B
BARS T
93'-5"
BARS A
7'-0"
25'-0"22'-0"
7'-0"
31'-10"
93'-5"
BARS B
7'-0"
15'-5"18'-5"
7'-0"
41'-5"32'-2"
47'-11"
DIMENSIONS.
CONTRACTOR SHALL VERIFY ALL BAR ANGLES AND
BEND ANGLE SHOWN IS APPROXIMATELY 178.135°.1
1
1
1 NOT FOR CONSTRUCTIONDATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEAUTHORITY OFTEXAS NO:IT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.FERIDOON MALEKGHASSEMI, P.E.94488HL 93 LOADING DEC 2021A
207
F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEst-v8i-dt-rbent10.dgnISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:23:30 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\st-v8i-dt-rbent10.dgn0:2 ':" / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:23:30 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\st-v8i-dt-rbent10.dgnProject:Mayhill South$MODEL$Model:AND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021 MGMDBFMSTRUCTURAL.RAILROAD BRIDGE131
BR-14 BENT 5 PLAN (2)
TABLE OF ESTIMATED QUANTITIES
BENT 2
BAR NO.SIZE LENGTH WEIGHT
A 6 #11 70'-8"2253
B 6 #11
D 4 #9 1'-8"23
S 128 #5 13'-8"1825
T 10 #5 712
V 60 #9 20'-8"4216
Z 6 #4 683'-4"2739
REINFORCING STEEL LB 14019
CLASS "C" CONCRETE (CAP) CY 29.03
CLASS "C" CONCRETE (COL) CY 27.50
TABLE OF ESTIMATED QUANTITIES
BENT 3
BAR NO.SIZE LENGTH WEIGHT
A 6 #11 70'-8"2253
B 6 #11
S 128 #5 13'-8"1825
T 10 #5
V 60 #9 28'-8"5848
Z 6 #4 934'-8"3746
REINFORCING STEEL LB 16636
CLASS "C" CONCRETE (CAP) CY 29.64
CLASS "C" CONCRETE (COL) CY 38.00
TABLE OF ESTIMATED QUANTITIES
BENT 4
BAR NO.SIZE LENGTH WEIGHT
A 7 #11 101'-3"3766
B 7 #11
D 4 #9 1'-8"23
S 160 #5 14'-8"2448
T 10 #5 958
V 60 #9 29'-8"6052
Z 6 #4 974'-0"3904
REINFORCING STEEL LB 20915
CLASS "C" CONCRETE (CAP) CY 39.31
CLASS "C" CONCRETE (COL) CY 47.20
TABLE OF ESTIMATED QUANTITIES
BENT 5
BAR NO.SIZE LENGTH WEIGHT
A 7 #11 107'-5"3995
B 7 #11
D 4 #9 1'-8"23
S 168 #5 15'-8"2745
T 10 #5 98'-0"1022
V 60 #11 29'-8"9457
Z 6 #4 967'-0"3876
REINFORCING STEEL LB 25048
CLASS "C" CONCRETE (CAP) CY 39.31
CLASS "C" CONCRETE (COL) CY 47.20
70'-8"2253
68'-3"
70'-8"2253
68'-3"712
3766101'-3"
91'-10"
107'-5"3995
BENT ESTIMATED QUANTITIES
NOT FOR CONSTRUCTIONDATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEAUTHORITY OFTEXAS NO:IT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.FERIDOON MALEKGHASSEMI, P.E.94488HL 93 LOADING DEC 2021F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEst-v8i-dt-rbent4.dgnISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:23:45 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\st-v8i-dt-rbent4.dgn0:2 ':" / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:23:45 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\st-v8i-dt-rbent4.dgnProject:Mayhill South$MODEL$Model:AND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021 MGMDBFMSTRUCTURAL.RAILROAD BRIDGEBENT ESTIMATED QUANTITIES132
BR-15
7
11111
11 FOR CONTRACTOR'S INFORMATION ONLY.
SECTION A
CRASH WALL ELEVATION AT BENT 5
~
A
~
C
F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEst-v8i-dt-rbent6.dgnISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:23:55 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\st-v8i-dt-rbent6.dgn0:2 ':" / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:23:55 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\st-v8i-dt-rbent6.dgnProject:Mayhill South$MODEL$Model:AND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021 MDBFMSTRUCTURAL.RAILROAD BRIDGE133
1.
2.
3.
4.
GENERAL NOTES:MGCRASH WALL DETAIL (1)BR-16
CHAMFER ALL EXPOSED CORNERS ƒ".
REINFORCING STEEL SHALL BE GRADE 60.
DAYS, F'C, OF 3600 PSI.
MINIMUM COMPRESSIVE STRENGTH AT 28
CRASH WALL CONCRETE SHALL HAVE A
5 FT ABOVE GROUND.
EDGE OF THE ROADWAY (HERE, TRACKS) AT
APPLIED AT A 15 DEGREE ANGLE WITH THE
THIS REQUIRES A LOAD OF 600 KIPS
3.6.5 FOR VEHICULAR COLLISION IS USED.
RAILROAD, THE LOAD PRESCRIBED BY AASHTO
CONSIDERING THE "LIGHT RAIL" USE OF THE
THE ABSENCE SUCH INFORMATION AND
FOR THE DESIGN OF THE CRASH WALL. IN
AREMA DOES NOT PRESCRIBE A CRASH LOAD
REQUIREMENTS.
MAINATENANCE-OF-WAY ASSOCIATION,"
RAILWAY ENGINEERING AND
ARE IN ACCORDANCE WITH AREMA, "AMERICAN
CRASH WALL DIMENSIONS AND CONFIGURATION
5.
ELEV 594.706
T/RAIL
TYP
2'-0"6'-0"4'-0"6"TYP
1'-3"
1'-3" TYP
3'-0" TYP
2'-6"CRASH WALL
BENT 5 CAP
DRILL SHAFT
36" DIA
RAILROAD FACE COLUMN TYP
ELEV 588.378
GROUND LINE
TYP
CONSTR JT
SECTION C
NOT TO SCALE
NOT TO SCALE
CRASH WALL
REINFORCING ELEVATION SECTION D
NOT TO SCALE
~
D
F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEst-v8i-dt-rbent7.dgnISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:24:04 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\st-v8i-dt-rbent7.dgn0:2 ':" / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:24:04 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\st-v8i-dt-rbent7.dgnProject:Mayhill South$MODEL$Model:AND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021 MDBFMSTRUCTURAL.RAILROAD BRIDGE134 MGCRASH WALL DETAIL (2)BR-17
1.
GENERAL NOTES:
SHEET.
SEE NOTES ON "CRASH WALL DETAILS (1)"
BAR DIAGRAMS AND QUANTITIES TABLE..
SEE "CRASH WALL DETAILS (3)" SHEET FOR
SHEET.
SEE NOTES ON "CRASH WALL DETAILS (1)"
2.
1
1
EACH FACE - 5 BAYS TYP
TYP
TYP
TYP
REINFORCING SHALL BE CUT OR BROKEN.
BE USED FOR CONCRETE DRILLING. NO COLUMN
CORE DRILLING IS NOT PERMITTED. HAMMER DRILLES SHALL
INSTALLATION AND EMBEDMENT.
ADHESIVE MANUFACTURER'S RECOMENDATIONS FOR
ANCHORAGE END SLOPED 1:6 INTO THE COLUMN. FOLLOW
INSTALLED USING A TYPE III ADHESIVE SYSTEM WITH THE
AT THE CONTRACTOR'S OPTION BARS WD MAY BE POST
BARS WD SHALL BE CAST WITH COLUMN.
2'-6"6"BARS WV
TYP
CHAMFER ƒ" 3" CLRTYP
BARS WV
TYP
BARS WT
TYP
BARS WD
TYP
BARS WH2
12.930'
EACH FACE
BARS WV @ 11 EQ SPA
8 EQ SP = 10'-0"
3" TYP
3 EQ SP
TYP
CONST JT
SHOWN
OTHERS NOT
BARS WT TYP
BARS WL1
13 EQ SP EACH FACE@ EVERY WV
BARS U2
TYP
CHAMFER ƒ"
2'-0"
BARS WH3
TYP
BARS WH1
2 WH1
OR WL2
BARS WL1
10'-5‹"
2'-0"
TYP
WT
TYP
WU
(WH3, LAST BAY)
WH1 & WH2
INTERFACE REQUIREMENTS.)
COLUMN-DRILLED SHAFT
CONST JT (SEE STANDARD FD FOR
TYP.
BARS WV
WE @ EVERY WH1 TYP.
BARS WD TYP.16'-4"TYP
2" CLR
TYP
2" CLR
3" CLR
TYP
BARS WH1
BARS WE @
NOT FOR CONSTRUCTIONDATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEAUTHORITY OFTEXAS NO:IT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.FERIDOON MALEKGHASSEMI, P.E.94488HL 93 LOADING DEC 2021F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEst-v8i-dt-rbent8.dgnISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:24:18 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\st-v8i-dt-rbent8.dgn0:2 ':" / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:24:18 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\st-v8i-dt-rbent8.dgnProject:Mayhill South$MODEL$Model:AND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021 MDBFMSTRUCTURAL.RAILROAD BRIDGE135 MGCRASH WALL DETAIL (3)BR-18
TABLE OF ESTIMATED QUANTITIES
CRASH WALL
BAR NO.SIZE LENGTH WEIGHT
#5
#6
REINFORCING STEEL LB
CLASS "C" CONCRETE CY 122.0
WD
WH2
WH3
WU
WV
168
204
282
16
70
14 #6
#6
#6
4'-5"
7'-5"
88'-8"
12'-2"
14'-2"
2'-11"
3'-9•"
15'-11"
650
312
6742
225
327
298
1279
2131
11964
#6
98
WE 28
WH1
#6
WT #4
1
1
BARS WD
BARS WH1
BARS WU
BARS WE
CENTERLINE OF THE BENT.
ADJACENT BARS WH1 ABOUT THE
ALTERNATE SPLICE LOCATIONS FOR
BARS WT
BARS WH2 BARS WH31'-11•"2'-2"4•"3"5'-5"
83'-2"
28'-7"
1'-1ƒ"
2'-10"
1'-0"
2'-10"2'-2"1'-7"10'-1•"13'-2"1'-0"1'-0"
BENT REPORT
NOT FOR CONSTRUCTIONDATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEAUTHORITY OFTEXAS NO:IT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.FERIDOON MALEKGHASSEMI, P.E.94488DEC 2021F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEst-v8i-gn-rquant2.dgnISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:24:24 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\st-v8i-gn-rquant2.dgn0:2 ':" / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:24:24 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\st-v8i-gn-rquant2.dgnProject:Mayhill South$MODEL$Model:AND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021 MDBFMSTRUCTURAL..RAILROAD BRIDGE136 BENT REPORT BR-19
ABUT 1 (N 89° 31' 09.22" W)
DISTANCE BETWEEN STATION LINE AND BEAM 1,2.333 L
BEAM SPA BEAM ANGLE
CL BENT D M S
SPAN 1 BEAM 1 0.000 90 0 0.0
BEAM 2 8.286 90 0 0.0
BEAM 3 8.286 90 0 0.0
BEAM 4 8.286 90 0 0.0
BEAM 5 8.286 90 0 0.0
BEAM 6 8.286 90 0 0.0
BEAM 7 8.286 90 0 0.0
BEAM 8 8.286 90 0 0.0
TOTAL 58.00
PIER 2 (N 89° 31' 09.22" W)
DISTANCE BETWEEN STATION LINE AND BEAM 1,2.333 L
BEAM SPA BEAM ANGLE
CL BENT D M S
SPAN 1 BEAM 1 0.000 90 0 0.0
BEAM 2 8.286 90 0 0.0
BEAM 3 8.286 90 0 0.0
BEAM 4 8.286 90 0 0.0
BEAM 5 8.286 90 0 0.0
BEAM 6 8.286 90 0 0.0
BEAM 7 8.286 90 0 0.0
BEAM 8 8.286 90 0 0.0
TOTAL 58.00
PIER 2 (N 89° 31' 09.22" W)
DISTANCE BETWEEN STATION LINE AND BEAM 1,2.333 L
BEAM SPA BEAM ANGLE
CL BENT D M S
SPAN 2 BEAM 1 0.000 90 0 0.0
BEAM 2 5.800 90 0 0.0
BEAM 3 5.800 90 0 0.0
BEAM 4 5.800 90 0 0.0
BEAM 5 5.800 90 0 0.0
BEAM 6 5.800 90 0 0.0
BEAM 7 5.800 90 0 0.0
BEAM 8 5.800 90 0 0.0
BEAM 9 5.800 90 0 0.0
BEAM 10 5.800 90 0 0.0
BEAM 11 5.800 90 0 0.0
TOTAL 58.00
PIER 3 (N 89° 31' 09.22" W)
DISTANCE BETWEEN STATION LINE AND BEAM 1,2.333 L
BEAM SPA BEAM ANGLE
CL BENT D M S
SPAN 2 BEAM 1 0.000 90 0 0.0
BEAM 2 5.800 90 0 0.0
BEAM 3 5.800 90 0 0.0
BEAM 4 5.800 90 0 0.0
BEAM 5 5.800 90 0 0.0
BEAM 6 5.800 90 0 0.0
BEAM 7 5.800 90 0 0.0
BEAM 8 5.800 90 0 0.0
BEAM 9 5.800 90 0 0.0
BEAM 10 5.800 90 0 0.0
BEAM 11 5.800 90 0 0.0
TOTAL 58.00
PIER 5 (N 46° 31' 09.22" W)
DISTANCE BETWEEN STATION LINE AND BEAM 1,2.333 L
BEAM SPA BEAM ANGLE
CL BENT D M S
SPAN 4 BEAM 1 0.000 47 0 0.00
BEAM 2 8.286 47 0 0.00
BEAM 3 8.286 47 0 0.00
BEAM 4 8.286 47 0 0.00
BEAM 5 8.286 47 0 0.00
BEAM 6 8.286 47 0 0.00
BEAM 7 8.286 47 0 0.00
BEAM 8 8.286 47 0 0.00
TOTAL 58.00
PIER 4 (N 46° 31' 09.22" W)
DISTANCE BETWEEN STATION LINE AND BEAM 1,2.333 L
BEAM SPA BEAM ANGLE
CL BENT D M S
SPAN 4 BEAM 1 0.000 47 0 0.00
BEAM 2 8.286 47 0 0.00
BEAM 3 8.286 47 0 0.00
BEAM 4 8.286 47 0 0.00
BEAM 5 8.286 47 0 0.00
BEAM 6 8.286 47 0 0.00
BEAM 7 8.286 47 0 0.00
BEAM 8 8.286 47 0 0.00
TOTAL 58.00
PIER 4 (N 46° 31' 09.22" W)
DISTANCE BETWEEN STATION LINE AND BEAM 1,2.333 L
BEAM SPA BEAM ANGLE
CL BENT D M S
SPAN 3 BEAM 1 0.000 47 0 0.00
BEAM 2 8.286 47 0 0.00
BEAM 3 8.286 47 0 0.00
BEAM 4 8.286 47 0 0.00
BEAM 5 8.286 47 0 0.00
BEAM 6 8.286 47 0 0.00
BEAM 7 8.286 47 0 0.00
BEAM 8 8.286 47 0 0.00
TOTAL 58.00
PIER 5 (N 46° 31' 09.22" W)
DISTANCE BETWEEN STATION LINE AND BEAM 1,2.333 L
BEAM SPA BEAM ANGLE
CL BENT D M S
SPAN 5 BEAM 1 0.000 47 0 0.00
BEAM 2 5.800 47 0 0.00
BEAM 3 5.800 47 0 0.00
BEAM 4 5.800 47 0 0.00
BEAM 5 5.800 47 0 0.00
BEAM 6 5.800 47 0 0.00
BEAM 7 5.800 47 0 0.00
BEAM 8 5.800 47 0 0.00
BEAM 9 5.800 47 0 0.00
BEAM 10 5.800 47 0 0.00
BEAM 11 5.800 47 0 0.00
TOTAL 58.00
ABUT 6 (N 46° 31' 09.22" W)
DISTANCE BETWEEN STATION LINE AND BEAM 1,2.333 L
BEAM SPA BEAM ANGLE
CL BENT D M S
SPAN 5 BEAM 1 0.000 47 0 0.00
BEAM 2 5.800 47 0 0.00
BEAM 3 5.800 47 0 0.00
BEAM 4 5.800 47 0 0.00
BEAM 5 5.800 47 0 0.00
BEAM 6 5.800 47 0 0.00
BEAM 7 5.800 47 0 0.00
BEAM 8 5.800 47 0 0.00
BEAM 9 5.800 47 0 0.00
BEAM 10 5.800 47 0 0.00
BEAM 11 5.800 47 0 0.00
TOTAL 58.00
PIER 3 (N 89° 31' 09.22" W)
DISTANCE BETWEEN STATION LINE AND BEAM 1,2.333 L
BEAM SPA BEAM ANGLE
CL BENT D M S
SPAN 3 BEAM 1 0.000 90 0 0.0
BEAM 2 8.286 90 0 0.0
BEAM 3 8.286 90 0 0.0
BEAM 4 8.286 90 0 0.0
BEAM 5 8.286 90 0 0.0
BEAM 6 8.286 90 0 0.0
BEAM 7 8.286 90 0 0.0
BEAM 8 8.286 90 0 0.0
TOTAL 58.00
TYPANGLE GIRDER C MAYHILL RD
C BRG
1'-0"
C BRG
SPAN 1
(TX54 GIRDERS)
SPAN 2
(TX54 GIRDERS)
1'-0"
1'-0"
1'-0"
1'-0"
BEAM REPORT NOT FOR CONSTRUCTIONDATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEAUTHORITY OFTEXAS NO:IT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.FERIDOON MALEKGHASSEMI, P.E.94488HL 93 LOADING DEC 2021F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEst-v8i-pl-rbeam01.dgnISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:24:33 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\st-v8i-pl-rbeam01.dgn0:2 ':" / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:24:33 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\st-v8i-pl-rbeam01.dgnProject:Mayhill South$MODEL$Model:AND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021 MDBFMSTRUCTURAL.RAILROAD BRIDGE137 FRAMING PLAN (SPANS 1-3)MGBR-20
SPAN 1 HORIZONTAL DISTANCE TRUE DISTANCE BEAM
SLOPE
C-C BENT C-C BRG.BOT. BM FLG.
BEAM 1 110.000 108.000 109.552 0.0309
BEAM 2 110.000 108.000 109.552 0.0309
BEAM 3 110.000 108.000 109.552 0.0309
BEAM 4 110.000 108.000 109.552 0.0309
BEAM 5 110.000 108.000 109.552 0.0309
BEAM 6 110.000 108.000 109.552 0.0309
BEAM 7 110.000 108.000 109.552 0.0309
BEAM 8 110.000 108.000 109.552 0.0309
SPAN 2 HORIZONTAL DISTANCE TRUE DISTANCE BEAM
SLOPE
C-C BENT C-C BRG.BOT. BM FLG.
BEAM 1 130.000 128.000 129.611 0.0415
BEAM 2 130.000 128.000 129.611 0.0415
BEAM 3 130.000 128.000 129.611 0.0415
BEAM 4 130.000 128.000 129.611 0.0415
BEAM 5 130.000 128.000 129.611 0.0415
BEAM 6 130.000 128.000 129.611 0.0415
BEAM 7 130.000 128.000 129.611 0.0415
BEAM 8 130.000 128.000 129.611 0.0415
BEAM 9 130.000 128.000 129.611 0.0415
BEAM 10 130.000 128.000 129.611 0.0415
BEAM 11 130.000 128.000 129.611 0.0415
C ABUT 1
C GIRDER 1
C GIRDER 2
C GIRDER 3
C GIRDER 4
C GIRDER 5
C GIRDER 6
C GIRDER 7
C GIRDER 8
L
L
L
L
L
L
L
L
L N 89 31 09.22 W N 89 31 09.22 WC BENT 2L
BEGIN BRIDGE
FRONT FACE
OF ABUT 1 BKWL
STA 110+11.57
L
PGL
N 0°28'50.78" E
N 0°28'50.78" E
LC BRG
LC BRG
L N 89 31 09.22 WC BENT 3L
LC BRGL
C GIRDER 1
C GIRDER 2
C GIRDER 3
C GIRDER 4
C GIRDER 5
L
L
L
L
L
C GIRDER 6L
C GIRDER 7L
C GIRDER 8L
C GIRDER 9L
L
L
C GIRDER 10
C GIRDER 11
C BRG C BRG C BRG
TYPANGLE GI
RDE
R
1'-0"
C MAYHILL RD
PGL
SPAN 4
(TX54 GIRDERS)
SPAN 5
(TX54 GIRDERS)
1'-0"
1'-0"
1'-0"
1'-0"
BEAM REPORT
SPAN 3
(TX54 GIRDERS)
1'-0"
C BRG
1'-0"NOT FOR CONSTRUCTIONDATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEAUTHORITY OFTEXAS NO:IT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.FERIDOON MALEKGHASSEMI, P.E.94488HL 93 LOADING DEC 2021F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEst-v8i-pl-rbeam02.dgnISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:24:40 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\st-v8i-pl-rbeam02.dgn0:2 ':" / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:24:40 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\st-v8i-pl-rbeam02.dgnProject:Mayhill South$MODEL$Model:AND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021 MDBFMSTRUCTURAL.RAILROAD BRIDGE138 FRAMING PLAN (SPANS 4 & 5)MGBR-21
SPAN 4 HORIZONTAL DISTANCE TRUE DISTANCE BEAM
SLOPE
C-C BENT C-C BRG.BOT. BM FLG.
BEAM 1 115.000 112.265 114.316 0.0000
BEAM 2 115.000 112.265 114.316 0.0013
BEAM 3 115.000 112.265 114.317 0.0025
BEAM 4 115.000 112.265 114.317 0.0037
BEAM 5 115.000 112.265 114.318 0.0050
BEAM 6 115.000 112.265 114.319 0.0062
BEAM 7 115.000 112.265 114.320 0.0075
BEAM 8 115.000 112.265 114.321 0.0087
SPAN 5 HORIZONTAL DISTANCE TRUE DISTANCE BEAM
SLOPE
C-C BENT C-C BRG.BOT. BM FLG.
BEAM 1 130.000 127.265 129.341 -0.0197
BEAM 2 130.000 127.265 129.339 -0.0188
BEAM 3 130.000 127.265 129.337 -0.0180
BEAM 4 130.000 127.265 129.335 -0.0171
BEAM 5 130.000 127.265 129.333 -0.0162
BEAM 6 130.000 127.265 129.332 -0.0153
BEAM 7 130.000 127.265 129.330 -0.0145
BEAM 8 130.000 127.265 129.328 -0.0136
BEAM 9 130.000 127.265 129.327 -0.0127
BEAM 10 130.000 127.265 129.325 -0.0119
BEAM 11 130.000 127.265 129.324 -0.0110
SPAN 3 HORIZONTAL DISTANCE TRUE DISTANCE BEAM
SLOPE
C-C BENT C-C BRG.BOT. BM FLG.
BEAM 1 116.634 114.267 116.063 0.0187
BEAM 2 108.908 106.541 108.336 0.0193
BEAM 3 101.181 98.814 100.610 0.0199
BEAM 4 93.455 91.088 92.883 0.0206
BEAM 5 85.728 83.361 85.156 0.0212
BEAM 6 78.002 75.634 77.428 0.0218
BEAM 7 70.275 67.908 69.701 0.0224
BEAM 8 62.549 60.181 61.973 0.0230
N 46 31 09.22 WN 46 31 09.22 WN 46 31 09.22 WC BENT 4L C BENT 5L C ABUT 6L
LC BRG
LC BRGLL L
N 0°28'50.78" E
N 0°28'50.78" E
L
END BRIDGE
FRONT FACE
OF ABUT 6 BKWL
STA 115+85.54
C GIRDER 11L
C GIRDER 1
C GIRDER 2
C GIRDER 3
C GIRDER 4
C GIRDER 5
L
L
L
L
L
C GIRDER 6L
C GIRDER 7L
C GIRDER 8L
C GIRDER 9L
LC GIRDER 10 N 89 31 09.22 WC BENT 3L
C BRGLL
NOT TO SCALE
DEAD LOAD
DEFLECTION DIAGRAM
T
-2.00%
64'-0" OVERALL
NOMINAL
1'-0"
NOMINAL
1'-0"
C GIRDER 1L LL
LD
OA
BARS P
SEE PCP FOR
D
32'-0" 32'-0"
FACE OF RAIL
NOMINAL FACE OF RAIL
NOMINAL
(TYP)SLAB8•"MAX
A @ 9"
OA
C GIRDER 8
X= @ C BRGY= @ C BRG-2.00%
62'-0" ROADWAY
3'-0"
(TYP)
9"CLR2•"(TYP)OVERHANG8•"T @ 9" MAX
(TYP)
2"
(TYP)
PANEL
C MAYHILL RDL
TYPICAL CROSS-SECTION
3'-0"
7 SPA @ 8.286' = 58.000'Z= @ C SPANLSPANS 1, 3, & 4
CONDUIT (TYP)
BRIDGE LIGHTING ELECTRIC
1•" SCH. 40 PVC32'-0"32'-0"OVERHANG
BETWEEN BARS A @
LONG, SPACED
OA (TOP) ~ 5'-0"
FOR BARS P
SEE PCP 64'-0" OVERALL 62'-0" ROADWAYNOMINAL1'-0"OVERHANG
BETWEEN BARS A @
LONG, SPACED
OA (TOP) ~ 5'-0" FOR BARS P
SEE PCP
D
T (TOP)~~~~~~C GIRDER 1
~~~~~~L
L
A (TOP)
OA (TOP)NOMINAL 1'-0"BKWL
ABUT 1
OF
FACE ~~T (TOP)
T (TOP)
D (BOTTOM)~~~~~LC MAYHILL RD
TYP
END COVER
2"
(TYP)
4'-5ƒ"
BARS A @ 9" MAX SPA
PLAN
110.000'130.000'
C GIRDER 11LC GIRDER 8 NOT FOR CONSTRUCTIONDATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEAUTHORITY OFTEXAS NO:IT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.FERIDOON MALEKGHASSEMI, P.E.94488HL 93 LOADING DEC 2021F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEst-v8i-pl-rslab03.dgnISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:24:50 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\st-v8i-pl-rslab03.dgn0:2 ':" / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:24:50 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\st-v8i-pl-rslab03.dgnProject:Mayhill South$MODEL$Model:AND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021 MDBFMSTRUCTURAL.RAILROAD BRIDGE139 SLAB DETAIL (SPANS 1 & 2)MGBR-22
TABLE OF SECTION DEPTHS
SPAN GIRDER X Y Z
1
1 & 8 1'-3ƒ"5'-9ƒ"0'-9†"
2-7 1'-3ƒ"0'-9‡"
1 & 11
1'-2†"2-10
1 & 11 0'-10•"
2-10 0'-10•"
1 & 11 0'-10•"5'-4•"
2-10 0'-10•"
BENT 2
2
BENT 3
2
1'-3ƒ"
1'-3ƒ"
5'-9ƒ"
5'-9ƒ"
5'-9ƒ"
5'-4•"
TABLE OF ESTIMATED QUANTITIES
SPAN
SF
REINF
CONC
SLAB
FT
GIRDER LENGTH
LF LB
TOTAL
REINF
STEEL
1
GENERAL NOTES:
10.
1.
2.
3.
4.
5.
6.
7.
8.
9.
110 7040 876.42
3
2
"Y" VALUE SHOWN IS BASED ON
THEORETICAL GIRDER CAMBER, DEAD
LOAD DEFLECTION FROM AN 8 •"
CONCRETE SLAB, THE ACTUAL ROADWAY
GRADE, AND USING PRECAST PANELS
(PCP). THE CONTRACTOR SHALL
ADJUST THIS VALUE AS NECESSARY
BASED ON ACTUAL CONDITIONS IN THE
FIELD.
REINFORCING STEEL WEIGHT IS
CALCULATED USING AN APPROXIMATE
FACTOR OF 2.3 LBS/SF.
LENGTHS SHOWN ARE TRUE GIRDER
LENGTHS ADJUSTED FOR GIRDER SLOPE.
SEE FRAMING PLAN FOR DETAILS.
2
3
PRESTRESSED
CONC GIRDERS
(TX54)
C BRGL
"A"SYM ABT
C SPANL
‚ PT
"B""A" (FT)"B" (FT)
J
M
P
OA
H
D
BAR
G
A
#4
#4
#5
#4
#4
#4
SIZE
#4
#4
#4
BAR TABLE
CALCULATED DEFLECTIONS SHOWN
ARE DUE TO THE CONCRETE SLAB ON
INTERIOR BEAMS ONLY (EC = 5000 KSI),
AND SHALL BE VERIFIED BY THE
CONTRACTOR IN THE FIELD.
130
16192
8320 192191425.54
SPAN
1
2
1.267 1.800
2.090 2.975
DESIGNED FOR HL-93 LOADING IN ACCORDANCE WITH
AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS.
SEE IGTS STANDARD FOR THICKENED SLAB END
DETAILS AND QUANTITY ADJUSTMENTS.
SEE PCP AND PCP-FAB STANDARDS FOR PANEL
DETAILS NOT SHOWN.
SEE IGMS STANDARD FOR MISCELLANEOUS DETAILS.
SEE T552 RAIL STANDARD FOR RAIL ANCHORAGE IN
SLAB.
COVER DIMENSIONS ARE CLEAR DIMENSIONS, UNLESS
NOTED OTHERWISE.
PROVIDE CLASS S (HPC) CONCRETE (F'C = 4,000 PSI).
PROVIDE GRADE 60 EPOXY-COATED REINFORCING
STEEL.
PROVIDE BAR LAPS, WHERE REQUIRED, AS FOLLOWS:
EPOXY COATED ~ #4 = 2'-5"
PRESTRESSED CONCRETE PANELS (PCP) DO NOT
REQUIRE EPOXY-COATED REINFORCEMENT OR STRANDS.
SPANS 1, 3, & 4
SEE SLAB DETAIL (SPANS 4-5)" FOR SPAN 2 & 5
SPAN 1 SPAN 2
DEAD LOAD
DEFLECTION DIAGRAM
NOT TO SCALE
T
-2.00%
64'-0" OVERALL
NOMINAL
1'-0"
NOMINAL
1'-0"
C GIRDER 1L
LLLD
OA
BARS P
SEE PCP FOR
D
32'-0" 32'-0"
FACE OF RAIL
NOMINAL FACE OF RAIL
NOMINAL
(TYP)SLAB8•"MAX
A @ 9"
OA
Z= @ C SPANY= @ C BRG-2.00%
62'-0" ROADWAY
3'-0"
(TYP)
9"CLR2•"(TYP)OVERHANG8•"T @ 9" MAX
(TYP)
2"
(TYP)
PANEL
C MAYHILL RDL
TYPICAL CROSS-SECTIONX= @ C BRGL3'-0"
10 SPA @ 5.800' = 58.000'
C GIRDER 11
SPANS 2 & 5 SHOWN
(TYP)
ELECTRIC CONDUIT
BRIDGE LIGHTING
1•" SCH. 40 PVC
FOR BARS P
SEE PCP ~43°0'0.01"T (TOP)~~~~~~~FOR BARS P
SEE PCP
C GIRDER 1L
LC MAYHILL RD
D L
~~~~FOR BARS P
SEE PCP
OVERHANG
BETWEEN BARS A @
LONG, SPACED
OA (TOP) ~ 5'-0"
OVERHANG
BETWEEN BARS A @
LONG, SPACED
OA (TOP) ~ 5'-0" ~~~D
64'-0" OVERALL32'-0"32'-0"TYP2'-0"62'-0" ROADWAYNOMINAL1'-0"BKWL
ABUT 9
OF
FACE
AND M)
(RE: IGTS FOR BARS G,H,J,
THICKENDED SLAB END ~NOMINAL1'-0"BARS A @ 9" MAX SPA
PLAN
C GIRDER 8L C GIRDER 11
130.000'115.000'88.970'NOT FOR CONSTRUCTIONDATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEAUTHORITY OFTEXAS NO:IT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.FERIDOON MALEKGHASSEMI, P.E.94488HL 93 LOADING DEC 2021F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEst-v8i-pl-rslab05.dgnISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:24:56 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\st-v8i-pl-rslab05.dgn0:2 ':" / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:24:56 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\st-v8i-pl-rslab05.dgnProject:Mayhill South$MODEL$Model:AND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021 MDBFMSTRUCTURAL.RAILROAD BRIDGE140 SLAB DETAILS (SPANS 3-5)MGBR-23
3
1 0'-10 1/2"5'-1 3/4"0'-11 1/8"
2 0'-10 1/2"5'-1 3/4"0'-11 5/8"
3-5 0'-10 1/2"5'-1 3/4"0'-11 3/8"
6 0'-10 1/2"5'-1 3/4"0'-11 1/4"
7 0'-10 1/2"5'-1 3/4"0'-11 1/8"
8 0'-10 1/2"5'-1 3/4"0'-11"
TABLE OF SECTION DEPTHS
SPAN GIRDER X Y Z
4
1 & 8 0'-10 1/2"5'-1 3/4"0'-11 7/8"
2-7 0'-10 1/2"5'-1 3/4"1'-1/8"
5
1 & 11 0'-10 1/2"5'-1 3/4"1'-0 3/4"
2-10 0'-10 1/2"5'-1 3/4"1'-0 3/8"
1 "Y" VALUE SHOWN IS BASED ON
THEORETICAL GIRDER CAMBER, DEAD
LOAD DEFLECTION FROM AN 8 •"
CONCRETE SLAB, THE ACTUAL ROADWAY
GRADE, AND USING PRECAST PANELS
(PCP). THE CONTRACTOR SHALL
ADJUST THIS VALUE AS NECESSARY
BASED ON ACTUAL CONDITIONS IN THE
FIELD.
REINFORCING STEEL WEIGHT IS
CALCULATED USING AN APPROXIMATE
FACTOR OF 2.3 LBS/SF.
LENGTHS SHOWN ARE TRUE GIRDER
LENGTHS ADJUSTED FOR GIRDER SLOPE.
SEE FRAMING PLAN FOR DETAILS.
2
3
C BRGL
"A"SYM ABT
C SPANL
‚ PT
"B"H
D
BAR
G
A #4
SIZE
#4
#4
#4
BAR TABLE
J
M
P
OA
#4
#4
#5
#4
#4
CALCULATED DEFLECTIONS SHOWN
ARE DUE TO THE CONCRETE SLAB ON
INTERIOR BEAMS ONLY (EC = 5000 KSI),
AND SHALL BE VERIFIED BY THE
CONTRACTOR IN THE FIELD.
TABLE OF ESTIMATED QUANTITIES
SPAN
SF
REINF
CONC
SLAB
FT
GIRDER LENGTH
LF LB
TOTAL
REINF
STEEL3
2PRESTRESSED
CONC GIRDERS
(TX54)
88.97 5694 707.18 13097
GENERAL NOTES:
10.
1.
2.
3.
4.
5.
6.
7.
8.
9.
707.18
115 7360 914.54 16298
130 8320 19136
2.354
2.9502.070
1.655
"A" (FT)"B" (FT)SPAN
1
2
1.528 2.173
1.299 1.845
SPAN 3
3 0.948 1.348
4 0.676 0.960
5 0.468 0.664
6 0.314 0.444
7 0.201 0.286
8 0.107 0.151
"A" (FT)"B" (FT)SPAN
4
5
DESIGNED FOR HL-93 LOADING IN
ACCORDANCE WITH AASHTO LRFD
BRIDGE DESIGN SPECIFICATIONS.
SEE IGTS STANDARD FOR THICKENED
SLAB END DETAILS AND QUANTITY
ADJUSTMENTS.
SEE PCP AND PCP-FAB STANDARDS
FOR PANEL DETAILS NOT SHOWN.
SEE IGMS STANDARD FOR
MISCELLANEOUS DETAILS.
SEE T552 RAIL STANDARD FOR RAIL
ANCHORAGE IN SLAB.
COVER DIMENSIONS ARE CLEAR
DIMENSIONS, UNLESS NOTED OTHERWISE.
PROVIDE CLASS S (HPC) CONCRETE (F'C
= 4,000 PSI).
PROVIDE GRADE 60 EPOXY-COATED
REINFORCING STEEL.
PROVIDE BAR LAPS, WHERE REQUIRED,
AS FOLLOWS:
EPOXY COATED ~ #4 = 2'-5"
PRESTRESSED CONCRETE PANELS (PCP)
DO NOT REQUIRE EPOXY-COATED
REINFORCEMENT OR STRANDS.
SPANS 2 & 5
FOR SPAN 1, 3, & 4
SEE "SLAB DETAIL (SPANS 1-3)"
SPAN 3 SPAN 4 SPAN 5
NOT FOR CONSTRUCTIONDATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEAUTHORITY OFTEXAS NO:IT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.FERIDOON MALEKGHASSEMI, P.E.94488HL 93 LOADING DEC 2021F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEst-v8i-dt-rail.dgnISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:30:36 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\st-v8i-dt-rail.dgn0:2 ':" / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:30:36 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\st-v8i-dt-rail.dgnProject:Mayhill South$MODEL$Model:AND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021 MDBFMSTRUCTURAL.RAILROAD BRIDGE168 MGR(#7)
(Typ)
S(#5)
H(#5)
2"
2"2"
9" Max
S(#5) at5"R WH(#5)9"6" Max
WU(#5) at
requirements.
maintain cover
slightly to
be rotated
Bars S can
requirements.
maintain cover
slightly to
be rotated
Bars WU can
9" Max
U(#5) at10""211 Bars WH"21Spa ~ 4 10
9
11"215 "416 8"Min3'-6"H(#5)
U(#5)
R(#7)(Typ)
" Chamfer43
(Typ)
Chamfer
"211 "212 1"4"4"1"1"1"
1'-0"2"
Nominal Face of Rail
1'-0"
10""212 "214 5"
15
Sidewalk
Top of Raised
13
14 "215 WH (#4)
WH (#4)
WV (#4)
WV (#4)
Detail "A"
Bars S
See
2 Eq Spa =
outside face
Slab
Edge of
1'-2"Bars S
Typ Chamfer and
5 5
2""211 1'-6" (Typ)
1"
"211 "211 10"1"1""21"211"1"
"211 "211 1" (Typ)BARS WV
Slab
Edge of
1" (Typ)3"3"
7"2'-9"
1'-0"6"
"214 "212
See
DETAIL "A"
outside face
2 Eq Spa
NOT TO SCALE
SECTION THRU
WINDOW ON BRIDGE SLAB WITH SIDEWALK
NOT TO SCALE NOT TO SCALE
SECTION B SECTION C SPAN 4 C411 RAIL DETAILSNOT TO SCALE
TYPICAL REINFORCEMENT PLACEMENT
NOT TO SCALE
BARS WV
6"3'-2" RAIL STANDARD TYPE C411.
C411 APPLY VERBATEM. THIS SHEET SHALL BE USED IN CONJUNCTION WITH
AND ARE APPLICABLE ONLY TO SPAN 4. ALL OTHER REQUIREMENTS OF STANDARD
AND MODIFIED TO SHOW THE REINFORCING AND CONCRTE FOR THE C411 WINDOWS
2. DETAILS PRESENTED ON THIS SHEET HAVE BEEN COPIED FROM C411 STANDARD
RAILROAD.
WITH CAST CONCRETE IN ACCORDANCE WITH SAFETY REQUIREMENTS OVER THE
1. COMBINATION RAIL C411 ON SPAN 4 SHALL HAVE ALL ITS WINDOWS FILLED
NOTES:
5 10 11 13 14 15 SEE RAIL STANDARD TYPE C411
1 1
1 SEE "ROADWAY ELEVATION OF RAIL" ON RAIL STANDARD TYPE C411 SHEET 1 OF 3.
BR-24
NOT FOR CONSTRUCTION
DATE:
THIS DOCUMENT IS RELEASED FOR THE
PURPOSE OF INTERIM REVIEW UNDER THE
AUTHORITY OF
TEXAS NO:
IT IS NOT TO BE USED FOR CONSTRUCTION,
BIDDING OR PERMIT PURPOSES.
FERIDOON MALEKGHASSEMI, P.E.
94488 DEC 2021
Date:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:25:13 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\TxDOT\igndsts1-19.dgn2.0000 ' / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:25:13 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\TxDOT\igndsts1-19.dgnProject:Mayhill South$MODEL$Model:N:\st\Drawings\South\TxDOT\igndsts1-19.dgnDec. 03, 2021 - 12:25:13 PM$TIME$Standard
Division
Bridge
DN:CK:DW:CK:FILE:
JOB
COUNTY
SECT
DIST
REVISIONS
TxDOT TxDOT TAR
HIGHWAY
SHEET NO.
C TxDOT
CONT
of this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:FILE:DATE:PATTERN
STRAND
STD
NON-SIZE "e"
LC
"e"
END
PRESTRESSING STRANDS
STRUCTURE NO.
SPAN
STRGTH
(in)(in)(in)(ksi)
fpu
(ksi)
f'ci
fct(ksi)fcb(ksi)
NO.
TOTAL
(STRENGTH I)
CAPACITY
MOMENT
ULTIMATE
MINIMUM
REQUIRED
STRGTH
RELEASE
STRGTH
COMP
28 DAY
MINIMUM
(ksi)
f'c
NO.
GIRDER
TYPE
GIRDER FACTOR
DISTRIBUTION
LIVE LOAD
2
ShearMoment
1
OPTIONAL DESIGNDESIGNED GIRDERS
NO.
(in)
CONCRETE
PATTERN STRAND ARRANGEMENT
CAT L OF GIRDER
NON-STANDARD STRAND PATTERNS
"212 "212 24 Spa at 2"17 Spa at 2"A A BB CCD DE EF FG G
13 Spa at 2"
A A BBCCD DE EF FG G
13 Spa at 2"
2.5
4.5
6.5
8.5
10.5
12.5
14.5
16.5
18.5
20.5
22.5
24.5
26.5
28.5
30.5
32.5
34.5
36.5
38.5
40.5
42.5
44.5
46.5
48.5
50.5
2.5
4.5
6.5
8.5
10.5
12.5
14.5
16.5
18.5
20.5
22.5
24.5
26.5
28.5
30.5
32.5
34.5
36.5
" All Girders213 (Typ)" All Girders213 (Typ)TYPE Tx28, Tx34 & Tx40 TYPE Tx46 & Tx54
34.5
36.5
38.5
40.5
42.5
44.5
46.5
48.5
50.5
52.5
54.5
56.5
58.5
60.5
62.5
64.5
66.5
" All Girders213 (Typ)"212 A A BB CCD DE EF FG G
13 Spa at 2"32 Spa at 2"2.5
4.5
6.5
8.5
10.5
12.5
14.5
16.5
18.5
20.5
22.5
24.5
26.5
28.5
30.5
32.5
TYPE Tx62 & Tx70
1
2
HL93 LOADING
PRESTRESSED CONCRETE
I-GIRDER DESIGNS
(NON-STANDARD SPANS)
IGND
DESIGN NOTES:
(kip-ft)
END
TO
(SERVICE I)
(TOP
STRESS
COMP
LOAD
DESIGN
(SERVICE III)
(BOTT
STRESS
TENSILE
LOAD
DESIGN
Portion of full HL93.
Optional designs must likewise conform.
Tension = 0.24 f'ci
Compression = 0.65 f'ci
Based on the following allowable stresses (ksi):
igndsts1-19.dgn
August 2017
EFC
Engineer.
signed, sealed, and dated by a registered Professional
In all cases, remove this block. This sheet must be
table and the relative humidity under Design Notes.
To complete this sheet input the girder designs in the
PATTERN
STRAND
DEPRESSED
FABRICATION NOTES:
DEPRESSED STRAND DESIGNS:
the upper two strands are in the position shown in the table.
depressed, maintaining the 2" spacing so that, at the girder ends,
of strands is reached. All strands in the "A" position must be
in the "A" position and working outward until the required number
Fill row "2.5", then row "4.5", then row "6.5", etc., beginning each row
2" grid system unless a non-standard strand pattern is indicated.
Locate strands for the designed girder as low as possible on the
basis.
corrective action if cracks greater than 0.005" form on a repetitive
1" clear between bars. The fabricator must take an approved
crack width provided the decreased spacing results in no less than
spacing of Bars R and S by providing additional bars to help limit
by the Engineer. The fabricator is permitted to decrease the
Seal cracks in girder ends exceeding 0.005" in width as directed
dated by a Professional Engineer registered in the State of Texas.
design. All optional design submittals must be signed, sealed and
furnishing either the designed girder or an approved optional
When shown on this sheet, the Fabricator has the option of
row.
wrap full-length debonded strands in outer most position of each
debonded strands are only permitted in positions marked . Double
Strand debonding must comply with Item 424.4.2.2.2.4. Full-length
fpu.
Use low relaxation strands, each pretensioned to 75 percent of
Provide Grade 60 reinforcing steel bars.
Provide Class H concrete.
likewise conform.
for a relative humidity of 65 percent. Optional designs must
Prestress losses for the designed girders have been calculated
designed girder.
calculated residual camber equal to or greater than that of the
Optional designs for girders 120 feet or longer must have a
Designed according to AASHTO LRFD Bridge Design Specifications.
strands only.
10-19: Modified for depressed
RAILROAD BRIDGE ALL
ALL
1
2
3
4
5
6
7
8
ALL
ALL
Tx54
Tx54
Tx54
Tx54
Tx54
Tx54
Tx54
Tx54
Tx54
Tx54
Tx54
Tx54
38
46
46
38
32
26
20
16
14
12
42
46
0.6
0.6
0.6
0.6
0.6
0.6
0.6
0.6
0.6
0.6
0.6
0.6
270
270
270
270
270
270
270
270
270
270
270
270
3.629
5.054
4.379
3.95
3.399
2.87
2.412
2.01
1.631
1.266
4.409
5.002
-3.745
-4.636
-4.205
-3.837
-3.34
-2.807
-2.394
-2.064
-1.706
-1.355
-4.2
-4.567
7532
8500
8146
7471
6604
5640
4899
4307
3639
3273
7966
8286
0.653
0.5
0.644
0.657
0.67
0.685
0.701
0.72
0.741
0.766
0.603
0.474
0.834
0.656
0.834
0.834
0.834
0.834
0.834
0.834
0.884
0.882
0.971
0.767
19.22
18.66
18.66
19.22
19.63
20.08
20.41
20.76
21.01
21.01
19.01
18.66
12.27
11.36
11.36
12.27
11.38
16.39
18.81
20.26
21.01
21.01
12.72
11.36
6
8
8
6
6
4
4
4
0
0
6
8
50.5
50.5
50.5
50.5
50.5
28.5
12.5
6.5
0
0
50.5
50.5
6.5
8.5
8.5
6.5
6.5
4.5
4.5
4.5
0
0
6.5
8.5
3.629
5.054
4.379
3.95
3.399
2.87
2.412
2.01
1.631
1.266
4.409
5.002
1
2
3
3
3
3
3
3
3
3
4
5
141
Date:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:25:30 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\TxDOT\brsmste1.dgn2.0000 FT / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:25:30 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\TxDOT\brsmste1.dgnProject:Mayhill South$MODEL$Model:
Texas Department of Transportation
HIGHWAYJOBSECTCONTROLCOUNTY
FEDERAL AID PROJECT SHEET
FILE:
REVISIONSDISCLAIMER: The use of this standard is governed by the "Texas Engineering PracticeAct". No warranty of any kind is made by TxDOT for any purpose whatsoever.TxDOT assumes no responsibility for the conversion of this standard toother formats or for incorrect results or damages resulting from its use.C TxDOT
1LEVELS DISPLAYED PATH: CK:DN:TxDOT CK:TxDOTDW:
DISTRICT
Bridge Division
3"3"
2"Curb HeightST(#4)BridgeSlab2" Cl CovSee Layout for
Sidewalk Slope
2" R
Const Jt
BRIDGE RAISED SIDEWALK
AND MEDIAN DETAILS
BRSM
SZ(#4) match bars SA(#4)
3"
2"Curb HeightBridgeSlabMZ(#4) match bars MA(#4)
2" R (Typ)
3"
2"Curb HeightBridge Slab brsmste1.dgn JTR
MT(#4)
Const Jt
2" Cl Cov(Typ)(Typ)shown for clarity.
Slab reinforcing not
~~
TYPICAL TRANSVERSE SECTIONS
SHOWING RAISED SIDEWALK SHOWING RAISED MEDIAN
Curb Height2"Embedment3 •"8"
8"
EPOXY ANCHORS
OPTIONAL
BARS SZ(#4) AND MZ(#4)
ƒ" Chamfer 4"Bars MT(#4) at 9" Max SpacingBars ST(#4) at 9" Max Spacing
top of slab
Parallel to
8"
2"
Bars SZ ~ 2"Bars MZ ~ 2"Bars MZ ~ 2"
L Interior BentC
2 ƒ"2 ƒ"
MA(#4)
SA(#4) or
~
Bridge Slab
~
Bridge Slab
1
2
11
Const Jt 1
Const Jt 1
Type used. Showing C221 Rail.
See Layout for Combination Rail
January 2012
JMH
3
SHEET 1 OF 2
Joint in Bridge Slab.
Construction Joint or Controlled
Product
Algrip , Steel
Manufacturer Website
www.algrip.com
www.slipnot.com
R
R
TM
APPROVED SLIP RESISTANT PLATE
SlipNOT Grade 2, Steel
Mebac #3, Steel www.harscoikg.com
span ends.
2 ƒ" from
Max. Begin
spaced at 1'-6"
Bars SA(#4)4"3
rail details for required rail anchorage.
Placement of rail anchorage. See appropriate
span ends.
2 ƒ" from
Max. Begin
spaced at 1'-6"
Bars MA(#4)
2
4"Sidewalk or Median
Construction Joint in
Tooled joint or Permissible
SECTION AT INTERIOR BENT
LONGITUDINAL
Curb Height + 1 ƒ"
See Span Details for dimensions not shown.Cl Cov2"Bars may rest on top of PCP's.
Unless noted otherwise on the span details.
Provide broom finish to top of bridge slab where raised sidewalk or raised median area is defined.
3 3
matching the deck's joint width.
an open joint in the sidewalk/median
At Bents with expansion joints, provide
manufacturer's directions for installing the epoxied anchor bars.
meeting the requirements of DMS-6100, "Epoxies and Adhesives". Follow
Embed EA(#4) bar into concrete with a Type III (Class C) epoxy
from this list. No exceptions are permitted.
Drain cover plates must be fabricated with a product
GENERAL NOTES:
DESIGNER NOTES:
MATERIAL NOTES:
expansion joints.
joint except at
continuous through
or MT(#4) are
Bars ST(#4)
the contractor's option.
bars SZ(#4) or MZ(#4) at
anchors EA(#4) can replace
EA(#4) ~ Optional epoxied
5 percent.
These details do not apply for longitudinal grades exceeding
for Structures". Weight of one drain cover plate is 48 plf.
"Structural Steel (Misc Non-Bridge)" as per Item 442, "Metal
Payment for drain cover plates will be by the pound of
Concrete (Bridge Median)(HPC).
the CY of Class S Concrete (Bridge Median) or Class S
Sdwlk)(HPC). Raised medians will be paid under Item 420 by
Class S Concrete (Bridge Sdwlk) or Class S Concrete (Bridge
Raised sidewalks will be paid under Item 420 by the CY of
not required if fabrication is accordance with these details.
Submittal and approval of drain cover plate shop drawings is
Coated, 2'-1" Min
Uncoated, 1'-5" Min
Provide the following bar or wire lap lengths when required:
Designed according to AASHTO LRFD Specifications.
Chamfer or round edges approximately ˆ" prior to galvanizing.
fabrication in accordance with Item 445, "Galvanizing".
Hot-dip galvanize slip resistant steel plate after
required to be epoxy coated.
Epoxy coat reinforcement if bridge deck reinforcement is
substituted for bars SA, ST, MA, and MT.
(WWR) meeting ASTM A497 of equivalent size and spacing may be
Provide Grade 60 reinforcement. Welded wire reinforcement
Class S or Class S (HPC).
Provide the same concrete required for the bridge deck,
142
Date:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:25:31 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\TxDOT\brsmste1.dgn2.0000 FT / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:25:31 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\TxDOT\brsmste1.dgnProject:Mayhill South$MODEL$Model:Curb HeightBridgeSlab2" R
Const Jt
~
ƒ" Chamfer
1
Slab reinforcing not shown for clarity.
Texas Department of Transportation
HIGHWAYJOBSECTCONTROLCOUNTY
FEDERAL AID PROJECT SHEET
FILE:
REVISIONSDISCLAIMER: The use of this standard is governed by the "Texas Engineering PracticeAct". No warranty of any kind is made by TxDOT for any purpose whatsoever.TxDOT assumes no responsibility for the conversion of this standard toother formats or for incorrect results or damages resulting from its use.C TxDOT
1LEVELS DISPLAYED PATH: CK:DN:TxDOT CK:TxDOTDW:
DISTRICT
Bridge Division
BRIDGE RAISED SIDEWALK
AND MEDIAN DETAILS
BRSM
brsmste1.dgn JTR
January 2012
JMH
SHEET 2 OF 2
A
~~Bridge6" Min Raised SidewalkSlabDeck Joint
SECTION A-A ~SHOWING RAISED SIDEWALK WITH DRAIN SLOT
4
5
88
‚" -3 •" -
++
6
7
(Typ)
3"
‚"
(Typ)
3 •" -+
3" R -+(Typ)3 •"3 •"1'-7"1"‚"‚"Toe of Curb
B
B BridgeSlab6" MinRaised Sidewalkƒ" Slip ResistantSteel Plate‚"‚"1'-6 •" Drain Cover PlateLength of Drain Cover Plate
1'-6 •"
Drain Cover Plate
3 •"3 •"1'-0"
1"1"
6
~
SECTION B-B
6
4'-0" Min to adjacent drain slotand Rail
Sidewalk
Slot in
Drain
1'-0"
from toe of rail.
‚" plus or minus
End Drain Cover Plate
OPTIONAL DRAIN DETAILS
Cap Screws
A
Area
Drain
Drain Slot
1'-0" Drain AreaFerrule Loop Inserts~4
5
6
7
8
Spaced at 1'-6" Max
8
Sidewalk Drain Area
shown to clear drain slot.
Locate rail anchorage as
Type used. Showing C221 Rail.
See Layout for Combination Rail
8
6"6"
Water
Flow
PARTIAL PLAN CURB DRAIN
6"Cap Screws and Threaded Inserts
Spaced at 1'-6" Max
1Reinforcing not shown for clarity.
C
flush with top of drain cover plate.
cover plate. Install srcews below or
Provide Œ" Dia countersunk holes in
to ASTM F879, with Ferrule Loop Inserts.
Countersunk Head Cap Screws conforming
L •" Dia Stainless Steel Hexagon Flat
as shown.
entrance
drain
Radius
(Typ)(Typ)Cap Srews and Threaded Inserts
Install flush with top of sidewalk.
Drain Cover Plate (PL ƒ x 18 • Slip Resistant Steel Plate).
and Cover Plate perpendicular to toe of rail.
railroad tracks, lower roadways, or sidewalks. Place Drain
or as directed by the Engineer. Do not place drains over
Provide sidewalk drains where shown elsewhere on the plans
Steel trowel top surface of bridge deck in drain locations.
For rail Type C1W, center drain slots between posts.
Joints or from face of substructure.
Joints or Controlled Joints, Rail Intermediate Wall
3'-0" Min at Deck Expansion Joints, Deck Construction
raised sidewalk or raised median area is defined.
Provide broom finish to top of bridge slab where
143
Date:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:25:43 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\TxDOT\bascste1.dgn2.0000 FT / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:25:43 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\TxDOT\bascste1.dgnProject:Mayhill South$MODEL$Model:144
Standard
Division
Bridge
DN:CK:DW:CK:FILE:
JOB
COUNTY
SECT
DIST
REVISIONS
TxDOT TxDOT TxDOT TxDOT
HIGHWAY
SHEET NO.
C TxDOT
CONCRETE PAVEMENT
BRIDGE APPROACH SLAB
CONT
bascste1.dgn
January 2015
BAS-C of this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:FILE:DATE:PLAN~Const Jt
Conc Pavement
1
2
3
E (#5 at 12")
F (#5 at 12")
20'-0"
(Showing Skewed Approach Slab)
PLAN
this dimension
details for
See structure
~~Const Jt
"21
F
A D
GE
T B
"21
CL Structure
D A
T B
(Typ)
Joint Detail
See Isolation
4
7
BAR SIZE
#8 A
#5 B
#5 D
#5
#5
E
#5
F
G
TABLE
BAR
14"16"45°
Drain
Shoulder
~3
5
Top of Slab)
(Flush with
Approach Slab
Backwall
Abutment
Slab
Support~6
7
5
Slab
Support
Approach Slab
"43"21
Joint Detail
Construction
See Sealed
VariesConst Jt
Permiss10"Exp Jt
plans for
elsewhere in
See details
SECTION D-DSECTION B-B SECTION C-C
T #5
1
6'-0"
2 2
2
at 12" Max
T (Top), Spa
at 12" Max
T (Top), Spa
20'-0"
Bars B (Top) and D (Bott)
Spaced at 12" Max
2"2"
B (Top)
D (Bott)~~~Slab
Support
G
Bars B (Top) and D (Bott)
Spaced at 12" Max
2"
2"
TRANSVERSE SECTION
Typical Section At Support Slab
Reinf
Abut
12" Max
F, Spa at12" Max
E, Spa at
at 6" Max
A (Bott), Spa
at 6" Max
A (Bott), Spa
8
Abut Bkwl
Face of
~reinforcement
standard for
See RW(TRF)
Joint Detail
Construction
See Sealed
D A
B TBT
D A
6
Jt
Const
2" TypA
B TD B
DA
D
B T
G
D (Bott)
B (Top) and
Bend as shown
D (Bott)
B (Top) and
B T
A
D
9
13"10"13"13"13"13"Ret Wall
or CIP
Wingwall
Joint
Const
(Typ)
"R41Tool
JOINT DETAIL
CONSTRUCTION
SEALED
Wall
CIP Retaining
Wingwall or
Wall
CIP Retaining
Wingwall or
Wall
CIP Retaining
Wingwall or
~Wall
CIP Retaining
Wingwall or
7
Silicone)
(Low Modulus
7 Joint Sealant
Class 4, 5 or
8
1'-9"
2'-7"
Uncoated
Epoxy coated Min Lap
5'-0"
2'-6"~~~~12" Max
F, Spa at
Slab
Support~~~~~~~G
12" Max
E, Spa at
W = Width of Approach Slab (ft)Angle (deg)
S = Skew
W = Width of Approach Slab (ft)SECTION A-A
CIP RETAINING WALL
SHOWING WINGWALL OR
SHOWING MSE WALL
W = Width of Approach Slab (ft)
(Showing Non-Skewed Approach Slab)"41"21rod
Backer
Fiber Material
Bituminous
Preformed
9
"21
ISOLATION JOINT DETAIL
~
Silicone)
(Low Modulus
Joint Sealant
Class 4, 5 or 7
8
10
10
Bridge
Edge of
Bridge
Edge of
CIP Ret Wall
Wingwall or
23" Support Slab13" Typ SectionJoint Detail
See Isolation
Ret Wall
or CIP
Wingwall
Abut Bkwl
Face of
Ret Wall
or CIP
Wingwall
APPROXIMATE QUANTITIES 4
of approach slab as shown when concrete railing projects over the approach slab.
" Preformed Bituminous Fiber Material between concrete railing and top21Place
the sealant.
Backer rod shall be 25% larger than joint opening and shall be compatible with
Place in accordance with Item 438.
See details elsewhere in plans for required cross-slope.
provided minimum laps shown are achieved.
Multiple piece tie bars are acceptable at longitudinal construction joints
of powdered graphite. Press down one layer of 30# roofing felt.
trowel finish. Oil top of support slab with 60 grade oil and apply heavy coat
elevation, if required, to accommodate concrete pavement thickness. Smooth
On portion of support slab that supports the concrete pavement, adjust top surface
For Contractor's information only.
See details elsewhere in plans for shoulder drain location and details.
construction joints must receive approval of the Engineer.
joints in the bridge slab with bridges built in stages. Other longitudinal
Provide longitudinal construction joints that align with longitudinal construction
bar length = 2'-6". Bend bars as necessary.
Flare Bars B and D in this region (1'-6" Max Spa, 3" Min Spa). Minimum flared
GENERAL NOTES:
5"13"4'-8"2'-4"
BARS E (#5)BARS F (#5)
A
A
B
B
A
A
D
D
C
C
A
A
A
A
C
C
B
B
D
D
of bar.
Reinforcing bar dimensions shown are out-to-out
noted otherwise.
Cover dimensions are clear dimensions, unless
2"3"2"2"
bondbreakers may be used if approved by the Engineer.
cement stabilized backfill or cement treated base. Other
or asphalt stabilized base) between the approach slab and
Provide a 1" bondbreaker (asphaltic concrete pavement
material are subsidiary to approach slab concrete.
Sealant, backer rod and preformed bituminous fiber
Item 422.
Cure for 4 days using water or membrane curing per
and grades shown on the plans.
approach slab to the typical cross-section and to the lines
Compact and finish the subgrade or foundation for the
unless otherwise indicated on the plans.
a minimum distance of 100 feet prior to the approach slab,
Construct the subgrade or subbase from the bridge for
Provide Grade 60 reinforcing steel.
strength of 4,000 psi.
Provide Class "S" concrete with a minimum compressive
Construct approach slab in accordance with Item 422.
Wall
MSE
S = Skew Angle (deg)
T = Conc Pavement Thickness (in)
W = Width of Approach Slab (ft)
(Includes Support Slab)
Vol of Appr Slab Conc (CY) = 1.052W - 0.093W x T + 0.02W² Tan S
= 18.4 Lbs/LF of Support Slab
Reinf steel weight = 8.5 Lbs/SF of Approach Slab
Date:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:25:55 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\TxDOT\bsejste1.dgn2.0000 FT / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:25:55 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\TxDOT\bsejste1.dgnProject:Mayhill South$MODEL$Model:145
A
A
A
A
A
A
1
1
1
SECTION A-A
C
Sidewalk Exp
Joint Opening
L of Bend ~~~C
PLAN
C
C
8"
C
8"
1'-4"
Sidewalk Exp
Joint Opening
+Rail Width1'-4"
8"
3"Overall Bridge WidthSidewalk WidthRoadway Widthor Rail Width2
R
TM
APPROVED SLIP RESISTANT PLATE
R
Manufacturer Website
www.algrip.com
www.slipnot.comSlipNOT Grade 2, Steel
www.harscoikg.com
GENERAL NOTES:
FABRICATION NOTES:
Mebac #3, Steel
3
Top of Sidewalk
Bevel all plate edges as shown.
(Install Sleeve Anchors on high side of Exp Joint)
NO SKEW SKEW WITHOUT SLAB BREAKBACK
SHOWING UNLEVEL EXP JOINT
2
2
SHOWING LEVEL EXP JOINT
SKEW WITH SLAB BREAKBACK
3
Product
Algrip , Steel
3
3
3
3
HIGHWAY
SHEET NO.
EXPANSION JOINT
BRIDGE SIDEWALK
CONT
C TxDOT
(ALL SKEWS)
CK:FILE:
JOB
DW:DN:CK:
COUNTY
TxDOT TxDOT TxDOT TxDOT
SECT
DIST
REVISIONS
bsejste1.dgnTyp3"TypTypTypEq Spa at 6" Max6"3" Max3"
C
C
8"Typ3" Max1'-4"
COVER PLATE
3"DATE:January 2015
BS-EJCP FILE:Eq Spa at 6" MaxTyp6"3"Eq Spa at 6" Max6"TypTypSteel Plate)
" Slip Resistant41(
Exp Joint Cover Plate
Steel Plate)
" Slip Resistant41(
Exp Joint Cover PlateSteel Plate)
" Slip Resistant41(
Exp Joint Cover Plate
of rail.
base plates
conflicting
Toe of rail or
Exp Joint Cover Plate.
Head Sleeve Anchors in
" Flat83to accommodate
L of Countersunk Holes
Exp Joint Cover Plate.
Head Sleeve Anchors in
" Flat83to accommodate
L of Countersunk Holes
edge of rail.
sidewalk or back
Top edge of raised
Steel Plate)
Slip Resistant
"4
1Plate (
Joint Cover
Top of Exp
corners only)
(Typ acute angle
Clip 1" x 1"
joint cover plate is 14 plf.
Estimated weight of one sidewalk expansion
Structures".
(Misc Non-Bridge)" as per Item 442, "Metal for
plates must be by the pound of "Structural Steel
Payment for sidewalk expansion joint cover
walkway surfaces only.
Details provided are applicable to concrete
accommodate up to a 7" maximum expansion joint.
Sidewalk expansion joint cover plates can only
plate.
top surface of sidewalk expansion joint cover
anchors flush with, or slightly recessed below,
manufacturer's recommendations. Install sleeve
holes in sidewalk as per sleeve anchor
slip-resistant plate for sleeve anchors. Drill
Group I, Alloy 304. Countersink holes in
anchors meeting the requirements of ASTM F 593,
Provide stainless steel flat head sleeve
"Galvanizing".
after fabrication in accordance with Item 445,
Hot-dip galvanize slip resistant steel plate
is 36 ksi.
Minimum required yield strength of steel plate
non-metallic coatings.
allowed nor are slip resistant tapes, films and
plate. Checker plate or diamond plate is not
" slip resistant steel41hot-dipped galvanized
Sidewalk expansion joint cover plates must be
the Engineer.
Joint Cover Plate Layout is to be provided to
Layout. A copy of the Bridge Sidewalk Expansion
Bridge Sidewalk Expansion Joint Cover Plate
Mark each steel section in accordance with the
sections must be developed by the fabricator.
anchors and orientation of all cover plate
Layout which identifies location side of sleeve
A Bridge Sidewalk Expansion Joint Cover Plate
standard.
accordance with the details shown on this
Engineer's approval if fabrication is in
Expansion Joint Cover Plate will not require the
Shop drawings for the fabrication of Sidewalk
"81surface after installation.
Transverse edges must be in contact with sidewalk
the plate is firmly secured to the sidewalk.
It is not necessary to remove plate crown provided
" Slip Resistant Steel Plate.41Anchors in
Stainless Steel. Countersink Flat Head Sleeve
" Min, Flat Head Sleeve Anchors,21" x 2 83L
PLATE BEVEL DETAIL
EXP JOINT COVER
"41
EXP JOINT COVER PLATE
BENDING DIAGRAM OF " -41 corners only)
(Typ acute angle
Clip 1" x 1"
Exp Joint
and Edge of
Cover Plate
L Exp Joint
Standard
Division
Bridgeof this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:"211
Steel Plate)
" Slip Resistant41(
Exp Joint Cover Plate
Steel Plate)
" Slip Resistant41(
Exp Joint Cover Plate
Exp Joint Cover Plate.
Head Sleeve Anchors in
" Flat83to accommodate
L of Countersunk Holes
Steel Plate)
" Slip Resistant41(
Exp Joint Cover Plate
corners)
(Typ all
Clip 1" x 1"
"211
Exp Joint
and Edge of
Cover Plate
L Exp Joint
Date:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:26:05 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\TxDOT\crrstde1.dgn2.0000 FT / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:26:05 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\TxDOT\crrstde1.dgnProject:Mayhill South$MODEL$Model:Date:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:26:05 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\TxDOT\crrstde1.dgn2.0000 FT / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:26:05 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\TxDOT\crrstde1.dgnProject:Mayhill South$MODEL$Model:Standard
Division
Bridge
DN:CK:DW:CK:FILE:
JOB
COUNTY
SECT
DIST
REVISIONS
TxDOT TxDOT TxDOT TxDOT
HIGHWAY
SHEET NO.
C TxDOT
AT BRIDGE ENDS
EMBANKMENTS
SHOULDER DRAINS
CONCRETE RIPRAP AND
CONT
crrstde1.dgn
January 2015
CRR of this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:FILE:DATE: (TYPES RR8 & RR9)
See Layout for slope
C
urbRipra
p
2'-0"Bridge LayoutVariable ~ SeeSlabEdge of Bridge4" Curb1'-0"
See Layout for slope
~
~
2
4
crown line. See Roadway DetailsApex and riprap break usually atSee Layout
for limits drain if required.
location of shoulder
See Layout for
2
R
R
8R
R
9
5"4"
Varies
" Slope219
1"~
of cap
face at edge
Form vertical
1'-0"
Min RR8RR95"4""21+-1'-0"3'-0"1'-6"9"RR8RR9(when specified)
Granular Material
9"
PLAN
ELEVATION
SEC C-C
5
Steel
WWR or Reinf
Reinf
5
Abut Cap
Face of
Min
9" ~~~~
Weep Holes
Reinf
slope
Toe of
See Layout for slopefence rail poststo fit space between guardPosition drain and depressionor as directed by the Engineer
of granular material under riprap only
placed continuously along periphery
Loose graded gravel or crushed stone
1
Add 2 #5 Bars
length of curb)
#5 Bar (Full
6
SHOWING KEYWAY OPTION
6
~3
2 3
3 3
~
traffic rail
Showing conc
3
for drain ~ 3"
Depression
1
2
3
4
5
6
7
8
9
10
See elsewhere in plans for Rail Transition
Approach Slab or Pavement
Weep Holes 14
14
1
1
14
14
INTERMEDIATE TOEWALL1'-6"Reinf
MinMinMax
6"6"12"
Bars
Reinf WWR WWRReinf Steel
WWR or
Const Jt
5"4"RR8RR9REINFORCEMENT DETAILS
Jt Mat'l
" Exp43
"43"87"87"81"43
12" c-c
Screw at
Galv Anchor
"43" Dia x 81
sealer
or joint
compound
Caulking
"216
9
Reinf
6"
9
Reinf
6"
9
2"
length of cap
flashing full
8"X 18 Gage Galv
CAP OPTION C
CAP OPTION A CAP OPTION B
GENERAL NOTES:
joint sealer
side of wingwalls with
along ends of cap and
Plug ends and seal joint
11
12
13
wingwall
Abutment
Face of
AT WINGWALL
SECT THRU RIPRAP
Reinf
Min
"211
15
See General Notes for optional sythetic fiber reinforcement.
SECTIONS THRU RIPRAP AT CAP
length of cap
flashing full
8"X 18 Gage Galv
asphalt
coat with
in Abut Cap,
Keyway formed
4"1'-0"9"3"1'-0"9"
9"
9"1'-6"1'-6"3"2'-6" Min
3"~~
Column
Riprap
ACP
2
2
SEC A-A
SEC B-B SEC B-B SEC D-D
(No Drain)(Shoulder Drain)
RIPRAP DETAIL AT COLUMNS~8
8
Reinf
Reinf Reinf
Reinf
Reinf
Reinf
6"
Typ
1
(As directed by the Engineer)
#5 Bar
wingwall
Bars along
Add 2 #5
7
3"2'-6" Min 7
4"
4"4"
2'-6" Min 7
3"integral with riprap)
(Shoulder Drain
Curb
10
10
72'-6" Min
drip line
outside of Bridge
Curb must be
11
12
13
14
15
with ACP. (Subsidiary to Riprap)
Riprap Blockout to be filled
C
C
A
A
D
D
B
B
16
16
1'-0"
16
RR9 is to be used on other embankments.
RR8 is to be used on stream crossings.
See Layout for limits of riprap.
specified elsewhere in the plans.
any suitable combination of both types for riprap reinforcing, unless
Use reinforcing bars, deformed Welded Wire Reinforcing (WWR), or
other sealing material are subsidiary to the bid item "Riprap".
Hardware cloth, loose grade stone behind weep holes, flashing, or
directed by the Engineer.
slope height at intervals of approximately 20 feet unless otherwise
Install construction joints or grooved joints extending the full slant
unless noted otherwise.
Producer List (MPL) in lieu of steel reinforcing in riprap concrete
Provide synthetic fibers listed on the "Fibers for Concrete" Material
Provide Grade 60 reinforcing steel.
of 2,000 psi unless noted elsewhere in plans.
Provide Class "B" concrete with a minimum compressive strength
6x6-D3xD3 = 0.408 Lbs/SF
#3 Reinf at 18" c-c = 0.501 Lbs/SF
4" of RR9 = 0.012 CY/SF
5" of RR8 = 0.015 CY/SF
FOR CONTRACTOR'S INFORMATION ONLY:
with joint sealer
or wingwall and seal
Nail flashing to cap
Provide WWR or #3 bars, with 1'-0" extension into slope.
8" x 18 Gage Galv Sheet Metal
weep holes at 10' c-c backed by galvanized hardware cloth.
If granular material is specified, provide upper level of 2" Dia
reinforcing bars.
6 inches, measured from the transverse wire of WWR, and the ends of
bars may be used if both are permitted. Use lap splices of a minimum
Reinforcement (WWR) as 6x6-D3xD3. Combinations of WWR and reinforcing
Provide #3 reinforcing bars at 18" Spa c-c. Provide Welded Wire
Engineer.
addition to Exp Jt Mat'l if shown on plans or directed by the
Flashing (shown in Cap Option A) may be used at wingwall in
on plans.
riprap as designated by the Engineer or as shown elsewhere
Provide sealing option for joint between the face of cap and
reinforcing option is selected.
#5 bars shown are required even when synthetic fiber
and 1'-6" for slab span, box beam, or slab beam bridges.
the Engineer. Should be 9" Min for beam/slab type bridges
Top of cap to top of riprap dimension varies as directed by
optional intermediate toewall is called for in the plans.
the Engineer. Increase wall extension to 1'-6" whenever the
Wall extension may be reduced or modified if approved by
elsewhere in plans or if directed by the Engineer.
Use wider or other drain configurations if shown
locations unless directed by the Engineer to eliminate.
1 CF packet of gravel and galvanized hardware cloth at all
Provide lower level of 2" Dia weep holes at 10' c-c backed by
in the plans or included in the specifications.
Provide intermediate toewall only when designated elsewhere
posts through concrete riprap.
See details elsewhere in plans for installation of guard fence
joints between approach slab and concrete pavement.
by rail transition. Do not locate shoulder drains at expansion
Location of shoulder drain must consider limitations imposed
shown elsewhere in plans or as directed by the Engineer.
Limits and configuration of drains and depressions are as
eliminate 4" curb.
layout, extend slab and toewall as shown and
When riprap is shown extended around header on
114DOCUMENT NAMEDATE TIME
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Bridgeof this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:FILE:DATE:DN:CK:DW:CK:FILE:
JOB
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REVISIONS
TxDOT TxDOT TxDOT TxDOT
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SHEET NO.
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CONT
fdstde01.dgn
January 2015
SHEET 1 OF 2
DETAIL "A"
Battered Pile
Normal 3:12
Piling
Group
30° Skewed Abutment)
(Showing Plan View of a1'-0"1
Section
See
3
6
GREATER THAN COLUMN DIA
DRILLED SHAFT DIA
INTERIOR BENTS
DRILLED SHAFT DETAILS
EQUAL TO COLUMN DIA
DRILLED SHAFT DIA
INTERIOR BENTS DimensionEqualConst Joint
6
3
bid for Drilled Shafts.
included in unit price
Dowels are to be
same as column reinf).
Dowels (size and number
shown for clarity)
Column (reinf not
~~~2" EndCover3"Drilled Shaft
Section
See
1
1'-0"1
Section
See
2
~~~1'-0"1'-0"1
Section
See
4
6
See Layout for number, sizeand length of Drilled Shaft~DRILLED SHAFT DETAIL
INTERIOR BENT
OPTIONAL~Const Joint
Permissible
Joint
Const~Cap
Bent
Form this portionof Drilled ShaftSee Layout for number, sizeand length of Drilled ShaftSee Layout for number, sizeand length of Drilled ShaftSee Layout for number, sizeand length of Drilled Shaft5
12
3
(Concrete or Steel H)See Layout forPILING DETAILS
L CapC
VERTICAL PILE BATTERED PILE and length of Pilingnumber, type, sizeSHAFT FOOTINGS
AND MULTI-DRILLED
ABUTMENTS, WINGWALLS
See Table ofPile Embedment7
Pile Type
PILE EMBEDMENT
TABLE OF
STEEL H-PILING
ORIENTATION OF
ELEVATION SECTION B-B1'-0""43PL
~
Cut flange 45°
45°
"43PL
SECTION A-A
83
45°
Use when required.
FLANGE OR WEB
SECTION THRU(Typ)"81 Shop or Field Weld
weld metal (Typ),
Fill flush with
45 degrees (Typ)
" PL43Bevel "21 Field Weld
Shop or 1'-0""81
Backweld
and
Backgouge
"21
on concrete pile embedment.
See standard CP for additional details
STEEL H-PILE TIP REINFORCEMENT STEEL H-PILE SPLICE DETAIL
is required and for options to the details shown.
See Item 407 "Steel Piling" to determine when tip reinforcement
1
48" D.S.42" D.S.
1
3"3"3'-6"4'-0"14 ~ #9 18 ~ #9
4
6
72'-6"3"3'-0"3"2'-0"3"3"1'-6"1
1
1 1
36" D.S.30" D.S.
24" D.S.18" D.S.
10 ~ #98 ~ #9
8 ~ #76 ~ #6
1
2
3
DRILLED SHAFT SECTIONS
vertical.
pile in group may be
battered back, one
which pile would be
group regardless of
piling at exterior pile
conflict with wingwall
If unable to avoid
FD
DETAILS
COMMON FOUNDATION
Ground
Finished
Ground
Finished
Ground
Finished
A
A
B
B
L Cap & Piling C
See Table ofPile Embedment7 L Cap & Piling C
Embedment Depth (Ft)
HP16 Steel
HP14 Steel
18" Sq Concrete
16" Sq Concrete
HP18 Steel
24" Sq Concrete
20" Sq Concrete
1'-0"
1'-6"
Or as shown on plans.
1'-0" Min
will be made if this option is used.
construction. No adjustments in payment
method above the ground line prior to
diameter. Obtain approval of the forming
Drilled Shaft diameter equals the Column
This option can only be used when the
(as shown on the Bridge Layout), if approved.
bent caps for "H" heights of 6 ft and less
Drilled Shafts may extend to the bottom of
#9 Bars = 2'-8"
#7 Bars = 1'-8"
#6 Bars = 1'-6"
Min extension into supported element:
#9 Bars = 4'-6"
#7 Bars = 2'-9"
Min lap with Column reinf:
#9 Bars = 2'-3"
#7 Bars = 1'-8"
#6 Bars = 1'-6"
Min extension into supported element:
top & bottom).
#3 Spiral at 6" pitch (One and a half flat turns
5
147DOCUMENT NAMEDATE TIME
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Division
Bridgeof this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:FILE:DATE:DN:CK:DW:CK:FILE:
JOB
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REVISIONS
TxDOT TxDOT TxDOT TxDOT
HIGHWAY
SHEET NO.
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CONT
fdstde01.dgn
January 2015
SHEET 2 OF 2
1'-2"
BARS FD
TABLE OF FOOTING
QUANTITIES FOR
Weight
ONE 3 PILE FOOTING
ONE 4 PILE FOOTING
ONE 5 PILE FOOTING
30" COLUMNS
1'-7"
Reinforcing Steel
Class "C" Concrete
Reinforcing Steel
Reinforcing Steel
Class "C" Concrete
Class "C" Concrete
BARS FC
6"3'-0"F1
7'-6" to 1221Batter
3
L Structure
#7 Bars
#9 Bars
Lb
Lb
Lb
CY
CY
CY2'-6"(Typ)FIVE PILE FOOTING
PLAN
1'-9"1'-9"2'-6"2'-6"
4'-3"4'-3"
8'-6"1'-9"1'-9"2'-6"2'-6"4'-3"4'-3"8'-6"FD Top ReinfBott ReinfFCF1
F1
F24"(Typ)FD
FOUR PILE FOOTING
1'-9"1'-9"2'-0"2'-0"
3'-9"3'-9"
7'-6"1'-9"1'-9"2'-0"2'-0"3'-9"3'-9"PLAN Top ReinfBott ReinfFCF1
F1
F24"ELEVATION3'-0"ELEVATION
6 FD
FC FC
F2
F1
F2
FD
3
to 1221Batter to 1221Batter
Vertical
THREE PILE FOOTING
PLAN
FDCC Col (Typ)L Bent &L(Typ)
3'-9"3'-6"
7'-3"
1'-9"1'-9"2'-6"8'-6"2'-6"2'-6"3'-6"1'-9"1'-9"2'-6"2'-6"CL Column
to here
may be placed
option, concrete
At Contractor's Top ReinfBott ReinfFCF1
F1
F2
F6
F5
F3
F4
F 4
4"
Vertical3'-0"FC
6 FD
F1
F4
F3 F1
F2
F6
F5 F4
1'-3"
C
ELEVATION"213 3
LengthSizeNo.Bar
#9
#4
#9
#9
#9
#4
#4
#4
8
12
4
4
8
6
6
11
Bar No.Size Length Weight
8
16
16
20
#9
#4
#8
#4
8
24
16
20
#9
#4
#9
#4
Bar No.Size Length WeightCL Bent9 9 9
9
9
9
9
10
11
11
8 8 8
For 36" Dia and smaller columns.For 42" Dia and smaller columns.For 42" Dia and smaller columns.
GENERAL NOTES:
CONSTRUCTION NOTES:
DESIGNER NOTES:
3
6
7
8
9
10
11
FD
DETAILS
COMMON FOUNDATION
(Typ)
Ground
Finished
See Table ofPile Embedment7
See Table ofPile Embedment7
See Table ofPile Embedment7
2""213 2""213 2"(Typ)
Ground
Finished
(42" Columns disallowed on 3 Pile Footings)
For 42" Columns, add 6 FD bars (177 lbs)
For 36" Columns, add 2 FD bars (59 lbs).
in place of #9 bars and deduct 130 lbs.
For 24" Columns, use #7 FD bars (6'-6")
For 36" Columns, add 2 FD bars (59 lbs).
in place of #9 bars and deduct 130 lbs.
For 24" Columns, use #7 FD bars (6'-6")
top of the bottom reinforcing mat.
Column reinforcing. Tie FD bars to the
Number and size of FD bars must match
of Piling.
See Layout for Type, Size and length
Or as shown on plans.
1'-0" Min
#9 Bars = 4'-6"
#7 Bars = 2'-9"
Min lap with Column reinf:
Reinforcing bar dimensions shown are out-to-out of bar.
Cover dimensions are clear dimensions, unless noted otherwise.CL BentF2
F2
FD
FC
F6
F5
F4
F3
F2
F1
FD
FC
F2
F1
FD
FC
F2
F1
8'- 8"
3'- 6"
8'- 2"
6'- 11"
3'- 2"
6'- 11"
8'- 2"
3'- 2"
8'- 8"
3'- 6"
7'- 2"
7'- 2"
8'- 8"
3'- 6"
8'- 2"
8'- 2"
4.8
639
236
28
111
94
86
28
33
23
6.3
675
236
37
306
96
8.0
845
236
56
444
109" ~ #7 Bars215'-3 " ~ #9 Bars217'-0 120 Tons/Pile with 42" Dia Columns
100 Tons/Pile with 36" Dia Columns
80 Tons/Pile with 30" Dia Columns
72 Tons/Pile with 24" Dia Columns
Maximum allowable pile loads for the footings shown are :
or exposed to salt water spray.
Do not use the footings shown on this standard in direct contact with salt water
noise wall, barrier or sign foundations without structural evaluation.
Do not use the Drilled Shaft details shown on this standard for retaining wall,
Designed according to AASHTO LRFD Specifications.
unless shown otherwise.
Drive piling under abutment wingwalls to a minimum resistance of 10 Tons/Pile
Provide Grade 60 reinforcing steel.
Provide Class C Concrete (f'c = 3600 psi), unless shown otherwise.
unless shown otherwise.
See Bridge Layout for foundation type required. Use these foundation details
148DATE TIMEDOCUMENT NAME
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DN:CK:DW:CK:FILE:
JOB
COUNTY
SECT
DIST
REVISIONS
TxDOT TxDOT JTR JMH
HIGHWAY
SHEET NO.
C TxDOTof this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:CONT
pcpstde1.dgn
January 2015 FILE:DATE:
Min"21"211
Min edge as shown
strip at flange
Place bedding
Dimensions
Bedding Strip
See Table of
Bedding strip
Roadway Slope
NORMAL GRADING DETAIL
(Other Beam Types Similar)
Showing Prestressed Concrete I-Girders.
WIDTH
HEIGHT
Min Max
2
DIMENSIONS
BEDDING STRIP
TABLE OF
1
"413 4"Min3
2""H" ~ Vary to parallelRoadway Grade, 2" MinNormal Grading Detail)
Bedding Strip (same as in
Beam Bar R(#4)
Concrete
Class "C"
be inclined at 45° Max.
rest on beam and may
Bar R(#4). Bar may
(#4) Bar at each Beam
(Typ)
Panel
(Other Beam Types Similar)
Showing Prestressed Concrete I-Girders.
4"4"
BARS UP (#4)
(Other Beam Types Similar)
Showing Prestressed Concrete I-Girders.
Beam Bar R(#4)HaunchRoadway
Slope
3
(Typ)
PanelBars UP
REINFORCING DETAIL
HAUNCH
Beam Bar R(#4)
(Typ)
Panel
Panels not
(Typ)
Panel
is less than 3"
if distance shown
allowed in bay
Allowable Gap
1" Max
~~
leakage
prevent grout
Seal gap to
6" Min
Butt Joint
Glued
2
3
1
4
5
7
Beam Bar R(#4)
(Typ)
Panel
Details for location.
line. See Span
Stage Construction
Panels not
is less than 3"
if distance shown
allowed in bay
Showing Type A Beam
6
6
44
Details for location.
line. See Span
Stage Construction
6
(Typ)
Spa at 12" Max
(#4) continuous
5
5
7
5
(Other Beam Types Similar)
PRESTR CONC I-GIRDERS PRESTR CONC I-BEAMS
CONCRETE BEAMS
DETAIL FOR
SPECIAL GRADING
STAGE CONSTRUCTION LIMITATIONS
panel fabrication tolerance.
The gap cannot be considered as a
(Panel reinforcing not shown for clarity.)
Panel
AT PANEL JOINT
TYPICAL SECTION
BEDDING STRIP DETAIL
"433 "218 3"3"GENERAL NOTES:
CONSTRUCTION NOTES:
HL93 LOADING SHEET 1 OF 4
PCP
CONCRETE PANELS
PRESTRESSED
1" (Min)
"411
2" (Max)
"211
"431
"21
"21
"21
"21
"21
"213
"212
2"
3"
4"
DECK DETAILS
bar.
Reinforcing bar dimensions shown are out-to-out of
otherwise.
Cover dimensions are clear dimensions, unless noted
MATERIAL NOTES:
"Reinforced Concrete Slab".
this standard is considered subsidiary to the bid Item
Any additional reinforcement or concrete required on
drawings.
Span Details, PCP-FAB and other applicable Standard
These details are to be used in conjunction with the
their use.
See Span Details for other possible restrictions on
for horizontally curved steel plate or tub girders.
Use of Prestressed Concrete Panels is not permitted
45 degrees.
except Option 1 must be used if the skew exceeds
Panel placement may follow either Option 1 or Option 2
Designed according to AASHTO LRFD Specifications.
Epoxy Coated ~ #4 = 2'-1"
Uncoated ~ #4 = 1'-5"
Provide bar Laps, where required, as follows:
D, E, P, & Z bars must be epoxy coated.
shown on the Span Details to be epoxy coated, then the
If the top and bottom layer of reinforcing steel is
of reinforcement.
slab. See Table of Reinforcing Steel for size and spacing
Provide Grade 60 reinforcing steel in the cast-in-place
Slab Detail sheets, UBMS.
18", see Permissible Slab Forming Detail on Miscellaneous
For clear span between U-beams less than or equal to
in thickness across the beam are therefore required.
available for entry of the mortar. Bedding strips varying
". Roadway cross-slope reduces the opening21at least
beam and panel, the minimum vertical opening must be
To allow the proper amount of mortar to flow between
the panels as the slab concrete is placed.
" under21provided for the mortar to flow a minimum of 1
placed at beam flange edges so that adequate space is
under the edges of the panels. Bedding strips must be
construction debris and consolidation of concrete mortar
Care must be taken to ensure proper cleaning of
if necessary.
Bars U, shown on PCP-FAB, may be bent over or cut off
construction.
beam and slab will be considered subsidiary to deck
for supporting the panels and extra reinforcing between
If additional blocking is needed, special grading details
of extruded polystyrene placed along top flange edges.
Erected panels must bear uniformly on bedding stripsMin"21deep, in the top of the bedding strips at 8' o.c..
"41Butt adjacent bedding strips together with adhesive. Cut v-notches, approx
Do not locate construction Joints on top of a panel.
Bars UP is not required.
" with Prestressed Concrete I-Girders. Epoxy coating for21exceeds 3" or 3
Space Bars UP(#4) with Beam Bars R(#4) in all areas where measured haunch
concrete panels if necessary to maintain clear cover.
clear cover. Transverse top slab reinforcement may rest on top of prestressed
See Span Details and Thickened Slab End Details for top slab reinforcement and
Provide clear cover as indicated unless otherwise shown on Span Details.
Height must not exceed twice the width.
method to the Bridge Division for approval.
high, use Special Grading Detail for Concrete Beams or submit an alternate
Engineer of Bridge Design, Bridge Division. If bedding strips exceed 4"
by an alternate method, using a commercial product, if approved by the
Alternatively, bedding strips may be cut to grade. Panels may be supported
".41and the maximum change in thickness between adjacent panels is
to panels. The same thickness strip must be used under any one panel edge
with bedding strips. Bedding strips over 2.5" high may need to be bonded
of one layer. Bond bedding strips to the beams with an adhesive compatible
" increments. Bedding strips must be comprised41may be increased in
To reduce the quantity of cast-in-place concrete, bedding strip thickness
Standard
Division
Bridge
Date:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:26:45 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\TxDOT\pcpstde1.dgn2.0000 FT / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:26:45 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\TxDOT\pcpstde1.dgnProject:Mayhill South$MODEL$Model:150of this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:FILE:DATE:Cov (Typ)
2"
DSee SpanthicknessoverhangDetails for8"Min3
C
P
Strip (Typ)
Bedding
4" PanelSee Span(8" Min)slab thicknessDetails forCov (Typ)
2"See SpanthicknessoverhangDetails for8"MinL BeamC
4" PanelSee Span(8" Min)slab thicknessDetails forSTEEL BEAMS
~~
recommendations
manufacturer's
flange per adhesive
(Typ). Clean top
Bedding Strip
Cov (Typ)
2"8"Min3
Strip (Typ)
Bedding See Span(8" Min)slab thicknessDetails for4" PanelCov (Typ)
2"
D
Z18"MinSee Span DetailsTypethickness andfor overhangSee Span DetailsTypethickness andfor overhangsteel in overhang. (Typ)
standard for reinforcing
See Span Details and UBMS
~WITH PRESTR CONC U-BEAMS
SLOPED OVERHANG
WITH PRESTR CONC U-BEAMS
NORMAL OVERHANG
Cov (Typ)
2"See SpanthicknessoverhangDetails for8"Min3
L BeamC
P
Strip (Typ)
Bedding
4" PanelSee Span(8" Min)slab thicknessDetails forPRESTRESSED CONCRETE I-BEAMS
Cov (Typ)
2"
DSee SpanthicknessoverhangDetails for8"Min3
C
P
Strip (Typ)
Bedding
PRESTRESSED CONCRETE I-GIRDERS
PRESTRESSED CONCRETE X-BEAMS
TRANSVERSE SECTIONS
TYPICAL PART
4
4
9
3
9
4
4
4
4
4
4
9
(Typ)
Panel
(Typ)
Panel
(Typ)
Panel
(Typ)
Panel
(Typ)
Panel
L Girder
4
P 4
D
D
D
P "411 "411 "411 "411 "411 2"
DthicknessoverhangDetails forMinStrip (Typ)
Bedding
4" PanelSee Span(8" Min)slab thicknessDetails for9
(Typ)
Panel
PRESTRESSED CONCRETE SPREAD SLAB BEAMS
9" Max"411 Spa
C
CL Flange
(Shop or Field)
L Splice
Edge
Flange
Panel Edge
PLAN AT SPLICE
(Showing Steel Bms with flange width transition)
8'-0" Max
~C
Bedding Strip (Typ)
Skew
L BeamC
Bottom Corner
6" Min
CL Girder
PART PLANS OF PANEL PLACEMENT
Void
End of
No Panels allowed
flanges
over top tension
AT INT SUPPORTS OF CONTINUOUS STEEL GIRDERS
11
4
Edge
Flange
AT FLARED BEAMS OR GIRDERS OVER CONC U-BEAMS
standard.PCP-FABSee Table B,Polystyrene Void Form
End of Optional
steel girder/ beam
Int Support of continuous
(See Span & Girder Details)
Limits of top tension flanges
difference in flange thickness.
Cut bedding strip to adjust for
dimensions based on Bm/Girder type.
See PCP-FAB standard for Min and Max
4" PanelSee Span(8" Min)slab thicknessDetails forC
or Girder
Beam
(Shop or Field)
L Splice
ELEVATION AT SPLICE
(Showing Steel Bms with different flange thickness)
8'-0"
Maximum
Max ~ Typ3
4
9
10
7
9
9
7
8
Edge
Flange
Cov (Typ)See Span8"3
L BeamC
P
4
4
Slab Overhang - 3"
Field Adjust
Overhang at Bent - 3"
Z
Z
1
2 ZZ12")436
(nominal
Varies
BARS Z (#4)10 6""217 1'-0"
HL93 LOADING SHEET 2 OF 4
L Beam
used. In this case, only one Bar D, 2" from slab edge, is required.
no overhang isBars P over exterior beams are still required when Min ~ TypFlange
L Beam
C
Flange
L Beam
Bedding Strip
DN:CK:DW:CK:FILE:
JOB
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REVISIONS
TxDOT TxDOT JTR JMH
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pcpstde1.dgn
January 2015
CONCRETE PANELS
PRESTRESSED
DECK DETAILS
2" End
2" End
" End2
" End2
" End2
2" End
2" End
determining panel limits.
bolted field splices should be considered by the contractor in
Location of concrete placement sequence boundaries and
are located at Inv-T stems only.
Adjust Bar Z1(#4) dimensions to maintain proper cover. Bars Z2(#4)
Width of slab overhang will vary along span with curved slab edges.
Field adjust Bars Z1(#4) to match actual slope of slab overhangs.
Bearing Seat Elevations or finished grade may be adjusted.
than 2" (1" for Prestressed Concrete U-Beams and Steel Beams).
shown on the Span Details but the extra thickness may be no more
The actual thickness constructed may exceed the slab thickness
Equally space additional bar if more than 1'-3" Max.
" deep, in the top of the bedding strips at 8' o.c..41approx
Butt adjacent bedding strips together with adhesive. Cut v-notches,
if necessary to maintain clear cover.
reinforcement may rest on top of prestressed concrete panels
reinforcement and clear cover. Transverse top slab
See Span Details and Thickened Slab End Details for top slab
Span Details.
Provide clear cover as indicated unless otherwise shown on
11
1'-3"8
9"8
9"8
9"8
8 1'-3"81'-3"
PCP
2'-4" Max
2'-1" Min,
Standard
Division
Bridge
Date:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:26:49 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\TxDOT\pcpstde1.dgn2.0000 FT / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:26:49 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\TxDOT\pcpstde1.dgnProject:Mayhill South$MODEL$Model:151of this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:FILE:DATE:L BentC
L BentC
L BentCD
E
L BentC
C
C
in plans.
details elsewhere
see appropriate
reinforcing steel,
slab end. For
Showing thickened
plans.
details elsewhere in
steel, see appropriate
end. For reinforcing
Showing thickened slab
"432
flared reinforcing.
elsewhere in plans for
See appropriate details
"432
2" (Typ)
L BentC
Panel (Typ)
Concrete
Prestressed
P or Z
DP or Z D Details)
(See Span
Controlled Jt
Const Jt or
E
E
(Typ)
"212 (Typ)2"E
bridge
width of
Bar E full
D
bridge
width of
Bar E full
Bars D3"EdgeFlangeP or Z
Bars D3"EdgeFlangeEE
(See Span Details)
Controlled Jt
Const Jt or
E
D
P or Z
P or ZP or Z P or Z
D
D
D
as shown
edge of slab
E parallel to
Place one bar
(Typ)
2"
P or Z
P or Z
L BentC
NOTED OTHERWISE
ENDS UNLESS
AT ALL SPAN
BENTS
INTERIOR
AT
BENTS
INTERIOR
AT
NOTED OTHERWISE
ENDS UNLESS
AT ALL SPAN(Typ)(Typ)P or Z
Flange
L Beam
C
Flange
L Beam
C
Flange
L Beam
C
Flange
L Beam
Flange
L Beam
C
Flange
L Beam
CL Bent
D
L JointC
E
D
Controlled Jt
Const Jt or
E
E
D
L JointC
6" Min
(Typ)
Min
1'-6"
Min
1'-6"
FOR PRESTR CONC U-BMS
AT THICKENED SLAB ENDS
PRESTR CONC I-BMS AND STEEL BMS
AT THICKENED SLAB ENDS FOR
INTERIOR BENTS FOR ALL SIMPLE SPAN BMS
AT SLAB CONTINUOUS OVER CONVENTIONAL
BAR SIZE
STEEL
REINFORCING
TABLE OF
(in.)
Spa
Max
OPTION 1 ~ PLAN OF SLABS WITH NORMAL REINFORCEMENT OPTION 1 ~ PLAN OF SLABS WITH SKEWED REINFORCEMENT
12
17
17 17
15 15 15
14
14
13
17 17 17
17
17
17
16
15
16
15 13
13 14
15
17
18
18 7
18
18
18
7 7
4
7
12
13
14
15
16
17
18
Z
UP
P
E
D
#4
#4
#4
#4
#4
18
~
18
9
9
14
P or Z 17 P or Z 17
END SLABS
THICKENED
AT
END SLABS
THICKENED
AT
4 4 4
See appropriate thickened slab end details for reinforcing and limits of thickened slab end.
Bars Z(#4) are required for sloped overhangs with U-Beams.
Where possible, Bars E(#4) may be extended into overhangs to replace Bars P(#4).
Add flared Bars E(#4) (Min Spa = 6", Max Spa = 12") as required at panel ends.
Bars E(#4) not continuous over beam flanges must overlap beam flange 6" Min.
Maintain one Bar E(#4) parallel to panel ends (Typ).
PCP-FAB for details.
At connection with cast-in-place slab, extend longitudinal panel reinforcement. See
Max Spacing as listed unless otherwise shown.
the top of the bedding strips at 8' o.c.
" deep, in41Butt adjacent bedding strips together with adhesive. Cut v-notches, approx
panels if necessary to maintain clear cover.
clear cover. Transverse top slab reinforcement may rest on top of prestressed concrete
See Span Details and Thickened Slab End Details for top slab reinforcement and
E
D D
E
CL Bent
Face of StemFace of Stem
D
E
Face of Bkwl
Min
1'-6"3" Min
(Typ)
3" Min
Controlled Jt
Constr Jt or
L JointC
DIAPHRAGMS FOR STEEL BMS
AT CONVENTIONAL END
BACKWALL FOR ALL BMS
AT SLAB OVER ABUTMENT
INVERTED-T BENTS FOR ALL BMS
AT SLAB CONTINUOUS OVER
steel required over stem.
for any additional reinforcing
See appropriate details elsewhere
OPTION 1 ~ ELEVATIONS AT BEAM ENDS
4
7 7
7
4
4
HL93 LOADING SHEET 3 OF 4
Panel ~ (Typ)
Concrete
Prestressed
" (Typ)212
DN:CK:DW:CK:FILE:
JOB
COUNTY
SECT
DIST
REVISIONS
TxDOT TxDOT JTR JMH
HIGHWAY
SHEET NO.
C TxDOT CONT
pcpstde1.dgn
January 2015
CONCRETE PANELS
PRESTRESSED
DECK DETAILS
PCP
Standard
Division
Bridge
Date:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:26:53 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\TxDOT\pcpstde1.dgn2.0000 FT / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:26:53 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\TxDOT\pcpstde1.dgnProject:Mayhill South$MODEL$Model:152of this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:FILE:DATE:HL93 LOADING SHEET 4 OF 4
Skew
Face of Web
Face of Web
Bottom Flange
3"of Inverted-T Stem
of Abut Bkwl or Face
L Interior Bent, FaceC
Min"21~2" MaxJointPCPat End20L Exp JointC
~HaunchDetailsSee SpanThicknessSlabFor SEJ-A, SEJ-S(O), AJ and Type A Expansion Joints only.
20
+ 2" MaxThicknessSlabC
25
"432
L BentC
C
C(Typ)
Details)
(See Span
Controlled Jt
Const Jt or
~
(Typ)
Conc Panel
Prestressed
~~~~~
~~~CL Beams
CL Beams
L Exp Jt
19
C L Exp Jt21
22
23
20
19
24
25
26
BAR SIZE
STEEL
REINFORCING
TABLE OF
(in.)
Spa
Max
12
TOP FLANGE FOR SKEWS OVER 5°
MODIFICATION TO BEAM/GIRDER
OPTION 2 ~ SHOWING
12
Z
UP
P
E
D
#4
#4
#4
#4
#4
18
~
18
9
9
fascia Bms/Girders.
exterior side of
flange edges on
applicable to
a panel. Not
edge supporting
shown for flange
of Bms/Girders as
Skew top flange
SPECIAL OPTION 2 CONSTRUCTION NOTES:
PanelEnd Panel
OPTION 2 ~ PLAN OF SLAB
(Showing U-Beams; other beams similar)
D P or Z
(Typ)
End Panel
Skewed
bend as neceeary.
edge (Typ). Field
parallel to slab
Place first P
(Typ)
End Panel
Skewed
D P or Z
4
StripBeddingandShowing I-Bm/I-Girder, U-Bms and Steel Bms similar.
C
19Controlled Jt
L Const Jt or
27
~HaunchDetailsSee SpanThicknessSlab2222
21
23
19
HaunchDetailsSee SpanThicknessSlab21
23
19
242626
Jt or Controlled Jt)
L Interior Bent (Const
Jt or Controlled Jt)
L Interior Bent (Const
OPTION 2 ~ ELEVATIONS AT BEAM ENDS
CONVENTIONAL INTERIOR BENTCONVENTIONAL INTERIOR BENT
Panel against Panel between Bms/Girders.Panel against Bm/Girder End in Adacent Span.
End Panel End Panel
~
Panel
adjacent
Bottom of
~
End Panel22
4StripBeddingandStripBeddingand HaunchDetailsSee SpanThicknessSlab21
23
~
End Panel22 StripBeddingand23
INVERTED-T BENT
Panels against Inverted-T Stem
~
End Panel22
21
2'-6"2'-6"Inverted-T Stem
24 2427
not shown.
reinforcing
for additional
See elsewhere~DN:CK:DW:CK:FILE:
JOB
COUNTY
SECT
DIST
REVISIONS
TxDOT TxDOT JTR JMH
HIGHWAY
SHEET NO.
C TxDOT CONT
pcpstde1.dgn
January 2015
CONCRETE PANELS
PRESTRESSED
JOINTS (BETWEEN BEAMS/GIRDERS OR AT INV-T STEM)
bars T.
each side of Inverted-T Stem between every slab
Place additional (#4) bar continuous 2'-6" beyond
every slab bars T. Center (#4) bar on Joint.
Place additional (#4) bar 5'-0" in length between
expansion joint opening.
opening. End panel cannot encroach on required
" of expansion joint21Place end panel within
formwork is acceptable.
Permanent galvanized steel sheet form. Removable
Do not extend into overhang.
exterior flange edge of fascia beams/girders.
of Invt-T, across bridge width and end board at
" of Centerline of Bent or face41straight, within
" thick timber board, leave in place. Place43
" thick board.43" of 21Place panel within
" Max, support as necessary.211" Min, 1
" thick.21bedding strip is not less than
accommodate expansion joint hardware, provided
End panel may be set up to 2" lower to
is not required with these Details.
(Stress Cap, Zip Strip, Stress Lock, etc.)
Top Plastic Joint Former at Controlled Joints
Max Spacing as listed unless otherwise shown.
to maintain clear cover.
top of prestressed concrete panels if necessary
Transverse top slab reinforcement may rest on
for top slab reinforcement and clear cover.
See Span Details and Thickened Slab End Details
DECK DETAILS
in the slab.
Provide Bars AA, G, K and OA from standard IGTS(MOD)
compressive strength must be 60 psi.
to the requirements of Item 425 except their minimum
Bedding strips under skewed end panels must conform
made.
when modifications to expansion joint hardware are
joint fabricator. Submit shop drawings for approval
is responsible for coordinating modifications with the
necessary to clear top of end panels. The Contractor
standards AJ, SEJ-A and SEJ-S(O) is permissible if
Bending of anchor studs of expansion joints shown on
bearing shop drawings.
Contractor. Show appropriate changes on girder and
location, and dowel location with Engineer and
coordinate change in bearing type, bearing centerline
changed to use condition at abutment. Fabricator must
bearing type at conventional interior bent must be
electing to skew whole end, girder end details and
Fabricator may optionally skew the whole end. When
submitting shop drawings for approval.
modification with the beam fabricator prior to
Contractor is responsible for coordinating this
must be modified as shown on this drawing. The
Top flanges of beams and girders on skewed bridges
into the cast-in-place slab.
Do not extend the longitudinal panel reinforcement
".21distance from a saw cut edge to a panel strand is 1
acceptable when approved by the Engineer. Minimum
placement is recommended. Saw cutting panels to fit is
centerlines prior to completing interior panel
Placing panels adjacent to expansion joints and bent
PCP
Standard
Division
Bridge
Date:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:27:11 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\TxDOT\pcpstde2.dgn2.0000 FT / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:27:11 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\TxDOT\pcpstde2.dgnProject:Mayhill South$MODEL$Model:Date:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:27:11 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\TxDOT\pcpstde2.dgn2.0000 FT / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:27:11 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\TxDOT\pcpstde2.dgnProject:Mayhill South$MODEL$Model:Standard
Division
Bridge
DN:CK:DW:CK:FILE:
JOB
COUNTY
SECT
DIST
REVISIONS
TxDOT TxDOT JTR AES
HIGHWAY
SHEET NO.
C TxDOT
CONT
pcpstde2.dgn
January 2015
of this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:FILE:DATE:at 6" Max ~ 2" MinBar U
Bar U
1'-6" 6" MaxMin3" Max3" Max ")21",-1 213"(+ 2'-0" Max (Typ)2"Top of Panel
2"2"(Typ)6"6"
be continuous.
Bars U may
" Min211 5" Max5" Max1" Min" Min211
Min Min1" Min
C
L Beam FlangeC
L Beam Flange
See Span Details for Beam Spacing
Bars U
Edge of Beam
Panel Width Varies (Max =9'-6")
Bars U
C C
Panel Width Varies (Max = 9'-6")
L Beam Flange
of Beam Flange
Outside edge
Beam Flange
Inside Edge of
" for U40 Beams215'-4 See Span Details for dimension
" for U54 beams215'-11
Bars U
Panel Length
"832 Longitudinal ReinfReinf
Longitudinal
Panel width (9'-6" Max)Panel length (8'-0" Max ,2'-10" Min)
Transv Reinf at 6" Spacing1'-6" 6" MaxMin4"2"2"Bar U
See Table A
See Table B See Table A~~Min
2"
Min
"2110
(Typ)
" Rad211
L Panel and L Transverse reinforcingC
Panel Reinforcing
Longitudinal
SECTION A-A
BARS U (#3)
TYPICAL SECTIONS FOR DETERMINING PANEL WIDTH
SPLICE DETAIL
REINFORCEMENT (WWR)
WELDED WIRE
Flange
L Beam
Reinforcing
Transverse
Transverse ReinforcingProjection (Typ)9" Min
2'-0" Max (Typ)
(Typ)12"12"3"3"
1'-4" Min
Min Min be continuous
Strand may
"214 Top of Panel
"832 OPTIONAL STRAND FOR BARS U
Panel Length = 5'-2" or Greater
Reinforcement
Longitudinal
PRESTRESSED CONCRETE U-BEAMS
STEEL BEAMS
panel reinforcement)
to strands (transverse
for wires parallel
No splice required " Min211 " Min211 5" Max5" MaxTransv Reinf at 6" Max3'-9" Min
2"Panel Width (9'-6" Max)5" Max1" Min5" Max1" MinL Bm Flange
Flange
L BmC
C
Longitudinal Reinf
Longitudinal Reinfat 6" Max , 2" MinTransv Reinf
Transv Reinf Projection" )21, -1 21(Typ) 3"(+ 7 1'-6" Max6" Min1'-6" Max6" MinBars UTYPICAL NON-SKEWED PANEL PLAN TYPICAL SKEWED END PANEL PLAN
7
8
8
8
10
10
9
10 8'-0" Max3'-9" Min
12
10
10
for Skewed End Panels.)
(Not Showing supplemental #4 bars
11
12
9
12
12
11
7#4 Reinf
Supplemental
edges.
between panel
than 3.5' long
strands less
Debond all
L BeamCL BeamC
2
3
6
BEAMS OR GIRDERS
PRESTRESSED CONCRETE
with panel and steel beam fabricators.
adjustment to stud connector placement
Contractor must coordinate necessary
(Only to be used with details shown elsewhere in the plans.)
1
1
2
3
4
5
6
Typ unless noted otherwise
Timber form work permissible this edge.
transverse reinforcing.
width for purpose of determining type of
Use length of indicated panel edge as panel
reinforcing.
horizontal legs in plane of transverse panel
parallel to transverse panel reinforcing with
At the fabricator's option, Bars U may be placed
edge in accordance with Item 424.
Recess strands on indicated panel
" Max, 1" Min.21End Cover 2
Omit for 5 degree (1:12) skew and smaller.
reinforcing, 10 Spaces at 4" = 3'-4".
Provide (#4) bars under transverse
more than two sheets of WWR are allowed.
One Splice allowed per panel. No
utilize all bedding strip widths.
Some laps shown in tables cannot
and bedding strip dimensions.
PCP standard for lap requirements
See Normal Grading Detail on
flared beams.
apply only to spans with
and Minimum dimensions
parallel beams. Maximum
be used on spans with
Normal dimensions must
" strands may be used.21" or 83
Four loops required per panel.
Four loops required per panel.
dowels 1'-0" past panel end.
at 6" Max Spacing and extend
provide (#3) x 2'-0" dowels
past panel end. Alternatively,
reinforcement 1'-0" (+2",-0")
slab, extend longitudinal panel
At connection with cast-in-place
Type
Beam Min MaxNormal
(In.)(In.)(In.)
Min MaxNormal
(In.)(In.)(In.)
11" to 12"
Over 12" to 15"
Over 15" to 18"
Over 18"
Top Flange Width
TABLE A TABLE B
TRANSVERSE PANEL REINFORCEMENT:
LONGITUDINAL PANEL REINFORCEMENT:
4 5 4 5
GENERAL NOTES:
HL93 LOADING
PCP-FAB
DETAILS
PANEL FABRICATION
PRESTRESSED CONCRETE" Max, 1" Min212 C 45°
M
a
xSke
w" (Typ)213
21 3 213 2
214 3 4
216 4 7
21 3 213 2
21 8 21 4 216
721 5 215
216 4 7
214 3 4
214 3 4
43 2 21 2 432
41 6 215 3
434 3 4
41 3 3 413
XSB12 - 15
XB20 - 40
Tx28-70
U40 - 54
VI
IV
C
B
A
skewed end panels with supplemental #4 reinforcement.
reinforcement. Must be placed above transverse panel reinforcement for
Place longitudinal panel reinforcement above or below transverse panel
No combination of longitudinal reinforcement options in a panel is allowed.
splice per panel is allowed. See WWR Splice Detail.
Provide transverse wires to ensure proper handling of reinforcing. One
0.22 sq in per foot of panel width. Wires larger than D11 not permitted.
4. Deformed Welded Wire Reinforcement (WWR) (ASTM A1064) providing
No splices allowed.
" Dia prestressing strands at 6" Max Spacing (unstressed).21 3.
(unstressed). No splices allowed.
" Max Spacing21" Dia prestressing strands at 4 83 2.
1. (#3) Grade 60 reinforcing steel at 6" Max Spacing. No splices allowed.
reinforcement:
Any of the following options may be used for longitudinal panel
Place transverse panel reinforcement at panel centroid and space at 6" Max.
strands alone are not allowed).
For panel widths up to 3'-6", use #4 Grade 60 reinforcing bars (prestressed
#4 Grade 60 reinforcing bars may be used in lieu of prestressed strands.
(270k) prestressing strands with a tension of 14.4 kip per strand. Optionally,
" Dia21" or 83 For panel widths over 3'-6" up to and including 5', use
a tension of 14.4 kips per strand.
" Dia (270k) prestressing strands with21" or 83 For panel widths over 5', use
panel layout. A copy of the layout is to be provided to the Engineer.
by the Fabricator. Permanently mark each panel in accordance with the
A panel layout which identifies location of each panel must be developed
standard.
approval if fabrication is in accordance with the details shown on this
Shop drawings for the fabrication of panels will not require the Engineer's
Institute (ICRI).
surface profile, inclusive, as specified by the International Concrete Repair
Finish top of panel to a roughness between a No.6 and No.9 concrete
Remove laitance from top panel surface.
Do not use epoxy-coated reinforcing steel bar or strand in panels.
Minimum 28 day strength f'c=5000 psi.
Provide Class H concrete for panels. Release strength f'ci=3500 psi.
153DOCUMENT NAMEDATE TIME
Date:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:27:33 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\TxDOT\pmdfste1.dgn2.0000 FT / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:27:33 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\TxDOT\pmdfste1.dgnProject:Mayhill South$MODEL$Model:154
" Min43
Plate
Joist
Place concrete in direction of lap
See Span Details
Slab thickness
or Controlled Jt
Construction Jt
SECTION THRU CONSTRUCTION JOINT
3
welded to PMDF
equal at 18" c.c.
Anchor 2" long or
Stirrup Lock
in the beam
cast-in-place
Weld Anchors are
PMDF
PMDF
if necessary
Field trim angle
of beam
flush with edge
Position hangers
See Span Details
Slab Thickness,
1
PMDF
3" Max1" Min (Typ)
1" Max (Typ)
if necessary
Field trim angle
4
4
PMDF
(Typ)
Support
Form
(Typ)
Support
Form
FOR PRESTR CONC U-BEAM BRIDGES:
WITH STIRRUP LOCKS
U-BEAMS
WITH WELD ANCHORS
U-BEAMS
where joined to wood forms.
anchorage of metal form to slab concrete
support edge of metal form and to provide
Adequate provision must be made to
forms must be used at construction joints.
Note: In spans where PMD forms are used, timber
DESIGN NOTES:
CONSTRUCTION NOTES:
construction joints.
in the flutes and at headers and/or
proper vibration to prevent voids or honeycomb
to prevent damage to the forms, yet provide
concrete placement. Attention must be given
must be approved by the Engineer prior to
A sequence for uniform vibration of concrete
removed after curing of the slab.
Forms below a construction joint must be
used must be shown on the forming plans.
and forming details for any construction joint
unless shown on the plans. The location of
Construction joints will not be permitted
reinforcing steel is located in the flute.
entire width of the structure where main
Flutes must line up uniformly across the
not be touched up.
Minor heat discoloration in areas of welds need
accordance with Item 445, "Galvanizing".
be thoroughly cleaned and repaired in
the galvanized coating has been damaged, must
All permanently exposed form metal, where
in accordance with Item 448.
All welds must be made by a qualified welder
Field Welding", pertaining to fillet welds.
with the provisions of Item 448, "Structural
Welding and welds must be in accordance
vertical loads.
Only welds or bolts must be used to support
torque-limiting devices to prevent stripping.
metal assembly screws must be installed with
shown on the the forming plans. All sheet
welds, screws, bolts, clips or other means
All attachments must be made by permissible
flanges.
must be placed in direct contact with beam
length of one inch at each end. Form supports
supports and must have a minimum bearing
sheets must be securely fastened to form
directly on the top of beam flanges. Form
Form sheets must not be permitted to rest
measured parallel to the form flutes, minus 2".
the clear distance between beam flanges,
The form design span must not be less than
than 10'.
more than 0.75", for design spans greater
1/240 of the form design span, but not
or less.
more than 0.50", for design spans of 10'
1/180 of the form design span, but not
is greater, shall not exceed the following:
reinforcement and concrete or 120 psf, whichever
Maximum deflection under the weight of forms,
stress for weld metal must be 12,400 psi.
of the yield strength of the steel. Allowable
these design loads must not exceed 75 percent
construction loads. Flexural stresses due to
reinforcement and concrete plus 50 psf for
be designed for the dead load of the form,
As a minimum, PMDF and support angles must
skewed ends only.
NOTE: This type is to be used for
Tight Fit(T
y
p)"8
5Min
PRECLOSED ANGLE HEADER
TYPES OF END CLOSURES
SIDE LAP DETAILS
Form Supports
PMDF PMDF
GENERAL NOTES:
Weld
Intermittent
TYPICAL TRANSVERSE SECTIONS
1" Min (Typ)
1" Max (Typ)
1
2
3
Weld
Intermittent
2
See Span Details
Slab Thickness,
1
See Span details for cover requirements.
overlap is loaded first.
be such that the upper layer of the form
The direction of concrete placement will
flange and the weld joint.
sheet metal must be provided between the
will be considered. At least one layer of
resistance for PMDF in tension flange zones
Other methods of providing wind hold down
will not be permitted.
Welding of form supports to tension flanges
match reinforcing bars.
" if corrugations85Slab thickness minus
4
(Typ)
Support
Form
(4'-0" Max Spa)
Tie Strap
wind hold down
and field bend for
8'-0" Max centers
Cut 2" wide tabs at
Angle (Typ)
Protective
protective angle
from edge of
"21Terminate weld
AT COMPRESSION FLANGES
STEEL BEAMS
AT TENSION FLANGES
STEEL BEAMS
subsidiary to Item 422, "Concrete Superstructures".
a bridge deck with Permanent Metal Deck Forms is considered
All material, labor, tools and incidentals necessary to form
as a guide in preparation of the forming plans.
The details and notes shown on this standard are to be used
The Contractor is responsible for the adequacy of these plans.
reserves the right to require modifications to the plans.
approval of these plans is not required, but the Department
sealed by a licensed professional engineer. Department
positive method. These plans must be designed, signed, and
notch effects by inclusion of separating sheet metal or other
provisions for protecting the tension flanges from welding
clearly show areas of tension flanges for steel beams and
conditions and size and location of welds. These plans must
sheets, closures, fasteners, supports, connectors, special
These plans must show all essential details of proposed form
Submit two copies of forming plans for PMDF to the Engineer.
and that of support angles and protective angles is 12 gage.
strength of 33 ksi. Minimum thickness of PMDF is 20 gage
coating designation G165. Steel must have a minimum yield
angles shall conform to ASTM A653, Structural Steel (SS), with
Steel for Permanent Metal Deck Forms (PMDF) and support
are to be #5.
shown on the span details except all bottom mat bars
reinforcement must match the top mat of reinforcing
Size, spacing, and orientation of bottom mat of slab
necessary
angle if
Field trim 3" MaxPMDF
(Typ)
Support
Form
1" Min (Typ)
1" Max (Typ)
I-GIRDERS WITH STIRRUP LOCKS
PRESTR CONC I-BEAMS AND
of beam
flush with edge
Position hangers
Lock
Stirrup
beam
place in the
are cast-in-
Weld Anchors
(Typ)
Support
Form
See Span Details
Slab Thickness,
1
3" MaxPMDF
if necessary
Field trim angle
SLAB SECTION
TYP LONGITUDINAL
I-GIRDERS WITH WELD ANCHORS
PRESTR CONC I-BEAMS AND
Standard
Division
Bridgeof this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:FILE:DATE:DN:CK:DW:CK:FILE:
JOB
COUNTY
SECT
DIST
REVISIONS
TxDOT TxDOT TxDOT TxDOT
HIGHWAY
SHEET NO.
C TxDOT CONT
pmdfste1.dgn
January 2015
DECK FORMS
PERMANENT METAL
PMDF
SHEET 1 OF 2
Date:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:27:35 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\TxDOT\pmdfste1.dgn2.0000 FT / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:27:35 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\TxDOT\pmdfste1.dgnProject:Mayhill South$MODEL$Model:155
See Detail "A"
Slab thickness
See Span Details
L BrgC
C Top of Bm
elsewhere in plans
Perpendicular to Joint
1
removable form
Permanent or
1'-3"
See Detail "A"6"U-Beam
Top of
Slab thickness
See Span Details
1C
FOR U-BEAMS
AT THICKENED SLAB END
forms
or removable
Permanent
PMDF
Support
Form
with beam flange
to ensure uniform contact
beam flange as necessary
Secure Form Support to
SECTION A-A
L Deck Jt
L Deck Jt
Dimension shown
Perpendicular to Joint
See Span Details
I-GIRDERS AND STEEL BEAMS
FOR PRESTRESSED I-BEAMS,
AT THICKENED SLAB END
Slab thickness
See Span Details
See Detail "A"
Weld
L BentC
1
End Diaphragm
form
removable
Permanent or
Slab thickness
See Span Details
C
1
forms
or removable
Permanent
Bent Cap
Inverted Tee
WITHOUT THICKENED SLAB END
INV TEE STEM FOR CONC BEAMS
AT SLAB OVER ABUT BKWL OR
WITHOUT THICKENED SLAB END
FOR STEEL BEAMS
AT SLAB OVER INV TEE STEM
Top of Bm
Top of Bm
2"
2"Variable1" MinLap Joint
Permissible
as required
Bent Plate, size
18" c.c. Max
Fasteners at
DETAIL "A"
16 Gage (Min)
at L Brg ~ See Span Details
Top of Slab to Top of Beam
See Detail "B"
Slab thickness
See Span Details
C
L Brg
C
1
End Diaphragm
at L Brg ~ See Span Details
Top of Slab to Top of Beam
AND STEEL BEAMS
FOR PRESTRESSED I-BEAMS
AT CONC END DIAPHRAGM
Top of Bm
Weld
See Detail "A"
C
Slab thickness
See Span Detailsrequired
Bent PL ~ size as
1" Min
1
form
removable
Permanent or
End Diaphragm
WITHOUT THICKENED SLAB END
FOR STEEL BEAMS
AT END DIAPHRAGM
L Deck Jt
Top of Bm
1"
Min
1"
Max
size as required
Bent PL or L ~
cut on skew
where form is
closure required
PMD Form, end
1
5
match reinforcing bars
" if corrugations85Slab thickness minus
18" c.c. Max
Fasteners at
DETAIL "B"
in diaphragm
Anchors cast
shall be 40 ksi
Minimum yield stress of 12 Gage bars
DETAILS AT ENDS OF BEAMS
forms
or removable
Permanent
L Deck Jt
C
Angle
Support
PMDF
L Existing Beam
Compression
Flange only
163 2""21"21
"213
Reinf Bars
Existing
Conc Slab
Existing
WIDENING DETAILS
SHOWING STEEL BEAMS
4'-0" Max
12 Gage at
2" Flat Bar
Compression Flange
Flat Bar 12 Gage ~
Tension Flange
Protective angle ~
5
5
for I-Girders or Steel Beams.
Showing I-Beam block-out. No block-out
C
A
A
Conc Slab
Existing
Reinf Bars
Existing
"21
"213
Angle
Support
PMDF"21163 2"
at 4'-0" Max
2" Flat Bar 12 Gage
5
12 Gage
Flat Bar
5
for break line location
See Span Details
C
Prestr I-Girder
L Existing
I-BEAMS, I-GIRDERS AND U-BEAMS
SHOWING PRESTRESSED CONCRETE
Standard
Division
Bridgeof this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:FILE:DATE:DN:CK:DW:CK:FILE:
JOB
COUNTY
SECT
DIST
REVISIONS
TxDOT TxDOT TxDOT TxDOT
HIGHWAY
SHEET NO.
C TxDOT CONT
pmdfste1.dgn
January 2015
DECK FORMS
PERMANENT METAL
PMDF
SHEET 2 OF 2
N:\st\Drawings\South\TxDOT\sejbste1-19.dgnDec. 03, 2021 - 12:27:55 PM$TIME$DOCUMENT NAMEDATE TIMEStandard
Division
Bridge
DN:CK:DW:CK:FILE:
JOB
COUNTY
SECT
DIST
REVISIONS
TxDOT TxDOT JTR JMH
HIGHWAY
SHEET NO.
C TxDOT
WITHOUT OVERLAY
TYPE B
SEALED EXPANSION JOINT
CONTApril 2019
SEJ-B of this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:FILE:DATE:ABUTMENTS
JOINTS AT
SKEWS OVER 15°SKEWS THRU 15°2'-0"(Typ)" R (Typ)21Tool to 2'-0"(Typ)4
plate
armor
End of
plate
armor
End of
Median barrier
not anchored to slab
Median barrier
anchored to slab
BELOW MEDIAN BARRIER
WITH OPEN DECK JOINT
of barrier
seal at toe
End joint
AT MEDIAN BARRIER
plate
armor
End of
plate
armor
End of
Detail"
Seal Upturn
See "Joint
Detail"
Seal Upturn
See "Joint
End
seal
joint
"211
Detail"
Seal Upturn
See "Joint
Rail
plate
armor
End of
AT CONCRETE BRIDGE RAIL
Upturn Detail"
See "Joint Seal
AT SIDEWALK
Detail"
Seal Upturn
See "Joint
Rail
Sidewalk
or rail
at toe of post
End armor plate
Traffic side
BEHIND BRIDGE RAIL
AT SIDEWALK
AT RAISED MEDIAN
PLANS OF ARMOR PLATES
ADJACENT TO MEDIAN BARRIER
WITH OPEN DECK JOINT
2
2
3 3
3 3 3
and end of appr slab
Face of abut bkwl
3"
45°
G smooth
Grind
81 1-12
SECTIONFIELD SPLICEEND VIEW
~~
ELEVATION OF ARMOR PLATE
(ASTM-A36)
x 421PL
(ASTM-A36)
x 4 21PL
"41
1
1
bar
plate and
End armor
(ASTM-A36)
41 x 21Bar
continuous under barrier
Armor plate and joint seal
installation
after joint system
Cast or install barrier
continuous under barrier
Armor plate and joint seal
installation
joint system
Cast median after
sidewalk
toe of
plate at
End armor
3"++-
AT STEEL POST BRIDGE RAIL
plate
armor
End of
End
seal
joint
"211
3
" Dia stud anchors at 6" C.C. Max (alternate location)85
abut wingwall
Inside face of
2" Min, 4" Max
"21JOINT SEAL UPTURN DETAIL
"2
1
7 60°median barrier
rail, rail post or
Toe of sidewalk,
2
3
1
4
5
6
below top surface
"21approximately
parapets trim seal
For curbs or short
joint opening
Determined by
concrete
Top of
5C-C Max
spaced at 4'-0"
163L 2 x 2 x
Shipping angle
5"
SHIPPING ANGLE
81
81
Erection bolts are not allowed.
be used if approved by the Bridge Division.
An alternate method of securing joint sections may
Shop miter.
SHOWING ARMOR PLATE
(Studs not shown for clarity)
stud anchor
â„
"Plans of Armor Plates" and "Typical Sections of Armor Plates & Seals."
Upturn seal only. Terminate armor plates as shown in
8 "413 7
"165 Dia"411 opening at 70°F
See table for joint
4""211 "212 4""85Conforms to slab surface (Typ)"411 4" ++-
4" ++-
" Dia stud anchors at 6" C.C. Max (alternate location)85
6
JOINT SECTION
MANUFACTURER STEEL SECTION 7
JOINT SIZE
(deg)
SKEW
0
15
30
45
MOVEMENT RANGE
REDUCED LONGITUDINAL
4"
4.0"
4.0"
3.5"
2.8"
DESIGN NOTES:
4" JOINT
Type
Seal
Opening
Joint
8
STRIP SEAL
GENERAL NOTES:
FABRICATION NOTES:
CONSTRUCTION NOTES:
(skew).
by multiplying joint size by cosine
calculate reduced movement range
For other skews over 25 degrees,
joint size for skewed installations.
values to determine the correct
longitudinal movement. Use table
reduced ability to accommodate
Joints installed on a skew have
EXPANSION JOINT INFORMATION
TABLE OF SEALED
sejbste1-19.dgn
TYPICAL SECTIONS OF ARMOR PLATES AND SEALS
(Studs are not shown for clarity.)
Other strip seals are similar.
Showing R J Watson strip seal.
As shownWatson Bowman Acme SPS-400 2"
R.J. Watson As shown SF-400 "212
As shown SSS-400SSI "212
As shownD.S. Brown V-400 "412
".21SEJ-B is 6
Minimum slab and overhang thickness required for the use of
on the plans.
Provide sealed expansion joints in the size and at locations shown
Splice in joint seal may be performed in the field.
directions and with the adhesive provided by the Manufacturer.
Splice and install seal in accordance with the Manufacturer's
Manufacturer's installation procedures.
Clean and prepare seal cavity for seal installation as per the
in place. Grind smooth, and touch up with organic zinc-rich paint.
Remove shipping angle immediately after each joint half is secured
sealed expansion joint.
diaphragms. Include cost of temporary bracing in the price bid for
steel, to prestressed beam stirrups, or to anchors cast in concrete
proper grade and alignment by welding braces to adjacent reinforcing
Secure the sealed expansion joint in position and place to the
with the details shown on this standard.
not require the Engineer's approval if fabrication is in accordance
Shop drawings for the fabrication of sealed expansion joints will
accordance with Item 446.4.7.3 and 446.4.7.4.
paints in accordance with Item 446.2. Prepare steel and apply paint in
accordance with Item 446, "Feild Cleaning and Painting Steel." Provide
Paint the entire steel section with System II or IV primer in
in the shop.
contact with seal. Make all necessary field splice joint preparations
Butt weld all shop and field splices and grind smooth areas in
Weld studs in accordance with AWS D1.1.
splice distance to 2" Min and 4" Max.
than 2'-0" long and sufficient studs are added to limit the stud to shop
splice is permitted in each shipping length provided no piece is less
unless necessary for staged construction or widenings. One shop
Ship steel sections in convenient lengths of 10'-0" Min and 24'-0" Max
expansion joint.
The seal must be continuous and included in the price bid for sealed
angle. Do not use erection bolts.
Secure corresponding sections together for shipment with shipping
expansion joints (SEJ), check for fit, and match mark for shipment.
Temporarily shop assemble corresponding sections of sealed
installation openings.
These openings are also the recommended minimum
in sections must be approved by the Engineer.
Shape of steel section shown is typical. Variations
bar before installing sealant.
Coat with Manufacturer's supplied epoxy primer above
Align shipping angle perpendicular to joint.
noted elsewhere.
Other conditions affecting the joint profile should be
See "Plans of Armor Plates".
break point if break is more than 2'-0" from slab edge.
Unless shown otherwise, terminate armor plate at slab
6" beyond this point for skews through 15°.
At Fabricator's option, armor plate may extend up to
156
Date:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:28:15 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\TxDOT\igdstde1.dgn2.0000 FT / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:28:15 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\TxDOT\igdstde1.dgnProject:Mayhill South$MODEL$Model:157
Standard
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Bridgeof this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:FILE:DATE:DN:CK:DW:CK:FILE:
JOB
COUNTY
SECT
DIST
REVISIONS
TxDOT JMH JTR JMH
HIGHWAY
SHEET NO.
C TxDOT
CONT
igdstds1.dgn
October 2015
I-GIRDER DETAILS
PRESTRESSED CONCRETE
IGD
HL93 LOADING SHEET 1 OF 2
L interior bent
inverted-T stem or
Face of abut bkwl,
12 Spa at 3"
= 3'-0"
15 Spa at 4"
= 5'-0"
10 Spa at 6"
= 5'-0"
15 Spa at 8"
= 10'-0"
R T
C
Bars S Cl Cov "211
12 Spa at 3"
= 3'-0"
Bars S Spa
Bars C Spa ~ 3"
S
CU
Bars perpendicular to bottom of girder
L/2 (One half span length)L/2 (One half span length)
L interior bent
inverted-T stem or
Face of abut bkwl,
C
Hold down point
C.G. of depressed strands
"e"C.G. of all strandsC.G. of straight strands "e"bkwl & inverted-T
plumb ends at abut
90° at int bents,
3"
C
1
2
4
3
Symmetrical about L
"413 2"P 6
for payment
End of girder
for payment
End of girder
C.G. of girder
12 Spa at 3""21Bars R Spa ~ 2
= 3'-0"
15 Spa at 8"
= 10'-0"= 15'-0"
15 Spa at 12"
12 Spa at 3"
= 3'-0"= 15'-0"
15 Spa at 12"30 Spa at 8" = 20'-0"
20 Spa at 6" = 10'-0"
Showing Type Tx62 & Tx70 Girders
Showing Type Tx40, Tx46 & Tx54 Girders
Showing Type Tx28 & Tx34 Girders
6" Max Spa = 1.5 x "D" (Min)
Spa at 18" Max
Spa at 18" Max
Spa at 12" Max
3'-3" Bars parallel
to girder end
(Typ)
vertically
" Chamfer43
8A thickened slab ends.
top of girders for
Do not blockout
GIRDER ELEVATION
2"
(Typ)
4"
(Typ)
4"
Bars T at 3 Eq Spa 2"
P
T
6"36""213 2"2""B""436 "434 unless noted (Typ)
"2112
"219
C "Yb""Yt""D"3"
2"
C
S
U
R
32"
C.G.
2"
(Typ)
4"
(Typ)
4"
Bars T at 3 Eq Spa 2"
T
6"36""213 2"2""B"unless noted (Typ)
"2112 "Yt"2"
S
R
C.G.
A
A
"438 C "Yb"U
32"
C
3""219 "434 "D"3"3""438 C "Yb"U
32"
C
3""219 "434 3"C.G."D"2"6"A
Bars T at 5 Eq Spa
42"
(Typ)
4"
(Typ)
4"
2"
R
2"
S
T
unless noted (Typ)2""B""2115 "Yt""413 2""413 2""413 2"6
P 6
P 6
7"
7"7""212 "411 "411 "411 TYPE Tx62 & Tx70 TYPE Tx46 & Tx54 TYPE Tx28, Tx34 & Tx40
(Typ)
chamfer
" bottom43
(Typ)
chamfer
" bottom43
(Typ)
chamfer
" bottom43
1
2
3
C
exceed the required spacing.
The average of the top and bottom spacing of Bars R cannot
abutment bkwl or inverted-T stem.
Measured along L Girder at interior bents; perpendicular to
Bundle with Bars R.
7
7
7
GENERAL NOTES:
Weight
(plf)(in. )
"Iy"
4(in. )
"Ix"
4(in. )
Area
2(in.)
"Yb"
(in.)
"Yt"
(in.)
"B"
(in.)
"D"
Type
Girder
585Tx28
Tx34 627
Tx40 669
Tx46 761
Tx54 817
910Tx62
966 1,040Tx70
28
34
40
46
54
62
70
6
12
18
22
30
"2137
"2145
15.02
18.49
21.90
25.90
30.49
33.72
38.09
12.98
15.51
18.10
20.10
23.51
28.28
31.91
52,772
88,355
134,990
198,089
299,740
463,072
628,747
40,559
40,731
40,902
46,478
46,707
57,351
57,579
630
675
720
819
880
980
GIRDER DIMENSIONS AND SECTION PROPERTIES
"213 Reinforcing bar dimensions shown are out-to-out of bar.
Cover dimensions are clear dimensions, unless noted otherwise.
"211
"211
"211
with materials used in forming anchor holes.
It is permissible for bars or strands to come in contact
otherwise noted.
(ASTM A1064) may be substituted for Bars A, C, R or T unless
An equal area of deformed Welded Wire Reinforcement (WWR)
Provide Grade 60 reinforcing steel.
Provide Class H concrete.
Designed according to AASHTO LRFD Bridge Design Specifications.
555
5
29"
3"2
4"7"5
9"2
4
5
6
7
8
9
Based on 155 pcf total weight of concrete and reinforcing steel.
for all other girders. Tie to Bars R as necessary. See standard IGMS for "Deck Forming Notes".
Space Bars A at 6" Max for girders requiring overhang bracket hangers. Space at 12" Max
" Clear Cover to Bars S.831
to be the same length as Bars T.
fabricator's option bars larger than #6 may be used. When L is less than 50 ft, Bars P are
Bars P (#6 x 15'-0") are only required when "e" at girder ends exceeds 0.25 x "D". At the
") at base. If holes are formed with sheet metal, forms may be left in place.85" x 1 43(4
for outside girder only or as shown on substructure details. Anchorage holes may be tapered
" Vertical Slotted Hole at doweled girder end [labeled (D) on Bridge Layout]. Required21℄ 4"
L/20, but not less than 5'-0" (-0,+2').
9
Date:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:28:18 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\TxDOT\igdstde1.dgn2.0000 FT / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:28:18 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\TxDOT\igdstde1.dgnProject:Mayhill South$MODEL$Model:158
Standard
Division
Bridgeof this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:FILE:DATE:DN:CK:DW:CK:FILE:
JOB
COUNTY
SECT
DIST
REVISIONS
TxDOT JMH JTR JMH
HIGHWAY
SHEET NO.
C TxDOT
CONT
igdstds1.dgn
October 2015
I-GIRDER DETAILS
PRESTRESSED CONCRETE
IGD
HL93 LOADING SHEET 2 OF 2
R
ST ST
R
T S
R R
ST
"212 3"4""215
Bar RBar RBar RBar RShowing top flg reinfL interior bent
inverted-T stem or
Face of abut bkwl,
C L interior bent
inverted-T stem or
Face of abut bkwl,
Cangle
Skew
L interior bent
inverted-T stem or
Face of abut bkwl,
C
0° SKEW 15° SKEW 30° SKEW 45° SKEW
S U
R
R
R
R
US
Showing bott flg reinfR
R
SUSU
R
R
CCCC
C C C C
L interior bent
inverted-T stem or
Face of abut bkwl,
C Ske
wangle
Sk
ew
angle
A
A A A
"43"D" Plus 4 (Typ)
4"
"433
BARS R (#4)"21"D" Minus 3 BARS S (#6)
BARS A (#3)
BARS T (#4)
1'-5"Min lap
2'-4"
1'-2"
BARS C (#4)"416 11
11
12
13
3'-0"3'-0"
GIRDER END
FOR SKEWED
GIRDER END
FOR SQUARE
BARS U (#5)
14
Top flg width minus 3"
Girder length minus 3"Tx28,Tx34 & Tx40Tx62,Tx70,Tx46 & Tx54"211 Min"212 2"MaxMin0.25 x "D"MaxWWR leg
Vertical
wire's area
deformed
of vertical
or greater
must be 40 %
wire area
Longitudinal
girder
Bottom of
REINFORCEMENT (WWR) DETAIL
OPTIONAL WELDED WIRE
WWR Detail"
See "Optional
(Typ)
Clear
"211
"211
Clear
ends at the Fabricator's option.
may be placed as shown in girder
additional top flange reinforcing
that may occur during form removal,
To control top flange cracking
REINFORCING DETAIL
OPTIONAL TOP FLANGE
PLAN OF GIRDER ENDS 10
10
13
14
11
12
strength over 60 ksi. Yield strength of WWR is limited to 75 ksi.
be reduced in proportion to the increase in reinforcement yield
For Welded Wire Reinforcement (WWR) option, area of Bars R may
No portion of bar less than 10 ft.
Increase as necessary for bars at skewed end.
Bars may be cut or bent at skewed end as required.
them to be bundled with Bars R.
to girder end as cover requirements permit, which may prevent
reinforcement placement in skewed ends. Place Bars S as close
Reinforcing patterns shown are provided as guides to determine
ST
R
"217 Bar R
L interior bent
inverted-T stem or
Face of abut bkwl,
C
60° SKEW
S
R
R
U
C
C
Ske
wangle
A
"414 "416 "212'-2
Date:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:28:39 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\TxDOT\igebste1.dgn2.0000 FT / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:28:39 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\TxDOT\igebste1.dgnProject:Mayhill South$MODEL$Model:159
DN:CK:DW:CK:FILE:
JOB
COUNTY
SECT
DIST
REVISIONS
AEE JMH TxDOT
HIGHWAY
SHEET NO.
C TxDOTof this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:CONT
igebsts1.dgn
October 2015 FILE:DATE:3"3"
1'-0"1'-0"
3"
1'-0"
3"
1'-0"
1'-0"
3"
Face of stem Face of abut bkwl
3"
3"
1
2
3
4
2
3
3"
L Inverted-T bentC
Face of stem
3"
1'-0"
3"
1'-0"
1'-0"
1'-0" ~ Parallel
3"
3"3"
1'-0"
abut bkwl
Face of
3
Girder angle
Girder angle
Girder angle
Girder angle
Girder angle
to girder (Typ)
Skew girder end
Skew girder ends
Top edge of girder Top edge of girder
Top edge of girder
Concrete Girders".
must be included in unit price bid for "Prestressed
bearings, including beveled and embedded steel plates,
Cost of furnishing and installing elastomeric
bearing layout is to be provided to the Engineer.
accordance with the bearing layout. A copy of the
bearing fabricator. Permanently mark each bearing in
orientation of all bearings must be developed by the
A bearing layout which identifies location and
Shop drawings for approval are required.
These details accommodate skew angles up to 60°.
4".21flanges is less than distance between top53"
Skew girder ends Skew girder ends whenbetween girders
Bisector of angle HL93 LOADING SHEET 1 OF 3
GENERAL NOTES:
IGEB
AND GIRDER END DETAILS
AT ABUTMENTAT CONVENTIONAL INTERIOR BENT
GIRDER END DETAILS
GIRDER CONFLICT DETAILS
AT INVERTED-T BENT W/SKEW AT CONVENTIONAL INTERIOR BENT W/SKEW AT ABUTMENT W/SKEW
AT INVERTED-T BENT
Standard
Division
Bridge
PRESTR CONCRETE I-GIRDERS
ELASTOMERIC BEARING
2
2
2
2
2
nominal ℄ bea
℄ Girder dow
this type on radial bents only.
this situation. Table reflects girder conflicts of
Girder end skew angles in Table not applicable for
See Table of Bearing Pad Dimensions for bearing size.
ends as shown in view.
be skewed to maintain the clearance between girder
When angle exceeds 0°, one or both girders ends must
treatment as shown for abutments.
elastomeric bearings must receive the same
For transition bents with backwall, girder and
from this line.
shown. The actual center of bearing pad may vary
nominal centerline of bearing must be defined as
For purposes of computing bearing seat elevations,
shown on substructure details.
Layout]. Required for outside girder only or as
Dowel at doweled girder end [labeled (D) on Bridge
5
SFS
nominal ℄ bea
℄ Girder dow
nominal ℄ bea
℄ Girder dow
nominal ℄ bea
℄ Girder dow
nominal ℄ bea
℄ Girder dow
nominal ℄ bea
℄ Girder dow
℄ G
℄
℄ Gi
℄
℄ G
℄
℄ G ℄ G
℄ Inverted-T
℄ Gi
℄ Interior
℄ Gi
℄ Gi
℄ Interior
℄ Gi
1 1
1
1
1
1
1 1
1 1
Date:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:28:43 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\TxDOT\igebste1.dgn2.0000 FT / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:28:43 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\TxDOT\igebste1.dgnProject:Mayhill South$MODEL$Model:160
DN:CK:DW:CK:FILE:
JOB
COUNTY
SECT
DIST
REVISIONS
AEE JMH TxDOT
HIGHWAY
SHEET NO.
C TxDOT
of this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:CONT
igebsts1.dgn
October 2015 FILE:DATE:0.0625"
Length or Dia
2
6
7
8
9
10
11
12
13
14
15INTERIORBOTTTOPElastomer thickness" Min163" Max8311
11
13 "432 N10
Length or Diameter
tapered elastomeric top layers.
and minimum thickness criteria for
may be sloped to satisfy maximum
the pad, except the top laminate(s)
parallel to the bottom surface of
Place 0.105" thick steel laminatesWidthDiameter"A""B""A""B"Length
12
1212
12 C8
9"3"1"Min
7
L Brg padC
76"2
11
M
in
9
"3" Abut
sInv-T
Face of cap
Equal7
L Brg padC
2
2 " 211 7
6
MinFace of cap
3"9"9"3" AbutsInv-T71"Minstem or face of bkwl
face of inverted-T
L Interior bent,C
3"9"
1"Min7
"211
7Min
L Brg padC
Face of cap
stem or face of bkwl
face of inverted-T
L Interior bent,C
Equal7
L Interior bentC
2
2" Min
(Typ)
"211
7
Min Face of cap
2
9"
3"Min
1"
7
C C
6
stem or face of bkwl
Face of inverted-T& padL Girderskew angle
Girder end
L Pad & L girder
8skew angle
Girder end
8skew angle
Girder end
8skew angle
Girder end
C CL Pad & L girder
Varies with girder
end skew angle
14
Inv-T BentsInt Bents
Cap Width
Overall
Width
Corbel
Abutments
to Face of Cap
Face of Bkwl
1'-9"3'-6"
2'-0"4'-0"
"211'-10
"212'-1
Type
Bent
Type
Girder
BACKWALLS
WITH
BENTS
TRANSITION
AND
INVERTED-T
ABUTMENTS,
BENTS
INTERIOR
CONVENTIONAL
CONFLICTS)
(GIRDER
ENDS
GIRDER
SKEWED
WITH
BENTS
INTERIOR
CONVENTIONAL
Type
Girder
Tx28 thru Tx54
Tx70
&
Tx62
Tx70
&
Tx62
Tx62 & Tx70
15
16
16
Type
Bearing
Lgth x Wdth
Pad Size
"A""B"
0° thru 21°8" x 21"------
8" x 21""211 "212
9" x 21""214 "214
15" Dia ---
13
21°+ thru 30°
30°+ thru 45°
45°+ thru 60°
G-1-"N"
G-2-"N"
G-3-"N"
G-4-"N"
G-5-"N"
G-6-"N"
G-7-"N"
G-8-"N"
G-1-"N"
G-2-"N"
G-9-"N"
G-10-"N"
G-5-"N"
G-5-"N"
G-11-"N"
G-12-"N"
---
G-1-"N"
G-5-"N"
---
---
Dimensions
Pad Clip
Range
Skew Angle
Girder End
0° thru 21°9" x 21"------
9" x 21""211 "212
"214 "214
"417
21°+ thru 30°
30°+ thru 45°
45°+ thru 60°"414 10" x 21"
10" x 21"
------
------
---
---
---
---
0° thru 60°8" x 21"------
0° thru 60°9" x 21"
------0° thru 18°8" x 21"
"211 "212 8" x 21"
8" x 21"
"213 9" x 21"
9" x 21"------
9" x 21"------
9" x 21""211 "211
9" x 21""431
18°+ thru 30°
30°+ thru 45°
45°+ thru 60°
0° thru 18°
45°+ thru 60°
30°+ thru 45°
18°+ thru 30°
3"3"
6"
------
3"
& Tx54
Tx40,Tx46
Tx28,Tx34,
& Tx54
Tx40,Tx46
Tx28,Tx34,
& Tx54
Tx40,Tx46
Tx28,Tx34,
Tx62 & Tx70
(50 DUROMETER)
ELEVATION
INVERTED-T STEM OR FACE OF BKWL
SKEWED GIRDER ENDS AT FACE OF
ROUND BEARINGS FOR
PLANS
TABLE OF MINIMUM SUBSTRUCTURE DIMENSIONS
HL93 LOADING SHEET 2 OF 3
INTERIOR BENTS
AT CONVENTIONAL
SKEWED GIRDER ENDS
INVERTED-T STEM OR FACE OF BKWL
AT INT BENTS, FACE OF
SKEWED GIRDER ENDS"41" 41" 6 req'd at 41")8Pad taper in inches (= IGEB
AND GIRDER END DETAILS
PRESTR CONCRETE I-GIRDERS
ELASTOMERIC BEARING
Standard
Division
Bridge
ELASTOMERIC BEARING PAD
LAMINATED
BEARING PAD PLACEMENT DIAGRAMS
TABLE OF BEARING PAD DIMENSIONS
5 percent Max
Bevel to match girder slope,
Int bents Int bents Int bentsfor Dowel℄ 2"& pad℄ Gfor Dowel
℄ 2"
9
in this case.
location. Location of bearing centerline is to be set as for abutments
beveled sole plate is required, use bearing type for abutments at this
If girder end is skewed for a girder conflict at an interior bent and a
See sheet 3 of 3 for beveled plate use when slopes exceed 5 percent.
the elastomeric bearings shown on this standard.
Substructure dimensions must satisfy the minimums provided to accommodate
more than IN/IN.
Fabricated pad top surface slope must not vary from plan girder slope by
(etc.)
" taper)41 N=2, (for
" taper)81 N=1, (for
Examples: N=0, (for 0" taper)
" increments) in this mark.81taper in
on the high side. The Fabricator must include the value of "N" (amount of
Indicate BEARING TYPE on all pads. For tapered pads, locate BEARING TYPE
Locate Permanent Mark here.
tapered layers.
Maximum and minimum layer thicknesses shown are for elastomer only, on
See Table of Bearing Pad Dimensions for dimensions.
for location.
Provide 2" dia hole only at locations required. See Substructure details
conflicting girders.
Girder end skew angle is equal to 90° minus the girder angle except at some
limits shown.
Place centerline pad as near nominal centerline bearing as possible between
3" for inverted-T.
vary from this line.
bearing must be defined as shown. The actual center of bearing pad may
For purposes of computing bearing seat elevations, nominal centerline of
16
Nominal â„
Nominal â„Nominal â„
Nominal â„
SFS
(NO GIRDER DOWELS)
Date:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:28:47 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\TxDOT\igebste1.dgn2.0000 FT / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:28:47 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\TxDOT\igebste1.dgnProject:Mayhill South$MODEL$Model:161
DN:CK:DW:CK:FILE:
JOB
COUNTY
SECT
DIST
REVISIONS
AEE JMH TxDOT
HIGHWAY
SHEET NO.
C TxDOT
of this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:CONT
igebsts1.dgn
October 2015 FILE:DATE:2"Length
Typ
3"
Bearing pad
6"2"2"6"3"3"
17
six required
headed studs,
" Dia x 2"21
Bearing pad
four required
" Dia screws and caps,43
~~
Screw Spacing
90°"8190°
"1613
"1671
Bevel to match girder slope
DETAIL
See HOLE 1'-7"1'-6"
C
1'-9"2'-0"2'-2"2'-2"2'-0""4
3
" Dia studs21 »¿
Pad L + 3"Pad L + 3"
17 17
and caps
" Dia screws43 L
Bearing pad
Bearing pad
"211 "211 "211
"4
3
4"4"4"4"4"4"
"43
"43 "43
" thick2
1Embedded plate, " thick2
1Embedded plate, " thick21Embedded plate,
NORMAL GIRDER END
RECTANGULAR BEARING PAD
PLAN VIEW OF SOLE PLATE DETAILS
CLIPPED RECTANGULAR BEARING PAD
SKEWED GIRDER END SKEWED GIRDER END
15" DIA BEARING PAD
SOLE PLATE NOTES:
HOLE DETAIL
SIDE ELEVATION
GIRDER DETAILS
END ELEVATION
HL93 LOADING SHEET 3 OF 3
IGEB
AND GIRDER END DETAILS
PRESTR CONCRETE I-GIRDERS
ELASTOMERIC BEARING
Standard
Division
Bridge
BEVELED PLATE DETAILS
SECTION
heads must not protrude below the bottom of the beveled plate.
Install beveled sole plates prior to shipping girders. Installed screw
deeper than 1".
" deep or21deep enough to accommodate the screws, but not less than
galvanized steel caps (16 ga Min) with a nominal 1" inside diameter and
minimum embedment into the embedded plate and galvanized cap. Provide
"43ASTM B633, SC 2, Type I. Provide screws long enough to maintain a
screws conforming to ASTM F835. Electroplating must conform to
" Dia screws must be electroplated, socket flat head countersunk cap43
galvanizing.
Tap threads in the embedded plate only. Drill and tap prior to
to plate edge is 1.25".
for skewed girder ends, minimum clearance from screw or stud centerline
When determining if relocation of screw holes and studs are necessary
galvanizing.
plate after fabrication. Seal weld caps to embedded plate before
or Gr 50. Hot dip galvanize both the embedded plate and beveled sole
Steel plate must conform to ASTM A36, A572 Gr 50, or A709 Gr 36
Item 424 apply to embedded and beveled plates.
" total. Bearing surface tolerances listed in161can not exceed
except variation from a plane parallel to the theoretical top surface
"+/-,161Thickness tolerance variation from the approved shop drawings is
on required thickness at centerline of bearing and slope of girder.
" based161 On the shop drawings, dimension sole plates to the nearest
plans. Provide for all girders in the span.
the girder slope exceeds 5 percent or if otherwise required in the
embedded steel sole plates in accordance with these details when
Provide constant thickness elastomeric bearings with beveled and
plate
Beveled
pad
Bearing
plate
Beveled
girder
Edge of
plate
Beveled
girder
Edge of
embedded plate
Surface against
plate
beveled
Bottom of
girder slope
Bevel to match
" thick21plate,
Embedded
brg seat
Level
plate
Beveled
brg seat
Level
Slotted hole
" x 2"214
18 Slotted hole
" x 2"214
18 Slotted hole
" x 2"214
18
Slotted hole
" x 2"214
18
& slotted hole
℄ Girder and p
18
end locations.
Slotted hole is required at doweled girder
and stud as shown when necessary.
girder end skew. Adjust location of screw
Cut beveled and embedded plates to match
18
℄ be
Nominal
& slotted hole
℄ Girder and p
caps
screws and
" Dia43 »¿
℄ be
Nominal
" Dia studs21
℄ be
Nominal
℄ Girder and p
â„
1" at â„
" dia screws43
countersunk, for
" Dia holes,1613 »¿
℄ be
Nominal
SFS
Date:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:29:04 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\TxDOT\igmsste1.dgn2.0000 FT / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:29:04 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\TxDOT\igmsste1.dgnProject:Mayhill South$MODEL$Model:162
Standard
Division
Bridgeof this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:FILE:DATE:DN:CK:DW:CK:FILE:
JOB
COUNTY
SECT
DIST
REVISIONS
TxDOT TxDOT JTR TxDOT
HIGHWAY
SHEET NO.
C TxDOT
CONT
igmssts1.dgn
October 2015
SHEET 1 OF 2
3"3"C
Exp joint in slab
"214 Flush withbott of slabCouplerI.D.Top of slabPipeSee DrainDetails2
BARS U (#4)
minus 4"
width
Top flange
4"4"
C-I-P DRAIN DETAILHaunchU1
HAUNCH REINFORCING DETAIL"21over 3 Girder Bar R
L Girder
TREATMENT AT GIRDER END FOR SKEWED SPANS
material may be used as a filler.
slab. Polystyrene or other suitable compressible
between top of girder and bottom of adjacent
" clearance21span, provide a minimum of
Where flanges project under slab of adjacent
"21 "21 Silicone sealant 4
Backer rod 5
TYPE A JOINT DETAIL
" R41Tool ~~Cast-in-place slab~~1"
6
2" Min, 5" Max
Haunch plus
6
3
5
4
1
2
7
8
GENERAL NOTES:
6"
Min
1"
Min
Gutter line"212" to 2 7
9
Drain Detail"
See "C-I-P
8
1'-0"MaxDRAIN DETAIL
DECK FORMWORK NOTES:
from girder end. Space hangers accordingly.
by hanger manufacturers. Do not place a hanger less than 12"
45 degrees from vertical, regardless of higher loads permitted
of 3,600 lbs, applied to and along the axis of a coil rod at
Overhang bracket hangers are limited to a safe working load
PRESTR CONCRETE I-GIRDERS
MISCELLANEOUS
SLAB DETAILS
out-to-out of bar.
Reinforcing bar dimensions shown are
noted otherwise.
Cover dimensions are clear dimensions, unless
IGMS
or abutment bkwl
approach slab,
Cast-in-place slab,
material
bituminous fiber
1" Preformed
pipe
drain
End of
are subsidiary to other bid items.
joint formers, etc.) shown on this sheet
All items (reinforcing steel, drains,
Bridge Design Specifications.
Designed according to AASHTO LRFD
3"3"
D(#4)
B(#4)"411 (Typ)SLAB SECTION WITHOUT PCP
TYPICAL PART TRANSVERSE
Top reinforcing steel not shown for clarity.
Eq Spa
(Typ)
9" Max Slab9
3
installed with the approval and direction of the Engineer.
above designs, as required for the type of rail used and its location on the structure, may be
then coat with same surface finishing material as used for outside girder face. Variations of the
or within 10'-0" of bent caps. Degrease outside of exposed PVC, apply acrylic water base primer,
and location is as directed by the Engineer. Drains are not permitted over roadways or railways,
pipe, connections and solvent welding. Bend reinforcing steel to clear PVC 1". Drain length
All drain pipe and fittings to be 4" diameter (Sch 40) PVC. See Item 481 "Pipe for Drains" for
Water may not be discharged onto girders.
Drain entrance formed in rail or sidewalk.
of joints. Type A joints are subsidiary to Item 422, "Concrete Superstructures".
The maximum distance between Type A expansion joints is 100'. See Bridge Layout for location
a backer rod cross section is not permitted. Top of backer rod must be convex as shown.
" backer rod must be compatible with joint sealant. Use of multiple pieces to create411
between 55°F and 85°F and rising. Engineer to determine allowable hours for sealant application.
Class 7 silicone sealant that conforms to DMS-6310. Install when ambient temperature is
bars B(#4) at centerline outside girder.
Bars B(#4) spaced at 9" Max with 2" end cover. Overhang option, Contractor's may end alternating
Roughen outside of PVC with coarse rasp or equal to ensure bond with cast-in-place concrete.
".21Space Bars U with girder Bars R in all areas where measured haunch exceeds 3
Date:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:29:07 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\TxDOT\igmsste1.dgn2.0000 FT / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:29:07 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\TxDOT\igmsste1.dgnProject:Mayhill South$MODEL$Model:163of this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:FILE:DATE:SHEET 2 OF 2
Standard
Division
Bridge
DN:CK:DW:CK:FILE:
JOB
COUNTY
SECT
DIST
REVISIONS
TxDOT TxDOT JTR TxDOT
HIGHWAY
SHEET NO.
C TxDOT
CONT
igmssts1.dgn
October 2015
3"
DRIP BEAD DETAIL
Inv-T stem
Y W
~~ cos (skew angle)
(Stem width minus 4")
1312
REINFORCEMENT OVER INV-T BENTS
BARS W (#4)
Girder
Girder
~~1"C
Inv-T stem
Y W
~~1312
Girder
Girder
~~1"C
L Expansion joint 10C
(Typ)
not shown for clarity.
Slab reinforcement
(Typ)
not shown for clarity.
Slab reinforcement
reinforcement not shown.
See elsewhere for additional
~
reinforcement not shown.
See elsewhere for additional
~
SHOWING EXPANSION JOINTS
Const jt
SHOWING CONST JTS OR CONTROLLED JTS6"Dowel D ~ (#11) x 1'-6"
L Inv-T bent
L Inv-T bent
11
8"8"6"10
11
12
13
14
L Controlled jointC
CONTROLLED JOINT DETAIL
Perpendicular
(For skews
over 15°)
14
to edge of flange
Lesser of 2'-0"or
CHAMFER LIMITS DETAIL
No chamfer
joints or controlled joints.
to edge of girder, at all construction
Chamfer overhang from top of slab
thru the joint.
Reinf continuous
PRESTR CONCRETE I-GIRDERS
MISCELLANEOUS
SLAB DETAILS
Chamfer Limits Detail)
" Chamfer (See43
(Saw-cutting is not allowed)
IGMS
See Span details for type of joint and joint locations.
reinforcement.
maintain cover requirements. Place parallel to longitudinal slab
Space Bars W at 12" Max (3" from end of cap). Tilt if necessary to
satisfy spacing limit. Place parallel to bent.
Space Bars Y (#4) at 12" Max. Use 2" end cover. Number of Bars Y must
Dowels D (#11) spaced at 5 Ft Max. See Inv-T bents for quantity and location.
See Layout for joint type.
jt at face of stem
Const jt or controlled
fiber material
" Pref bit21
sides of struct)
drip bead (both
" Continuous43
construction jts)
(No Chamfer at
controlled jts
Chamfer at
approved by the Engineer)
Lock, or equal as
Cap, Zip Strip, Stress
joint former (Stress
" Vinyl or plastic211 " Min212 " Min212
Date:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:29:23 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\TxDOT\igtsste1.dgn2.0000 FT / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:29:23 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\TxDOT\igtsste1.dgnProject:Mayhill South$MODEL$Model:164
Standard
Division
Bridge
DN:CK:DW:CK:FILE:
JOB
COUNTY
SECT
DIST
REVISIONS
TxDOT TxDOT JTR TxDOT
HIGHWAY
SHEET NO.
C TxDOT
CONT
igtssts1.dgn
October 2015
of this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:FILE:DATE:Field bend as shown.
AA (Top & Bott)
"433'-8
Cos O
T (Top)
1for size & spacing)
(See Slab Details
Top & Bott Reinf"OH""B"for dimensionsSee Slab Details"W" = Overall width of slabC
O
L Expansion jtC
C
for size & spacing)
(See Slab Details
Top & Bott Reinf
T (Top)C
12 Spa at
"432 " = 3'-6"
213
SLABS WITH BREAKBACK
PARTIAL PLAN FOR
C
L Expansion jtC
O
SLABS WITHOUT BREAKBACK
PARTIAL PLAN FOR
D
3
3
TYPICAL TRANSVERSE SECTION
(See Span Detail)
J
"432
T
SECTION A-A
4
3
2
1
2
" = 3'-6"2112 Spa at 3
C
L Girder
L Girder
L Girder
L Girder
3
Bars J spa at
9" Max
3"3"Slab thicknessplus 2" Min4'-0"
1'-0" along Bars D
5
5
H
T
G
D
girders
between
45° chamfer
spacing)
for size &
Slab Details
Reinf (See
Top & Bott
Slab thicknessHaunch(See Span Details)54'-0""432 " = 3'-6"2112 Spa at 3
length in overhang
D (Bott) full
J (Bott)
J (Bott)
D (Bott)
face of inverted-T stem
L interior bent or
Face of abut bkwl,
54'-0"
J (Bott)
J (Bott)
D (Bott)
length in overhang
D (Bott) full
G (Top) & H (Bott)
Bars G (Top) & H (Bott)
H (Bott)
G (Top) &
2" AND MORE OF HAUNCH LESS THAN 2" OF HAUNCH
(Showing with 2" and more of haunch)
top of girder.
end will be formed below
Bottom of thickened slab
Bars H may rest on top of girder.
bottom of thickened slab end.
" Cl Cov with Bars H and411
(Showing Prestressed Conc I-Girders at L Brg)C
Slab overhang thicknessSpa as shown.7 ~ M (Bott).7 ~ OA (Top) &Spa as shown.
7 ~ M (Bott).
7 ~ OA (Top) &
Spa as shown.
7 ~ M (Bott).
7 ~ OA (Top) &
Spa as shown.
7 ~ M (Bott).
7 ~ OA (Top) &
4 ~ K (Top)
4 ~ K (Top)
with breakbacks.
K(#4) on slabs
M(#4)
G(#4)2"J(#4)
H(#4)"411 other G(#4)
with every
OA(#5) spa
"411 for size & spacing)
(See Slab Details
Top & Bott Reinf
GENERAL NOTES:
BARS AA (#5)
["W"- (2 x"B")] Cos 0
"B"- 0.125' (Typ)
("B"- 0.125')x Sin 0 (Typ)
BARS H (#4)
BARS G (#4)
(For slabs with breakbacks)
(For slabs without breakbacks)
BARS G (#4)
("W"- 0.250') Cos 0
"OH" + 2.000'
4
BARS OA (#5)
["OH"-"B"+2'] Cos 0
("B"- 0.125')x Sin 0
"B"- 0.125'
["W"- (2 x"OH") + ("FW"-0.250')] Cos 0
3.750' Cos 0
BARS J (#4)
"FW" = girder's top flange width (ft)
(For slabs with breakbacks)
BARS OA (#5)
5.000'
5'-0"
4BARS K (#4)
BARS M (#4)
["OH"-"B"+1'] Cos 0
("B"- 0.125')x Sin 0
"B"- 0.125'
(For slabs with breakbacks)
BARS M (#4)
4.000'
(For slabs without breakbacks)
(For slabs without breakbacks)
I-GIRDER SPANS
PRESTRESSED CONCRETE
DETAILS
THICKENED SLAB END
HL93 LOADING
Details)
(See Slab
Top reinf
Details)
(See Slab
Top reinf
bkwl, centerline interior bent or face of inverted-T stem.
Thickened slab end dimensioned perpendicular to face of
Only required on slabs with breakbacks.
otherwise shown on Span Details.
Provide clear cover as indicated unless
"A"= ("OH" + 2.333' -"B") x Tan 0
inside Bar G.
End bottom transverse reinforcement steel 1'-0" beyond
End top transverse reinforcing steel at inside Bar G.
bar.
Reinforcing bar dimensions shown are out-to-out of
otherwise.
Cover dimensions are clear dimensions, unless noted
MATERIAL NOTES:
A
A
A
A
IGTS
Epoxy Coated ~ #4 = 2'-1"
Uncoated ~ #4 = 1'-5"
Provide bar laps, where required, as follows:
coated, then Bars AA, G, K, H, J, M and OA must be epoxy coated.
If slab reinforcing steel is shown on the Slab Details to be epoxy
Provide Grade 60 reinforcing steel.
and OA in the slab.
When Option 2 from PCP standard is used, provide Bars AA, G, K
PCP standard (if prestressed concrete panels are used).
These details are to be used in conjunction with the Span Details and
These details are restricted to Prestressed Concrete I-Girder Spans.
Designed according to AASHTO LRFD Bridge Design Specifications.
Spa at 8" Max = "A"
Date:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:29:34 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\TxDOT\mebcste1.dgn2.0000 ' / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:29:34 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\TxDOT\mebcste1.dgnProject:Mayhill South$MODEL$Model:165
DN:CK:DW:CK:FILE:
JOB
COUNTY
SECT
DIST
REVISIONS
TxDOT TxDOT TxDOT TxDOT
HIGHWAY
SHEET NO.
C TxDOT
of this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:CONT
mebcsts1.dgn
October 2015 FILE:DATE:4'-0"
(Typ)
4'-0"
(Typ)
L Bent L BentC
C
C
1
2
3
4
5
6
7
60' Max
Mid span
1
1
Less than 45°"212 "412 "214 "412 "21"21"212 "211
41
41
Clip
"43" x 43
21 x 3 212 - PL
C
21 x 3 212 - PL
C
"434 "431 "431
L Girders/Beams
Diagonal bracing on first girder/beam erected Girder/Beam6" (Min)depth plusflange edge.
to prevent breaking of
Wood blocking as required
7 7
4
5
See Detail "B""211 or
1'-0"
(Min)4" (Typ)2
4
3
See Detail "B"
or
1'-0"
(Min)4" (Typ)4
3
K
0" Min
L GirderC
5
2 x 8
Spacer
1 x 8
and Ty VI (Min)
4 x 6 Timber Tx62,Tx70
Tx54 and Ty A,B,C,IV
4 x 4 Timber Tx28 thru
Girder Bar R
See Detail "A"
corner of girder)
and brace against
Timber (Notch
8
8designation.
ASTM A653, G165 coating
steel strap. Galvanize per
"2112 gage (0.105" thk) x 2
erected in the span in each phase.)
(To be used on both ends of the first girder/beam
3" Max
beyond anchor
"21Strap end 1
9
6
(1'-2" Min embed)
A449 anchor bolt
" A193 Gr.B7 or87
9
Min embed)
" proj, 1'-2"43(1
or A449 anchor bolt
" Dia A193 Gr.B787
" hole for1615L
wire rope, Min
" General purpose21
as shown
timber
Notch
omitted.
phase construction joint is between girders, top bracing can be
of completed phase and adjacent girder of current phase. When the
place erection and slab placement bracing between outer girder
a phase as shown in these details. For phases after first, also
Place erection and slab placement bracing for all girders in
needed in all cases to meet requirements for Slab Placement Bracing.
as required for slab placement is in place. This standard is
erection of each girder and remain in place until additional bracing
Required erection bracing must be placed immediately after
fulfilling the bracing requirements of Item 425.
Erection bracing details shown are considered the minimum for
take care in handling to minimize inertial and impact forces.
and erection; lift with vertical lines using two machines; and
ends; use external lateral stiffening devices during hauling
lifting devices at the maximum practical distance from girder
following methods to improve stability is encouraged: Locate
long, especially during hauling and erection. The use of the
instability of prestressed concrete girders and beams over 130'
The Contractor's attention is directed to the possible lateral
is formed with PMDF or plywood.)
(This option is not allowed when slab
top and bottom
bracing
Horizontal
hole centered in strap
" Dia1611capacity required.
3" Min embed, 6 ultimate shear
" Min dia expansion anchor, 85
ERECTION BRACING
PLAN
HAULING & ERECTION:
ERECTION BRACING:
PHASED CONSTRUCTION:
DETAIL "A"
END VIEW
DIAGONAL BRACING DETAILS
FOR ERECTION BRACING, OPTION 1
FOR ERECTION BRACING, OPTION 2
HORIZONTAL BRACING DETAILS
PLAN
DETAIL "B"PLAN
ANGLE BRACE DETAILS
ELEVATION
SHEET 1 OF 2
MINIMUM ERECTION AND
BRACING REQUIREMENTS
I-GIRDERS AND I-BEAMS
PRESTRESSED CONCRETE
MEBR(C)
21x 4
83L 4 x 4 x Standard
Division
Bridge
minimum pullout. Core drill hole.
Anchor bolt may be drilled and epoxied in place. Provide 25k
girders' top flange and slope between flange tips.
Prior to installing, field bend strap to lay flush on both
It is acceptable to tie anchor bolts to cap reinforcement.
against the live end and U-bolts bearing aginst the dead end.
loops in cable. Install cable clamps with saddles bearing
minimum 25 kips breaking strength. Use thimbles at all
All hardware used with cable must be able to develop a
Pressure treated landscape timbers can not be used.
to timbers.
Use wedges as necessary to obtain tight fit. Nail wedges
together with 16d nails.
Clear distance between spacers must not exceed 3'. Nail
be bent down and welded to girder Bars R (See Sheet 2 of 2).
to additional panel erection. Bars can rest on panels and
one at a time, during panel erection. Re-install bar prior
deck with prestressed panels, bars can be temporarily removed,
Place and weld #5 bars as shown during erection. If forming
This may prevent exterior girder from being erected first.
other side of girder/beam and place square to girder/beam.
If angle shown exceeds 120 degrees, move diagonal brace to
cap
Edge of
cap
Edge of
bolt
L Anchor
at nearest end of beam
Attach to girder Bar R
come-along)
turnbuckle or
Cable (with
(Typ)
5" Min
(Typ)
5" MinBrace Details
See Angle
Brace Details
See Angle
(Typ)
Tight fit
cable at bolt.
(lgth = 6"). Loop
" Dia A325 bolt211
" Dia hole for1691
(notched)
2~2 x 8 Timbers
Timber
4 x 4
(Typ)
Tight fit
with nut & washers
" Dia bolt83
2~2 x 4 Timbers
1~4 x 4 or
girder Bar R
Weld #5 bar to
Spacers
1 x 8
(Typ)
Tight fit Timber
4 x 4
(notched)
2~2 x 8 Timbers
Spacers
1 x 8
2~2 x 4 Timbers
1~4 x 4 or
with nut & washers
" Dia bolt83
Date:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:29:37 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\TxDOT\mebcste1.dgn2.0000 ' / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:29:37 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\TxDOT\mebcste1.dgnProject:Mayhill South$MODEL$Model:166
DN:CK:DW:CK:FILE:
JOB
COUNTY
SECT
DIST
REVISIONS
TxDOT TxDOT TxDOT TxDOT
HIGHWAY
SHEET NO.
C TxDOT
of this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:CONT
mebcsts1.dgn
October 2015 FILE:DATE:L BentC
4'-0"
(Typ)
C
B
C
A
Girder or Beam Type
Maximum Bracing Spacing
2
3
See Detail "B"
or
1'-0"
(Min)4" (Typ)4
3
L Girders/Beams
2 x 8
Spacer
1 x 8
2
3
4
5
See Table A
8
Tx28
Tx34
Tx40
Tx46
Tx54
Tx62
Tx70
IV
VI
2.0 ft
3.0 ft
4.5 ft
1.5 ft
2.0 ft
2.0 ft
4.0 ft
4.0 ft
B
C
A
Girder or Beam Type
Maximum Bracing Spacing
Tx28
Tx34
Tx40
Tx46
Tx54
Tx62
Tx70
IV
VI
after PCP and slab placement.
designation. Leave in place
ASTM A653, G165 coating
steel strap. Galvanize per
"2112 gage (0.105" thk) x 2
8
points41 points41 points41 points81
points41 points41 points41 points81
points41 points81 points41 points81
points41 points81 points41 points81
points41 points81 points41 points81
points41 points81 points41 points81
points41 points81 points41 points81
points81 points81
points81 points81
points81 points81
points41 points81
points41 points81
points41
points41
"Anchor Bolts".
Furnish anchor bolts and nuts in accordance with Item 449,
shown.
must be capable of developing the full strength of the cable
All turn-buckles, come-alongs, anchors and other connections
and beams is permissible.
Removal of bracing for short periods of time to align girders
safety of the structure.
of the responsibility for the adequacy of the bracing and the
Use of these systems or details does not relieve the Contractor
Engineer prior to erection.
details of such systems are submitted to and approved by the
Systems equal to or better than those shown may be used provided
conditions to the Engineer for approval prior to erection.
The Contractor must submit proposed bracing details for such
Bracing details for spans longer than 150' are not provided.
concrete has attained a compressive strength of 3000 psi.
Required slab placement bracing must remain in place until slab
fulfilling the requirements of Specification Items 422 and 425.
The details for slab placement bracing are considered minimum for
See Detail "B""211 or
1'-0"
(Min)4" (Typ)4
5
0" Min
3" Max
beyond anchor
"21Strap end 1
L GirderC
K
less than 4'-0"
Slab Overhang
4'-0" and greater
Slab Overhang
less than 4'-0"
Slab Overhang
4'-0" and greater
Slab Overhang
10
11
10
11 11 1111
4'-0"
(Typ)
L BentC
when slab is formed with PMDF or plywood.)
(Showing slab formed with PCP. This option is not allowed
(Showing slab formed with PCP.)
used with PMDF or plywood forms.
PCP placement. Do not bend when
Field bend as necessary to allow
top and bottom
bracing
Horizontal
hole centered in strap
" Dia1611capacity required.
3" Min embed, 6 ultimate shear
" Min dia expansion anchor, 85
TABLE A
OPTION 2-FLEXIBLE BRACING (NO. 5 OVER PCP)OPTION 1-RIGID BRACING (STEEL STRAP)
SLAB PLACEMENT BRACING
FOR SLAB PLACEMENT BRACING, OPTION 1 - RIGID
PLAN
DETAIL "B"
GENERAL NOTES:
SLAB PLACEMENT BRACING:
FOR SLAB PLACEMENT BRACING, OPTION 2 - FLEXIBLE
HORIZONTAL BRACING DETAILS
SHEET 2 OF 2
MINIMUM ERECTION AND
BRACING REQUIREMENTS
I-GIRDERS AND I-BEAMS
PRESTRESSED CONCRETE
MEBR(C)
Standard
Division
Bridge
based on largest overhang.
When overhang varies in span, determine bracing spacing
Measure slab overhang from centerline of girder or beam.
and last typical brace location.
points ) measured between first81 and 41Bracing spacing (
girders' top flange and slope between flange tips.
Prior to installing, field bend strap to lay flush on both
Pressure treated landscape timbers can not be used.
to timbers.
Use wedges as necessary to obtain tight fit. Nail wedges
together with 16d nails.
Clear distance between spacers must not exceed 3'. Nail
be bent down and welded to girder Bars R.
to additional panel erection. Bars can rest on panels and
one at a time, during panel erection. Re-install bar prior
deck with prestressed panels, bars can be temporarily removed,
Place and weld #5 bars as shown during erection. If forming
of girder Bar R
Weld #5 bar to both legs
with nut & washers
" Dia bolt83
2~2 x 4 Timbers
1~4 x 4 or
Timber
4 x 4
(Typ)
Tight fit
Spacers
1 x 8
(notched)
2~2 x 8 Timbers
Spacers
1 x 8
(notched)
2~2 x 8 Timbers
Timber
4 x 4
(Typ)
Tight fit
2~2 x 4 Timbers
1~4 x 4 or
with nut & washers
" Dia bolt83
Date:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:29:54 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\st\Drawings\South\TxDOT\csabste1.dgn2.0000 FT / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:29:54 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\st\Drawings\South\TxDOT\csabste1.dgnProject:Mayhill South$MODEL$Model:DISCLAIMER: The use of this standard is governed by the "Texas Engineering PracticeAct". No warranty of any kind is made by TxDOT for any purpose whatsoever.TxDOT assumes no responsibility for the conversion of this standard toother formats or for incorrect results or damages resulting from its use.1LEVELS DISPLAYED PATH:
BRIDGE ABUTMENT
Texas Department of Transportation
HIGHWAYJOBSECTCONTROLCOUNTY
FEDERAL AID PROJECT SHEET
FILE:
REVISIONS
C TxDOT
CK:DN:TxDOT TxDOT CK:TxDOTDW: TxDOT
DISTRICT
Bridge Division
April 2006
SECTION A-AVariesVaries1'-0"1'-0"1'-0"2'-0"2'-0"1'-1"GENERAL NOTES:1'-0"
1
Limit of CSB
Wingwall
End of
than 1:1
No steeper
1
1
1
PLAN
Abutment
Backfill
Cement Stabilized
Backfill
Cement Stabilized
than 1:1
No steeper
1
Approach Slab
Bridge
Abutment
Wingwall
Wingwall
Deck
Bridge
~
~
Varies
Backfill
Cement Stabilized
Typ Pavement
Section
Wingwall
End of
1
Slab
Approach
End of
A
A
Abut Bkwl
Face of
WITHOUT APPROACH SLABPavement Thicknesselsewhere for dimensionSee appropriate detailsWITH APPROACH SLAB
Pavement
lieu of wingwalls.
Concrete Block retaining walls are used in
These details do not apply when MSE or
See Bridge Layout for actual skew direction.
Details are drawn showing left forward skew.
at bridge abutments.
Backfill for Structures", to the limits shown
the requirements of Item 400, "Excavation and
Provide Cement Stabilized Backfill meeting
CEMENT STABILIZED
CSAB
ABUTMENT BACKFILL
csabste1.dgn
Showing Skew
2
2
2
3
sheeting are examples.
2 layers of heavy mil polyethylene
2 layers of 30 Lb roofing felt or
breaker if permitted by the Engineer.
Other materials can be used as a bond
(approximate) bench depths.
Bench backfill as shown with 12"
steeper than 1:1 at bottom of backfill.
limits as required to maintain a slope no
is at end of wingwall. However, extend
Usual limit of Cement Stabilized Backfill
3
08-2007: Added Note 3.
between approach slab and CSB.
Place 1" Min ACP bond breaker
167
N:\st\Drawings\South\TxDOT\rlstd021-20.dgnDec. 03, 2021 - 12:30:12 PM$TIME$Standard
Division
Bridgeof this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:FILE:DATE:SHEET 1 OF 3
DN:CK:DW:CK:FILE:
JOB
COUNTY
SECT
DIST
REVISIONS
TxDOT TxDOT TxDOT TxDOT
HIGHWAY
SHEET NO.
C TxDOT CONTSeptember 2019
CL Slab Jt
CBB
6"6"4"2"4"(Typ)(Typ)1"A A
Wingwall
Abutment
Limits of
Wingwall Length
(Variable) 6'-0" Min
1'-0"
Omit if less3"3"Pilaster Spacing
(Typ)(Typ)
L Interior BentC
Same Criteria as End SpanApprox 1/3 Span LengthApprox 1/3 Span LengthApprox 1/3 Span Length
C
Const Jt (Typ)
Permiss
Const Jt (Typ)
Permiss
6"
Rail for payment
End of Bridge
Abut Pilaster21
Abut Bkwl
Face of
(Typ)" Pref Bitum Fiber Material21Slab
~
ROADWAY ELEVATION OF RAIL
ABUTMENT PILASTER SPAN PILASTER SPAN PILASTER
Abutment Pilaster plus Span Length)21End Span Length = ( Span Length = (Span Length)
C
11
9
7
6 5 5
4
7
7 8
SLAB BREAKBACK
WITH
PILASTER
BENT
SLAB BREAKBACK
WITHOUT
PILASTER
BENT
L Abut Pilaster CL Bent PilasterCL Span Pilaster
1
C
Connector
Terminal
L Thrie-Beam
3'-0"
than 2'-0"
2 3 2
(Showing without raised sidewalk)
1
2
3
10
11
4
5
6
7
8
9
R(#7)
(Typ)
S(#5)
H(#5)
2"
2"2"
9" Max
S(#5) at5"R WH(#5)9"6" Max
WU(#5) at
requirements.
maintain cover
slightly to
be rotated
Bars S can
requirements.
maintain cover
slightly to
be rotated
Bars WU can
TYPICAL REINFORCING PLACEMENT
ELEVATION SHOWING
9" Max
U(#5) at10""211 Bars WH"21Spa ~ 4 (Showing without raised sidewalk)
10
9
11
SECTIONELEVATION
Wingwall
Top of Abut
(Showing parapet with Pilaster on 6'-0" Wingwall)
TERMINAL CONNECTION DETAILS
9
1'-9""16133 C
1Connector
Terminal
L Thrie-Beam
10
"8
57
8"1'-8""215 1"
1 "21
1"DETAIL "A"
6""21"2110"1" (Typ)1" (Typ)7"1"2'-9"
SeeSee
Bars S
1"1"1"
3"3"1'-0"
"212 1"1'-0"
Typ
"214
"211 "211 "211 "211 "211 2"Slab
Edge of
Slab
Edge of
2" ChamferChamfer
WH(#5)
S(#5)2"SECTION A-A
Side
Traffic
3'-3"
4 Eq Spa = 2'-9"
outside face
3"3"
SECTION B-B
outside face
2 Eq Spa
2 Eq Spa =
outside face
1'-2"
Chamfer and
Bars S
SECTION C-C
Detail "A"DETAIL "A"
Field Bend
See "Roadway
Elevation of Rail"
5 5
COMBINATION RAIL
TEXAS CLASSIC
TYPE C411
to speeds of 45 mph or less.
The use of this railing is restricted
Connection Details"
See "Terminal
1'-6" (Typ)
" Preformed Bituminous Fiber Material at joints.21Shift U Bars from region below
from end of rail when Terminal Connections are required. Field bend as needed.
Place 4 additional Bars WH(#5) 3'-8" in length inside Bars S(#5) and centered 2'-0"
Increase 2" for structures with overlay.
when rail extends over expansion joint. Shift Bars U as necessary.
Place Preformed Bituminous Fiber Material between slab and rail
compound to prevent drainage and staining.
is not left in place, plug the bottom 6" with slab joint sealing
molded cork granules, sponge rubber sheet, etc. If forming material
and compressible, such as the following materials: polystyrene,
material used in joints may be left in place if it is light in color
joints and over sealed deck joints must be plugged. Forming
if slab joint opening is not sealed. Joints over construction
" Max in width. Joints must be open43" Min to 41must be
joint opening, except that Rail Joints over construction joints
Provide rail joints at ends of all spans the same width as Slab
Min = 6", Max = 1'-3".
".21Min = 3", Max = 7
Pilasters in a span. Dimension may vary from span to span,
Dimension is the same for all posts adjacent to Span
span length (Approx) for spans greater than 100 ft.
are 100 ft and less, as shown. Space Span Pilasters at 1/5
Space Span Pilasters at 1/3 span length (Approx) when spans
amount in exterior bays (Note 2).
Number of windows in interior bay(s) are not less than the
Number of windows in exterior bays are equal.
along the embankment unless otherwise shown in the plans.
Beam Guard Fence Transitions to the bridge rail and extend
for under the Item "Metal Beam Guard Fence". Attach Metal
Terminal Connectors and associated hardware are to be paid
" beyond nut.43" to 21length to extend
sidewalks are adjacent to back of rail. Provide bolts of sufficient
recesses. Bolt recesses are only required when pedestrian
placement of reinforcing steel as necessary to avoid bolt holes and
holes and recesses. Percussion drilling is not permitted. Adjust
" Dia x 2" deep recesses. Form or core21℄ 5 ~ 1" Dia holes a
manufacturer.7-20: Bronze star change to one
rlstd021-20.dgn
168
N:\st\Drawings\South\TxDOT\rlstd021-20.dgnDec. 03, 2021 - 12:30:16 PM$TIME$Standard
Division
Bridgeof this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:FILE:DATE:SHEET 2 OF 3
DN:CK:DW:CK:FILE:
JOB
COUNTY
SECT
DIST
REVISIONS
TxDOT TxDOT TxDOT TxDOT
HIGHWAY
SHEET NO.
C TxDOT CONTSeptember 2019
1'-0""416 8"Min3'-6"~3'-6"1'-0"WU(#5)
or CRCP
Slab
Approach
OR CIP RETAINING WALLS
ON ABUTMENT WINGWALLS
Reinforcing
Vertical
(Typ)
3"
S(#5)
WH(#5)3'-8"1"1"2"1'-0"
1'-0"
1"
1"
1"
1"
(Typ)
H(#5)
R(#7)
S(#5)
U(#5)
POST ON BRIDGE SLAB
SECTION THRU
(Showing Pilaster)
2""416 8"Min3'-6"H(#5)
U(#5)
WINDOW ON BRIDGE SLAB
SECTION THRU
R(#7)
form removal
for ease of
of all windows
at top & bottom
3% Draft permiss
(Typ)
" Chamfer43
(Typ)
" Chamfer43 (Typ)
" Chamfer43
(Typ)
Chamfer
"211 "212 1"4"4"1"1"1"
1'-0"2"
Nominal Face of Rail
Nominal Face of Rail
1'-0"
10""212 "214 "214 1'-0"
Nominal Face of Rail
5"5"
Sidewalk
and/or
Top of Slab
Sidewalk
and/or
Top of Slab
" Chamfer43
SECTIONS THRU RAIL WITHOUT RAISED SIDEWALK
12
13
14
13
14
9
9
9
9
9
9
9
"434
2""215 "215 Raised Sidewalk
3" plus or minus to tie reinforcing.
Top longitudinal slab bar may be adjusted laterally
furnished at the Contractor's expense.
approval of the Engineer. Such bars must be
longitudinal bars may be used in the slab with the
As an aid in supporting reinforcement, additional
wingwalls or retaining walls on traffic side of wall.
cover over horizontal reinforcing in abutment
" when vertical reinforcing has closer clear415
Increase 2" for structures with overlay.
12
13
14
15
9
1'-0""416 8"Min3'-6"~3'-6"1'-0"WU(#5)
or CRCP
Slab
Approach
OR CIP RETAINING WALLS
ON ABUTMENT WINGWALLS
Reinforcing
Vertical
(Typ)
3"
S(#5)
WH(#5)3'-8"1"1"2"1'-0"
1'-0"
1"
1"
1"
1"
(Typ)
H(#5)
R(#7)
S(#5)
U(#5)
POST ON BRIDGE SLAB
SECTION THRU
(Showing Pilaster)
2""416 8"Min3'-6"H(#5)
U(#5)
WINDOW ON BRIDGE SLAB
SECTION THRU
R(#7)
form removal
for ease of
of all windows
at top & bottom
3% Draft permiss
(Typ)
" Chamfer43
(Typ)
" Chamfer43 (Typ)
" Chamfer43
(Typ)
Chamfer
"211 "212 1"4"4"1"1"1"
1'-0"2"
Nominal Face of Rail
Nominal Face of Rail
1'-0"
10""212 "214 "214 1'-0"
Nominal Face of Rail
5"5"
15
Sidewalk
Top of Raised
SECTIONS THRU RAIL WITH RAISED SIDEWALK
15
Sidewalk
Top of Raised
" Chamfer4315
12
13
14
13
14"215 2""215 COMBINATION RAIL
TEXAS CLASSIC
TYPE C411
"434
recycled tire rubber
" Rebonded21
recycled tire rubber
" Rebonded21
manufacturer.7-20: Bronze star change to one
rlstd021-20.dgn
169
N:\st\Drawings\South\TxDOT\rlstd021-20.dgnDec. 03, 2021 - 12:30:19 PM$TIME$Standard
Division
Bridgeof this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:FILE:DATE:SHEET 3 OF 3
DN:CK:DW:CK:FILE:
JOB
COUNTY
SECT
DIST
REVISIONS
TxDOT TxDOT TxDOT TxDOT
HIGHWAY
SHEET NO.
C TxDOT CONTSeptember 2019
3"3"3"3"1'-2"
L PilasterC
C
2"2"1'-7"2'-7"2'-9"2'-9"
plans)
elsewhere on
(Use if shown
Bronze Star
Date
Embossed
Wall Slab
9"R2'-0"6"6"6"9"9"9"9"9"9"1"1"1"1"1"1"2'-0"2'-0"4"R
12"R "211 "217 8"10"
Typ
8"10"
TypTyp
10"8"
BENT SPAN TYPE A TYPE B TYPE C
WINDOW TYPESEXTERIOR PILASTER ELEVATIONS
ABUTMENT
7
16
7
9 9 9
(Showing without raised sidewalk)
Sidewalk
and/or
Slab
Top of
17
9
9
2""21C
36°(Typ)1"813"(Typ)
Braze
BRONZE STAR DETAIL
2"
6"R
Typ6"
6"
10"3'-4"6" Laplap on top
Install with
BARS WU (#5)
" Dia Studs83L 2 ~
BARS S (#5)BARS U (#5)
2019
18
on top of slab or wall
Installed bar may rest
18 Pin
Bending
" Dia433
9 9
9
16
17
18
19
20
9
7"431'-1 5""411'-10 GENERAL NOTES:
MATERIAL NOTES:
CONSTRUCTION NOTES:
COMBINATION RAIL
TEXAS CLASSIC
TYPE C411
Mounting Holes
" Dia85L
of bar.
Reinforcing bar dimensions shown are out-to-out
noted otherwise.
Cover dimensions are clear dimensions, unless
2014
smaller due to shrinkage after casting.
Bronze Star dimensions of the final product can be slightly
Fiber Material to gain cover.
Reduce by 2" or field bend over Preformed Bituminous
Use sidewalk height at rail's location.
For raised sidewalks, add sidewalk height to total bar height.
Dimensions must be the same on each side of joint.
one Abutment only or as directed by the Engineer.
" recess. Placed at41High "Plantin Bold" Typeface with
Construction year (use if shown elsewhere on plans) 3"
Increase 2" for structures with overlay.
compound to prevent drainage and staining.
is not left in place, plug the bottom 6" with slab joint sealing
molded cork granules, sponge rubber sheet, etc. If forming material
color and compressible, such as the following materials: polystyrene,
material used in joints may be left in place if it is light in
joints and over sealed deck joints must be plugged. Forming
if slab joint opening is not sealed. Joints over construction
" Max in width. Joints must be open4
3" Min to 4
1must be
joint opening, except that Rail Joints over construction joints
Provide rail joints at ends of all spans the same width as Slab
Footprintof Slab.
Outside Edge
Abut Wingwall
of Slab or
Outside Edge
Traffic Side of RailRail
Example showing Slab Expansion Joints without breakbacks.
PLAN OF RAIL AT EXPANSION JOINTS
rail, as shown.
Fiber Material under concrete
" Preformed Bitumuminous21
Cross-hatched area must have
℄ Concrete Rail Foot
Joint
Expansion
℄perpendicular to slab outside edge.
of ℄ Slab Expansion Joint, ℄ Rail Footpr
Rail Expansion Joint must be at the intersection
℄ Concrete Rail Expansion Joint. Locati
pilasters is 350 plf.
Average weight of railing with no overlay increase and no
for approval.
and spacing to first window (see Note 6) to the Engineer
pilaster locations, number of windows between pilasters
Submit erection drawings showing span number, span
identity.
bronze stars, inclusion of construction year with abutment
with the number of windows, window type, inclusion of
dimensions with the number of span pilasters, dimensions
See Bridge Layout or other plan sheets for the following:
Shop drawings will not be required for this rail.
details elsewhere in plans for these modifications.
modification for select structure types. See appropriate
Rail anchorage details shown on this standard may require
providing more than 5" movement.
Do not use this railing on bridges with expansion joints
speed use, speeds of 45 mph and less.
fence transition is used. This rail is only approved for low
speeds of 45 mph and less when a TL-2 or TL-3 rated guard
test to meet MASH TL-2 criteria. This rail can be used for
This rail has been successfully evaluated by full-scale crash
Epoxy coated ~ #7 = 4'-4"
Epoxy coated ~ #5 = 3'-0"
Uncoated or galvanized ~ #7 = 2'-11"
Uncoated or galvanized ~ #5 = 2'-0"
Provide bar laps, where required, as follows:
following composition: Copper 85 %, Tin 5 %, Lead 5 %, Zinc 5 %.
Bronze Star must be cast of architectural bronze having the
epoxy coated or galvanized.
Epoxy coat or galvanize all reinforcing steel if slab bars are
Provide Grade 60 reinforcing steel.
concrete if shown elsewhere in the plans.
Provide Class "C" concrete for railing. Provide Class "C" (HPC)
shown elsewhere on the plans.
Apply a one rub finish to all railing surfaces unless otherwise
otherwise approved.
Face of rail and pilasters, parapet must be plumb unless
visible epoxy "squeeze out" from under star.
adhesive. Clamp star until epoxy achieves set. Remove any
Attach Bronze Star with a Type III Class C, D, E, or F epoxy
manufacturer.7-20: Bronze star change to one
rlstd021-20.dgn
Corpus Christi, Texas
1. Southwell Company
One known manufacturer is:
170
N:\if\Drawings\DTCA\Details\Illumination\blstde01.dgnDec. 03, 2021 - 12:30:56 PM$TIME$DOCUMENT NAMEDATE TIMEStandard
Division
Bridgeof this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:FILE:DATE:DN:CK:DW:CK:FILE:
JOB
COUNTY
SECT
DIST
REVISIONS
TxDOT TxDOT TxDOT TxDOT
HIGHWAY
SHEET NO.
C TxDOT CONTApril 2019
DETAILS
BRIDGE LIGHTING
BL
SHEET 1 OF 2
SEE DETAIL "A"
6"
2"
7'-0"
7'-0"
PLAN
ELEVATION
Edge of bridge slab
Girder flange edge
BARS F (#6)
BARS E (#6)2'-1"BARS S (#3)
C
ILLUMINATION POLE BRACKET LOCATION AND REINFORCING
C
(Bott)
Bars F
(Bott)
Bars E
DETAIL "A"12"1"+-Edge of precast panel
1'-6" Usual
6" Min
TYPICAL BRIDGE ELEVATION
3 4
5
6
7
8
Conduit
1'-9"
3"
#6 Bars F (2~top, 2~bott)
#6 Bars E (1~top,1~bott)
#3 Bars S
and F
Bars E
L Girder
4'-0" Min
IN
CIRCLE DIAMETER
ANCHOR BOLT
DIAMETER
ANCHOR BOLT
IN IN IN IN IN IN
X 13 X 1'-1"21PL 13
15
854
1655 411
411
211
411
211
219
2110
1
CONCRETE STEEL
ANCHOR BOLT HOLE SIZE
precast panels.
conflict with
panel if in
to girder or over
and F parallel
bottom Bars E
Field bend
C
4"(Typ)"2110 "2110
11
2
132'-6"1'-3"1'-3"1
1
3'-0"
OFFSET
ANCHOR BOLT
Span 8 Max
GENERAL NOTES:
ESTIMATED QUANTITIES~ONE BRACKET
ITEM UNIT QUANT
CONCRETE
REINFORCING STEEL
STRUCTURAL STEEL
CONDUIT
0.2
146
112
4
LB
LB
CY
LF
10 11
10
11
12
2
3
4
5
6
7
8
9
1
9 10
10
12
13
2"6"2'-2""217 thrd lgththrd lgthLock washer (Typ)thicknessplaces (Typ)
Tack weld 3 9" Min (Typ)" Min (Typ)212 Max (Typ)
"81" or 161
(Typ)
(ASTM F436)
steel washer
Hardened
(Typ)
(ASTM F436)
steel washer
Hardened
ANCHOR BOLT ASSEMBLY
Bolt Assembly".
See "Anchor
℄ Anchor b
℄
℄ Pole and br
over top of panel.
Field bend or extend
(Typ)Radius corners (Typ)
ANCHOR BOLT PLATE
2
MATERIAL NOTES:
2
ANCHOR BOLT PLATE SIZE
TOP AND BOTTOM
Square ~ See tableANCHOR BOLT PLATE
DIAMETER IN TOP
CENTER HOLE
TABLE OF ANCHOR BOLT AND ANCHOR BOLT PLATE INFORMATION
Bolt proj" ± (Typ)838 (See table for anchor bolt diameter)ProjBoltcircle
bolt
Anchor
concrete
holes thru
L Formed
pole
L Illumination
overhanging slabs)
(Structures with
beams or girders.
and F over precast
Bend lower Bars E
girder
Edge of
(See table)
circle diameter
Anchor bolt
plate only.
diameter in top
Center hole
diameter (Typ)
Bolt hole
shoe base PL
Illumination pole
Bracket thicknessEdge of deck drain
(ASTM A36)
21Anchor bolt PL
(ASTM A36)
21Anchor bolt PL
(Typ)
or A563 Gr DH)
(ASTM A194 Gr 2H
Heavy hex nut
Gr B7) (Typ)
Gr 55 or A193
(ASTM F1554
℄ Anchor 12" Min12" Min Bracketblstde01-19.dgn
4 Spa at 5" = 1'-8"
Min
"21 X 1'-3 21 X 15 21PL
bolt, and anchor bolt plate information.
See "Anchor Bolt Assembly", "Anchor Bolt Plate", and table for anchor
plans).
Additional to main run (size and type as shown elsewhere on the
prior to ordering.
Anchor bolts, nuts, washers, and 2 plates. Verify anchor bolt lengths
For Contractor's information only.
Variation due to slab thickness is insignificant.
" Min cover and always beneath top layer slab reinforcing.211
" Min.21Clear rail anchors, drains, etc 1
girder flange edge.
and F proportionally to ensure Bars E and F extend 1'-6" Min beyond
If slab edge to girder flange edge exceeds 3'-11", lengthen Bars E
F beneath top slab reinforcing only if necessary to provide this cover.
Provide same clear cover required for bridge slab. Place Bars E and
Ream burrs and install bell ends or bushings on all conduit ends.
6" and provide water tight cap.
If lighting is to be placed on future contract, extend conduit only
See table for hole diameter size.
See table for anchor bolt offset dimension." Min (Typ)211'-10 Reinforcing bar dimensions shown are out-to-out of bar.
Cover dimensions are clear dimensions, unless noted otherwise.
See Roadway Illumination Poles standard for details and notes not shown.
conflict with other components of the bridge may be relocated as necessary.
and location of brackets is shown elsewhere on the plans. Brackets found to
The type and size of conduit, the anchor bolt circle diameter, and the number
Item "Roadway Illumination Assemblies".
The anchor bolts, nuts, washers, and anchor bolt plates are subsidiary to the
average surrounding terrain.
special design is required if luminaire mounting height exceeds 100 ft above
1.6 sq ft EPA at maximum design wind speed of 110 mph (3 second gusts). A
Designed for up to 50 ft light pole with one 12 ft arm, 60 lb luminaire with
to the Item "Reinforced Concrete Slab".
monolithically with the bridge slab. The bracket quantity is considered subsidiary
Concrete for Illumination Pole Brackets must be of the same type and placed
galvanized.
Epoxy coat or galvanize all reinforcing steel if slab bars are epoxy coated or
Provide Grade 60 reinforcing steel.
damage from tack welding per Item 445, "Galvanizing".
Galvanize anchor bolts, nuts, washers, and anchor bolt plates. Repair galvanizing
171
N:\if\Drawings\DTCA\Details\Illumination\blstde01.dgnDec. 03, 2021 - 12:30:59 PM$TIME$DATE TIMEDOCUMENT NAMEStandard
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Bridgeof this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:FILE:DATE:DN:CK:DW:CK:FILE:
JOB
COUNTY
SECT
DIST
REVISIONS
TxDOT TxDOT TxDOT TxDOT
HIGHWAY
SHEET NO.
C TxDOT CONTApril 2019
DETAILS
BRIDGE LIGHTING
BL
SHEET 2 OF 2
JUNCTION BOX LOCATION
See Elevation View for curb modifications
SHOWING T551, T552, AND T80HT
2" Dia conduit
"217
2" Dia conduit
"217
ELEVATION VIEW
1'-6"
2'-0"3"3"3"
6"
Typ9"Top of deck
reinforcing.
longitudinal rail
Lap 1'-3" Min with
2~#5 Bend as shown.
Rail anchor bars
Wingwall
6"
TREATMENT AT END OF BRIDGE
ELEVATION
PLAN
Grade
CONDUIT EXPANSION JOINT
Junction box
Junction box
Junction box
4
1'-0"
SHOWING SSTR AND T80SSAppro
x.9"9"Ap
prox.
14
14
15
15
14
149"Backwall
16
in armor joint if necessary
Shop or field drill holes
wingwall as shown.
conduit out of abutment
railing, bend and extend
If conduit is placed in
junction boxes in rail types not shown.
Use these details as a guide in locating
bridge ends.
expansion joint at skewed
to square end of conduit
Recess slab if necessary
within the wingwall.
conduit may be carried
Clearances permitting,
Edge of skewed backwall
4
14
15
16
expansion joint.
Place conduit expansion device on high side of
or as directed by the Engineer.
Position of conduit shown elsewhere on the plans
the requirements of DMS 11030.
Provide polymer concrete junction boxes meeting
all conduit ends.
Ream burrs and install bell ends or bushings on
metal conduit only
Bonding jumper for
rail curb
Top of
(9" tall, Max)
Junction box
(To allow a minimum of 4" total travel).
Standard conduit expansion device
same bay as a drain slot in rail curb.
subsidiary to the rail. Do not locate junction box in the
concrete required for this rail modification is considered
junction box between posts. Additional reinforcing and
For Rail Types T1F, T2P, T1W, T66, C2P, and C1W, center
" (Typ)41Recess face
" (Typ)41Recess face
blstde01-19.dgn
Rail
Slab
Slab
~~~SHOWING T1F, T2P, T1W, T66, C2P, AND C1W CURB
172
Date:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:31:15 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447$R10$$R9$$R8$$R7$$R6$$R15$$R14$$R13$$R12$$R11$$R20$$R19$$R18$$R17$$R16$$R25$$R24$$R23$$R22$$R21$$R30$$R29$$R28$$R27$$R26$$R35$$R34$$R33$$R32$$R31$$R40$$R39$$R38$$R37$$R36$N:\if\Drawings\DTCA\Details\RETAINING WALL\csabste1-20.dgn2.0000 ' / in.Plot Scale:$R5$$R4$$R3$$R2$$R1$MicroStation V8 User:$R45$$R44$$R43$$R42$$R41$Date: Dec. 03, 2021 - 12:31:15 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\if\Drawings\DTCA\Details\RETAINING WALL\csabste1-20.dgnProject:Mayhill South$MODEL$Model:Standard
Division
Bridgeof this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:FILE:DATE:DN:CK:DW:CK:FILE:
JOB
COUNTY
SECT
DIST
REVISIONS
TxDOT TxDOT TxDOT TxDOT
HIGHWAY
SHEET NO.
C TxDOT
CONT
BRIDGE ABUTMENT
ABUTMENT BACKFILL
CEMENT STABILIZED
CSAB
SHEET 1 OF 2VariesVaries1'-0"1'-0"Limit of CSB 1
Wingwall
Wingwall
~
~
Varies
GENERAL NOTES:
A
A
1
2
3
A
A
deck
Bridge1'-0"VariesVaries1'-0"abut bkwl
Face of
Varies
Limit of CSB
Select fill zone (MSE walls)
Select fill zone (MSE walls)
backfill
stabilized
Cement
area
Embankment
1
4
4
~
~
abut bkwl
Face of
deck
Bridge
backfill
Cement stabilized
4
Cast-in-place retaining walls similar.
MSE retaining wall
MSE retaining wall
3
3
5
5
5
SECTION A-A1'-0"2'-0"2'-0"1'-1"1'-0"than 1:1
No steeper
1
1
Abutment
than 1:1
No steeper
1
Abutment
Typ pavement
section
1
WITHOUT APPROACH SLAB WITH APPROACH SLAB
Pavement
2
2
Pavement thickness
elsewhere for dimension
See appropriate details
wingwall
End of
backfill
Cement stabilized
approach slab
Bridge
wingwall
End of
slab
approach
End of
backfill
Cement stabilized
55
April 2019
OPTION 1 ~ PLAN WITH WINGWALLS OPTION 1 ~ PLAN WITH MSE RETAINING WALLS
its flowability).
has stiffened/hardened (i.e. has lost
successive lift when the previous lift
exceeding 2 feet in height, place each
b). Place flowable fill in lifts not
to placement of the flowable fill; and
will be placed over the MSE backfill prior
over MSE backfill then a filter fabric
a). If flowable backfill is to be placed
constraints:
stabilized backfill with the following
can be used as a substitute for cement
If shown in the plans flowable backfill
with approval from the Engineer.
substituted for cement stabilized backfill
is less than 5'-0", MSE select fill may be
When distance between select fill zones
details for additional information.
select fill zone. See retaining wall
adjust CSB limits to accommodate the
Where MSE retaining walls are present,
(approximate) bench depths.
Bench backfill as shown with 12"
steeper than 1:1 at bottom of backfill.
as required to maintain a slope no
is at end of wingwall. Extend CSB limits
Usual limit of Cement Stabilized Backfill
csabste1-20.dgn
02-20: Added Option 2.
(Showing BAS-C, BAS-A similar.)
retaining walls are used in lieu of wingwalls.
These details do not apply when Concrete Block
Bridge Layout for actual skew direction.
Details are drawn showing left forward skew. See
Backfill", to the limits shown at bridge abutments.
Backfill meeting the requirements of Item 401, "Flowable
If required elsewhere in the plans, provide Flowable
Structures", to the limits shown at bridge abutments.
requirements of Item 400, "Excavation and Backfill for
Provide Cement Stabilized Backfill (CSB) meeting the
soils/rocks in order to construct the abutment.
controlled embankment fill or excavation in competent
Option 1 is intended for construction only requiring PI
defined as high plasticity clays or expansive clays.
30 or pavement built in poor native soil. Poor soils are
embankment fill with a plasticity index (PI) greater than
intended for new construction requiring high plasticity
See the Bridge Layout for selected Option. Option 2 is
~~
167
Date:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:31:17 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447$R10$$R9$$R8$$R7$$R6$$R15$$R14$$R13$$R12$$R11$$R20$$R19$$R18$$R17$$R16$$R25$$R24$$R23$$R22$$R21$$R30$$R29$$R28$$R27$$R26$$R35$$R34$$R33$$R32$$R31$$R40$$R39$$R38$$R37$$R36$N:\if\Drawings\DTCA\Details\RETAINING WALL\csabste1-20.dgn2.0000 ' / in.Plot Scale:$R5$$R4$$R3$$R2$$R1$MicroStation V8 User:$R45$$R44$$R43$$R42$$R41$Date: Dec. 03, 2021 - 12:31:17 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\if\Drawings\DTCA\Details\RETAINING WALL\csabste1-20.dgnProject:Mayhill South$MODEL$Model:Standard
Division
Bridgeof this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:FILE:DATE:DN:CK:DW:CK:FILE:
JOB
COUNTY
SECT
DIST
REVISIONS
TxDOT TxDOT TxDOT TxDOT
HIGHWAY
SHEET NO.
C TxDOT
CONT
BRIDGE ABUTMENT
ABUTMENT BACKFILL
CEMENT STABILIZED
CSAB
SHEET 2 OF 2
csabste1-20.dgn
April 2019 VariesVaries1'-0"1'-0"1
Wingwall
Wingwall
~
~
abut bkwl
Face of
deck
Bridge
5
SECTION B-B
2'-0"
than 1:1
No steeper
1
Abutment
WITHOUT APPROACH SLAB WITH APPROACH SLAB
Pavement
2
Pavement thickness
elsewhere for dimension
See appropriate details
wingwall
End of
backfill
Cement stabilized
5 1'-0"2'-0"
than 1:1
No steeper
1
2
wingwall
End of
backfill
Cement stabilized
5
Abutment
approach slab
Bridge
1'-1"1'-10"Typ pavement
section
slab
approach
End of
1'-0"10'-0" Min
OPTION 2 ~ PLAN WITH WINGWALLS
2'-6"
(Showing BAS-C, BAS-A similar.)
B
B
02-20: Added Option 2.
Varies
deck
Bridge1'-0"VariesVaries1'-0"abut bkwl
Face of
Varies
~
~
MSE retaining wall
MSE retaining wall
OPTION 2 ~ PLAN WITH MSE RETAINING WALLS
backfill
stabilized
Cement
CSB
Limit of 1Limit of CSB
Cast-in-place retaining walls similar.Embankment area4
3
3
B
B
~
~
Select fill zone (MSE walls)
Select fill zone (MSE walls)
backfill
stabilized
Cement
4 5
1
2
3
4
5
(i.e. has lost its flowability).
previous lift has stiffened/hardened
each successive lift when the
exceeding 2 feet in height, place
b). Place flowable fill in lifts not
the flowable fill; and
MSE backfill prior to placement of
filter fabric will be placed over the
placed over MSE backfill then a
a). If flowable backfill is to be
the following constraints:
for cement stabilized backfill with
backfill can be used as a substitute
If shown in the plans flowable
approval from the Engineer.
cement stabilized backfill with
select fill may be substituted for
zones is less than 5'-0", MSE
When distance between select fill
additional information.
See retaining wall details for
accommodate the select fill zone.
present, adjust CSB limits to
Where MSE retaining walls are
(approximate) bench depths.
Bench backfill as shown with 12"
than 1:1 at bottom of backfill.
to maintain a slope no steeper
Extend CSB limits as required
Backfill is at end of wingwall.
Usual limit of Cement Stabilized
~~
174
C S J HWY
CTYDSTDOCUMENT NAMEDATE TIMEStandard
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Bridgeof this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:FILE:DATE:DN:CK:DW:CK:FILE:
JOB
COUNTY
SECT
DIST
REVISIONS
TxDOT TxDOT JTR JMH
HIGHWAY
SHEET NO.
C TxDOT
CONTSeptember 2019
SHEET 1 OF 2
6" Min
(Typ)(Typ)
1'-0" Min
1'-0" Min
(Typ)
1'-0" Min
(Typ)
8'-0" Max 8'-0" Max 8'-0" Max 8'-0" Max1'-0"
JOINTS IN CONCRETE RAIL
AT INTERMEDIATE WALL
EXPANSION JOINTS
AT SLAB
~~
Coupling
8'-0" Chain Link Fabric1"Bottom of FabricFabric
Top of
1'-0"MaxBands
Stretcher
Half of TopRail HeightBand
Bracetightening device
turnbuckle or approved
" Truss Rod with83
2
2
Brace
Top Rail
C 1
Wire
Tension
(No Top Rail or Tension Wire at Expansion Joints)
Overall Length of Fence (See Bridge Layout for Limits)
L Intermediate Wall JointC Joint
L ExpansionC
8'-0" Max 8'-0" Max8'-0" Max8'-0" Max
Fabric
Chain Link
5
7" Stretcher Bar43"x 163 2"C 1C1 C 1L Line PostC1L Line Post L Terminal Post L Terminal Post
Posts
Terminal
Top of
L Terminal Post
2'-7"2'-8" MinConc RailSlab
Terminal Post Cap
Malleable Iron
3at 1'-0" Max
Tie Wires Spaced
31'-0" Max
Spaced at
Tie Wires
Max
1'-0"
Spaced at
Hog Rings
4
31'-0" Max
Spaced at
Tie Wires
6
Ground 8 Ground 8
9
10' Min on centers)
(Spaced at 20' Max,
Expansion Coupling
Line Post Cap
Malleable Iron
Detail "A"
Wire
Tension
6
Fence for payment
End of Chain Link Fence for payment
End of Chain Link
Expansion
~
~
Box
PVC
PVC Pipe and Fittings
~
~
Box
PVC
PVC Pipe and Fittings
with 3" excess of wire to allow for expansion.
to steel posts with UL listed hardware as shown
together. Attach 6 AWG copper stranded wire
At all slab expansion joints, bond the posts
OUTSIDE ELEVATION OF CHAIN LINK FENCE
DETAIL "A"
5Chain Link Fabric
in every Stretcher Bar
Wire through drilled hole
One 9 gauge steel Tie
every Stretcher Bar
Drilled Hole in
" Dia Field163One
Band
Stretcher
~Post
Terminal
1
7~" Stretcher Bar43"x 163
1
2
3
4
5
6
7
8
9
8 FT CHAIN LINK FENCE
FOR RAILROAD OVERPASS
CLF-ROin dimension may be anticipated.
increased 2" for overlay. On bridges with significant beam camber variable length
C221 Rails = 1" with no overlay, T222 Rail and SSTR Rail = 5" with no overlay,
Dimension varies on rail types and superstructure type. T551, T221 and
and PVC box attached to the back of rail.
" Schedule 40 PVC pipe, fittings216 AWG copper stranded wire must run through
rod 8 ft in length. Install ground rod as per Item 550 and this sheet. The
" Dia minimum copper-clad steel85and run other end of copper stranded wire to
bent. Attach 6 AWG copper stranded wire to steel post with UL listed hardware
Ground terminal post at the beginning and end of fence and down the nearest
together. Locate drilled hole for tie wire at approximate mid-height of fence.
use a 9 gauge steel tie wire to tie one stretcher band and chain link fabric
" Dia hole in every stretcher bar and163Contractor must field drill one
7 gauge steel Tension Wire.
9 gauge steel Chain Link Fabric, 2" Mesh, knuckle selvage top and bottom.
9 gauge steel Hog Rings attach chain link fabric to tension wire.
9 gauge steel Tie Wires attach chain link fabric to HSS.
HSS 1.660 x 0.140 ASTM A500 Gr B or A53 Gr B.
HSS 3.500 x 0.216 ASTM A1085 or A500 Gr B.
rlstd032-19.dgn
175
DATE TIMEDOCUMENT NAMEDST CTY
HWYJSC
Standard
Division
Bridgeof this standard to other formats or for incorrect results or damages resulting from its use.kind is made by TxDOT for any purpose whatsoever. TxDOT assumes no responsibility for the conversion The use of this standard is governed by the "Texas Engineering Practice Act". No warranty of anyDISCLAIMER:FILE:DATE:DN:CK:DW:CK:FILE:
JOB
COUNTY
SECT
DIST
REVISIONS
TxDOT TxDOT JTR JMH
HIGHWAY
SHEET NO.
C TxDOT
CONTSeptember 2019
SHEET 2 OF 2
1
9
5
10
GENERAL NOTES:
MATERIAL NOTES:
CONSTRUCTION NOTES:6"6"1'-9"4"1"8'-0" Chain Link Fabric2"10'-10" Terminal PostFabric
Chain Link
5
Fabric
Top of
Bottom of Fabric1
9
Top of Terminal Posts
Post
Terminal
Post Cap
Iron Terminal
Malleable
Slab
C
2'-7"8'-3"CHAIN LINK FENCE SECTION
T221 Rail
T551 Rail
Threaded Rod
Projection
Slab ~Rail
Concrete
~
1
(Showing Terminal Post or Line Post)
"211
10"
"831 "831 "417
"831 "417 "831
10""211 "211 3"~
C
Concrete Rail
RAIL CLAMP ASSEMBLY
HSS SUPPORT
Manufacturer's specifications.)
(Dimensions may vary according to
RAIL CLAMP ELEVATION
PIPE SUPPORT
C
Holes
" Dia87L C
10
10
10" Threaded211 "216
C
C
Anchor Rod (ASTM A307)
" Dia Threaded85
5"5"Rod Projection"414
5"5"
Clamp
Rail
Support
HSS
Connection Detail".
See "Lower HSS
Connection Detail".
See "Upper HSS
CONNECTION DETAIL
UPPER HSS
CONNECTION DETAIL
LOWER HSS
3.500 x 0.216
Hole in HSS
" Dia43L
HSS
HSS 3.500 x 0.216
Rail Clamp for
L HSS Support
HSS 3.500 x 0.216
Rail Clamp for
L HSS Support
8 FT CHAIN LINK FENCE
FOR RAILROAD OVERPASS
CLF-RO
(ASTM A36)83PL
(ASTM A36)83PL
Anchor Rods (ASTM A307)
" Dia Threaded85L
(ASTM A307)
Anchor Rods
Threaded
" Dia85L
(ASTM A563)
2 Hex Nuts
(ASTM A563)
or Hex Nut
1 Hex Jam Nut
(ASTM A563)
Hex Nut
See "Material Notes" for threaded anchor rod information.
length in dimension may be anticipated.
increased 2" for overlay. On bridges with significant beam camber variable
C221 Rails = 1" with no overlay, T222 Rail and SSTR Rail = 5" with no overlay,
Dimension varies on rail types and superstructure type. T551, T221 and
9 gauge steel Chain Link Fabric, 2" Mesh, knuckle selvage top and bottom.
HSS 3.500 x 0.216 ASTM A1085 or A500 Gr B.
Line Post, T222 Rail and SSTR Rail similar.)
(Showing Terminal Post on a T551 or T221 Rail,
rlstd032-19.dgn
(ASTM F436)
washer
Hardened steel
washers (ASTM F436)
2 Hardened steel
Approximate weight of fence = 20 plf.
with Item 450, "Rail (CLF-RO)".
assembly are to be included in unit price bid in accordance
Payment for materials, fabrication, and installation of this
joints providing more than 5" movement.
This railing cannot be used on bridges with expansion
post to edge of side slot drains.
standards must not be any closer than 6" from chain link
speeds. If used, optional side slot drains shown on rail
fence details shown on this standard are adequate for all
are T551, SSTR, T221, T222, and C221 Rails. Chain link
Combination Rail. Rails that can be used with this sheet
This sheet must be used with a concrete Traffic or
be in accordance with Item 450, “Railing”.
installation, including hole size, drilling, and clean out, must
load to the Engineer for approval prior to use. Anchor
showing the proposed anchor adhesive's ability to develop this
sealed calculations or the manufacturer’s published literature
anchor spacing must be accounted for). Submit signed and
strength in tension of 6 kips each anchor (edge distance and
adhesive chosen must be able to achieve a factored bond
Minimum adhesive anchor embedment depth is 5". Anchor
with a Type III, Class C, D, E, or F anchor adhesive.
requirements. Embed fully threaded rods into parapet wall
rods. Hex nuts must conform to ASTM A563
" Dia ASTM A307 Gr A fully threaded8
5 Anchor bolts must be
Provide ASTM A36 for steel plates.
Provide ASTM A500 Gr B or A53 Gr B for HSS 1.660 x 0.140.
Provide ASTM A1085, A500 Gr B for HSS 3.500 x 0.216.
Galvanize all steel components unless noted otherwise.
specifications, Item "Chain Link Fence" unless shown otherwise.
All Chain Link Fence materials must conform to standard
Repair damage from testing as directed.
if any of the tests do not meet the required test load.
Perform corrective measures to provide adequate capacity
“Tests”. Test 3 anchors per 100 anchors installed.
Test adhesive anchors in accordance with Item 450.3.3,
approved.
Chain link fence post must be plumb unless otherwise
176
GWSGWSGWSGWSGWSGWSguard railsign102+00 103+00 104+00 105+00 106+00 107+00 108+00 109+00 110+00100
+00101+00F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEcv_DCTA_v8i-pl-lighting01.shtISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:37:34 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\if\Drawings\DTCA\cv_DCTA_v8i-pl-lighting01.sht60.0000 ft / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:37:34 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\if\Drawings\DTCA\cv_DCTA_v8i-pl-lighting01.shtProject:Mayhill South$MODEL$Model:AND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021DATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEIT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.AUTHORITY OF DANIEL W. KOSS, P.E.TEXAS NO: 99316NOT FOR CONSTRUCTIONDEC 2021MAYHILL ROAD
MAYHILL ROAD
60'30'0 10'20'
SCALE IN FEET SSDWK183 Ô MAYHILL ROAD
MATCHLINE STA. 108+00STA. 99+00 TO STA. 108+00 EXIST ROW
PROP ROW
EXIST ROW
EXIST ROW
EXIST ROW
EXIST ROW
EXIST ROW
Ô EDWARDS ROAD
EXIST ROW
LIGHTING PLANINSTALL PULL BOX
ROAD STA. 109+50.00, 34.23' RT
EASEMENT
PROP
INSTALL PULL BOX
107+20.00, 48.5' LT
ROAD STA.
A1
A2
1
2
3
INSTALL 35' LIGHT POLE
ROAD STA. 109+50.00, 44.0' RT
2
E-01ELECTRICALPVC CONDUIT
LEGEND
B1
PULL BOX, 12"x12" UNO
ELECTRICAL SERVICE POINT
TRAFFIC SIGNAL CABINET -
CONDUIT RUN
(PROVIDED BY OTHERS)
LIGHT POLE & FIXTURE
CONCRETE STREET
EQUIPMENT
AND ASSOCIATED SERVICE
ELECTRICAL SERVICE
NOTES BY SYMBOL " "
6" ABOVE FINISHED GRADE.
DETAIL. STUB UP AND CAP CONDUT
STRUCTURAL FOR ANCOR BLISTER
REPRESENTATIVE. REFER TO
ANCHOR BOLT PATTERN WITH OWNERS
MOUNTING HEIGHT. COORDINATE
LIGHT POLE FOR 30' FIXTURE
TAPERED ANCOR BASE COMPOSITE
VALMONT SHAKESPEARE ROUND
PROVIDE ANCOR BOLTS FOR FUTURE 5.
POLE LOCATION.
TAPE FROM THE BOX TO THE FUTURE
DETECTABLE UNDERGROUND WARNING
FUTURE CONNECTION. PROVIDE
POLE LOCATION WITH CAP FOR
INSTALL 1" CONDUIT FROM BOX TO 4.
OTHERS.
DIRECT BURY POLE PROVIDED BY
FUTURE LIGHT LOCATION. FIGURE AND 3.
PVC.
CONDUIT TO BE 2" SCHEDULE 40 2.
APPROVED EQUAL.
COMPANY PART #A6001423A, OR
MANUFACTURER ARMORCAST PRODUCTS
"ELECTRIC" ON THE LID.
CONCRETE BOX ASSEMBLY WITH
1. PULL BOX TO BE 12"x12" POLYMER
4
UGC110+00 111+00 112+00 113+00 114+00 115+00 116+00
F&N JOB NO.DATEDESIGNEDDRAWNREVISEDCHECKEDDATEBY1NO.VERIFY SCALE0SHEET
SEQ.this sheet, adjust scale.drawing. If not one inch onBar is one inch on originalFILE NAMEcv_DCTA_v8i-pl-lighting02.shtISSUESDTN10304CITY OF DENTONDate:Plotter:$ACCOUNT$Dec. 03, 2021 - 12:38:00 PMJ:\Plotdrv_V8.11\PDF_File\PDF-Mono.pltcfg02447N:\if\Drawings\DTCA\cv_DCTA_v8i-pl-lighting02.sht60.0000 ft / in.Plot Scale:MicroStation V8 User:Date: Dec. 03, 2021 - 12:38:00 PM User:02447File:$ACCOUNT$On SiteOffice:On SiteOffice:N:\if\Drawings\DTCA\cv_DCTA_v8i-pl-lighting02.shtProject:Mayhill South$MODEL$Model:AND IMPROVEMENTS DCTAMAYHILL ROAD WIDENINGDEC 2021DATE:THIS DOCUMENT IS RELEASED FOR THEPURPOSE OF INTERIM REVIEW UNDER THEIT IS NOT TO BE USED FOR CONSTRUCTION,BIDDING OR PERMIT PURPOSES.AUTHORITY OF DANIEL W. KOSS, P.E.TEXAS NO: 99316NOT FOR CONSTRUCTIONDEC 2021GWSGWSGWSGWSUGC27" RAW WATER LINE30" RAW W ATER LINE
bui
ldi
ngpondbuildingpond116+00
117+00
118+00
119+00 120+00
121+00
122+00
123+00124+00MAYHILL ROAD
MAYHILL ROAD
60'30'0 10'20'
SCALE IN FEETMATCHLINE STA. 116+00 SSDWKMATCHLINE STA. 108+00MATCHLI
NE STA.
116+00184 Ô MAYHILL ROAD
Ô MAYHILL ROAD
MATCHLINE STA. 124+00STA. 108+00 TO STA. 124+00 PROP ROW
EXIST ROW
EXIST ROW
PROP ROW
EXIST ROW
EXIST ROW LIGHTING PLANINSTALL 35' LIGHT POLE
ROAD STA. 118+50.00, 33.5' RT
INSTALL 35' LIGHT POLE
ROAD STA. 121+50.00, 44.0' RT
INSTALL 35' LIGHT POLE
ROAD STA. 120+00.00, 38.0' LT
INSTALL 35' LIGHT POLE
ROAD STA. 117+80.00, 30.0' LT
INSTALL BRIDGE LIGHT POLE
ROAD STA. 111+00.00, 30.0' LT
INSTALL BRIDGE LIGHT POLE
ROAD STA. 114+00.00, 30.0' LT
INSTALL BRIDGE LIGHT POLE
ROAD STA. 112+35.00, 30.0' RT
INSTALL BRIDGE LIGHT POLE
ROAD STA. 115+50.00, 30.0' RT
A1
A2
A3
A5
A4
A4
A10
A11
2
22
2
2
2
2
2
2
3
3
3
4 4
44
A6
A6
A7
A8
A9
INSTALL 35' LIGHT POLE
ROAD STA. 123+00.00, 48' LT
DART MP 725.07
ESMT
TEMPORARY CONSTRUCTION
E-02ELECTRICALNOTES BY SYMBOL " "
6" ABOVE FINISHED GRADE.
DETAIL. STUB UP AND CAP CONDUT
STRUCTURAL FOR ANCOR BLISTER
REPRESENTATIVE. REFER TO
ANCHOR BOLT PATTERN WITH OWNERS
MOUNTING HEIGHT. COORDINATE
LIGHT POLE FOR 30' FIXTURE
TAPERED ANCOR BASE COMPOSITE
VALMONT SHAKESPEARE ROUND
PROVIDE ANCOR BOLTS FOR FUTURE 5.
POLE LOCATION.
TAPE FROM THE BOX TO THE FUTURE
DETECTABLE UNDERGROUND WARNING
FUTURE CONNECTION. PROVIDE
POLE LOCATION WITH CAP FOR
INSTALL 1" CONDUIT FROM BOX TO 4.
OTHERS.
DIRECT BURY POLE PROVIDED BY
FUTURE LIGHT LOCATION. FIGURE AND 3.
PVC.
CONDUIT TO BE 2" SCHEDULE 40 2.
APPROVED EQUAL.
COMPANY PART #A6001423A, OR
MANUFACTURER ARMORCAST PRODUCTS
"ELECTRIC" ON THE LID.
CONCRETE BOX ASSEMBLY WITH
1. PULL BOX TO BE 12"x12" POLYMER
PVC CONDUIT
LEGEND
B1
PULL BOX, 12"x12" UNO
ELECTRICAL SERVICE POINT
TRAFFIC SIGNAL CABINET -
CONDUIT RUN
(PROVIDED BY OTHERS)
LIGHT POLE & FIXTURE
CONCRETE STREET
EQUIPMENT
AND ASSOCIATED SERVICE
ELECTRICAL SERVICE
3
4
4
4
4
3
4