project manual - houston · engineering and construction division project manual ... february 2018...

City of Houston

Department of Public Works and Engineering Engineering and Construction Division

PROJECT MANUAL

PROPOSED 108-INCH WATER LINE ALONG CITY EASEMENTS FROM IMPERIAL VALLEY DRIVE TO GREEN PLAZA DRIVE

WBS NO. S-000900-0168-4

VOLUME 1 OF 1

Divisions 00 through 16

February 2018

Lockwood, Andrews & Newnam, Inc. Kuo & Associates, Inc. 2925 Briarpark Drive, Suite 400 10700 Richmond Ave., Suite 113 Houston, Texas 77042 Houston, Texas 77042 (713) 266-6900 (713) 975-8769 Texas Firm Registration No. F-2614 Texas Firm Registration No. F-4578

108-Inch WL from Imperial Valley Dr to Green Plaza Dr WBS No. S-000900-0168-4 SWITF TABLE OF CONTENTS

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Document 00010-CSP

TABLE OF CONTENTS NOTE: Capitalized Specification Sections are included in http://edocs.publicworks.houstontx.gov/engineering-and-construction/specifications/division-02-16-standard-specifications.html; and are incorporated in Project Manuals by reference as if copied verbatim. Documents listed "for filing" are to be provided by Proposer and are not included in this Project Manual unless indicated for example only. The Document numbers and titles hold places for actual documents to be submitted by Contractor during Proposal, post Proposal, or construction phase of the Project. Specification Sections marked with an asterisk (*) are amended by a supplemental specification, printed on blue paper and placed in front of the Specification it amends. Documents in the 200, 300 and 400 series of Division 00, except for Document 00410B-CSP – Proposal Form, Part B, are not part of the Contract.

Doc. No. Document Title Doc. Date

INTRODUCTORY INFORMATION

00010-CSP SWIFT Table of Contents .......................................................... 02-01-2017 00015 List of Drawings ............................................................................... 02-01-2004 00041 List of Pre-qualified Asbestos & Lead Abatement Contractors ........ 03-21-2012

PROPOSAL REQUIREMENTS

INSTRUCTIONS TO PROPOSERS

00200-CSP SWIFT Instructions to Proposers .............................................. .12-17-2013 00202-CSP SWIFT Proposal Organization and Selection Criteria ............... .06-08-2017 00210-CSP SWIFT Supplementary Instructions to Proposers ..................... .02-01-2017 00220-CSP SWIFT Request for Proposal Information .................................. 12-17-2013

INFORMATION AVAILABLE TO PROPOSERS

00320-CSP Geotechnical Information ........................................................... 12-17-2013 00340-CSP Environmental Information ......................................................... 12-17-2013

PROPOSAL FORMS AND SUPPLEMENTS

00410-CSP Proposal Form, Parts A & B .................................................... . 02-01-2017 00430-CSP Proposer’s Bond (For filing; Example Form) .............................. 11-15-2014 00450-CSP Proposer's Statement of MWBE/PDBE/DBE/SBE Status .......... 12-17-2013 00452-CSP Contractor's Submission List City of Houston Fair Campaign Ordinance ......................................................... 12-15-2016 00453-CSP Proposer's Statement of Residency .......................................... 12-15-2016 00454 Affidavit of Non-interest ................................................................... 02-01-2004 00455 Affidavit of Ownership or Control ..................................................... 12-15-2016

108-Inch WL from Imperial Valley Dr to Green Plaza Dr WBS No. S-000900-0168-4 SWIFT TABLE OF CONTENTS

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00457 Conflict of Interest Questionnaire…… ...................................... ……02-28-2006 00460 (POP-1) Pay or Play Acknowledgement Form ................................ 07-03-2012 00470 Bidder’s MWSBE Participation Plan ................................................ 01-20-2017 00471 Pre-bid Good Faith Efforts ............................................................... 08-01-2015 00472 Bidder’s MWSBE Goal Deviation Request ...................................... 08-01-2015

POST-PROPOSAL PROCEDURES

00495-CSP Post-Proposal Procedures ......................................................... 03-09-2016

CONTRACTING REQUIREMENTS AGREEMENT

00501 Resolution of Contractor (TWDB Form ED-104) ............................. 02-01-2010 00520-CSP Agreement ................................................................................. 03-02-2016 00570 Contractor’s Revised MWSBE Participation Plan ............................ 08-01-2013 00571 Record of Post-Award Good Faith Efforts ....................................... 08-01-2013 00572 Contractor’s Request for Plan Deviation .......................................... 08-01-2013

BONDS AND CERTIFICATES 00600 List of Proposed Subcontractors and Suppliers ............................... 07-01-2013 00601 Drug Policy Compliance Agreement ................................................ 02-01-2004 00602 Contractor's Drug Free Workplace Policy (For filing) 00604 History of OSHA Actions and List of On-the-job Injuries.................. 02-01-2004 00605 List of Safety Impact Positions ........................................................ 02-01-2004 00606 Contractor's Certification of No Safety Impact Positions ................. 02-01-2004 00607 Certification Regarding Debarment, Suspension, and Other Responsibility Matters ..................................................................... 02-01-2004 00610 Performance Bond ........................................................................... 05-17-2005 00611 Statutory Payment Bond .................................................................. 05-17-2005 00612 One-year Maintenance Bond ........................................................... 05-17-2005 00613 One-year Surface Correction Bond ................................................. 05-17-2005 00620 Affidavit of Insurance (with attached Certificates of Insurance) ....... 02-01-2004 00622 Name and Qualifications of Proposed Superintendent (For filing) 00623 Contractor's Act of Assurance (TWDB Form ED-103) ..................... 02-01-2004 00624 Affidavit of Compliance with Affirmative Action Program ................. 02-01-2004 00630 (POP-2) Certification of Compliance with Pay or Play Program….. 07-03-2012 00631 (POP-3) City of Houston Pay or Play Program – List of Subcontractors ................................................................................ 07-03-2012 00633 Equal Employment Opportunity Certification By Material Suppliers 07-11-2016

00636 Certificate of Interested Parties Form 1295 ..................................... 03-09-2016


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00642 Monthly Subcontractor Payment Reporting Form …………………. 02-01-2010

00646 Payment Notification Explanation of Withholding ............................ 02-01-2010 GENERAL CONDITIONS

00700 General Conditions .......................................................................... 07-01-2016 SUPPLEMENTARY CONDITIONS

00800-CSP SWIFT Supplementary Conditions ............................................ 07-01-2016 00802 SWIFT Supplementary Conditions .................................................. 04-06-2016 00805 Equal Employment Opportunity Program Requirements ................. 03-01-2016 00808-CSP Requirements for the City of Houston Program for Minority, Women, and Small Business Enterprises (MWSBE), and Persons with Disabilities Business Enterprises (PDBE) Program .................. 02-01-2017 00820 Wage Scale for Engineering Construction ....................................... 02-01-2017 00830 Trench Safety Geotechnical Information ......................................... 02-01-2004 00840 Pay or Play Program Requirements…………….............................. 07-03-2012

ADDENDA AND MODIFICATIONS

00931 Request for Information…………………………………….……….… 02-01-2004 TWDB SPECIAL PROVISIONS

TWDB 0459 - Vendor Compliance with Reciprocity on Non-Resident Bidders …………………………………………………………...…….. 09-28-2013

SPECIFICATIONS DIVISION 1 - GENERAL REQUIREMENTS

01110 Summary of Work ............................................................................ 06-27-2005 01145S Use of Premises .............................................................................. 12-28-2017 *01145 Use of Premises .............................................................................. 01-01-2011 01255 Change Order Procedures .............................................................. 08-01-2003 01270 Measurement and Payment ............................................................ 08-01-2003 01292 Schedule of Values .......................................................................... 08-01-2003 01312 Coordination and Meetings .............................................................. 08-01-2003 01321 Construction Photographs ............................................................... 08-01-2003 01325 Construction Schedule .................................................................... 08-01-2003 01326 Construction Schedule (Bar Chart) .................................................. 08-01-2003 01330 Submittal Procedures ...................................................................... 08-01-2003 01340 Shop Drawings, Product Data, and Samples .................................. 08-01-2003 01351 Environmental Safety and Worker Protection .................................. 01-01-2011


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Doc. No. Document Title Doc. Date 01410 TPDES Requirements (with Attachments) ....................................... 02-01-2011 01422 Reference Standards ....................................................................... 08-01-2003 01450 Contractor's Quality Control ............................................................. 08-01-2003 01452 Inspection Services ......................................................................... 08-01-2003 01454 Testing Laboratory Services ............................................................ 08-01-2003 01502S Mobilization ..................................................................................... 08-17-2017 *01502 Mobilization ..................................................................................... 08-01-2008 01504S Temporary Facilities and Controls ................................................... 08-17-2017 *01504 Temporary Facilities and Controls ................................................... 01-01-2011 01506S Diversion Pumping .......................................................................... 08-17-2017 *01506 Diversion Pumping .......................................................................... 08-01-2003 01520 Temporary Field Office .................................................................... 02-08-2012 01554 Traffic Control and Street Signs ...................................................... 07-01-2012 01555S Traffic Control and Regulation ......................................................... 09-08-2016 *01555 Traffic Control and Regulation ......................................................... 01-01-2011 01562 Tree and Plant Protection ................................................................ 01-01-2011 01565 Protection of Migratory Birds ……………………………………....... 08-15-2017

01570 Storm Water Pollution Prevention Control ....................................... 01-26-2012 01575 Stabilized Construction Access ....................................................... 02-01-2011 01576 Waste Material Disposal .................................................................. 08-01-2003 01578S Control of Ground and Surface Water ............................................. 10-05-2016 *01578 Control of Ground and Surface Water ............................................. 01-01-2011 01580 Project Identification Signs .............................................................. 08-01-2003 01581 Excavation in Public Way Permit Signs ........................................... 08-01-2003 01610 Basic Product Requirements ........................................................... 01-01-2011 01630 Product Substitution Procedures ..................................................... 08-01-2003 01725 Field Surveying ................................................................................ 01-01-2011 01731 Cutting and Patching ....................................................................... 01-01-2011 01732 Procedure for Water Valve Assistance (with Attachments) ............. 08-01-2003 01733 Procedure for New Water Line Disinfection ..................................... 12-01-2016 01740 Site Restoration ............................................................................... 08-01-2003 01755 Starting Systems ............................................................................. 08-01-2003 01770 Closeout Procedures ....................................................................... 08-01-2003 01782(LD) Operations and Maintenance Personnel Instruction ................... 08-01-1995 01785 Project Record Documents .............................................................. 08-01-2003


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DIVISION 2 - SITE WORK

02081 CAST-IN-PLACE CONCRETE MANHOLES ................................... 01-01-2011 02082S Precast Concrete Manholes ............................................................ 09-08-2016 *02082 PRECAST CONCRETE MANHOLES ............................................. 07-01-2016 02083 FIBERGLASS MANHOLES ............................................................. 07-01-2016 02085 VALVE BOXES, METER BOXES, AND METER VAULTS .............. 01-01-2011 02086 ADJUSTING MANHOLES, INLETS, AND VALVE BOXES TO GRADE ...................................................................................... 01-01-2011 02087 BRICK MANHOLE FOR STORM SEWERS .................................... 10-01-2002 02090 FRAMES, GRATES, RINGS, AND COVERS .................................. 07-01-2016 02105 Chemical Sampling and Analysis .................................................... 02-17-2011 02120 Off-Site Transportation and Disposal ............................................... 02-17-2011 02221 REMOVING EXISTING PAVEMENTS AND STRUCTURES .......... 07-01-2016 02222 ABANDONMENT OF SEWERS ...................................................... 01-01-2011 02233 CLEARING AND GRUBBING.......................................................... 01-01-2011 02260 TRENCH SAFETY SYSTEM ........................................................... 07-01-2016 02315 ROADWAY EXCAVATION .............................................................. 07-01-2009 02316 EXCAVATION AND BACKFILL FOR STRUCTURES ..................... 01-01-2011 02317S Excavation and Backfill for Utilities .................................................. 08-23-2017 *02317 EXCAVATION AND BACKFILL FOR UTILITIES ............................. 07-01-2016 02318 EXTRA UNIT PRICE WORK FOR EXCAVATION AND BACKFILL ............................................................................... 01-01-2011 02319 BORROW ........................................................................................ 01-01-2011 02320S Utility Backfill Materials .................................................................... 08-06-2017 *02320 UTILITY BACKFILL MATERIALS .................................................... 01-01-2011 02321 CEMENT STABILIZED SAND ......................................................... 01-01-2011 02322 FLOWABLE FILL ............................................................................. 08-01-2008 02330 EMBANKMENT ............................................................................... 10-01-2002 02336 LIME-STABILIZED SUBGRADE ..................................................... 10-01-2002 02337 LIME/FLY-ASH STABILIZED SUBGRADE ..................................... 10-01-2002 02338 PORTLAND CEMENT STABILIZED SUBGRADE .......................... 10-01-2002 02371(LD) Erosion Control and Vegetation Mat ........................................... 10-15-1995 02400S Tunnel Shafts .................................................................................. 09-29-2016 *02400 TUNNEL SHAFTS ........................................................................... 01-01-2011 02425(LD)S Tunnel Excavation and Primary Liner for Water Mains ............. 12-07-2016 *02425(LD) Tunnel Excavation and Primary Liner for Water Mains .............. 07-01-2002


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Doc. No. Document Title Doc. Date 02431 TUNNEL GROUT ............................................................................ 10-01-2002 02441 MICROTUNNELING AND PIPE-JACKED TUNNELS ..................... 01-01-2011 02447 AUGERING PIPE AND CONDUIT .................................................. 07-01-2016 02448 PIPE AND CASING AUGERING FOR SEWERS ............................ 10-01-2002 02464 Special Shoring ............................................................................... 08-17-2017 02465 DRILLED SHAFT FOUNDATIONS .................................................. 10-01-2002 02501 DUCTILE IRON PIPE AND FITTINGS ............................................ 07-01-2016 02502 STEEL PIPE AND FITTINGS .......................................................... 07-01-2016 02503 COPPER TUBING ........................................................................... 10-01-2002 02504 FIBERGLASS REINFORCED PIPE ................................................ 02-01-2011 02505 HIGH DENSITY POLYETHYLENE (HDPE) SOLID AND PROFILE WALL PIPE ..................................................................... 07-01-2016 02506 POLYVINYL CHLORIDE PIPE ........................................................ 07-01-2016 02507 PRESTRESSED CONCERTE CYLINDER PIPE ............................. 07-01-2016 02511S Water Lines ..................................................................................... 12-19-2017 *02511 WATER LINES ................................................................................ 07-01-2016 02512 WATER TAP AND SERVICE LINE INSTALLATION ....................... 07-01-2016 02513 WET CONNECTIONS ..................................................................... 07-01-2016 02514(LD) DISINFECTION OF WATER LINES............................................ 08-11-2017 02515S Hydrostatic Testing Of Pipelines...................................................... 10-05-2016 *02515 HYDROSTATIC TESTING OF PIPELINES ..................................... 01-01-2011 02516 CUT, PLUG, AND ABANDONMENT OF WATER LINES ................ 01-01-2011 02517 WATER LINE IN TUNNELS ............................................................ 07-01-2016 02518S Steel Pipe and Fittings for Large Diameter Water Lines .................. 08-17-2017 *02518 STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER LINES ................................................................................ 07-01-2016 02520 FIRE HYDRANTS ............................................................................ 02-17-2016 02521S Gate Valves ..................................................................................... 12-19-2017 *02521 GATE VALVES ................................................................................ 01-01-2011 02522S Butterfly Valves ............................................................................... 08-06-2017 *02522 BUTTERFLY VALVES ..................................................................... 07-01-2016 02524 AIR RELEASE AND VACCUM RELIEF VALVES ............................ 07-01-2016 02525S Tapping Sleeves and Valves ........................................................... 12-19-2017 *02525 TAPPING SLEEVES AND VALVES ................................................ 07-01-2016 02526 WATER METERS ............................................................................ 01-01-2011 02527S Polyurethane Coatings on Steel or Ductile Iron Pipe ....................... 08-10-2017 *02527 POLYURETHANE COATINGS ON STEEL OR

DUCTILE IRON PIPE ...................................................................... 07-01-2016 02528 POLYETHYLENE ENCASEMENT/WRAP ....................................... 01-01-2011 02529 TAPE COATINGS ON STEEL PIPE ................................................ 07-01-2016 02531 GRAVITY SANITARY SEWERS ..................................................... 07-01-2016


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Doc. No. Document Title Doc. Date 02532 SANITARY SEWER FORCE MAINS ............................................... 07-01-2016 02533 ACCEPTANCE TESTING FOR SANITARY SEWERS .................... 01-01-2011 02534 SANITARY SEWER SERVICE STUBS OR RECONNECTIONS .... 07-01-2016 02550 SLIPLINING SANITARY SEWERS ................................................. 01-01-2011 02553 POINT REPAIRS AND OBSTRUCTION REMOVALS .................... 07-01-2016 02555 MANHOLE REHABILITATION ........................................................ 07-01-2016 02557 FOLDED AND FORMED PIPE ........................................................ 01-01-2011 02558 CLEANING AND TELEVISION INSPECTION ................................. 07-01-2016 02571 PIPE BURSTING/CRUSHING SANITARY SEWERS ..................... 07-01-2016 02581 STREET LIGHTING CONDUIT ....................................................... 10-01-2002 02582 TRAFFIC SIGNAL POLE ASSEMBLIES ......................................... 07-01-2009 02611 REINFORCED CONCRETE PIPE ................................................... 12-01-2014 02612 PRECAST REINFORCED CONCRETE BOX SEWERS ................. 12-01-2014 02613 BAR WRAPPED STEEL CYLINDER PIPE ...................................... 07-01-2016 02621 GEOTEXTILE .................................................................................. 10-01-2002 02631 STORM SEWERS ........................................................................... 12-01-2014 02632 CAST-IN-PLACE INLETS, HEADWALLS, AND WINGWALLS .......................................................................... 10-01-2002 02633 PRECAST CONCRETE INLETS, HEADWALLS, AND WINGWALLS .......................................................................... 10-01-2002 02662 PIPING, VALVES, FITTINGS, AND ACCESSORIES FOR WATER STORAGE TANKS ............................................................ 01-01-2011 02711 HOT MIX ASPHALT BASE COURSE ............................................. 07-01-2009 02712 CEMENT STABILIZED BASE COURSE ......................................... 10-01-2002 02713 RECYCLED CRUSHED CONCRETE BASE COURSE ................... 07-01-2009 02714 FLEXIBLE BASE COURSE FOR TEMPORARY DRIVEWAYS ...... 07-01-2009 02716(LD) Cement Stabilized Sand Base .................................................... 10-06-1997 02741 ASPHALTIC CONCRETE PAVEMENT ........................................... 07-01-2009 02742 PRIME COAT .................................................................................. 10-01-2002 02743 TACK COAT .................................................................................... 10-01-2002 02751S Concrete Paving .............................................................................. 01-05-2016 *02751 CONCRETE PAVING ...................................................................... 07-01-2009 02752S Concrete Paving Joints .................................................................... 01-05-2016 *02752 CONCRETE PAVEMENT JOINTS .................................................. 10-01-2002 02753 CONCRETE PAVEMENT CURING ................................................. 10-01-2002 02754 CONCRETE DRIVEWAYS .............................................................. 09-01-2002 02771 CURB, CURB AND GUTTER, AND HEADERS .............................. 10-01-2002 02775 CONCRETE SIDEWALKS .............................................................. 07-01-2016 02811 LANDSCAPE IRRIGATION ............................................................. 10-01-2002


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Doc. No. Document Title Doc. Date 02821 Fences and Gates ........................................................................... 11-15-2016 02893 TRAFFIC SIGNAL CONSTRUCTION ............................................. 07-01-2009 02911 TOPSOIL ......................................................................................... 10-01-2002 02912 TREE, PLANT, AND HARDSCAPE PROTECTION ........................ 07-01-2009 02915 TREE PLANTING ............................................................................ 01-01-2011 02921 HYDROMULCH SEEDING .............................................................. 01-01-2011 02922 SODDING ........................................................................................ 07-01-2009 02951S Pavement Repair and Restoration ................................................... 09-08-2016 *02951 PAVEMENT REPAIR AND RESTORATION ................................... 07-01-2009 02983 REMOVAL AND RESTORATION OF BRICK PAVED STREETS ... 10-01-2002 02990 Detention Basin Maintenance .......................................................... 02-15-2018

DIVISION 3 – CONCRETE

03315S Concrete for Utility Construction ...................................................... 12-19-2017 *03315 CONCRETE FOR UTILITY CONSTRUCTION ................................ 10-01-2002

DIVISION 4 - MORTAR

04061 MORTAR ......................................................................................... 10-01-2002 04210 BRICK MASONRY FOR UTILITY CONSTRUCTION ...................... 10-01-2002

DIVISION 5 - METALS 05501 METAL FABRICATIONS ................................................................. 01-01-2011

DIVISION 15 – MECHANICAL

15640 JOINT BONDING AND ELECTRICAL ISOLATION ......................... 01-01-2011 15641 CORROSION CONTROL TEST STATIONS ................................... 01-01-2011

DIVISION 16 – ELECTRICAL

16010 BASIC ELECTRICAL REQUIREMENTS ......................................... 07-01-2016 16640 CATHODIC PROTECTION FOR PIPELINES ................................. 01-01-2011

HARRIS COUNTY FLOOD CONTROL DISTRICT (HCFCD)

NOTE: The following Bold capitalized Specification Sections are included in the HCFCD Standard Specifications and Related Drawings located here: https://www.hcfcd.org/media/1311/hcfcd_2005_specifications.pdf; and are incorporated in Project Manuals by reference as if copied verbatim, with the exception of sections on measurement and payment, which will be made according to City of Houston Specifications.


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Doc. No. Document Title Doc. Date 01330 SUBMITTAL PROCEDURES…………….…..…………………………08-31-2005 02120 MATERIAL DISPOSAL……..…………….…..…………………………08-31-2005 02241 CARE AND CONTROL OF WATER.…….…..………………………...08-31-2005 02314 FILL MATERIAL…………..…………….…..……………………….......08-31-2005 02315 EXCAVATING AND BACKFILLING.….……..…………………….......08-31-2005 02361 SILT FENCES………………..………………..………………………….08-31-2005 02364 FILTER DAMS……………….………………..………………………….08-31-2005 02365 STABILIZED CONSTRUCTION ACCESS....………………………….08-31-2005 02376 CONCRETE CHANNEL LINING AND CONCRETE INTERCEPTOR

STRUCTURES………………..………………………………….……….08-31-2005 02911 TOPSOIL……………………...………………..………………………....08-31-2005 03310 CONCRETE..…………………..………………..………………………..08-31-2005 HARRIS COUNTY ENGINEERING DEPARTMENT Harris County Engineering Department Specifications shall apply in Harris County controlled right-of-ways. Harris County Engineering Department Specifications may be located here: http://www.eng.hctx.net/spec/index2014.htm; and are incorporated in Project Manuals by reference as if copied verbatim, with the exception of sections on measurement and payment, which will be made according to City of Houston Specifications. TEXAS DEPARTMENT OF TRANSPORTATION (TxDOT) TxDOT Specifications shall apply in TxDOT controlled right-of-ways. TxDOT Specifications may be located here: ftp://ftp.dot.state.tx.us/pub/txdot-info/des/spec-book-1114.pdf; and are incorporated in Project Manuals by reference as if copied verbatim, with the exception of sections on measurement and payment, which will be made according to City of Houston Specifications.

APPENDIX A - STORM WATER POLLUTION PREVENTION PROGRAM……02-16-2018

END OF DOCUMENT

108-Inch WL from Imperial Valley Dr to Green Plaza Dr WBS No. S-000900-0168-4 LIST OF DRAWINGS

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Document 00015

LIST OF DRAWINGS

Sheet No. Drawing Title

1 COVER SHEET, LOCATION MAP, VICINITY MAP

2 INDEX OF SHEETS

3 LEGEND AND ABBREVIATIONS

4 UTILITY AND GENERAL CONSTRUCTION NOTES

5 CONSTRUCTION NOTES

6 SHEET LAYOUT AND BORING PLAN – BEGIN TO STA. 41+00 (SHEET 1 OF 2)

7 SHEET LAYOUT AND BORING PLAN – STA. 41+00 TO END (SHEET 2 OF 2)

8 SURVEY CONTROL MAP (SHEET 1 OF 3)



11 SWING TIES (SHEET 1 OF 2)

12 SWING TIES (SHEET 2 OF 2)

13 PLAZA VERDE DR. – WATER LINE PLAN – BEGIN TO STA 6+00

14 PLAZA VERDE DR. – WATER LINE PROFILE – BEGIN TO STA 6+00

15 PLAZA VERDE DR. – WATER LINE PLAN – STA 6+00 TO STA 9+00

16 PLAZA VERDE DR. – WATER LINE PROFILE – STA 6+00 TO STA 9+00





21 NORTH FREEWAY SERVICE RD. – WATER LINE PLAN – STA 17+00 TO STA 21+75

22 NORTH FREEWAY SERVICE RD. – WATER LINE PROFILE – STA 17+00 TO STA 21+75

23 ESPLANADE BLVD. – WATER LINE PLAN – STA 22+00 TO STA 26+00

24 ESPLANADE BLVD. – WATER LINE PROFILE – STA 22+00 TO STA 26+00














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43 IMPERIAL VALLEY DR. – WATER LINE PLAN – STA 67+00 TO STA 71+00

44 IMPERIAL VALLEY DR. – WATER LINE PROFILE – STA 67+00 TO STA 71+00

45 WATER LINE EASEMENT – WATER LINE PLAN – STA 72+00 TO END

46 WATER LINE EASEMENT – WATER LINE PROFILE – STA 72+00 TO END

47 GREENSPOINT DR. – PLAN & PROFILE – BEGIN TO END

48 84” WATER LINE INTERCONNECT – PLAN & PROFILE – STA 4+55

49 8” WATER LINE LATERALS – PLAN & PROFILE – STA 3+56 & STA 6+97

50 GREEN PLAZA DR. – PLAN & PROFILE – BEGIN TO END

51 HORIZONTAL GEOMETRY LAYOUT – BEGIN TO STA 16+00

52 HORIZONTAL GEOMETRY LAYOUT – STA 22+00 TO STA 41+00

53 HORIZONTAL GEOMETRY LAYOUT – STA 41+00 TO STA 59+00

54 HORIZONTAL GEOMETRY LAYOUT – STA 59+00 TO END

55 EXISTING TYPICAL CROSS SECTIONS

56 PROPOSED TYPICAL CROSS SECTIONS

57 PROPOSED TYPICAL CROSS SECTIONS

58 PLAZA VERDE DR. – PAVEMENT RECONSTRUCTION PLAN - BEGIN TO STA 6+00

59 PLAZA VERDE DR. – PAVEMENT RECONSTRUCTION PROFILE - BEGIN TO STA 6+00

60 PLAZA VERDE DR. – PAVEMENT RECONSTRUCTION PLAN – STA 6+00 TO STA 9+00

61 PLAZA VERDE DR. – PAVEMENT RECONSTRUCTION PROFILE – STA 6+00 TO STA 9+00





66 N. FRWY. SERVICE RD. – PAVEMENT RECONSTRUCTION PLAN – STA 17+00 TO STA 21+70

67 N. FRWY. SERVICE RD. – PAVEMENT RECONSTRUCTION PROFILE – STA 17+00 TO STA 21+70

68 ESPLANADE BLVD. – PAVEMENT RECONSTRUCTION PLAN – STA 22+00 TO STA 26+00

69 ESPLANADE BLVD. – PAVEMENT RECONSTRUCTION PROFILE – STA 22+00 TO 26+00









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88 IMPERIAL VALLEY DR. – PAVEMENT RECONSTRUCTION PLAN – STA 67+00 TO STA 71+00

89 IMPERIAL VALLEY DR. – PAVEMENT RECONSTRUCTION PROFILE – STA 67+00 TO STA 71+00

90 WATER LINE EASEMENT – PAVEMENT RECONSTRUCTION PLAN – STA 72+00 TO END

91 WATER LINE EASEMENT – PAVEMENT RECONSTRUCTION PROFILE – STA 72+00 TO END

92 DRIVEWAY TABULATION SHEET

93 EXTRA LARGE DIAMETER STEEL PIPE DETAILS

94 EXTRA LARGE DIAMETER TUNNEL AND CASING DETAILS

95 EXTRA LARGE DIAMETER BUTTERFLY VALVE DETAILS (SHEET 1 OF 2)

96 EXTRA LARGE DIAMETER BUTTERFLY VALVE DETAILS (SHEET 2 OF 2)

97 EXTRA LARGE DIAMETER ACCESS MANWAY

98 EXTRA LARGE DIAMETER AIR AND VACUUM VALVE VAULT AND PIPING

99 EXTRA LARGE DIAMETER AIR AND VACUUM VALVE STRUCTURAL DETAILS

100 GATE AND FENCE DETAILS

101 PIPE DETAILS (SHEET 1 OF 2)

102 PIPE DETAILS (SHEET 2 OF 2)

103 ISOLATION VALVE DETAILS

104 DRAIN LINE VALVE DETAILS

105 LARGE DIAMETER WATER LINE MANHOLE DETAILS

106 STANDARD EXTRA DEPTH MANHOLE DETAILS

107 AIR VALVE AND MANHOLE DETAILS (SHEET 1 OF 2)

108 AIR VALVE AND MANHOLE DETAILS (SHEET 2 OF 2)

109 CONSTRUCTION SIGN

110 TUNNEL AND CASING DETAILS

111 EXCAVATION, BEDDING & BACKFILL DETAILS (SHEET 1 OF 2)

112 EXCAVATION, BEDDING & BACKFILL DETAILS (SHEET 2 OF 2)

113 STANDARD LDWL CATHODIC PROTECTION DETAILS FOR JOINT BONDING (SHEET 1 OF 2)

114 STANDARD LDWL CATHODIC PROTECTION DETAILS FOR JOINT BONDING (SHEET 2 OF 2)

115 STANDARD LDWL CATHODIC PROTECTION DETAILS FOR TEST STATIONS (SHEET 1 OF 3)



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118 STANDARD LDWL CATHODIC PROTECTION DETAILS FOR COUPON TEST STATIONS AND RIBBON ANODES

119 STANDARD LDWL CATHODIC PROTECTION RECTIFIER AND DEEP ANODE GROUND BED (SHEET 1 OF 2)

120 STANDARD LDWL CATHODIC PROTECTION RECTIFIER AND DEEP ANODE GROUND BED (SHEET 2 OF 2)

121 CITY STANDARD SMALL DIAMETER WATER LINE DETAILS (SHEET 1 OF 3)



124 MISCELLANEOUS WATER LINE AND SITE DETAILS

125 CITY OF HOUSTON – STANDARD PAVEMENT DETAILS (SHEET 1 OF 6)






131 CITY OF HOUSTON – STANDARD DRIVEWAY DETAILS

132 CITY OF HOUSTON – STANDARD STORM SEWER DETAILS (SHEET 1 OF 1)

133 MISCELLANEOUS CITY STANDARD SANITARY SEWER AND STORM SEWER DETAILS

134 TxDOT STANDARD PAVEMENT DETAILS (SHEET 1 OF 4)




138 CITY STANDARD PAVEMENT MARKING DETAILS (SHEET 1 OF 4)




142 TRAFFIC CONTROL PLAN – GENERAL NOTES

143 TRAFFIC CONTROL PLAN – CONSTUCTION PHASING AND SEQUENCING (SHEET 1 OF 2)

144 TRAFFIC CONTROL PLAN – CONSTUCTION PHASING AND SEQUENCING (SHEET 2 OF 2)

145 TRAFFIC CONTROL PLAN – EB PLAZA VERDE DR. – PHASE 1A – STA 1+00 TO STA 13+00

146 TRAFFIC CONTROL PLAN – WB PLAZA VERDE DR. – PHASE 1B – STA 1+00 TO STA 13+00

147 TRAFFIC CONTROL PLAN – I-45 – PHASE 2 – STA 8+00 TO STA 15+85

148 TRAFFIC CONTROL PLAN – WB ESPLANADE BLVD. AT I-45 NBFR – PHASE 3 – STA 22+00 TO STA 31+00

149 TRAFFIC CONTROL PLAN – EB ESPLANADE BLVD. – PHASE 4 – STA 22+00 TO STA 36+00

150 TRAFFIC CONTROL PLAN - EB ESPLANADE BLVD. – PHASE 4 – STA 36+00 TO STA 52+00

151 TRAFFIC CONTROL PLAN – EB ESPLANADE BLVD. – PHASE 4 – STA 52+00 TO STA 66+00

152 TRAFFIC CONTROL PLAN – WB ESPLANADE BLVD. AT IMPERIAL VALLEY DR. – PHASE 5 – STA 53+00 TO STA 66+00

153 TRAFFIC CONTROL PLAN – IMPERIAL VALLEY DR. – PHASE 6 – STA 72+00 TO STA 75+85

154 TRAFFIC CONTROL PLAN – DETOUR

155 TRAFFIC CONTROL PLAN – TYPICAL LANE CLOSURE DETAILS


00015-5

02-01-2004


156 TRAFFIC CONTROL PLAN – TYPICAL PEDESTRIAN DETAILS

157 TRAFFIC CONTOL PLAN – CITY OF HOUSTON BARRICADE STANDARD

158 STORM WATER POLLUTION PREVENTION PLAN – BEGIN TO STA 16+23 (SHEET 1 OF 4)

159 STORM WATER POLLUTION PREVENTION PLAN – STA 22+00 TO STA 41+00 (SHEET 2 OF 4)

160 STORM WATER POLLUTION PREVENTION PLAN – STA 41+00 TO STA 60+00 (SHEET 3 OF 4)

161 STORM WATER POLLUTION PREVENTION PLAN – STA 60+00 TO END (SHEET 4 OF 4)

162 CITY OF HOUSTON – STANDDARD STORM WATER POLLUTION PREVENTION PLAN DETAILS

163 TREE PROTECTION PLAN (SHEET 1 OF 7)







170 HARRIS COUNTY EXPRESS REVIEW SHEET

END OF DOCUMENT

108-Inch WL from Imperial Valley Dr to Green Plaza Dr WBS No. S-000900-0168-4 GGEEOOTTEECCHHNNIICCAALL IINNFFOORRMMAATTIIOONN

00320-1

12-17-2013

Document 00320

GEOTECHNICAL INFORMATION

1.0 DOCUMENT INCLUDES

A. Soils investigation reports.

B. Bidder's responsibilities. 2.0 RELATED DOCUMENTS

A. Document 00340 – Environmental Information

B. Section 02260 - Trench Safety Systems 3.0 SITE INVESTIGATION REPORTS

A. In the design and preparation of Contract documents for this Project, the City and Design Consultant have used information in geotechnical reports for the investigation and analysis of soils and subsurface conditions at the Project site.

B. An electronic copy of the report for this project is included in a CD-Rom affixed

to the inside front cover for the project manual.

C. Neither the City nor Design Consultant is responsible for accuracy or completeness of any information or data.

4.0 GEOTECHNICAL REPORTS

A. Report No. G173-17 prepared by Aviles Engineering Corporation titled Geotechnical Investigation, 108 Inch Water Line along City Easements from Impeiral Valley Dr. to Green Plaza Dr., WBS No. S-000900-0168-4, Houston, Texas, dated February, 2018, consisting of 129 pages.

5.0 BIDDER RESPONSIBILITIES

A. Bidder shall take full responsibility for interpretation and use of information contained in above listed reports for its bidding and construction purposes.

B. Bidder may perform additional soils investigations as Bidder deems

appropriate.

END OF DOCUMENT

108-Inch WL from Imperial Valley Dr to Green Plaza Dr WBS No. S-000900-0168-4 EENNVVIIRROONNMMEENNTTAALL IINNFFOORRMMAATTIIOONN

00340-1

12-17-2013

Document 00340

ENVIRONMENTAL INFORMATION 1.0 DOCUMENT INCLUDES AA.. EEnnvviirroonnmmeennttaall SSiittee AAsssseessssmmeenntt,, iiff aapppplliiccaabbllee..

B. Asbestos and Lead Surveys, if applicable.

C. Bidder's responsibilities. 2.0 RELATED DOCUMENTS AA.. DDooccuummeenntt 0000332200 -- GGeeootteecchhnniiccaall IInnffoorrmmaattiioonn 3.0 SITE INVESTIGATION REPORTS

A. In the design and preparation of Contract documents for this Project, the City and Design Consultant have used information in environmental site assessment reports for the investigation and analysis of soils and subsurface conditions at the Project site.

B. In the design and preparation of Contract documents for this Project, the City

and Design Consultant have relied upon information in surveys taken for Asbestos-containing Materials (ACMs) and lead at the Project site.

C. An electronic copy of each report for this project is included in a CD-Rom

affixed to the inside front cover of the project manual.

D. Neither the City nor Design Consultant is responsible for accuracy or completeness of any information or data.

4.0 REPORTS

A. Environmental Assessment Surveys

1. Report No. 1130025601, prepared by the firm Geotest Engineering Inc., titled Phase I Environmental Site Assessment Report / 108-inch Water Line along City Easements from Imperial Valley Drive to Green Plaza Drive/ Contract 99E-2/ Houston, Texas, dated May 17, 2017, consisting of 502 pages.

2. Report No. MBCO Project No. 0019-17-14, prepared by the firm MBCO

Engineering, LLC, titled Phase I Environmental Site Assessment

108-Inch WL from Imperial Valley Dr to Green Plaza Dr WBS No. S-000900-0168-4 EENNVVIIRROONNMMEENNTTAALL IINNFFOORRMMAATTIIOONN

00340-2

12-17-2013

Addendum Report / 108-inch Water Line along City Easements from Imperial Valley Drive to Green Plaza Drive/ Contract 99E-2, dated January 5, 2018, consisting of 254 pages.

5.0 BIDDER RESPONSIBILITIES A. Bidder shall take full responsibility for interpretation and use of information

contained in above listed reports for bidding and construction purposes.

B. Bidder may perform additional investigations as Bidder deems appropriate.

END OF DOCUMENT

108-Inch WL from Imperial Valley Dr to Green Plaza Dr PROPOSAL FORM WBS No. S-000900-0168-4 PART A

00410CSP-A1

02-01-2017

Document 00410A-CSP

PROPOSAL FORM – PART A To: The Honorable Mayor and City Council of the City of Houston

City Hall Annex 900 Bagby Street Houston, Texas 77002

Project: 108-Inch Water Line along City Easements from Imperial Valley Drive to

Green Plaza Drive. Project No.: WBS No. S-000900-0168-4 Proposer:

(Print or type full name of business entity, such as corporation, LLC, etc.) OFFER

A. Total Proposal Price: Having examined the Project location and all matters referred to in Request For Competitive Sealed Proposals for the Project, we, the undersigned, offer to enter into a Contract to perform the Work for the Total Proposal Price shown on the signature page of this Document.

B. Security Deposit: Included with the Proposal is a Security Deposit in the amount of 10 percent of the Total Proposal Price subject to terms described in Document 00200-CSP – Instructions to Proposer.

C. Period for Proposal Acceptance: This offer is open to acceptance and is irrevocable for 90 days from Proposal Date. That period may be extended by mutual written agreement of the City and Proposer.

D. Addenda: All Addenda have been received. Modifications to Request for Competitive Sealed Proposals have been considered and all related costs are included in the Total Proposal Price.

E. Proposal Supplements: The following documents are attached: [X] Security Deposit (as defined in Document 00200-CSP – Instructions to

Proposers) [X] Document 00450CSP - Proposer's Statement of MWSBE Status [X] Document 00452CSP - Campaign Finance Ordinance [X] Document 00453CSP - Proposer’s Statement of Residency [X] Document 00454 - Affidavit of Non-interest [X] Document 00455 - Affidavit of Ownership or Control [X] Document 00457 - Conflicts of Interest Questionnaire (CIQ) [X] Document 00460 - (POP 1) Pay or Play Acknowledgement Form [X] Document 00470 - Bidder’s MWSBE Participation Plan (required unless no

MWSBE participation goal is provided in Document 00800CSP (the “Goal”)). [ ] Document 00471 – Pre-bid Good Faith Efforts (required if the goal in

Bidder’s Participation Plan–Document 00470 is lower than the Goal). [ ] Document 00472 – Bidder’s Goal Deviation Request (required if the goal in

Bidder’s Participation Plan–Document 00470 is lower than the Goal).

108-Inch WL from Imperial Valley Dr to Green Plaza Dr PROPOSAL FORM WBS No. S-000900-0168-4 PART A

00410CSP-A2

02-01-2017

[X] TWDB 0459 – Vendor Compliance with Reciprocity on Non-Resident Bidders

[X] Others as listed: Valid official letter from OBO with your designation as a City or Local Business (Proposer’s Participation Hire Houston First)

CONTRACT TIME A. If offer is accepted, Contractor shall achieve Date of Substantial Completion within

1060 days after Date of Commencement of the Work, subject to adjustments of Contract Time as provided in the Contract.

108-Inch WL from Imperial Valley Dr to Green Plaza Dr PROPOSAL FORM WBS No. S-000900-0168-4 PART B

00410CSP-B1 Proposer’s Initials [ ] 02-01-2017

Document 00410B-CSP

PROPOSAL FORM – PART B

1.0 TOTAL PROPOSAL PRICE HAS BEEN CALCULATED BY PROPOSER, USING THE FOLLOWING COMPONENT PRICES AND PROCESS (PRINT OR TYPE NUMERICAL AMOUNTS):

A. STIPULATED PRICE: $ 0.00 (N/A)

(Total Proposal Price; minus Base Unit Prices, Extra Unit Prices, Cash Allowances and All Alternates, if any)

B. BASE UNIT PRICE TABLE:

Item No.

Spec. Ref.

Base Unit Short Title Unit of

Measure Estimated Quantity

Unit Price (this column

controls) Total in figures

GENERAL

1 01502 Mobilization LS 1 $520,000(1) $520,000(1)

2 01502 De‐Mobilization/Re‐Mobilization Level 1

LS 1 $_________

$26,000(2) $__________

$26,000(2)


LS 1 $_________

$52,000(2) $__________

$52,000(2)


LS 1 $_________

$13,000(2) $__________

$13,000(2)

5 01555 Traffic Control and Regulation LS 1 $_________ $300,000(2)

$__________ $300,000(2)

6 01555 Flagmen LS 1 $_________ $142,000(2)

$__________ $142,000(2)

7 01562 Tree and Plant Protection LS 1

8 01555 Install Low Profile Concrete Barriers

LF 1,300

9 01555 Relocate Low Profile Concrete Barriers

LF 700

10 01555 Remove Low Profile Concrete Barriers

LF 1,300

11 01578 Ground Water Control for Open‐cut Construction

LF 5,115

12 02921 Hydromulch Seeding AC 5.0



Item No.

Spec. Ref.





13 02922 Sodding SY 5,350

14 01570 Inlet Protection Barrier LF 520

15 01570 Reinforced Filter Fabric Barrier LF 425

16 01571 Filter Fabric Fence LF 4,095

17 01570 Erosion Control Logs LF 25

18 02821 Remove, Store, and Re‐install Property Fence

LF 50

19 02821 Remove, Store, and Re‐install Wrought Iron Gate

EA 1

20 02821 Extra Fence Hardware for Fence Re‐installation

LB 250

21 02105

Handling, Sampling, and Testing of Water Discharged to TxDOT Storm Sewers and Right‐of‐Ways

LS 1

22 02317 6‐inch Overexcavate Trench Bottom

LF 3,200

23 01565 Nest Survey LS 1

24 01565 Removal of Inactive Nests LS 1

25 01565 Netting SY 14,300

26 02233 Clearing and Grubbing AC 0.20

PAVING

27 02221

Removing and Disposing of Concrete Pavements (all thickness, w/ or w/o asphalt, including base & subgrade, w/ or w/o curb, all depths)

SY 15,340

28 02221

Remove and Dispose of Concrete Sidewalks (all thicknesses) and Driveways (all materials, all thicknesses)

SY 3,490



Item No.

Spec. Ref.





29 02315 Roadway Excavation, including Removal of Waste Disposal

CY 3,940

30 02752 Saw Cutting LF 1,810

31 02336 Lime Stabilized Subgrade 8‐inch Thick

SY 15,410

32 02336 Lime for Lime Stabilized Subgrade, 8‐inch (6% lime for dry weight)

Ton 278

33 02751 Reinforced Concrete Pavement 11‐inch Thick

SY 13,835

34 02754 Concrete Driveways including Excavation 7‐inch Thick

SF 6,295

35 02752 Street Pavement Expansion Joint with Load Transfer Device

LF 1,520

36 02752 Horizontal Dowels, 24‐Inch EA 2,020

37 02775 Sidewalk 4‐1/2 inch Thick SF 25,100

38 02775 Wheel Chair Ramp EA 10

39 02771 6‐inch Doweled Curb LF 8,800

40 13501 Speed Cushions, complete in place

EA 2

41 03315 Extra Class "A" Concrete with or without Forms

CY 50

42 03315 Extra Grade 60 Reinforcing Steel in Place

LB 4,000

WATER

43 02260 Trench Safety System for Trench Excavations

LF 5,115

44 02082 24‐inch Access Manway with 72‐inch Service Manhole

EA 1

45 02082 30‐inch Access Manway with 96‐inch Service Manhole

EA 12



Item No.

Spec. Ref.





46 02511

Remove 108‐inch Diameter Internal Elliptical Dished Head Plug and Connect to Existing 108‐inch Diameter Steel Water Line

EA 1

47 02511 24‐inch Diameter Steel Water Line by Open Cut with Restrained Joints

LF 60

48 02511 66‐inch Diameter Steel Water Line by Open Cut

LF 75


LF 20


LF 5,115

51 02511 Extra Large Diameter Water Fittings in Place

EA 10

52 02511 24‐inch Diameter Water Line Interconnection

LS 1

53 02511 6‐inch Diameter Water Line by Trenchless Construction

LF 18

54 02511 8‐inch Diameter Water Line by Trenchless Construction with Restrained Joints

LF 49

55 02511

8‐inch Diameter DIP Water Line by Trenchless Construction with Restrained Joints

LF 52


LF 955


LF 78

58 02511

12‐inch Diameter DIP Water line by Trenchless Construction with Restrained Joints

LF 95


LF 273



Item No.

Spec. Ref.






LF 38

61 02511

16‐inch Diameter DIP Water Line by Trenchless Construction with Restrained Joints

LF 160

62 02517 24‐inch Diameter Steel Water Line in Tunnel

LF 20

63 02517 108‐inch Diameter Steel Water Line in Tunnel

LF 433

64 02517

108‐inch Diameter Steel Water Line in Tunnel w/ Steel Liner

LF 460

65 02514 (LD)

Disinfection Preparation for Water Lines

LF 6,183

66 02514 (LD)

Dechlorination Chemical Gal 365

67 02514 (LD)

Liquid Bleach Gal 695

68 02514 (LD)

Chemical Transfer Pumps with Hoses

EA 4

69 02317 Trench Dams EA 19

70 02522 66‐inch Diameter Butterfly Valve with 60‐inch Diameter Operator Manhole

EA 1

71 02522 84‐inch Diameter Butterfly Valve with 60‐inch Diameter Operator Manhole

EA 1

72 02522 108‐inch Diameter Butterfly Valve with Actuators and Valve Boxes

EA 1

73 02522

96‐inch Vault with Cast‐in‐place Base and Supports around 108‐inch Diameter Steel Water Line at Sta. 43+78.32

LS 1



Item No.

Spec. Ref.





74 02524 Two ‐ 6‐inch AI/VR Valve, Vent Piping and Flushing Hydrant with Vault

EA 3

75 02524 One ‐ 6‐inch AI/VR Valve with Vent Piping

EA 7

76 02513 6‐inch Diameter Wet Connection

EA 1


EA 1


EA 4


EA 4

80 02516 Cut, Plug, and Abandon Existing 6‐inch Diameter Water Line

EA 1


EA 2


EA 4


EA 5

84 02520 Fire hydrant Assembly, All Depths, Including 6‐inch Diameter Gate Valve and Box

EA 2

85 02520 6‐inch Diameter Fire Hydrant Branch by Trenchless Construction

LF 80

86 02520 Remove and Salvage Existing Fire Hydrant

EA 1

87 02525 8‐inch by 8‐inch Diameter Tapping Sleeve and Valve with Box

EA 1

88 02525 16‐inch by 16‐inch Diameter Tapping Sleeve and Valve with Box

EA 1



Item No.

Spec. Ref.





STORM

89 02221 Remove and Dispose 18‐inch Diameter RCP Storm Sewer

LF 20


LF 560


LF 87

92 02221 Remove and Dispose Manhole EA 8

93 02221 Remove and Dispose Inlets (All sizes and depths)

EA 10

94 02260 Trench Safety System for Storm Sewer Construction

LF 1,162

95 02631 18‐inch Diameter Storm Sewer by Open Cut

LF 20


LF 552


LF 87

98 02633 Type BB Inlet EA 10

99 02082 Type C Manhole for 42‐inch Diameter and Smaller Sewers

EA 9

100 02633 Junction Box w/ Lid for Storm Sewer

EA 1

101 02990 Detention Basin Maintenance for 2‐Years

LS 1

SANITARY

102 02221 Remove and Dispose of 8‐inch Diameter Sanitary Sewer

LF 100 102 02221

103 02531 8‐inch Diameter Sanitary Sewer (pressure rated)

LF 100 103 02531



Item No.

Spec. Ref.





104 02086 Adjust Sanitary Manhole EA 9

CATHODIC PROTECTION

105 16640 Cathodic Protection System for Proposed 108‐inch Diameter Steel Water Line

LS 1

106 16640

10‐Anode Sacrificial Cathodic Protection Ground Bed including 60‐lb. Zinc Anodes, Header Cable, Anode Test Station, and Connections to Proposed Water Line

EA 1

TOTAL BASE UNIT PRICES $__________

REST OF PAGE INTENTIONALLY LEFT BLANK



C. EXTRA UNIT PRICE TABLE:

Item No.

Spec. Ref.

Extra Unit Short Title Unit of

MeasureEstimated Quantity



107 02318 Excavation around Obstructions CY 300 $__________

$15.00(2) $__________ $4,500.00(2)

108 02318 Extra Hand Excavation CY 200 $__________

$15.00(2) $__________ $3,000.00(2)

109 02318 Extra Machine Excavation CY 200 $__________

$20.00(2) $__________ $4,000.00(2)

110 02318 Extra Placement of Backfill Material

CY 200 $__________

$10.00(2) $__________ $2,000.00(2)

TOTAL EXTRA UNIT PRICES $__________ $13,500.00(2)




D. CASH ALLOWANCE TABLE:


Item No.

Spec. Ref.

Cash Allowance Short Title Unit of

Measure Cash Allowance

in figures(1)

111 01110 Street Cut Permit Fee LS $5,000.00

112 01110 Lane Closure Permit Fee LS $5,000.00

113 01110 Harris County Flood Control District Permit LS $5,000.00

114 01110 Telecommunication Cable/Over Head Line Relocations

LS $15,000.00

115 01110 CenterPoint Energy Utility Relocations LS $15,000.00

TOTAL CASH ALLOWANCES $45,000.00



E. ALTERNATES TABLE:


Item No.

Spec. Ref.

Alternate Short Title Unit of

MeasureEstimated Quantity


controls)

Total Price for Alternate in

figures

N/A N/A

TOTAL ALTERNATES $_________

108-inch WL from Imperial Valley Dr to Green Plaza Dr PROPOSAL FORM WBS No. S-000900-0168-4 PART B


F. TOTAL PROPOSAL PRICE: $

(Add Totals for Stipulated Price, Base Unit Price, Extra Unit Price, Cash Allowance, and All Alternates, if any)

2.0 SIGNATURES: By signing this Document, I agree that I have received and

reviewed all Addenda and considered all costs associated with the Addenda in calculating the Total Proposal Price.

Proposer:

(Print or type full name of your proprietorship, partnership, corporation, or joint venture.*)

** By:

Signature Date

Name:

(Print or type name) Title

Address:

(Mailing)

(Street, if different)

Telephone and Fax Number:

(Print or type numbers)

* If Proposal is a joint venture, add additional Proposal Form signature sheets for

each member of the joint venture. ** Proposer certifies that the only person or parties interested in this offer as principals

are those named above. Proposer has not directly or indirectly entered into any agreement, participated in any collusion, or otherwise taken any action in restraint of free competitive bidding.

Note: This document constitutes a government record, as defined by § 37.01 of the Texas

Penal Code. Submission of a false government record is punishable as provided in § 37.10 of the Texas Penal Code.

Footnotes for Tables B through E: (1) Fixed Unit Price determined prior to Receipt of Proposal. Cannot be adjusted by the Proposer. (2) Minimum Unit Price determined prior to Receipt of Proposal. Can be increased by the Proposer by

crossing out the Minimum and noting revised price on the line above. (3) Maximum Unit Price determined prior to Receipt of Proposal. Can be decreased but not increased by

Proposer by crossing out the Maximum and noting revised price on the line above. A Proposal that increases the Maximum Unit Price may be found non-conforming and non-responsive.

(4) Fixed Range Unit Price determined prior to Receipt of Proposal. Can be adjusted by Proposer to any amount within the range defined by crossing out prices noted and noting revised price on the line above.

END OF DOCUMENT

108-Inch WL from Imperial Valley Dr to Green Plaza Dr WBS No. S-000900-0168-4 SUMMARY OF WORK

01110-1 Updated by Kuo and Associates, Inc. on 02/16/2018

06-27-2005

SUMMARY OF WORK PART 1 G E N E R A L 1.01. SECTION INCLUDES

A. Summary of the Work including work by the City, City-furnished Products, work sequence, future work, Contractor use of Premises, special conditions for substantial completion and City occupancy.

1.02. WORK COVERED BY CONTRACT DOCUMENTS

A. This project is part of the Northeast Transmission Water Line (NETL), a multiyear project which will carry water produced by the planned expansion of the City’s Northeast Water Purification Plant (NEWPP). The NETL and NEWPP are needed to meet the Region’s projected 2060 water demand, which was estimated in the Water for Texas 2012 State Water Plan.

B. The Surface Water Transmission Program (SWTP) consists of major improvements to

the transmission system to transition from primarily groundwater to surface water in order to comply with the Harris-Galveston Coastal Subsidence District’s (HGCSD) regulatory plan. Program includes transmission and distribution of surface water and associated consolidation of groundwater plants in the City.

C. Definitions:

1. Large Diameter Water Lines (LDWL): Water lines 24-inches in diameter and

larger. References to large diameter water lines shall apply to pipe, valves, and appurtenances 24-inches and larger.

2. Small Diameter Water Lines (SDWL): Water lines 20-inches in diameter and

smaller. Unless otherwise noted in Contract Documents, requirements pertaining to large diameter water lines do not apply to pipe, valves and appurtenances 20-inches and smaller.

D. Work of the contract is for construction of the 108-inch Water Line from Imperial Valley

Drive to Green Plaza Verde Drive. The project primarily consists of construction of 108-inch, 84-inch and 24-inch water transmission lines, a 16-inch water line, a 12-inch water line, roadway reconstruction with sidewalk replacement, limited storm sewer/inlet replacement and maintenance of existing detention basin. The project is constructed in the City Right-of-Way (ROW) and Easements. The work will include, but not be limited to, the following:



06-27-2005

1. SPECIALTY SECTIONS

a. WATER LINES

i. Construction of tunnels across IH45 near Sta. 13+00, across Greenspoint Dr. near Sta. 50+00, across HCFCD Unit P-144-03-00 near Sta. 69+50 and across Imperial Valley Dr. near Sta. 73+00 as shown on the Drawings.

ii. Construction of an 84-inch steel water line stub near Sta. 4+55.

iii. Tap existing 24-inch steel water line with proposed 24-inch water line near

Sta. 36+00 as shown on the Drawings.

b. STORM SEWERS AND DITCHES

i. Maintain adequate drainage at all times and restore any drainage ditch or structure disturbed to satisfaction of owning authority. Construction storm runoff shall comply with the final draft of the Stormwater Management Handbook for construction activities, as prepared by Harris county, and the City of Houston in compliance with NPDES requirements.

ii. Document conditions of storm sewers prior to beginning construction

operations. Remove siltation in existing and proposed storm sewer systems that result from construction activities associated with project.

iii. Maintain the detention basin from the City of Houston project WBS No. S-

000900-0126-4 for two years after its construction.

c. CATHODIC PROTECTION

i. Install Cathodic Protection as indicated on Drawings.

d. PAVEMENT REPLACEMENT

i. Remove and replace concrete pavement and driveway as identified in the Drawings along Plaza Verde Dr, Esplanade Blvd, Imperial Valley Dr and water line easements according to the drawings and City specifications.

e. TREE PROTECTION

i. Adhere to requirements of Specification Section 01562 – Tree and Plant

Protection, Section 02915 – Tree Planting, and Tree Protection Plan provided on Drawings.

ii. Notify the City of Houston Parks and Recreation Department

representative Mr. Dale Temple, City Forester, at (832)395-8459 and



06-27-2005

[email protected] and contact Forestry plan review @ HoustonTx.gov, at least two (2) weeks in advance of clearing, cutting or pruning any tree.

f. SOIL CONDITIONS & ENVIROMENTAL SITE ASSESSMENTS (ESA)

i. Bidder(s) must consider soil conditions and ESA findings provided in the

Geotechnical Report, and ESA Phase I and Phase II Reports, respectively.

g. EXISTING UTILITIES

i. Coordinate with proper utility company at least 3 months in advance

(unless otherwise noted) to relocate or divert any utility in conflict with proposed construction so as not to disrupt service of same. Restore relocated or diverted utility to its original condition and location upon completion of construction, unless otherwise shown on Drawings or approved by the Project Manager. Upon approval, allowance will be granted for the removal and replacement of the utility line.

2. Work must comply with the Migratory Bird Protection Act as per Section 01565.

1.03. CASH ALLOWANCES

A. Include the following specific Cash Allowances in the Contract Price under provision of General Conditions, Paragraph 3.11.

1. Street Cut Permit Fee(s) Allowance - To be used as described in Street Cut

Ordinance.

2. Lane Closure Permit Fee Allowance –To be used only for reimbursement of actual Lane Closure Permit fees.

3. Harris County Permit Fee Allowance to be used to obtain Harris County permit as

per the County, Criteria and Procedure Manual.

4. Telecommunication Undeground Line Relocation Allowance – this allowance to be used only for cost paid to telecommunication companies / agencies for relocation of underground cable lines and conduit. Refer to the table below for a summary of the locations, and actions included in the agreement.

STATION OFFSET EXIST. FACILITY ACTION

Plaza Verde Dr. 1+82

32.7 RT AT&T TEXAS/SWBT Underground Cable

AT&T TEXAS/SWBT to verify any possible conflict with proposed water line





19.50LT AT&T TEXAS/SWBT Underground Cable

AT&T TEXAS/SWBT to relocate the underground buried cable

mailto:[email protected]



06-27-2005








9.80 LT AT&T TEXAS/SWBT Underground Cable

AT&T TEXAS/SWBT to relocate the underground buried cable


9.80 LT AT&T TEXAS/SWBT Underground Conduit


N. Fwy Service Rd. 15+64


AT&T TEXAS/SWBT to relocate the conduit out of the 108” WL tunnel shaft bore pit

Esplanade Blvd. 30+9







36.80 RT AT&T TEXAS/SWBT Underground Conduit






64.0 RT AT&T TEXAS/SWBT Underground Conduit


Imperial Valley Dr. 68+49

63.0 LT AT&T TEXAS/SWBT Underground Cable


Water Line Easement.

72+60 16.60 LT

AT&T TEXAS/SWBT Underground Conduit


Plaza Verde Dr. 2+9

16.50 RT Comcast Underground

Cable Comcast to verify any possible conflict with proposed water line


16.50 RT Comcast Underground


Plaza Verde Dr. 3+68.8

26.70 LT Comcast Underground




Cable Comcast to relocate cable out of the vault trench zone













Water Line Easement

73+43 16.60 LT

Comcast Underground Cable

Comcast to verify any possible conflict with proposed water line


9.80 LT Logix underground

cable Logix to verify any possible conflict with proposed water line







5. CenterPoint Energy Pole, Overhead Line, Underground Light Cable, Guy Wire and

Gas Line Adjustments Allowance- This allowance to be used only for reimbursement of cost paid to CenterPoint for the relocation and adjustment of electrical facilities and gas lines as listed in the table below. Refer to the agreement attached to this Section for the payment requirements and terms pertinent for relocation and adjustment of CenterPoint facilities. Payment must be made prior to CenterPoint scheduling the work according to the required lead



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times. Refer to the table below for a summary of the facility types, locations, and actions included in the CenterPoint agreement.

STATION OFFSET EXIST. FACILITY ACTION


30.50’ LT Guy Wire CenterPoint Energy to relocate the guy wire out of the 84” WL trench zone


9.68’ LT Power Line CenterPoint Energy to raise the power line


9.80’ LT Electric Conduit CenterPoint Energy to provide depth of cover over the Electric Conduit

N. Fwy Service Rd. 19+03

22.30’ LT Power Line CenterPoint Energy to raise the power line


53.10 LT Power Pole CenterPoint Energy to relocate the pole in the vicinity of 108” WL tunnel shaft bore pit


54.30 LT Guy Wire CenterPoint Energy to relocate the guy wire in the vicinity of 108” WL tunnel shaft bore pit


16.60 LT Power Line CenterPoint Energy to raise the power line


16.60 LT Power Line CenterPoint Energy to raise the power line


21.30 RT 2” IP PLA Gas line CenterPoint Energy to provide depth of cover over the gas line










9.80 LT 4” IP PLA Gas line CenterPoint Energy to relocate the gas line out of 108” WL tunnel shaft bore pit


74.0 LT 4” IP PLA Gas line CenterPoint Energy to provide depth of cover over the gas line











Water Line Easement 73+38



23.30’ LT Underground Cable CenterPoint Energy to verify any possible conflict with proposed water line



N Fwy Service Rd. 21+01


Esplanade Blvd. 24+00 to 25+25

25.80’ RT Underground Cable CenterPoint Energy to relocate the underground light cable out of 108” WL trench zone


25.90’ RT Light pole CenterPoint Energy to relocate the light pole out of the 108” WL trench zone



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24.50’ RT Light pole CenterPoint Energy to brace and support the pole during construction


24.15’ RT Light pole CenterPoint Energy to brace and support the pole during construction


25.50 RT Light pole CenterPoint Energy to brace and support the pole during construction




36.80’ LR Underground Cable CenterPoint Energy to verify any possible conflict with proposed water line


0.80’ RT Underground Cable CenterPoint Energy to verify any possible conflict with proposed water line


















24.60’ RT Underground Cable CenterPoint Energy to relocate the underground light cable out of 108” WL vault trench zone








23.90’ RT Underground Cable CenterPoint Energy to relocate the underground light cable out of 108” WL vault trench zone










13.70’ RT Underground Cable CenterPoint Energy to relocate the underground light cable out of 108” WL trench zone

Esplanade Blvd. 64+00 to 64+90

2.95’ LT Underground Cable CenterPoint Energy to relocate the underground light cable out of 108” WL trench zone


9.50 LT Underground Cable CenterPoint Energy to relocate the underground light cable out of 108” WL trench zone







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1.04. ALTERNATES – Not Used 1.05. CITY-FURNISHED PRODUCTS

A. Items Furnished by the City for Installation and final connection by Contractor:

1. None.

B. Contractor's Responsibilities:

1. Arrange and pay for Product delivery to the site. 2. Receive and unload Products at the site; jointly with the City, inspect for

completeness or damage. 3. Handle, store, Install, and finish Products. 4. Repair or replace damaged items.

1.06 WORK SEQUENCE

A. Construct the Work in Phases during the construction period; coordinate construction schedule and operations with the City.

1. Due to overall project complexity and numerous active utility interface

requirements, submit a sequence of construction for review by the Project Manager. Proposed sequence of construction shall address proposed method and timing of major construction activities. Refer to Section 01326 – Construction Schedule (Bar Chart) for specific details.

2. Unless otherwise approved by the Project Manager, begin installation of 108-inch

line from east of Imperial Valley Dr and progress uninterrupted west toward Green Plaza Dr. Obtain approval from the Project Manager if using more than one pipe laying crew for 108-inch water line installation. Tunnel construction may be undertaken in advance of pipe installation with the approval of the Project Manager.

3. Construct small diameter water line in advance of the large diameter water line in

the area where both are proposed. Proposed small diameter water line must be in place and operational prior to beginning work on the large diameter water line where both are proposed along the same alignment.

4. Incorporate Traffic Control Plan and Traffic Control General Notes as shown on

Drawings in proposed sequence of work. Refer to the Traffic Control Drawings and section 01555.

5. Unless otherwise approved by the Project Manager, phases for disinfecting the

proposed 108-inch water are as follows:

a. Phase 1: From the project end at east of Imperial Valley Dr or the first



06-27-2005

Butterfly Valve in adjacent to contract (WBS NO: S-000900-0167-4) to the Butterfly Valve at Sta. 43+78.

b. Phase 2: From Butterfly Valve at Sta. 43+78.32 to west end of the project.

c. Disinfection shall be performed by Drinking Water Operations as per Document 02514 (LD)- Disinfection of Water Lines. Provide minimum 72 hours notice to the project manager and Shannon at (832)395-2839.

6. Within 30 days from the Notice To Proceed (NTP), verify schedules from utility

owners that will need to relocate their utilities including bracing of utility poles, temporary de-energizing of overhead power lines, etc. Submit invoices and other documents from utility owners to confirm costs & schedules and relocating details and for permanent power to cathodic rectifiers.

B. For projects with no Phases, do not disturb more than 50% of total project linear feet of

disturbed right-of-way and easements until site restored in accordance with Section 01740 – Site Restoration.

C. COORDINATION OF WORK: Refer to Section 01312 - Coordination and Meetings.

D. INTERPRETATION OF CONFLICTS

1. Should conflicts occur in Contract Documents, request interpretation before proceeding with work. Such requests shall first be preceded by a diligent investigation into Contract Documents. Include evidence of such investigation in requests for interpretation.

2. Should conflict occur between the City and County or TxDOT Specifications, the most stringent requirements shall apply.

1.07. CONTRACTOR USE OF PREMISES

A. Comply with procedures for access to the site and Contractor's use of rights-of-way as

specified in Section 01145 - Use of Premises. Construction Operations: Limited to the City's rights-of-way provided by the City and areas shown or described in the Contract documents.

B. Utility Outages and Shutdown: Provide a minimum of 48 hours’ notice to the City and private utility companies (when applicable), excluding weekends and holidays, in advance of required utility shutdown. Coordinate all work as required.

C. Comply with procedures for site mobilization as specified in Section 01502 – Mobilization.

D. Coordination of Work:



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1. Refer to Section 01312 – Coordination and Meetings.

2. Schedule Work with any other contractors of any trade or discipline working

adjacent to the project site prior to and during constructions.

3. Schedule construction operations with the Project Manager, Traffic Management, Maintenance Division, Drinking Water Operations and private utilities.

4. Contact Traffic Management and Maintenance Division of the City of Houston Public Works and Engineering Department or Harris county Public Infrastructure Department or TxDOT when Work is scheduled near signal conduits. Call at least five working days in advance. Contractor responsible for any damages to existing traffic signal cables as a result of construction activities for the project.

5. Notify Utility Coordinating Committee at 1(800)669-8344 or (713)223-4567; and City of Houston Department of Public Works and Engineering, Civil Construction at (832)395-2500; and Office of the City Engineer, Department of Public Works and Engineering by fax at (832)394-9620, at least 48 hours prior to commencement of Work.

6. City:

a. City of Houston WBS No. S-000900-0167-4 (108-inch Water Line along City

Easements from East of Hardy Toll Rd to East of Imperial Valley Dr): If construction is completed and water line is ready to chlorinate and test before completion of WBS No. S-000900-0167-4, then provide internal dished head plug(s) as indicated on the drawings. Contractor of WBS No. S-000900-0167-4 will disinfect the proposed 108-inch water line from the first Butterfly Valve on west end to the Butterfly Valve at (Sta. 43+78.32). If work has been completed for Contract WBS No. S-000900-0167-4, then remove existing internal dished head plug(s) and make connection to existing 108-inch water line and chlorinate from first Butterfly Valve on the west end to the Butterfly Valve at Sta. 43+78.32. Coordinate access to and operations in the parcel KY17-212 where the first Butterfly Valve on the west end of WBS No. S-000900-0167-4 is located.

b. Schedule construction operations with the Project Manager, the City Traffic

Management, Maintenance Division, the City Drinking Water Operations (DWO), other public and private entities and private utilities. Contractor to provide 48 hours notice to the City DWO prior to performing Tapping Operations. Notify the Project Manager and Andrew Molly at (832)395-3785.

c. 24-inch water line Interconnection: Contractor to provide minimum 2 weeks

notice to the City DWO prior to performing tapping operation. Tapping operation is expected to occur during normal City business hours on the 24-



06-27-2005

inch being in service with full operating pressure. Notify the Project Manager, and Shannon at (832)395-2839.

7. Private Owners:

Notify private landowners (including but not limited to the following) a minimum of 4 weeks prior to commencing construction in easements or other approved areas on their properties:

a. Notify Hartman Income REIT Inc. (Office & Parking Garage located at 400 N.

Sam Houston Parkway) Property Manager Reginald Hudson at (281) 591-4830 prior to start of construction activities in the existing 50-foot water line easement East of Imperial Valley Drive.

b. Notify the Commercial Plaza (located at 412 N. Sam Houston Parkway) Property Manager Mr. Kohl at (281)458-8000 prior to start of construction activities in the existing 50-foot water line easement East of Imperial Valley Drive.

c. Notify the Tarantino Properties Inc. (located at 450 N. Sam Houston

Parkway) Property Manager Tifni Chase at (713)539-0276 prior to start of construction activities in the existing 50-foot water line easement East of Imperial Valley Drive.

d. Notify Jones Lang LaSalle Senior Engineer James Walker at (817)360-5192 prior to start of construction activities in the Esplanade Blvd.

e. Notify Hartman Income REIT Inc. (Office & Parking Garage located at 11811 N. Fwy Service Road) Property Manager Doug Moore at (281)591-4830 prior to shutting down any driveways.

f. Notify the following apartments within the project area prior to start of

construction activities in the existing 50-foot easement and prior to shutting down any driveways and removal of existing fence within their property area. Phase construction across driveways to impact only one at a time.

i. North Village Green Home Association, Maria Puente at (281)226-3347

ii. Deer Creek Apartments, Letty Ibarra, at (281)820-8088

iii. Fallbrook Apartments at (281)820-3830.

8. Pipeline Company

a. Proposed 108-inch water line crosses a 10-inch Explorer Pipeline. Notify

Wendi Barnett at (832)428-6945 prior to start of any construction activities within the 50’ of Explorer Pipeline at Sta. 35+83 along Esplanade Blvd., for line marking and depth probing.



06-27-2005

9. Private Utility Companies

a. Refer to Sheet 4 of the project drawings for contact information of AT&T and CenterPoint Energy Gas/Electric.

b. Other Dry Utilities

i. The presence or absence of underground and overhead conduit or cable

facilities shown on the Drawings does not mean that there are no other such facilities in the area. Call 1(800)344-8377 (TEXAS 811) at least 72 hours for all such facilities to be marked on the ground as applicable.

c. Other Wet Utilities

i. Public utility service lines (water and sanitary sewer) not shown on

Drawings. Anticipate such service lines exist and repair if damaged during construction. The cost shall be incidental to the work.

10. Notify TxDOT at least 48-hours prior to construction within their right-of-way.

Contact Timothy Britton at (281)814-4508. Comply with TxDOT Specifications while performing Work in the TxDOT ROW. For TxDOT Specifications, refer to: http://www.txdot.gov/business/resources/txdot-specifications.html. Submit traffic control plans and Request for Approval of Traffic Control Plan form to TxDOT North Harris Area Office. Traffic control plans must be approved by TxDOT prior to work in TxDOT ROW, prior to placing traffic control devices in the TxDOT ROW, and prior to utilization of traffic control devices impacting TxDOT roadways. Provide daily readings from settlement monitoring surveying and instrumentation to Stanley Yin at (713)802-5211, [email protected]. Onsite inspector will be Timothy Britton.

11. Notify Harris County Emergency Service Districts (HCESDs) at least 2 weeks prior

to any construction activities which may result in traffic impact to access road or driveway to any businesses or facilities. Contact (281)449-3131 for HCESD 1.

12. Notify Houston Fire Department-Station 74 at least 2 weeks prior to construction

activities which could result in traffic impact to access road or driveway to any businesses or facilities. Contact Fire Chief Terry A. Garrison at (832)394-6702 / (832)394-6700.

13. Notify and coordinate with Senior Engineer James Walker of Jones Lang LaSalle

at (817)360-5192 prior to adjustment/removal & replacement of any utilities owned/operated by the Jones Lang LaSalle for construction of the 108-inch water line.

14. Comply with Harris County Flood Control District Specifications while performing Work in the HCFCD ROW. Refer to https://www.hcfcd.org/media/1311/hcfcd_2005_specifications.pdf for standard

http://www.txdot.gov/business/resources/txdot-specifications.html

mailto:[email protected]

https://www.google.com/search?q=Houston+Fire+Department+-+Station+74&oq=Houston+Fire+Department+-+Station+74&aqs=chrome..69i57j69i60l2j0l2.639j0j7&sourceid=chrome&ie=UTF-8

https://www.hcfcd.org/media/1311/hcfcd_2005_specifications.pdf



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HCFCD Specifications. Comply with notification, permit, bond, construction, and other requirements included in the document Rules Of Harris County And The Harris County Flood Control District For The Construction Of Facilities Within Harris County And Harris County Flood Control District Rights Of Way. This document may be found at http://www.eng.hctx.net/Portals/23/Publications/NotifRegs2009-20151113.pdf.

15. Coordinate Work around existing METRO bus stops in the project area with

METRO bus operations, Shirley Mitchell at (713)615-7212 or Carl Taylor at (713)615-7219. Provide minimum of two (2) weeks’ notice before construction begins in this area.

16. Coordinate Work around Aldine Independent School District school bus stops in

the project area with Aldine Independent School District Transportation Department, listed below. Provide minimum of three (3) weeks notice before construction begins in this area:

a. Robin DeRouen, Executive Director of Transportation (281)985-6624, [email protected]

b. Michael Houston, Director of Transportation (281)878-7809, mehouston@ aldineisd.org

c. Brenda Henson, Lead Dispatcher ( 281)985-6628, bhenson@ aldineisd.org d. Janette Boston, Dispatcher (281)878-7800, jvboston@ aldineisd.org

17. Notify adjacent property owners per Section 01145.

18. Cathodic protection system inspection will be performed by Lockwood, Andrews &

Newnam, Inc.

a. Contractor is required to coordinate all necessary inspection during construction. Inspection is to occur at the following three steps:

i. Step 1: Prior to backfill

ii. Step 2: After backfill prior to paving

iii. Step 3: After paving

b. Contractor required to coordinate final commission with the designated

inspector in accordance with Section 16640.

c. Coordinate any issue with an existing system with the DWO, David Pedersen at (832)395-3833.

19. Federal Aviation Administration: This project is in close proximity to George Bush

Intercontinental Airport. Maximum height of equipment is limited to 150 feet above ground level. Equipment required for construction is expected to be less than 150 feet in height. Contractor is responsible for coordinating approval with the FAA if

http://www.eng.hctx.net/Portals/23/Publications/NotifRegs2009-20151113.pdf

http://www.eng.hctx.net/Portals/23/Publications/NotifRegs2009-20151113.pdf



06-27-2005

maximum height is exceeded at Contractor’s sole discretion.

20. It is the Contractor’s sole responsibility to contact each resident or businesses that it reasonably is able to determine is affected by its operations. This specifically includes water outages of any duration and limited access to streets, driveways, or sidewalks. Contractors shall attempt to speak with each such resident or business, and having tried and failed shall place a door hanger to convey the duration of service or other interruption. Door Hangers shall list both contractor and field superintendent telephone numbers. Implement groundwater control methods, while maintaining accessibility to driveways and cross streets.

21. Major Haul Routes:

a. Major haul routes are limited to Plaza Verde Dr, N. Fwy Service Rd,

Esplanade Blvd and Imperial Valley Dr.

b. Do not use residential / minor streets for hauling and transport of construction materials, excavations, or equipment except where such items are needed on residential / minor streets for construction.

22. Real Estate

a. The City of Houston is in process of water line easements and temporary

construction easement acquisition with the following pending status.

b. Parcel # Type Anticipated Date of Acquisition Status

1 KY17-212 Water July 2018 In Progress




5 KY17-316

Temporary Construction

July 2018 In Progress

In the event the water line easements and temporary construction easement have not been acquired prior to construction NTP, access to the project site will be limited to the existing ROW and water line easements shown on the plans. Consult with the Project Manager for acquisition status at time of Notice to Proceed.

b. Provide access to property owners at all times and ensure properties are not

negatively affected by construction activities.

23. Working multiple and separate crews during construction is allowed, as approved by the Project Manager.

24. Work will be allowed which pertains to any tunneling operation 24 hours per day,

provided above ground activities do not conflict with provisions of the City of



06-27-2005

Houston Code of Ordinances, Section No. 40-28 and work does not occur on a Sunday or holiday without prior written approval. No night work shall occur in residential areas. A non-inclusive list of work pertaining to tunneling operation is as follows:

a. Multiple tunneling crews will be required to keep construction project on

schedule. b. Tunnel Excavation and incidental work such as muck removal and hauling,

ventilation, lighting, survey control of tunnel line and grade, etc. c. Tunnel Primary Liner. d. Monitoring plan with instrumentation as per Section 02425 (LD) e. Ground Water Control and Ground Stabilization. f. Pipe Installation. g. Tunnel Grouting.

25. Field Office: A Field Office is required on this project. See Section 01520 –

Temporary Field Office.

E. Collection, storage, and transport/disposal of ground and flushing water.

1. Excess flows shall be collected and discharged when ground water production is reduced, or the excess water shall be hauled offsite for discharge in a legal fashion.

In all other areas, do not discharge water at volume, which overflows storm sewers, roadside ditches, causes ponding, or floods City/County/TxDOT right-of-ways or private property.

2. Prevent erosion induced from discharging water.

3. Discharge piping shall be fitted with filter socks or other sediment removal

apparatus shall be used when ground water discharge is ultimately directed to a storm sewer.

4. Dechlorinate flushing water prior to discharge.

5. In addition to the above, the following shall apply:

a. Discharge along Plaza Verde Dr, N Fwy Service Rd, Esplanade Blvd and

Imperial Valley Dr shall be limited to the inlets and ditches. When discharging water to the curb inlets and ditches, do not exceed capacity of the receiving inlets/ditches either individually or combined. Maximum daily discharge is 646,000 gallons total If could be accommodated by the capacities of the receiving system. Provide erosion control measures as required.

b. Discharging along water line in the easements area shall be limited to the



06-27-2005

inlets on Imperial Valley Dr or the ditch (P-144-03-00) in parcel KY17-215 and KY17-216. Do not exceed capacity of the receiving system. Maximum daily discharge is 646,000 gallons total if could be accommodated by the capacities of the receiving system. Provide erosion control measures as required.

c. Discharge of water into storm sewers is not permitted during precipitation, or following precipitation until the roadways have completed draining.

d. Water discharged shall be free of VOCs, free available chlorine, combined available chlorine, sediment, and other contaminants. Sample produced groundwater for VOCs, petroleum, and other relevant contaminants according to Section 02105 initially and at every 100 feet of excavation or every 4 days, whichever results in the shorter interval. If contamination is discovered, report to the Project Manager and modify sampling frequency to comply with that specified in section 02105.

e. For additional information, refer to the Attachment to this Section: Agreement For Access To TxDOT ROW For Purposes Of Wastewater Discharges .

1.08. STREET CUT ORDINANCE

A. Excavations on or under pavement in the City’s right-of-way must have a permit. Comply with the City of Houston, Texas Ordinance No. 2000-1115, an ordinance amending Chapter 40 of the Code of Ordinances, Houston, Texas, relating to excavating in the Public right-of-way and comply with amendments provided Texas Ordinance No. 2006-0595, refer to http://gisapps.houstongims.org/scps2/SCPS_Notice.asp for the fee schedule.

B. Comply with the latest edition of street cut New Pavement Repair and Pavement

Replacement details.

C. Post Permit in waterproof, see-through jacket at job site on a yellow high-intensity, reflective background board or other rigid surface that measures 18” x 24” that will be maintained for the life of the project. The permit must be posted in a clear view at the beginning of the work site activity being undertaken for that day. Permit must be obtained for all excavations before excavation begins/ cost of permit will be reimbursed upon receipt. http://www.gims.houstontx.gov/scps2/faq.html.

D. Comply with requirements from Chapter 12 of the City of Houston’s Infrastructure Design Manual (dated July 2017), entitled Street Cut Requirements.

1.09. WARRANTY

A. Comply with warranty requirements in accordance with Document 00700 - General Conditions.

http://gisapps.houstongims.org/scps2/SCPS_Notice.asp

http://www.gims.houstontx.gov/scps2/faq.html



06-27-2005

1.10. ADDITIONAL CONDITIONS FOR SUBSTANTIAL COMPLETION

A. In addition to requirements outlined in Document 00700 – General Conditions, for Contractor to be substantially complete with the Work and call for inspection by the Project Manager to confirm the following conditions must be met or completed in accordance with Contract Documents:

1. Alternate construction refer to Section 00800 for additional conditions.

B. No additional condition described in Paragraph 1.10 may be included in Contractor’s

punch list.

1.11. ALTERNATE CONSTRUCTION METHODS

A. Alternate construction methods may be allowed in accordance with applicable details and specifications in Contract Documents at no additional cost to the City of Houston provided the City will receive substantial benefit from alternate construction method(s). Contractor accepts responsibility for all additional cost of geotechnical investigations and incidental items, including any re-design that may be necessary. Submit for review by the City Engineer prior to commencement of any construction activity if such alternate construction methods are to be considered.

B. Failure of agreement between the Contractor and the Project Manager over proposed alternate construction methods would require construction to vertical and horizontal alignments, and details as per original Contract documents.

PART 2 P R O D U C T S 2.01. TYPE OF PIPE FOR CONSTRUCTION OF WATER LINE

A. Steel pipe is the only material allowed for large diameter water line construction, with the exception of ductile iron pipe where indicated on the Drawings.

B. Unless specifically identified on Drawings or Specifications, types of materials used are

Contractor’s option. Manufacturer and subcontractor selection are within Contractor’s control and will not warrant time extensions due failure to produce required deliverables within Contract Time. Extension of Contract Time due to non-delivery of Contractor’s choice of material and or manufacturer, which affects Contractor’s schedule, will not be approved. Contractor to submit pipe and other critical submittals in a timely manner to allow sufficient review time by the Project Manager and to maintain construction schedule.

PART 3 E X E C U T I O N (Not Used) PART 4 A T T A C H M E N T S (Not Used)

END OF SECTION

108-Inch WL from Imperial Valley Dr to Green Plaza Dr WBS No. S-000900-0168-4 USE OF PREMISES

01145S-1 12-28-2017

Section 01145S

USE OF PREMISES

The following supplements modify Specification Section 01145 – Use of Premises Standard Specification and Details. Where a portion of the Specification or Detail is modified or deleted by this Supplementary Specification, the unaltered portions of the Specification shall remain in effect.

Add the following Sub-section as 1.02 and renumber existing Sections 1.02 to 1.11

1.02 MEASUREMENT AND PAYMENT:

A. Unit Prices

1. No separate payment will be made for any items under this Section. Include cost of

such work in unit price for installed underground utilities or any other appropriate sections as applicable.

1.02 RIGHT-OF-WAY: Add the following paragraph E:

E. Maintain TxDOT and Harris County Right-Of-Way at all times, including keeping pavement

clean and preventing erosion to roadside ditches and other areas. Regularly mow grass lined ditches and other Right-of-Way areas which receive discharged water from construction activities. No separate pay.

1.04 USE OF SITE:

Delete Paragraph E and replace with the following:

E. Locate, protect, repair and replace private lawn sprinkler systems that are in conflict within

the construction limit if not mentioned otherwise. Add the following to paragraphs H, I J, K and L:

H. Accessibility to easements along Project alignment is limited after rainfall events. Provide

necessary means to maintain access at all times. No separate pay. No extra days will be granted for inaccessibility to the site.

I. Maintain access to all Metro bus stops. Replace Metro bus Sign (Stop) and temporary

pedestrian pad/shelter along routed road for Metro passenger pick-up/drop-off if required. No separate pay.

J. Refer to Section 01110 for limitations on use of easements.

K. Protect and maintain existing fences within construction limit and in near vicinity as necessary.

108-Inch WL from Imperial Valley Dr to Green Plaza Dr WBS No. S-000900-0168-4 USE OF PREMISES

01145S-2 12-28-2017

L. Restore drainage swale and channel to the original condition or better if damaged.

1.09 SURFACE RESTORATION: Delete Paragraph A and replace with the following

A. Restore the area within the construction limit with landscape, berms, etc. to the condition

existing before construction or better.

Add the following Section 1.12:

1.12 COORDINATE WITH OTHER AGENCIES:

A. Coordinate work with adjacent contractors on access to the site. Avoid obstructing the other agencies’ work.

B. Coordinate with Harris County Emergency Service Dispatch (HCESD) centers. Do not

obstruct ingress and egress of emergency vehicles from HCESD properties.

C. Refer to Section 01110 for additional information.

END OF SUPPLEMENT Approved by: _____________________________ _______________________

Venus Price, P.E. Date Acting Managing Engineer Surface Water Transmission Program Capital Projects

108-Inch WL from Imperial Valley Dr to Green Plaza Dr WBS No. S-000900-0168-4 MOBILIZATION

01502S-1 08-17-2017

Section 01502S

MOBILIZATION

The following supplements modify Section 01502 –Mobilization Standard Specification. Where a portion of the Specification is modified or deleted by this Supplementary Specification, the unaltered portions of the Specification shall remain in effect.

1.02 MEASUREMENT AND PAYMENT: Add the following paragraph to 1.02:

D. De-Mobilization/Re-Mobilization for project delaying items are included in the bid items for each of the Levels identified in this Section. Authorization for payment of 50 percent of that portion will be made after completely de-mobilizing from the site including, but not limited to securing the site, temporary restoration, and removal of construction equipment, personnel and construction materials. Authorization for payment of the remaining cost will be made after all construction equipment and materials are transported back to the construction site. Payment for the above will only be granted once and must be approved by Project Manager.

E. Relocation of Work area as needed to comply with the requirements of the

Migratory Bird Treaty Act (See Specification Section 01565) will be directed by Project Manager at no separate pay. Work may continue in the vacated area at the end of the breeding season for migratory birds and/or the winter season for bald eagles.

Add the following Subsection: 1.03 DE-MOBILIZATION AND RE-MOBILIZATION:

A. De-Mobilization/Re-Mobilization to be used at the direction of the Project Manager. Contractor shall discontinue Work and return at a later date to complete the Work. Contract Time will be suspended during the demobilized period, or additional time may be added to the Contract for the demobilized period, including time to temporarily restore the site, remove equipment, and to re-mobilize.

Some Unit Price Items, identified in Document 00410, may have to be repeated

(e.g. Groundwater Control). These repeated work items shall be paid under their respective Unit Price Items the appropriate number of times the Work is performed. Contractor shall notify the Project Manager which items are anticipated to be repeated upon notice of de-mobilization and work conscientiously to minimize the repeated work.


01502S-2 08-17-2017

Payment also includes the effort to Re-mobilize, as directed by Project Manager,

following the demobilized period of time. All equipment and materials, including traffic control, should be returned to the site and temporary restoration measures shall be removed.

De-mobilization/Re-mobilization may be required at different phases of the project.

The Level of De-mobilization/Re-mobilization used, if required, shall be according to the following descriptions at the direction of the Project Manager:

1. Level 1: No Pipe laying work has begun in the area to be vacated

a. Remove equipment, materials, waste products, temporary facilities, storage

boxes, and other resources from the site.

b. Temporarily backfill open trenches and excavation locations. Backfill shall comply with applicable specifications, including type of materials and compaction requirements.

c. Reopen roads, driveways, sidewalks and other public facilities. Temporary restoration measures shall comply with applicable Federal, State and city regulatory requirements. Temporary restoration shall include, but not be limited to, temporary asphalt, pavement stripping, traffic control signage and street signage.

d. Remove temporary traffic control from project site area.

e. Maintain coordination with the rescheduling of proposed Work with Project Manager and sub-contractors.

f. Re-mobilize at the direction of the Project Manager within 30 days of

notification.

2. Level 2: Pipe Laying Work has begun in the area to be vacated

a. Coordinate with Project Manager for the level of completion to attain before stopping Work.

b. Cap end of pipe with plastic cover and brace with timber or other material

adequate to prevent fill from entering pipe. Backfill pipe in compliance with applicable specifications.

c. Remove equipment, materials, waste products, temporary facilities, storage

boxes, and other resources from the site.


01502S-3 08-17-2017

d. Temporarily backfill open trenches and excavation locations. Backfill shall comply with applicable specifications, including type of materials and compaction requirements.

e. Reopen roads, driveways, sidewalks and other public facilities. Temporary restoration measures shall comply with applicable Federal, State and city regulatory requirements. Temporary restoration shall include, but not be limited to, temporary asphalt, pavement stripping, traffic control signage and street signage.

f. Remove temporary traffic control from project site area.

g. Maintain coordination with the rescheduling of proposed Work with Project Manager and sub-contractors.

h. Re-mobilize at the direction of the Project Manager within 30 days of

notification.

3. Level 3: During preparation of water line for disinfection.

a. De-mobilize if City personnel are unable to begin filling the water line within 14 days of being notified as required in Specification Section 02514(LD) Exhibit A.

b. Secure all disinfection and de-chlorination chemicals. c. Secure blow-off locations. d. Secure any open excavations.

e. Re-mobilize at the direction of the Project Manger within 10 days of notification.

END OF SUPPLEMENT

Approved by: __________________________________ _____________________ Venus Price, P.E. Date Acting Managing Engineer Surface Water Transmission Program Capital Projects

108-Inch WL from Imperial Valley Dr to Green Plaza Dr TEMPORARY FACILITIES WBS No. S-000900-0168-4 AND CONTROLS

01504S-1 08-17-2017

Section 01504 S

TEMPORARY FACILITIES AND CONTROLS

3.07 PROTECTION OF UTILTIES AND PIPELINES: Add the following paragraph H

H. Heavy equipments are not allowed to operate directly over the pipelines without approval from the pipeline company. Heavy equimpments may only be allowed to cross pipelines at locations designated by the pipeline company. Contractor to use temporary surface protection with timber matting, steel plates, air bridge, etc. as approved by the pipeline company.

.

END OF SUPPLEMENT


108-Inch WL from Imperial Valley Dr to Green Plaza Dr WBS No. S-000900-0168-4 DIVERSION PUMPING

01506S-1 08-17-2017

Section 01506S

DIVERSION PUMPING

The following supplements modify Section 01506 –Diversion Pumping Standard Specification. Where a portion of the Specification is modified or deleted by this Supplementary Specification, the unaltered portions of the Specification shall remain in effect.

PART 1 GENERAL Add the following Section 1.02 and renumber the remaining Sections: 1.02 MEASUREMENT AND PAYMENT:

A. No separate payment will be made for diversion pumping, including bulkheads, plugs, piping, and pumping equipment, required for replacement of existing sanitary sewers.

END OF SUPPLEMENT

Approved by: _____________________________ _________________________ Venus Price, P.E. Date

Acting Managing Engineer

Surface Water Transmission Program

Capital Projects

108-Inch WL from Imperial Valley Dr to Green Plaza Dr TRAFFIC CONTROL WBS No. S-000900-0168-4 AND REGULATION

01555S-1 09-08-2016

Section 01555S

TRAFFIC CONTROL AND REGULATION

The following supplements modify Section 01555 – Traffic Control and Regulation Standard Specification. Where a portion of the Specification is modified or deleted by this Supplementary Specification, the unaltered portions of the Specification shall remain in effect.

3.04 HAUL ROUTES: Add the following Paragraphs D and E:

D. Major haul routes are limited to Plaza Verde Drive, North Freeway Service

Road, Esplanade Blvd. and Imperial Valley Drive. E. Do not use residential / minor streets for hauling and transport of construction

materials, excavations, or equipment except where such items are needed on residential / minor streets for construction.

END OF SUPPLEMENT

Approved by: _____________________________ _________________________ Venus Price, P.E. Date

Acting Managing Engineer

Surface Water Transmission Program

Capital Projects

108-Inch WL from Imperial Valley Dr to Green Plaza Dr CONTROL OF GROUND WBS No. S-000900-0168-4 AND SURFACE WATER

01578S-1 10-05-2016

Section 01578S

CONTROL OF GROUND AND SURFACE WATER

The following supplements modify Specification Section 01578 – Control of Ground and Surface Water Standard Specification and Details. Where a portion of the Specification or Detail is modified or deleted by this Supplementary Specification, the unaltered portions of the Specification shall remain in effect.

1.02 MEASUREMENT AND PAYMENT: Delete Paragraphs 1.02.A.4 and replace with

the following: 4. No separate payment will be made for groundwater control associated with

augering, tunnels or casing. Include cost in unit price for augering. No separate payment for groundwater and surface water control resulting from an existing leaking pipe.

1.05 PERFORMANCE REQUIREMENTS: Add the following Paragraph J:

J. Control flow rate of discharged groundwater to prevent overflow of drainage facilities.

1.07 ENVIRONMENTAL REQUIREMENTS: Delete Paragraph 1.07.D and replace with the following:

D. Monitor ground water discharge for contamination while performing pumping in the vicinity of potentially contaminated sites and when discharging to the TxDOT ROW.

Add the following Paragraph E:

E. Provide erosion control measures when discharging water to unlined or vegetation lined channels.

2.01 EQUIPMENT AND MATERIALS: Delete Paragraphs 2.01.B and replace with the following:

B. Use experienced contractors, regularly engaged in ground water control system

design, installation, and operation, to furnish and install and operate educators, well points, deep wells, or water-tight sheet pile cut-off walls, when needed.

108-Inch WL from Imperial Valley Dr to Green Plaza Dr CONTROL OF GROUND WBS No. S-000900-0168-4 AND SURFACE WATER

01578S-2 10-05-2016

3.03 SEDIMENT TRAPS: Delete Paragraph A and replace with the following:

A. Install sediment tanks as needed to prevent discharge of sediment into storm

sewers and drainage ditches.

3.04 SEDIMENT SUMP PIT: Delete Paragraph A and replace with the following:

A. Install sediment sump pits as needed to prevent discharge of sediment into storm sewers and drainage ditches.

END OF SUPPLEMENT

Approved by: __________________________ __________________________ Venus Price, P.E. Date Acting Managing Engineer Surface Water Transmission Program Capital Projects

CITY OF HOUSTON OPERATIONS AND MAINTENANCE STANDARD SPECIFICATION PERSONNEL INSTRUCTION

01782(LD)-1

08/01/95

SECTION 01782 (Large Diameter) OPERATIONS AND MAINTENANCE PERSONNEL INSTRUCTION PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Requirements of services of manufacturer-approved factory-trained maintenance specialist to instruct City's operations and maintenance personnel in recommended corrective and preventive maintenance procedures for equipment as specified in respective equipment section.

1.02 MEASUREMENT AND PAYMENT

A. No separate payment will be made for work performed under this section. Include cost of such training, instruction material, submittals and resubmittals in contract unit prices for items listed in bid form for which equipment is a part.

1.03 REQUIREMENTS

A. Qualifications of specialist to be subject to approval by City's representative.

B. Responsible for coordinating these services at times acceptable to Engineer, with a minimum of 30 days' prior notice.

C. Provide combination of classroom and/or field training. Conduct all training at City of

Houston facilities in Houston, Texas.

D. Training sessions may be videotaped by City. Taped sessions are property of City and City retains right to use tapes for training of City of Houston personnel.

E. Schedule training for particular item or system after complete installation and testing for

that item or system. Submit training schedules to Engineer for approval.

F. Minimum requirements for training are as shown by item/system and unless otherwise noted elsewhere minimum number of training hours to be provided is 4 per item/system. Hours shown are actual "instruction hours" (classroom or demonstrations) irrespective of number of people attending training session. Additional training requirements may be specified in other sections of specifications.

1.04 SUBMITTALS

A. Submit all items required within this section in accordance with Section 01330 - Submittals.


01782(LD)-2

08/01/95

B. Submit for approval a proposed Lesson Plan for instruction 30 days prior to commencement of scheduled training.

C. Submit for approval credentials of designated maintenance instructor. Credentials will

include resume and specific details of instructor's experience with maintenance of and training on items specified.

D. Operation and Maintenance Data: In addition to specific data required by various sections

of specifications, provide following information for each piece of equipment which requires periodic maintenance:

1. Manufacturer's Data:

a. Name and description.

b. Size and/or model number.

c. Manufacturer's name, address and telephone number.

d. Supplier's name, address and telephone number.

e. All equipment serial numbers.

2. Nameplate Data: Supply all applicable information for each piece of equipment

listed in paragraph above.

a. Volts.

b. Amps.

c. Watts.

d. Phases.

e. Hertz.

f. Frame.

g. Type.

h. PSI.

i. Other pertinent information.

3. Manufacturer's operations, maintenance and repair literature and other information. Provide following information as a minimum:


01782(LD)-3

08/01/95

a. Manufacturer's recommended preventive maintenance procedures and maintenance intervals. Give maintenance intervals in terms of both calendar time and operation time.

b. Parts Information:

1) Exploded-view assembly drawing(s) of equipment. Clearly show

all parts including maintainable subassembly parts in drawing(s). Consider all subassemblies maintainable unless City acknowledges in writing that subassembly is disposable. Identify all parts with number or letter which references Parts List Table described in section 2) below.

2) A Parts List Table which includes all of the following information:

a) Part reference number or letter from the exploded-view

drawing.

b) Brief description of part.

c) Manufacturer's part number/drawing reference number.

d) Standard part description when applicable, i.e. 1/2-inch hex head bolt.

e) Quantity of each part contained in equipment, assembly or

subassembly.

f) Manufacturer's recommendation for stocking of spare parts for each item in Parts List Table.

c. Special Tools: List any special tools and/or equipment required to comply

with manufacturer's recommended maintenance instructions.

d. Overhaul Procedures: Provide step-by-step procedures by manufacturers for complete disassembly, overhaul and reassembly of equipment.

e. Operating Procedures: Provide detailed information on following:

1) Pre-startup checkout procedure.

2) Startup procedures.

3) During operation checks and procedures.


01782(LD)-4

08/01/95

4) Shutdown procedures for following:

a) Routine shutdown.

b) Emergency shutdown.

c) Extended shutdown.

f. Safety precautions.

g. Comprehensive troubleshooting guide.

h. Electrical and instrumentation wiring diagrams.

i. Test data and performance curves.

4. Assemble required manufacturer's information in logical format. Provide Items 1

through 3 in tabular form for each piece of equipment. Provide cross references to manufacturer data submittals as required by Section 01340 - Shop Drawings, Product Data and Samples. All information to be 8-1/2" x 11" or 11" x 17" in size and of quality suitable for reproductions. Items submitted by the Contractor which do not produce an acceptable quality reproduction will be returned for resubmittal. All information shall be bound in a suitable hard-covered, weatherproof binder. Provide six copies of above information.

5. Contractor, by way of his bid, acknowledges that any or all of above Operation

and Maintenance submittal requirements may be more extensive and more detailed than what Contractor typically supplies. However, it is understood that, in case of any piece of equipment requiring periodic maintenance, NO PAYMENT FOR SUPPLY, DELIVERY AND INSTALLATION OF SUCH EQUIPMENT WILL BE MADE UNTIL ALL REQUIREMENTS SPECIFICALLY NOTED IN THIS TECHNICAL SPECIFICATION RELATING TO OPERATION AND MAINTENANCE DATA HAVE BEEN COMPLIED WITH.

PART 2 P R O D U C T S 2.01 INSTRUCTION LESSON PLAN

A. Proposed Lesson Plan to include elements presented in Outline of Instruction Lesson Plan in paragraph 2.01D. Specific components and procedures to be identified in proposed Lesson Plan.

B. Detail specific instruction topics in proposed Lesson Plan. Reference and attach, where

applicable to proposed Lesson Plan, training aids to be utilized in instruction. Describe "hands-on" demonstrations planned for instruction in Lesson Plan.


01782(LD)-5

08/01/95

C. Indicate estimated duration of each segment of training Lesson Plan.

D. Outline of Instruction Lesson Plan:

1. Equipment Operation:

a. Describe equipment's operating function.

b. Describe equipment's fundamental operating principals and dynamics.

c. Identify equipment's mechanical, electrical and electronic components and

features.

d. Identify all support equipment associated with operation of subject equipment (i.e., valve operators, anodes, test stations).

2. Detailed Component Description:

a. Identify and describe in detail each component's function.

b. Where applicable, group related components into subsystem. Describe

subsystem functions and their interaction with other subsystems.

c. Identify and describe in detail equipment safeties and control interlocks.

3. Equipment Preventive Maintenance (PM):

a. Describe PM inspection procedures required to:

1) Perform an inspection of equipment in operation.

2) Spot potential trouble symptoms (anticipate breakdowns).

3) Forecast maintenance requirements (predictive maintenance).

b. Define recommended PM intervals for each component.

c. Provide lubricant and replacement part recommendations and limitations.

d. Describe appropriate cleaning practices and recommended intervals.

4. Equipment Troubleshooting:

a. Define recommended systematic troubleshooting procedures.

b. Provide component specific troubleshooting checklists.


01782(LD)-6

08/01/95

c. Describe applicable equipment testing and diagnostic procedures to

facilitate troubleshooting.

5. Equipment Corrective Maintenance:

a. Describe recommended equipment preparation requirements.

b. Identify and describe use of any special tools required for maintenance of equipment.

c. Describe component removal/installation and disassembly/ assembly

procedures.

d. Perform at least two "hands-on" demonstrations of common corrective maintenance repairs.

e. Describe recommended measuring instruments and procedures, and

provide instruction on interpreting alignment measurements, as appropriate.

f. Define recommended torquing, mounting, calibration and/or alignment

procedures and settings, as appropriate.

g. Describe recommended procedures to check/test equipment following a corrective repair.

6. Other items as contained in operation and maintenance manual, as defined in

Section 01330 - Submittals. 2.02 TRAINING AIDS

A. Instructor shall incorporate training aids as appropriate to assist in instruction. Include text and figure handouts as a minimum in training aids. Other appropriate training aids are:

1. Audiovisual aids (e.g., films, slides, videotapes, overhead transparencies, posters,

blueprints, diagrams, catalogue sheets).

2. Equipment cutaways and samples (e.g., spare parts, damaged equipment).

3. Tools (e.g., repair tools, customized tools, measuring and calibrating instruments).

B. Instructor shall utilize descriptive class handouts during instruction. Photocopied class handouts shall be good quality reproductions. Class handouts should accompany instruction with frequent reference made to them. Customized handouts developed especially for instruction are encouraged. Handouts planned for instruction shall be attached with manufacturer's proposed Lesson Plan.


01782(LD)-7

08/01/95

PART 3 E X E C U T I O N 3.01 "HANDS-ON" DEMONSTRATIONS

A. Manufacturer's instructor shall present at least two "hands-on" demonstrations of common corrective maintenance repairs for each scheduled group. Manufacturer shall provide tools and equipment to conduct demonstrations. Requests for supplemental assistance and facilities should be submitted with proposed Lesson Plan. Proposed "hands-on" demonstrations should be described in proposed Lesson Plan.

END OF SECTION

108-Inch WL from Imperial Valley Dr to Green Plaza Dr WBS No. S-000900-0168-4 PRECAST CONCRETE MANHOLES

02082S-1 09-08-2016

Section 02082S

PRECAST CONCRETE MANHOLES

The following supplements modify Specification Section 02082 - Precast Concrete Manholes Standard Specification and Details. Where a portion of the Specification or Detail is modified or deleted by this Supplementary Specification, the unaltered portions of the Specification shall remain in effect.

1.02 MEASUREMENT AND PAYEMENT: 1. Delete Paragraph A.7. 3.03 MANHOLE BASE SECTIONS AND FOUNDATIONS: Delete paragraph

A. and B. and replace it with the following: A. Place precast base on 12 inch thick (minimum) foundation of

cement stabilized sand. Compact cement-sand in accordance with requirements of Section 02321 – Cement Stabilized Sand. For Manholes over large diameter waterlines, see 3.03 C.

B. Unstable Subgrade Treatment: When unstable subgrade is

encountered, notify Project Manager for examination of subgrade to determine if subgrade has heaved upwards after being excavated. When heaving has not occurred, over-excavate subgrade to allow for 24-inch-thick layer of cement stabilized sand as foundation material under manhole base. When there is evidence of heaving, provide pile-supported concrete foundation, as detailed on Drawings, under manhole base.

3.11 BACKFILL: Delete paragraph A and replace with the following

paragraph A:

A. Place and compact backfill materials in area of excavation surrounding manholes in accordance with the requirements of Section 02317 - Excavation and Backfill for Utilities.

END OF SUPPLEMENT

108-Inch WL from Imperial Valley Dr to Green Plaza Dr WBS No. S-000900-0168-4 PRECAST CONCRETE MANHOLES

02082S-2 09-08-2016

Approved by: _____________________________ _________________________ Venus Price, P.E. Date Acting Managing Engineer Surface Water Transmission Program Capital Projects

108-Inch WL from Imperial Valley Dr to Green Plaza Dr

WBS No. S-000900-0168-4 CHEMICAL SAMPLING AND ANALYSIS

02105-1 Revised on 09/20/2016

02-17-2011 by KUO & associates, Inc.

Section 02105

CHEMICAL SAMPLING AND ANALYSIS

PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Preparatory work related to site remediation and excavation in a Potentially Petroleum Contaminated Area (PPCA).

B. Sampling and analysis of site material.


A. Unit Prices

1. Preparatory work is paid on a lump sum basis. Item includes hiring environmental consultants, preparing Environmental Health and Safety Plan, preparing Environmental Work Plan, training personnel, and obtaining permits and additional insurance.

2. Underground Utility Construction in PPCA.

a. Underground utility construction and appurtenances in areas

identified within PPCA limits is on a linear foot basis, each basis, or lump sum basis, as shown in Document 00410 – Bid Form. Included in this pay item is incremental cost for upgraded piping, gaskets, and appurtenant materials.

b. Handling, sampling, and testing of groundwater in PPCA will be paid

on a lump sum basis. Payment includes compensation for labor, equipment, supervision, mobilization, environmental monitoring and field screening, handling, sampling, and testing of contaminated groundwater. Contaminated groundwater will be that encountered during excavation for underground utilities or that produced from groundwater control operations and flowing at a rate not greater than 50 gallons per minute.

c. Handling, sampling, and testing of water discharged to TxDOT

storms sewers and right-of-ways will be paid on a lump sum basis. Payment includes compensation for labor, equipment,



02105-2 Revised on 09/20/2016


supervision, mobilization, environmental monitoring and field screening, handling, sampling, and testing of water.

d. Handling, sampling, and testing of soil in PPCA will be paid on a

lump sum basis. Payment includes compensation for labor, equipment, supervision, mobilization, environmental monitoring and field screening, handling, sampling, and testing of contaminated soil. Contaminated soil may be Category I or II.

e. Limits of measurement under this section are noted on Drawings as

‘Begin PPCA Excavation’ and ‘End PPCA Excavation’, are where water will be discharged to TxDOT right-of-ways and/or storm sewers, and are other areas determined by Project Manager during the course of the work.

f. Payment will be made upon receipt of field test reports from

approved analytical laboratory.

3. Extra Unit Items are provided for PPCA work outside of the PPCA Limits shown on the Drawings. Extra Unit Items for Transportation and Disposal of Contaminated Groundwater and Soil at Approved Facility in PPCA will be used to compensate for all time, labor, management, preparation, sampling, testing and materials required for additional work associated with PPCA when directed by Project Manager to perform such work and for which there is no bid item. Authorization and compensation for this work will be in accordance with Document 00700 - General Conditions.

4. Refer to Section 01270 - Measurement and Payment for unit price

procedures.

B. Stipulated Price (Lump Sum). If the Contract is a Stipulated Price Contract, payment for work in this Section is included in the total Stipulated Price.

1.03 REFERENCE STANDARDS

A. ASTM D 5092 - Practice for Design and Installation of Groundwater Monitoring

Wells. B. Code of Federal Regulation (CFR), Title 40, Section 261.24. - Protection of the

Environment. C. CFR, Title 29, Section 1910.120. - Occupational Safety and Health

Administration, Department of Labor.



02105-3 Revised on 09/20/2016


D. CFR, Title 29, Section 1926. - Occupational Safety and Health Administration, Department of Labor.

E. CFR, Title 40, Section 261, Appendix II. - Protection of the Environment. F. Texas Administrative Code (TAC), Title 30, Chapter 335. - Industrial Solid Waste

and Municipal Hazardous Waste. G. TAC, Title 30, Chapter 334. - Underground and Aboveground Storage Tanks. H. TAC, Title 30, Chapter 106.533. - Exemptions from Permitting, Subchapter X.

Waste Processes and Remediation. I. U.S. Environmental Protection Agency (EPA), (SW-846) Test Methods for

Evaluating Solid Waste, Office of Solid Waste and Emergency Response, Washington, D.C. (P1388-239223, November 1986).

J. Texas Commission on Environmental Quality (TCEQ) Interoffice Memo, dated

4/12/94, by Chris Chandler, RPR Section, PST Division, regarding ‘Revised Procedures for Classifying and Assigning Waste Codes for Underground and Aboveground Petroleum Storage Tank Wastes’ (text attached following this section).



02105-4 Revised on 09/20/2016


1.04 DEFINITIONS

A. Petroleum: Crude oil, natural gas, natural gas liquids, liquefied natural gas, and synthetic gas usable for fuel, as well as distillates of crude oil including gasoline, kerosene, diesel oil, motor oil, waste oil, jet fuels, and fuel oil.

B. Potentially Petroleum Contaminated Area (PPCA): An area within station-to-

station locations identified on Drawings where petroleum contamination has been detected in the soil or groundwater. PPCA also includes areas where contamination is suspected or encountered during utility installation outside

areas identified on Drawings, and such contamination has been verified by

Project Manager. C. Category I Soil: Soil containing visual or physical evidence of contamination, as

described in paragraph 3.01, and that is not Category II Soil.

D. Category II Soil: Soil that contains petroleum contamination in excess of levels identified in paragraph 3.04, and is consistent with a classification as Special Waste-PST as defined by TCEQ in their interoffice memo dated 4/12/94, or soil that contains visible free product or is impacted with non-petroleum compounds detected above Risk Reduction Standard Number 2 levels as defined in Texas Administrative Code, Title 30, Chapter 335.

E. Metals: Metals defined in test methods SW-846 6010C and SW-846 7470A.

F. Potentially Contaminated Groundwater: Water recovered in a groundwater control

system located in PPCA or groundwater that contains visual or physical evidence of contamination, as described in paragraph 3.01, and such contamination has been verified by Project Manager.

1.05 SUBMITTALS

A. Conform to requirements of Section 01330 - Submittal Procedures.

B. Submit an Environmental Work Plan within 30 days after issuance of Notice to Proceed.

1. The Environmental Work Plan shall be prepared by a Corrective Action

Project Manager licensed in Texas, who has completed 40-hours of Health and Safety Training and the required annual refresher training, and in the employment of a registered Corrective Action Specialist firm.

2. The Environmental Work Plan shall include the following items. Compile

and arrange in a format that can be reviewed by TCEQ.



02105-5 Revised on 09/20/2016


a. Proposed sequence of construction through PPCA;

b. Procedures for screening soil in PPCA, identifying Category I or II Soil;

c. Procedures for handling material from PPCA; d. Proposed location of stockpile areas; e. Proposed reuse of Category I Soil as trench backfill below depths of

30 inches; f. Proposed methods for disposal or recycling of Category I or II Soil; g. Proposed carriers of Category I or II Soil or potentially contaminated

groundwater with verification each is properly licensed; h. Proposed recycle/disposal sites for Category I or II Soil or potentially

contaminated groundwater with verification that each is properly licensed;

i. Copy of permit required for discharge of potentially contaminated

groundwater in sanitary sewer system, if to be disposed in sanitary sewer;

j. Name and qualifications of Corrective Action Project Manager and

professional environmental consultants for health, environmental, and safety issues regarding operations within PPCA; and,

k. Proposed analytical laboratory with verification it is accredited by

A2LA or other recognized association, or it is a participant in the EPAs Performance Evaluation Program.

3. Do not commence work in PPCA until Environmental Work Plan has been

reviewed and accepted by Project Manager.

C. Submit Environmental Health and Safety Plan within 30 days after issuance of Notice to Proceed.

1. The Health and Safety Plan shall be prepared by a Corrective Action

Project Manager licensed in Texas, who has completed 40 hours of health and safety training, and required annual refresher training, or a Certified Industrial Hygienist.



02105-6 Revised on 09/20/2016


2. Include methods and procedures for assuring work, which will be conducted under conditions expected in the field, is safe.

D. As work proceeds, submit field screening, monitoring and analytical laboratory

test results on a weekly basis for soil and on a daily basis for groundwater. Summarize test results in tables together with applicable regulatory criteria.

E. Submit copies of correspondence, reports, permits and other documents provided

to, or received from, regulatory agencies. 1.06 PERSONNEL REQUIREMENTS

A. Provide trained personnel who have completed minimum health and safety programs specified by the Occupational Safety and Health Administration in 29 CFR 1910.120. Before beginning work at the site, each employee that will work in PPCA is required to have completed 40 hours health and safety training and the required annual refresher training.

PART 2 P R O D U C T S 2.01 MATERIALS

A. Do not use polyvinyl chloride or other plastic material, unless approved by Project Manager.

B. Water Line Pipe Material.

1. Water Lines less than 24-inch diameter

a. Furnish ductile-iron pipe or steel pipe material within station-to-

station locations identified as PPCA on Drawings.

b. Provide restrained joints for ductile-iron pipe or welded joints for steel pipe.

c. Provide pipe material conforming to Section 02501 – Ductile Iron

Pipe and Fittings or Section 02502 - Steel Pipe and Fittings.

2. Water Lines 24-inch diameter and greater

a. Furnish ductile-iron pipe or steel pipe within station-to-station locations identified as PPCA on Drawings.



02105-7 Revised on 09/20/2016


b. Provide restrained joints for ductile-iron pipe or welded joints for steel pipe.

c. Provide pipe material conforming to Section 02501 – Ductile Iron

Pipe and Fittings or Section 02518 - Steel Pipe and Fittings for Large Diameter Water Lines.

C. Sanitary Sewer Pipe Material.

1. Furnish ductile iron pipe, fiberglass reinforced pipe, or equivalent protective

materials approved by Project Manager. 2. Provide restrained joints. 3. Provide pipe material conforming to Section 02501 – Ductile Iron Pipe and

Fittings or Section 02504 - Fiberglass Reinforced Pipe. Use pipe with a minimum pressure rating of 150 psi.

D. Use Viton (FKM) type gaskets, or approved equal, for water lines and

appurtenances requiring gaskets. Use Nitrile Rubber type gaskets, or approved equal, for sanitary and storm sewer pipe, precast concrete manhole joints and appurtenances requiring gaskets

PART 3 E X E C U T I O N 3.01 POTENTIALLY PETROLEUM CONTAMINATED AREAS

A. Conduct operations in PPCA in accordance with the accepted Environmental Work Plan and the Environmental Health and Safety Plan and to minimize the spread of contamination. In other areas which are either detected or suspected to be potentially petroleum contaminated areas, immediately notify Project Manager and proceed with work in accordance with this Section, unless otherwise directed by Project Manager.

B. Immediately notify Project Manager and TCEQ’s Region 12 Field Office whenever

Category I or II Soil or potentially contaminated groundwater are encountered.

1. Provide location, depth, type (soil or groundwater), source (if known), and evidence of suspected contamination.

2. Determine if Category I Soil or potentially contaminated groundwater is present by visual or physical evidence of contamination. Visual or physical evidence includes:

a. Petroleum or chemical odor.



02105-8 Revised on 09/20/2016


b. Indication of levels of contamination by air monitoring devices

employed as part of the Environmental Health and Safety Plan. c. Soil or groundwater discoloration. d. Material oozing/dripping into excavation. e. Liquid or oily sheen floating on groundwater. f. Buried containers or refuse. g. Field screening ‘head-space’ results in excess of a 25 ppm reading

on a photoionization detector (PID) or flame ionization detector (FID).

C. Install piping and gasket materials and appurtenances in conformance with

appropriate section, except as modified in this Section.

D. Construct trench dams within a utility trench at each boundary of PPCA and laterals to minimize potential for contaminant transport within pipe bedding material. A trench dam shall consist of at least 24 inches of cement stabilized sand with 10 percent bentonite clay added, extending from 6 inches below bottom of trench to within 12 inches of limits of topsoil or pavement.

3.02 ENVIRONMENTAL MONITORING

A. An environmental consultant shall monitor conditions in PPCA, as specified in the Environmental Health and Safety Plan. Maintain safe working conditions in accordance with OSHA requirements (29 CFR 1926).

3.03 SCREENING PPCA SOILS

A. An environmental consultant shall perform field screening of soil removed from excavation or tunneling in PPCA.

B. Screening Procedures.

1. Place samples in a sealed plastic bag and place in a warm location for 15

minutes prior to screening. 2. Properly calibrate the PID/FID using a calibration gas. For PID use 100

ppm isobutylene and for FID use 100 ppm methane.



02105-9 Revised on 09/20/2016


3. Open bag just enough to insert instrument probe and take maximum headspace reading.

4. Screen at least twice per hour while removing soils in open cut areas or

shafts. 5. During tunneling, screen once for each pipe length in pipe jacked tunnels or

each advance of tunnel shield in primary lined tunnels. Screen at least once per shift when excavating.

3.04 SAMPLING AND TESTING

A. Frequency.

1. Sample soil in PPCA at a rate of not less than one composite sample for every 20 cubic yards of excavation or volume corresponding to every 50 linear feet of installed underground utility, whichever is more frequent.

2. Sample water from PPCA to be discharged to a sanitary sewer one week

prior to initiation of discharge, and at a rate of one grab sample once per day during discharge to sanitary sewer.

B. Analyze soil samples for parameters listed in Section 02120 – Off-Site

Transportation and Disposal, Table 02120-1, Soil Criteria - Petroleum Only, and in accordance with SW-846. Handle as a Category II Soil if analytical results indicate any one, or more, parameters exceed allowable Maximum

Concentration listed in Table 02120-1 or as specified by the Project Manager. If

benzene concentration from composite sample is greater than 5 milligrams per kilogram (mg/kg) or lead concentration is greater than 30 mg/kg, perform

Toxicity Characteristic Leaching Procedure (TCLP) analysis of appropriate

compound for that sample to determine if a more stringent disposal classification is warranted. If contaminants other than petroleum are suspected, immediately notify Project Manager who will determine the list of parameters to be analyzed. If such are encountered, compensation will be made under the Extra PPCA Unit Items. Use a 4-part representative composite sample for analysis of parameters, except when inconsistent with SW-846.

C. Analyze groundwater samples for discharge to sanitary sewers. Analyze samples

for BTEX by EPA Method 602, 8020, or 8021; TPH by EPA Method 418.1 or Method TX 1005; Metals by SW-846 6010C and/or SW-846 7470A; and Lower Explosive Limit (LEL) in accordance with EPA Method 1010.



02105-10 Revised on 09/20/2016


D. Conduct analyses by proposed analytical testing laboratory listed in Environmental Work Plan.

3.05 AIR MONITORING REQUIREMENTS A. Ensure health and safety of workers at the construction site. Maintain air quality

within the construction zone to conform to exposure limits specified in Code of Federal Regulations (CFR) Title 29, Section 1910.120 enforceable by OSHA.

B. Provide adequate shoring and sufficient escape ladders in accordance with

applicable trench safety regulatory requirements. C. In the trench, continuously operate a combustible gas indicator (CGI) with LEL/O2

meter to monitor vapor and oxygen levels. Properly calibrate CGI and provide an alarm that sounds if greater than or equal to 20 percent Lower Explosive Limit (LEL), less than or equal to 19.5 percent oxygen, or greater than or equal to 25 percent oxygen is reached. Record monitoring data from CGI every 15 minutes to ensure safe work conditions.

D. Take appropriate measures during construction to keep LEL levels below 20

percent in the trench. If vapor concentrations exceed 20 percent of LEL stop construction work, turn off equipment, and have workers immediately vacate the PPCA in an upwind direction.

E. Take readings with PID/FID 50 feet downwind of area during excavation or

work in contaminated excavation areas and until one hour after cessation of such work. Take readings within breathing zone at approximately 4 feet above ground level.

Record readings, date, time, initials of person taking reading, PID/FID

serial number and last calibration date of PID/FID in bound field book.

END OF SECTION


WBS No. S-000900-0168-4 TRANSPORTATION AND DISPOSAL

02120-1 Revised on 9/20/2016


Section 02120

OFF-SITE TRANSPORTATION AND DISPOSAL

PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Off-site disposal of non-hazardous and hazardous solid, liquid and resinous waste. 1.02 MEASUREMENT AND PAYMENT

A. Unit Prices

1. Payment for transportation and disposal of Class II Soil at approved facility is on a cubic yard basis.

2. Payment for transportation and disposal of Class I Soil at approved facility is

on a cubic yard basis. 3. Payment for transportation and disposal of contaminated groundwater at

approved facility is on a per gallon basis. 4. No separate payment will be made for groundwater discharged into a

sanitary sewer. 5. No separate payment will be made for soil reused as backfill material. 6. Refer to Section 01270 - Measurement and Payment for unit price

procedures.


1.03 REFERENCES

A. CFR, Title 29, Section 1910.120.- Occupational Safety and Health Administration, Department of Labor.

B. Texas Administrative Code (TAC), Title 30, Chapter 335.- Industrial Solid Waste

and Municipal Hazardous Waste. C. TAC, Title 30, Chapter 334.- Underground and Aboveground Storage Tanks.



02120-2 Revised on 9/20/2016


D. TAC, Title 30, Chapter 106.533.- Exemptions from Permitting, Subchapter X, Waste

Processes and Remediation. E. U.S. Environmental Protection Agency (EPA), (SW-846) Test Methods for

Evaluating Solid Waste, Office of Solid Waste and Emergency Response, Washington, D.C. (P1388-239223, November 1986).

PART 2 P R O D U C T S (Not Used)

PART 3 E X E C U T I O N

3.01 HANDLING CATEGORY I AND II SOILS

A. Do not place Category II Soil back into excavation. Properly dispose of Category II Soil at the facility listed in Environmental Work Plan. Category I Soil consistent with classification as Class II PST Waste as defined by Texas Commission on Environmental Quality (TCEQ) in their interoffice memo dated 4/12/94, and not Category II Soil (as demonstrated through laboratory testing) can be reused as backfill material, provided;

1. Soil is reused in the same area from which it originated at depths greater

than 30 inches below top of pavement, finished grade or ditch flowline, whichever is lower.

2. Soil has suitable engineering properties for backfill material as specified in

Section 02320 - Utility Backfill Material. 3. Does not have indications of impact by contaminants other than petroleum.

B. Do not spread Category I or II Soil on ground surface. C. Place Category I or II Soil in covered roll-off box with a minimum 20-mil plastic

liner or in a stockpile at temporary storage area, pending receipt of analytical results and receipt of authorization from TCEQ and the disposal site for final disposal; or, in trucks for transport directly to the disposal facility.

1. Do not commingle Category I or II Soil from different locations or with

different sources. 2. Temporary storage area to meet following criteria:

a. Within 2 miles of project site, to allow access by City personnel,

unless otherwise approved by Project Manager.



02120-3 Revised on 9/20/2016


b. Outside the 100-year floodplain. c. Outside of, and not adjacent to, an area known or suspected to be a

wetland. d. Acceptable to Project Manager.

3. Secure using temporary fencing or other means of controlling access. 4. Place stockpiled soils on an impervious membrane. Surround with a berm

to prevent migration of soils or moisture either into or out of the stockpile, other than evaporation.

5. Protect and cover the stockpile with minimum 20-mil plastic or other

approved waterproof membrane covering. Replace damaged covers. 6. Do not place soil over monitoring wells or piezometers, utility line

manholes, or any other potential route for water to migrate to subsurface. 7. Handle runoff from the temporary storage area in accordance with

paragraph 3.02, Handling Water. 8. Do not stockpile soil for greater than 30 days. 9. Remove remaining material, including excavated soil from construction

site, from temporary storage area prior to completion of Work.

D. Remove, handle, transport, stockpile, and dispose of Category II Soil under direction of Corrective Action Project Manager. Dispose waste classified (i.e., meets characteristics or other definitions of) a hazardous waste consistent with Resource Conservation and Recovery Act (RCRA) and 30 TAC Chapter 335.

E. Transport Category I or II Soil in accordance with Department of Transportation

(DOT) and TCEQ rules and regulations. F. Dispose Category I Soil, not reused as backfill, under direction of Corrective Action

Project Manager, at a properly licensed facility with prior approval of Project Manager.

G. Obtain signed manifests from the receiving facility and provide originals to Project

Manager. H. Decontaminate large equipment to prevent cross-contamination with clean material.

Steam clean or pressure wash dump trucks, bulldozers, backhoes, and other large equipment prior to use in uncontaminated areas after being used in PPCA.



02120-4 Revised on 9/20/2016


3.02 HANDLING WATER

A. Prior to discharging petroleum, MTBE, or other contaminated groundwater, obtain an Industrial Wastewater Discharge Permit (no cost) from the City for disposal directly to a sanitary sewer which discharges to a City-owned wastewater treatment plant.

B. Procedures.

1. Provide equipment sized to handle flows anticipated by dewatering

operations. 2. Include commercially available oil/water separator unit as part of the

treatment system for dewatering operation discharging to sanitary sewer. 3. Do not exceed limits listed in Table 02120-2, Potentially Contaminated

Groundwater Discharge Limits for groundwater discharged to the sanitary sewer. Provide additional treatment systems as needed prior to discharge to sanitary sewers where groundwater contamination levels exceed those noted in Table 02120-2. Approval by Project Manager shall be obtained for proposed treatment system prior to initiation of treatment and discharge.

4. Comply with all applicable requirements of 30 TAC, Chapter 106.533,

including submitting a PI-7 form to the TCEQ for a standard exemption of oil/water separator unit, and any additional treatment systems. Submit copy of PI-7 form to Project Manager.

5. Do not discharge treated water into sanitary sewer if water level is within

one foot of the top of sanitary sewer manhole or would cause an overflow situation.

6. Recover free product collected in treatment equipment. Recycle for

beneficial reuse or dispose of recovered contaminants in a manner acceptable to Project Manager and TCEQ.

7. Transport potentially contaminated groundwater and free product in

accordance with DOT and TCEQ rules and regulations for flammable products. Use DOT-licensed carrier for transport.

8. Obtain signed manifests for potentially contaminated groundwater and free

product from the receiving facility and provide originals to Project Manager. 9. Furnish laboratory reports to Project Manager within one week of sample

date.



02120-5 Revised on 9/20/2016


C. Install and operate groundwater control systems, as described in Section 01578 - Control of Groundwater. Design and operate groundwater control systems so water from PPCA is handled in a system separated and isolated from groundwater control systems outside PPCA.

D. Handle, test, treat, and discharge potentially contaminated groundwater to the

sanitary sewer in accordance with the City of Houston, Industrial Wastewater Discharge Permit requirements, or have water evacuated and hauled for off-site treatment and disposal at a TCEQ-permitted facility. Perform discharge under direction of Corrective Action Project Manager.

3.03 AIR MONITORING REQUIREMENTS

A. Ensure health and safety of workers at the construction site. Maintain air quality within the construction zone to conform to exposure limits specified in Code of Federal Regulations (CFR) Title 29, Section 1910.120 enforceable by OSHA.

B. Provide adequate shoring and sufficient escape ladders in accordance with

applicable trench safety regulatory requirements. C. In the trench, continuously operate a combustible gas indicator (CGI) with LEL/O2

meter to monitor vapor and oxygen levels. Properly calibrate CGI and provide an alarm that sounds if greater than or equal to 20 percent Lower Explosive Limit (LEL), less than or equal to 19.5 percent oxygen, or greater than or equal to 25 percent oxygen is reached. Record monitoring data from CGI every 15 minutes to ensure safe work conditions.

D. Take appropriate measures during construction to keep LEL levels below 20

percent in the trench. If vapor concentrations exceed 20 percent of LEL stop construction work, turn off equipment, and have workers immediately vacate the PPCA in an upwind direction.

E. Take readings with PID/FID 50 feet downwind of area during excavation or work

in contaminated excavation areas and until one hour after cessation of such work. Take readings within breathing zone at approximately 4 feet above ground level. Record readings, date, time, initials of person taking reading, PID/FID serial number and last calibration date of PID/FID in bound field book.

3.04 DISPOSAL OF MATERIAL

A. Non-categorized Material. Dispose of excess or unsuitable excavated materials,

not Category I or II Soil, off-site in accordance with Section 01576 - Waste Material Disposal.



02120-6 Revised on 9/20/2016


B. Category I or II Soil. Dispose of excess or unsuitable excavated materials off-site at a state registered Treatment, Storage, or Disposal (TSD) facility. Obtain signed manifests from the receiving facility and provide originals to Project Manager.

TABLE 02120-1

SOIL CRITERIA - PETROLEUM ONLY b

Contaminant

Maximum

a

Concentration

(mg/kg)

Method

TPH

1500

EPA 418.1/TX 1005

Total BTEX

150

EPA 8020/8021

Total Lead

30

EPA 6000/6010/7000

Notes:

a If any parameters exceed the maximum concentrations, then the soil shall be

considered Category II Soil and a Special Waste-PST as defined by the TCEQ in their interoffice memo dated 4/12/94.

b For other soil contaminants besides those listed, consult with Project Manager for maximum

concentration and test method. Definitions: BTEX - benzene, toluene, ethyl benzene, and total xylenes TPH - total petroleum hydrocarbons

mg/kg - milligrams per kilogram mg/l - milligrams per liter

TABLE 02120-2

POTENTIALLY CONTAMINATED GROUNDWATER DISCHARGE LIMITS a

Parameter

Discharge to Sanitary Sewer

Limit

Method

b

TPH (mg/l)

30.0

EPA 418.1/TX 1005

Total BTEX (mg/l)

1.0

EPA 602/8020/8021

Lower Explosive Limit (%)

10

EPA 1010



02120-7 Revised on 9/20/2016


Notes:

a For other water contaminants besides those listed, consult with Project

Manager for maximum concentration limit and test method.

b Analytical methods used prior to discharge to sanitary sewers are subject to the requirements of the City Industrial Wastewater Discharge Permit, and may vary from those shown in the table.

Definitions: BTEX - benzene, toluene, ethyl benzene, and total xylenes TPH - total petroleum hydrocarbons

MTBE – methyl tert-butyl ether mg/kg - milligrams per kilogram mg/l - milligrams per liter

END OF SECTION

108-Inch WL from Imperial Valley Dr to Green Plaza Dr EXCAVATION AND

WBS No. S-000900-0168-4 BACKFILL FOR UTILITIES

02317S-1 08-23-2017

Section 02317S

EXCAVATION AND BACKFILL FOR UTILITIES The following supplements modify Section 02317 – Excavation and Backfill for Utilities Standard Specification. Where a portion of the Specification is modified or deleted by this Supplementary Specification, the unaltered portions of the Specification shall remain in effect. 1.02 MEASUREMENT AND PAYMENT Delete Paragraph 1.02.A.1 and replace with the following Paragraph 1.02.A.1

1. Except for trench dams, no additional payment will be made for trench excavation,

embedment, backfill, and geotextile fabric under this Section. Include cost in unit price for installed underground piping, sewer, conduit, or duct work. Trench dams will be paid on a unit price basis for each trench dam installed.

1.03 DEFINITIONS Delete Paragraph 1.03.G.3 and replace with the following Paragraph 1.03.G.3

3. Materials that contain clay clods greater than 4 inches in any dimension, aggregates, stones greater than 4 inches in any dimension, debris, vegetation, waste, or any other deleterious materials.

Delete Paragraph 1.03.Q and replace with the following Paragraph 1.03.Q Q. Foundation Bedding: Natural soil or manufactured aggregate of controlled

gradation and geotextile filter fabrics as required to control drainage and material separation and migration. Foundation bedding is placed as backfill and compacted (where required) to provide stable support for bedding. Foundation bedding materials may include concrete seal slabs.

1.04 REFERENCES: Delete Paragraphs 1.04.G and 1.04.H and replace with the following Paragraph 1.04.G. Renumber the remaining paragraphs.

G. ASTM D 6938-17 – Standard Test Methods for In-Place Density and Water

Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth).

Add the following Paragraphs 1.04. M, N, O M. ASTM D 4253 - Standard Test Methods for Maximum Index Density and Unit

Weight of Soils Using a Vibratory Table

N. ASTM D 7382 - Standard Test Methods for Determination of Maximum Dry Unit



02317S-2 08-23-2017

Weight and Water Content Range for Effective Compaction of Granular Soils Using a Vibrating Hammer

O. ASTM D 4914 - Standard Test Methods for Density of Soil and Rock in Place by

the Sand Replacement Method in a Test Pit 1.06 SUBMITTALS: Add the following Paragraphs 1.06.H, 1.06.I, and 1.06.J

H. Submit proposed trench dam locations for approval according the requirements of this Section if trench dam locations differ from those specified in the Drawings.

I. Submit orange fencing to be placed in the trench zone backfill, if required in the

Drawings. J. Submit utility warning tape to be placed in the trench zone backfill, if required in

the Drawings. 1.07 TESTS Delete Paragraphs 1.07.A and 1.07.B and replace with the following Paragraphs 1.07.A and 1.07.B

A. Testing and analysis of pipe foundation, bedding, haunching, initial backfill, and

backfill for soil classification and compaction during construction will be performed by an independent laboratory provided by City in accordance with requirements of Section 01454 – Testing Laboratory Services and as specified in this Section.

B. Perform pipe foundation, bedding, haunching, initial backfill, and backfill material

source qualification testing in accordance with requirements of Section 02320 – Utility Backfill Materials.

2.02 MATERIAL CLASSIFICATION Add the following Paragraphs 2.02.E and 2.02.F

E. Orange Fencing for Backfill Zone: conform to the following requirements

1. Material: high density polyethylene 2. Maximum mesh size: 3.5 inch longitudinal, 2.0 inch transverse 3. Minimum tensile strength: 200 lb/ft longitudinal, 100 lb/ft transverse



02317S-3 08-23-2017

F. Utility Warning Tape for Backfill Zone: conform to the following requirements

1. Strip width: 6-inches 2. Thickness: minimum 4.0 mil 3. Chemically inert plastic film and ink 4. Include metal detectable core when used over non-metallic pipe 5. Background color:

a. Water line applications: Blue b. Sanitary or storm sewer applications: Green

6. Include the following label (or similar) printed in black ink along the tape:

a. Water line applications: CAUTION WATER LINE b. Sanitary or storm sewer applications: CAUTION SEWER LINE

7. Terra Tape, Seton, or Approved Equal

3.03 CRITICAL LOCATION INVESTIGATION.

Delete Paragraph D. 3.07 TRENCH FOUNDATION: Delete Paragraph 3.07.A and replace with the following Paragraph 3.07.A

A. Excavate bottom of trench to uniform grade to achieve stable conditions and satisfactory compaction of foundation or bedding materials, when compaction is required.

3.08 PIPE EMBEDMENT, PLACEMENT, AND COMPACTION: Delete Paragraphs 3.08. B, E, F, G, I, J, and M and replace with the following Paragraphs 3.08. B, E, F, G, I, J, and M:



02317S-4 08-23-2017

B. Place embedment including bedding, haunching, and initial backfill as shown on the Drawings. When uncompacted bedding is required, place bedding to a depth slightly above the bottom of pipe grade, and lay pipe on this material to the indicated grade. Adjust bedding depth as needed so that pipe will settle to indicated grade. Provide bell holes to permit the pipe to rest on the full length of the barrel and to permit joint make-up and coating.

E. Place geotextile to prevent particle migration from in-situ soil into embedment

material when the following are used for embedment:

1. Open-graded (Class I) embedment materials or drainage layers.

2. Well or poor-graded gravels, well or poor-graded gravel-sand mixtures, well or poor-graded crushed stone, pea gravel, and well or poor-graded crushed concrete with less than 5 percent passing the number 200 sieve.

When required, geotextile shall wrap the entirety of the embedment and have a minimum 12-inch overlap with adjoining sections. In cases where embedment does not extend over top of pipe, wrap embedment and exposed pipe with geotextile.

F. Do not damage coatings or wrappings of pipes during backfilling and compacting

operations. Avoid dropping embedment and backfill materials directly onto pipe. Notify Project Manager if any damage occurs and obtain approval for repair procedures. Repair any damage which occurs.

G. Place haunching material manually around pipe and compact it to provide uniform

bearing and side support. Take care to ensure material is fully placed and compacted under the haunches. If necessary, hold small-diameter or lightweight pipe in place during compaction of haunch areas and placement beside pipe with sand bags or other suitable means.

I. Compact cohesionless (Class I and II) soils using vibratory methods. Compact

Class III and IV materials using impact or kneading methods. For dual classification soils, utilize and utilize most effective method to achieve maximum compaction. Compact each lift before proceeding with placement of next lift. Water tamping is not allowed.

J. For less than 36-inch diameter water lines construction embedment, use bank run

sand, concrete sand, gem sand, pea gravel, or crushed limestone as specified in Section 02320 - Utility Backfill Materials. Adhere to the following subparagraph numbers 1-4.

1. Class I and II (Cohesionless) Embedment Materials:

a. Maximum 6 inches compacted lift thickness.



02317S-5 08-23-2017

b. Compact to achieve minimum of 95 percent of maximum density as determined according to ASTM D 4253 or ASTM D 7382.

c. For materials that contain 10% or more particles passing the number

200 sieve and dual classification materials, determine maximum density and optimum moisture according to ASTM D 698. If maximum density determined using ASTM D 698 is greater than that determined using ASTM D 4253 or ASTM D 7382, compact embedment material to achieve a minimum of 95% of maximum dry density according to ASTM D 698. Keep moisture content to within -3 percent to +5 percent of optimum as determined according to ASTM D 698.

2. Class III Embedment Materials


b. Compact to achieve minimum of 95 percent of maximum dry

density as determined according to ASTM D 698.

c. Moisture content to be within -3 percent to +5 percent of optimum as determined according to ASTM D 698, unless otherwise approved by Project Manager.

3. Cement Stabilized Sand (where required for special installations):


b. Compact to achieve minimum of 95 percent maximum dry

density as determined according to ASTM D 558. c. Moisture content to be on dry side of optimum as determined

according to ASTM D 558 but sufficient for effective hydration.

4. Flowable Fill (where required for special installations):

a. Pour flowable fill from one side of trench and allow to flow underneath pipe to opposite side. Provide supports under pipe at sufficient intervals to support pipe and allow flowable fill to cross underneath to opposite side of trench.

b. Do not apply flowable fill if water is present in trench. Dewater

trench and groundwater sufficiently to provide dry conditions.

M. For all utilities except water lines 36-inches diameter and above, place trench dams in Class I embedment in line segments longer than 100 feet between manholes, and not less than one in every 500 feet of pipe placed. Install



02317S-6 08-23-2017

additional dams as needed to achieve workable construction conditions. Do not place trench dams closer than 5 feet from manholes. Trench dams for water lines 36-inches diameter and above shall comply with Paragraph 3.08.N in Section 02317S.

Add Paragraph 3.08.N:

N. For 36-inch diameter and greater water lines construction embedment, use

concrete sand or crushed limestone aggregate as specified in Section 02320 – Utility Backfill Materials. Adhere to the following subparagraph numbers 1-7.

1. Only concrete sand or cement stabilized sand (where required for special

installations) shall be used for embedment of tape coated pipe. Do not use crushed limestone for embedment of tape coated pipe.

2. Use the same embedment material for the entire project extents, with the exception of cement stabilized sand or flowable fill where required for special installations or as required per the Drawings.

3. Pipe bedding and embedment shall be the same materials, with the

exception of cement stabilized sand and flowable fill. Do not use cement stabilized sand or flowable fill as bedding material, unless indicated otherwise on the Drawings.

4. Embedment Materials:

a. Lift thickness

i. All materials: maximum 6 inches compacted lift

thickness for placement of all embedment materials in the zone between the pipe invert and to a height of 0.3 times the outside diameter of the pipe, measured from the invert.

ii. Concrete sand: maximum 6 inches compacted lift thickness in the entirety of the embedment zone.

iii. Crushed limestone: maximum 12 inches compacted lift thickness in the zone between a height of 0.3 times the outside diameter of the pipe, measured from the pipe invert, and the top of embedment zone.

b. Compact to achieve minimum of 95 percent of maximum

density as determined according to ASTM D 4253 or ASTM D 7382.

c. For materials that contain 10% or more particles passing the



02317S-7 08-23-2017

number 200 sieve and dual classification materials, determine maximum density and optimum moisture according to ASTM D 698. If maximum density determined using ASTM D 698 is greater than that determined using ASTM D 4253 or ASTM D 7382, compact embedment material to achieve a minimum of 95% of maximum dry density according to ASTM D 698. Keep moisture content to within -3 percent to +5 percent of optimum as determined according to ASTM D 698.

5. Cement Stabilized Sand (where required for special installations):


b. Compact to achieve minimum of 95 percent maximum dry

density as determined according to ASTM D 558.

c. Moisture content to be on dry side of optimum as determined according to ASTM D 558 but sufficient for effective hydration.

6. Flowable Fill (where required for special installations):

a. Pour flowable fill from one side of trench and allow to flow

underneath pipe to opposite side. Provide supports under pipe at sufficient intervals to support pipe and allow flowable fill to cross underneath pipe to opposite side of trench.

b. Do not apply flowable fill if water is present in trench.

Dewater trench and groundwater sufficiently to provide dry conditions.

7. Trench Dams: Place trench dams in the following locations:

a. Within 5 feet of vertical alignment changes on the high side. b. At property lines when property contains limits of potentially

petroleum contaminated areas (PPCAs) or other contaminants are present anywhere on the property.

c. At property lines when pipeline crosses from road right-of-

way into easement or private property, and when the road right-of-way is in the limits of PPCA or contains other contaminants.

d. At each boundary of PPCA per Specification 02105.



02317S-8 08-23-2017

e. At maximum 100 foot spacing when pipeline is set at a slope greater than or equal to 1%.

f. At maximum 500 foot spacing when pipeline is set at a

slope less than 1%. g. 20 feet upstream and downstream of petroleum and gas

pipeline crossings. h. As otherwise shown in Drawings. i. As required to control groundwater in trench during pipeline

installation and as otherwise needed to achieve workable construction conditions.

j. Do not place trench dams closer than 5 feet from manholes. k. Trench sections backfilled with cement stabilized sand or

flowable fill shall meet the definition of a trench dam under this specification.

l. Refer to the Drawings for trench dam construction details.

m. Show trench dam locations on As-Built Drawings.

3.09 TRENCH ZONE BACKFILL PLACEMENT AND COMPACTION:

Delete Paragraph 3.09.B.2 and replace with the following Paragraph 3.09.B.2:

2. For water lines 24-inches in diameter and larger, use bank run sand or select backfill materials from top of pipe embedment up to pavement base or subgrade.

3.11 FIELD QUALITY CONTROL:

Delete Paragraphs 3.11. D and E and replace with the following Paragraphs 3.11. D and E:

D. At least three tests for moisture-density relationships will be performed initially for

Class III, Class IV, and Class II (with amount passing the number 200 sieve greater than 10%) embedment and backfill materials in accordance with ASTM D 698, and for cement-stabilized sand in accordance with ASTM D 558. At least three tests for maximum index density and unit weight in accordance with ASTM D 4253 or for maximum dry unit weight and water content range for effective compaction in accordance with ASTM D 7382 will be initially performed for cohesionless (Class I and Class II) embedment and backfill materials. Perform additional tests once a month or whenever there is noticeable change in material gradation or plasticity.



02317S-9 08-23-2017

E. In-place density tests of compacted pipe foundation, embedment and trench zone

backfill soil materials will be performed according to ASTM D 1556, ASTM D 4914, or ASTM D 6938 as appropriate, and at the following frequencies and conditions.

1. For open cut construction projects, auger pits, and tunnel shafts: Unless

otherwise approved by Project Manager, successful compaction to be measured according to the following frequencies for every 50 linear feet measured along the pipe:

a. For pipe 48-inch in diameter and less: At least two tests of

compacted embedment materials. b. For pipes over 48-inches in diameter: At least one test of

compacted embedment materials for each 12-inch thickness of embedment materials

c. At least two tests for compacted trench zone backfill

material. d. Length of auger pits and tunnel shafts to be measured to

arrive at 50 linear feet. Testing frequencies in auger pits and tunnel shafts to comply with requirements of subparagraphs a, b, and c above.

2. A minimum of three density tests for each full shift of Work for each section

of pipe being backfilled. 3. Density tests will be distributed among placement areas. Placement areas

are: foundation, bedding, haunching, initial backfill and trench zone.

4. The number of tests will be increased if inspection determines that soil type or moisture content are not uniform or if compacting effort is variable and not considered sufficient to attain uniform density, as specified.

5. Density tests may be performed at various depths below fill surface by pit

excavation. Material in previously placed lifts may therefore be subject to acceptance/rejection.

6. Two verification tests will be performed adjacent to in-place tests showing

density less than acceptance criteria. Placement will be rejected unless both verification tests show acceptable results.

7. Recompacted placement will be retested at same frequency as first test

series, including verification tests.



02317S-10 08-23-2017

8. Identify elevation of test with respect to natural ground or pavement along with station location and offset distance.

END OF SUPPLEMENT Approved by: Venus Price, P.E. Date Acting Managing Engineer Surface Water Transmission Program Capital Projects


WBS No. S-000900-0168-4 UTILITY BACKFILL MATERIALS

02320S-1 08-06-2017

Section 02320S

UTILITY BACKFILL MATERIALS

The following supplements modify Section 02320 – Utility Backfill Materials Standard Specification. Where a portion of the Specification is modified or deleted by this Supplementary Specification, the unaltered portions of the Specification shall remain in effect. 2.02 PRODUCT DESCRIPTIONS: Replace Paragraph 2.02.H with the following:

H. Crushed Aggregates: Crushed aggregates consist of durable particles obtained from an approved source and meeting the following requirements for each Option listed below:

1. Option 1: Material meeting TxDOT Item 247, Grade 1, Type A that also

meets the requirements of Paragraphs a. through e. from Option 2 below. Refer to the Attachment to this Section.

2. Option 2: Materials meeting the following requirements:

a. Materials of one product delivered for same construction activity from single source, unless otherwise approved by Project Manager.

b. Non-plastic fines. Plasticity testing (ASTM D 4318) on the material passing the No. 200 sieve shall be “non-plastic”.

c. Crushed aggregate shall have a minimum of 90 percent of particles retained on No. 4 sieve with 2 or more crush faces as determined by Tex-460-A, Part I.

d. Crushed Stone: Produced from oversize plant processed stone or gravel, sized by crushing to predominantly angular particles from naturally occurring single source. Uncrushed gravel is not acceptable materials for embedment where crushed stone is shown on applicable utility embedment drawing details.

e. Crushed concrete and asphalt pavement: Not allowed.

f. Los Angeles abrasion test wear not exceeding 45 percent when tested in accordance with ASTM C 131.



02320S-2 08-06-2017

g. Gradations, as determined in accordance with Tex-110-E:

Sieve

Percent Passing by Weight for Pipe Embedment

By Ranges of Nominal Pipe Sizes

36” Diam. and Greater Less than 36” Diam.

1” 100 -

3/4” 90-100 100

1/2" 60 - 90 90 - 100

3/8” - 50 - 70

No. 4 30 - 50 30 - 50

No. 8 - -

No. 16 10 - 30 10 - 30

No. 200 5 - 7 5 - 7

3. Refer to Section 02317 for geotextile requirements around embedment.

END OF SUPPLEMENT Approved by: __________________________________ _____________________ Venus Price, P.E. Date Acting Managing Engineer Surface Water Transmission Program Capital Projects



02320S-3 08-06-2017

Attachment to Section 02320

TxDOT Item 247 Material Requirements

247.2. Materials. Furnish uncontaminated materials of uniform quality that meet the requirements of the plans and specifications. Notify the Engineer of the proposed material sources and of changes to material sources. The Engineer may sample and test project materials at any time before compaction throughout the duration of the project to assure specification compliance. Use Tex-100-E material definitions.

A. Aggregate. Furnish aggregate of the type and grade shown on the plans and conforming to the requirements of Table 1. Each source must meet Table 1 requirements for liquid limit, plasticity index, and wet ball mill for the grade specified. Do not use additives such as but not limited to lime, cement, or fly ash to modify aggregates to meet the requirements of Table 1, unless shown on the plans.

Table 1 Material Requirements

Property Test Method Grade 1

Master gradation sieve size

(% retained)

Tex-110-E

2-1/2 in. –

1-3/4 in. 0

7/8 in. 10–35

3/8 in. 30–50

No. 4 45–65

No. 40 70–85

Liquid limit, % max.1 Tex-104-E 35

Plasticity index, max.1

Tex-106-E 10

Plasticity index, min.1 0

Wet ball mill, % max.2

Tex-116-E

40

Wet ball mill, % max. increase

passing the No. 40 sieve 20

Classification3

Tex-117-E

1.0

Min. compressive strength3, psi

lateral pressure 0 psi

lateral pressure 15 psi

45

175

1. Material Types. Do not use fillers or binders. Furnish the type in accordance with the following.

a. Type A. Crushed stone produced and graded from oversize quarried aggregate that originates from a single, naturally occurring source. Do not use gravel or multiple sources.

CITY OF HOUSTON EROSION CONTROL STANDARD SPECIFICATION AND VEGETATION MAT

02371(LD)-1

10/15/95

SECTION 02371(Large Diameter) EROSION CONTROL AND VEGETATION MAT PART 1 G E N E R A L

1.01 SECTION INCLUDES

A. Installation of erosion control and vegetation mat for disturbed areas that are seeded.

1.02 PAYMENT

A. No separate payment will be made for erosion control and vegetation mat.

Include cost in unit price for regrading existing ditches.

1.03 DESCRIPTION

A. Mat shall cover newly seeded and fertilized ground, and shall be held in place with netting and staples driven into ground.

B. Mat shall assist in germination of grass seedlings and protect seedlings and

establish vegetation.

C. Mat shall be specifically designed for use on steep slopes and other hard-to-hold problem areas.

D. Mat shall help ground retain moisture, control surface temperature

fluctuations of soil, conform to terrain, protect seedlings against sun burnout, and break up raindrops to prevent erosion.

E. Wood fibers of blanket ultimately shall attach to soil, stabilize terrain, and act

as mulch after vegetation has started.

F. Netting shall degrade in time in sunlight. PART 2 P R O D U C T S

2.01 MATERIALS

A. Erosion Blanket: 1. Machine produced mat consisting of 100 percent wood with 80

percent 6-inch or longer fiber length, with consistent thickness and fiber evenly distributed over entire area of blanket.

CITY OF HOUSTON EROSION CONTROL STANDARD SPECIFICATION AND VEGETATION MAT

02371(LD)-2

10/15/95

2. Topside of blanket shall be covered with 3/4-inch by 3/4-inch mesh of biodegradable netting.

3. Blanket shall be made smolder-resistant with use of chemical additives.

B. Staples:

1. 11-gauge biodegradable steel. 2. "U" shaped with legs 6 inches in length and 1-inch crown.

2.02 ACCEPTABLE PRODUCT

A. Standard Excelsior Erosion Control Blanket; Erosion Control Systems, Inc.


3.01 PREPARATION

A. Properly cultivate, seed and fertilize area to be covered in compliance with Section 02921 - Hydromulch Seeding.

B. Apply blanket immediately over prepared ground.

3.02 APPLICATION

A. Unroll blanket over prepared area; keep netting on top and fibers in contact

with soil over entire area.

B. Apply blankets in ditches in direction of water flow.

C. Butt edges snugly (overlap maximum 2 inches) and fasten to ground with staples driven into ground.

D. Engage portion of netting with staple and set flush with soil surface.

E. Use average of 1 to 1-1/2 staples per yard and maximum of 1-1/2 feet

distance between staples at ends. Follow stapling procedure as recommended by manufacturer.

F. Individual blanket size: 7.5 feet by 96 feet (80 square yards) with weight of

68 pounds plus or minus 1 pound. END OF SECTION


WBS No. S-000900-0168-4 TUNNEL SHAFTS

02400S-1 09-29-2016

Section 02400S

TUNNEL SHAFTS The following supplements modify Section 02400 – Tunnel Shafts Standard Specification. Where a portion of the Specification is modified or deleted by this Supplementary Specification, the unaltered portions of the Specification shall remain in effect. 1.03 SUBMITTALS: Delete paragraph B and replace with the following:

B. Shaft design submittals by Contractor shall be signed and sealed by Professional Engineer registered in State of Texas. If trench box is used in tunnel shaft and such utilization is in a manner other than what is indicated and certified in manufacturer’s technical data, submit trench box manufacturer certification of proposed usage.

1. Submit calculations to indicate shaft does not impact existing structures or

pipelines. If impact to existing structures or pipelines is possible, provide shoring design signed and sealed by Professional Engineer registered in State of Texas.

Add the following Paragraph I:

I. Submit drainage plan signed and sealed by a Professional Engineer licensed in the State of Texas when shaft is within a drainage feature or system.

1.04 PERFORMANCE REQUIREMENTS: Delete Paragraph A and replace with the following:

A. Shaft design must include allowance for contractor's equipment and stored material and spoil stockpile as appropriate. Design must also allow for HS-20 highway loading if located in the vicinity of a paved area.

END OF SUPPLEMENT Approved by: __________________________ Venus Price, P.E. Date Acting Managing Engineer Surface Water Transmission Program Capital Projects

108-Inch WL from Imperial Valley Dr to Green Plaza Dr TUNNEL EXCAVATION AND

WBS No. S-000900-0168-4 PRIMARY LINER FOR WATER MAINS

02425(LD)S-1 12-07-2016

Section 02425(LD)S

TUNNEL EXCAVATION AND PRIMARY LINER FOR WATER MAINS

The following supplements modify Section 02425 (LD) – Tunnel Excavation and Primary Liner for Water Mains Standard Specification. Where a portion of the Specification is modified or deleted by this Supplementary Specification, the unaltered portions of the Specification shall remain in effect. 1.02 MEASUREMENT AND PAYMENT: Delete Paragraph 1.02.A and replace with the following:

A. No separate payment will be made, unless otherwise noted, for other work performed under this Specification such as excavation, liner, grouting, instrumentation, or monitoring. Include cost of such work in contract unit prices for items listed in Proposal Form for Section 02517 – Water Main in Tunnels

Add the following Paragraphs to 1.02:

D. No separate payment will be made for pavement restoration, including pressure jacking or other means of raising settled pavement, required as a result of work under this section.

1.05 SUBMITTALS: Delete Paragraph 1.05.B.1.i and replace with the following:

i. Proposed plans for critical phases and areas of tunneling. Critical areas include, but are not limited to, the entire TxDOT right of way along the tunnel alignments. Contingency plan in TxDOT right of way must be submitted for approval to TxDOT.

Add the following Paragraphs to 1.05.B.1:

j. Proposed plans for preventing loss of ground and settlement in the TxDOT right of way. Plans in the TxDOT right of way must be submitted for approval to TxDOT.

Add the following Paragraph to 1.05.B:

7. Submit for review details and design information, including design criteria and calculations, of the tunnel shield, and certification by qualified Engineer registered in the State of Texas that the tunnel shield meets the design criteria for the range of field conditions.



02425(LD)S-2 12-07-2016

Add the following Paragraph to 1.05.D:

1. Submit allowable amount of tunnel length unsupported by bracing. Submission shall be signed and sealed by a geotechnical engineer / engineering geologist registered in the State of Texas.

2.01 GENERAL: Delete Paragraph 2.01.A and replace with the following:

A. Use of various construction methods for tunnel excavation and ground support, such as by tunnel boring machine (TBM), hand tunneling or shield will be allowed, unless otherwise noted, and provided it can be demonstrated to City Engineer that proposed method will complete Project in accordance with Specifications, this Section, applicable safety codes, and Project Schedules.

1. Contractor’s engineer responsible for design of primary tunnel liner system.

2. Contractor responsible for final constructed product, materials, and tools used,

and for furnishing labor and qualified superintendents necessary for selected method of construction.

3. Demonstrate that chosen method will prevent flow of water or soil into tunnel and

provide stability of face under anticipated conditions. 2.05 STEEL CASING PIPE: Delete Paragraph 2.05.G and Replace with the following:

G. Equip casing pipe with approximately 2-inch diameter grout holes furnished with plugs. Place holes in pattern so that each succeeding hole from top dead center is 60 degrees right, then 60 degrees left, then top dead center. Locate holes in each line no more than 4 feet apart.

3.01 PREPARATION: Add the following Paragraph to 3.01

G. Complete chemical grouting for subsurface soil stabilization, and other ground

improvement methods, prior to beginning tunneling operations. 3.05 TUNNEL EXCAVATION AND PRIMARY LINER INSTALLATION: Delete Paragraph 3.05.A.7 and replace with the following:

7. Advancing Shield: During forward movement of shield, provide sufficient support

at excavation face to prevent movement of materials except materials as are



02425(LD)S-3 12-07-2016

physically displaced by elements of shield itself. Excavation shall not be advanced beyond the edge of the shield.

3.05 TUNNEL EXCAVATION AND PRIMARY LINER INSTALLATION: Delete Paragraph 3.05.E.7 and replace with the following:

7. Place grout behind tunnel liner at end of each day or at every 5 feet of tunnel installed, whichever is less, unless in opinion of Engineer, ground condition are such as to require each ring to be grouted immediately after erection. Upon completion of each grouting operation, sound primary liner and immediately correct voids discovered by necessary means as approved by Engineer. After all voids are successfully filled, grout holes will be packed, when necessary, with dry mortar mix and threaded taps securely placed in holes.

3.07 CONTROL OF TUNNEL LINE AND GRADE: Add the following Paragraphs to 3.07.B:

5. TxDOT does not allow any settlement of pavement in its right of way. Pressure

grouting from surface may be utilized to raise settled pavement with TXDOT approval and at no separate pay. Refer to Pressure Injected Epoxy on the following link for pre-approved procedure from TXDOT: http://onlinemanuals.txdot.gov/txdotmanuals/crm/crm.pdf Other means approved by TxDOT and at no separate pay may be utilized to repair impacted pavement.

3.09 MONITORING: Delete Paragraph 3.09.A and Replace with the following:

A. Monitoring Instrumentation: This specification establishes minimum instrumentation requirements for tunneling. Additional instrumentation requirements for critical areas may be specified elsewhere in the Specifications, in the Geotechnical Report, and/or on Drawings. Contractor may install more extensive system at Contractor’s sole expense. Instrumentation specified shall be accessible at all times to City Engineer and Permitting Authorities at tunnel locations subject to Permitting Authorities’ jurisdiction (e.g. TxDOT, County locations).

Delete Paragraph 3.09.C.4 and replace with the following:

4. Unless otherwise specified, prior to start of tunneling excavation, establish ground surface elevation monitoring points on cross sections over the tunnel limits. Cross section monitoring points shall be established on the tunnel centerline and at 10

foot intervals extending 50 feet on either side of center line. Cross sections shall be



02425(LD)S-4 12-07-2016

spaced at 20-foot intervals or at least three locations per tunnel drive, whichever results in the shorter interval between cross sections. Record ground surface elevations at monitoring points prior to start of tunneling excavation to establish baseline condition. When tunneling excavation begins and for the duration of the excavation, record elevations of monitoring points starting at the beginning of the excavation to 100 feet ahead of TBM. Continue monitoring along cross sections for a minimum of 8 weeks after the TBM has passed the cross section location, or until the TBM is 100 feet beyond the cross section location, whichever results in the longer period. In the event movement in ground surface elevation is detected, the monitoring period shall be according to the above requirements and shall continue for a minimum of two weeks past the last measurement showing movement has ceased, unless otherwise directed by City Engineer.

Delete Paragraph 3.09.C.5 and replace with the following:

5. In addition to the requirements of Paragraph 3.09.C.4, locate survey points at

crossings under installations as follows:

Roads: Road centerline and each shoulder of the road over the centerline of the tunnel.

Utilities and Pipelines: Directly above and 10 feet before and after intersection

Add the following Paragraphs to 3.09.C:

7. While injecting subsurface chemical grout for soil stabilization, monitor ground surface elevations. If any heaving is observed, reduce injection pressure or take other remedial action as necessary and appropriate to prevent further heaving.

8. Measure excavated volume and compare to calculated volume of the tunnel. When

excavated volume exceeds calculated volume, report to Project Manager and Permitting Authorities at tunnel locations subject to Permitting Authorities’ jurisdiction (e.g. TxDOT, County locations).

Delete Paragraph 3.09 E. and replace with the following:

E. Reading Schedule and Reporting: Submit readings from various instruments and survey points weekly to City Engineer and Permitting Authorities at tunnel locations subject to Permitting Authorities’ jurisdiction (e.g. TxDOT, County locations). Take daily Readings as required by Project Manager and when construction is approaching or near critical structures (structures, bridge piers, pipelines, etc., partially or entirely located within distance equal to depth of tunnel but at least 50 feet in plan from tunnel centerline). Take initial readings of surface points before excavation or construction is started.



02425(LD)S-5 12-07-2016

Immediately report to City Engineer and Permitting Authorities at tunnel locations

subject to Permitting Authorities’ jurisdiction (e.g. TxDOT, County locations)

movement, cracking, or settlement which is detected and take immediate remedial

action. Contractor shall be fully responsible for damage to adjacent structures.

At end of construction after water line is installed and dewatering is discontinued, or

after other specific monitoring period indicated in 01110 has passed, make final

survey of control points established for instrumentation and observation. Submit final

readings to City Engineer and Permitting Authorities at tunnel locations subject to

Permitting Authorities’ jurisdiction (e.g. TxDOT, County locations). Make visual

inspection of structures adjacent to water line and report to City Engineer and

Permitting Authorities at tunnel locations subject to Permitting Authorities jurisdiction

(e.g. TxDOT, County locations) condition of structures, damage incurred during

construction, and corrective action taken.

END OF SUPPLEMENT

Approved by: __________________________ Venus Price, P.E. Date Acting Managing Engineer Surface Water Transmission Program Capital Projects

CITY OF HOUSTON TUNNEL EXCAVATION AND STANDARD SPECIFICATION PRIMARY LINER FOR WATER MAINS

02425(LD)-1 07/01/2002

Section 02425(Large Diameter) TUNNEL EXCAVATION AND PRIMARY LINER FOR WATER MAINS PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Tunnel construction operation with primary lined tunnel installed during tunnel drive followed by placement of water line inside tunnel after completion of tunnel construction. This Specification is intended to be primarily functional in nature and to define in general terms work to be accomplished. Contractor granted full discretion to select method of tunnel construction, subject to review by City Engineer.


A. No separate payment will be made for other work performed under this Specification such as excavation, liner, grouting, or instrumentation. Include cost of such other work in contract unit prices for items listed in bid form for Section 02517 - Water Main in Tunnels.

B. Where such effort is necessary, cost for ground water control during course of tunnel work

included in unit prices for water main in tunnel.

C. Ground water control required during course of Project to lower water table for other utility installation, to remove standing water, surface drainage seepage, or to protect ongoing work against rising waters or floods considered incidental to work being performed.

1.03 REFERENCE STANDARDS

A. The publications listed below form part of this specification to extent referenced. publications are referred to in text by abbreviations only.

1. AREMA Manual for Railway Engineering (Applicable sections).

2. American Association of State Highway and Transportation Officials (AASHTO).

3. American Society for Testing and Materials (ASTM).

a. ASTM A36 - Standard Specifications for Carbon Structural Steel.

b. ASTM A82 - Standard Specifications for Steel Wire, Plain, for Concrete

Reinforcement.

c. ASTM A185 - Standard Specifications for Steel Welded Wire Fabric for Concrete Reinforcement.


02425(LD)-2 07/01/2002

d. ASTM A283 - Standard Specifications for Low and Intermediate Tensile

Strength Carbon Steel Plates.

e. ASTM A307 - Standard Specifications for Carbon Steel Bolts and Studs, 60,000 PSI Tensile Strength.

f. ASTM A328 - Standard Specifications for Steel Sheet Piling.

g. ASTM A496 - Standard Specifications for Steel Wire, Deformed, for Concrete

Reinforcement.

h. ASTM A615 - Standard Specifications for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement.

i. ASTM C33 - Standard Specification for Concrete Aggregates.

j. ASTM C150 - Standard Specifications for Portland Cement.

4. American Water Works Association (AWWA)

a. AWWA C200 - Steel Water Pipe 6-inches and Larger.

5. Occupational Safety and Health Administration (OSHA): Particular attention is called

to Subpart S of OSHA Standards (29 CFR 1926/1920), published as U.S. Department of Labor Publication 2207, Revised Oct. 1, 1979. Second revision dated August 1, 1989. See Federal Register dated June 2, 1989 for revised standard and commentary.

1.04 DEFINITION

A. Tunneling Work Plan defined as written description together with sketches, drawings, schedules, and other documents defining Contractor's planned methods and procedures to construct referenced item. Contractor's Construction Drawings defined as drawings by which Contractor proposes to furnish, construct, install, and operate referenced item. Submission of Tunneling Work Plans, including construction drawings, required for providing City Engineer sufficient details to verify that Contractor's planned work and work in progress is in accordance with intent of design and specification requirements.

B. Primary Liner defined as Contractor's initial construction liner and tunnel support installed by

Contractor for ground stability and safety during construction preparatory to installation of water line. Contractor chooses method of construction in accordance with this Specification. Inclusion of various methods in specification or reviews by City Engineer of Contractor's submittals shall not be construed by Contractor as endorsement by City Engineer that all such methods are constructible or will work for specific subsurface soils encountered.


02425(LD)-3 07/01/2002

C. Carrier Pipe is referred to as water line or permanent (secondary) liner. Such water line/permanent liner defined and installed in accordance with Section 02517 - Water Main in Tunnels or Section 02511 - Water Mains.

1.05 SUBMITTALS

A. Review: Conform to requirements of Section 01330 - Submittals Procedures. City Engineer will review submitted plans, details and data for compliance with requirements of Specification. Such review shall not be construed to relieve Contractor of responsibilities under Contract. Contractor shall not commence work on items requiring Contractor's work plan, construction drawings or other submittals until submittals have been reviewed and accepted by City Engineer. All structural designs and other engineered components signed and sealed by Professional Engineer registered in the State of Texas.

B. Tunneling: Submit for review Tunneling Work Plan with complete construction drawings,

complete written description identifying details of proposed method of construction and sequence of operations to be performed during construction, as required by method of tunnel excavation and liner installation. Sufficiently detail construction drawings and descriptions detailed to demonstrate to City Engineer whether proposed materials and procedures will meet requirements of Specification.

1. Depending on Contractor's method of construction, submit Contractor's work plan and

construction drawings on following items:

a. If use of mechanized excavating equipment (such as TBM or shielded excavators) is proposed, submit arrangement drawings and technical specifications of machine and trailing equipment (included modifications), experience record with this type of machine of both Contractor and proposed operator and copy of manufacturer's operation manual for machine.

b. The Contractor may elect to use tunnel shield that is separate from mechanized

excavation equipment or for use with hand excavation. When use of tunnel shield is proposed, submit arrangement drawings, design criteria, dimensional data and method of excavation and operation of shield, including acceptable method for supporting, controlling and closing face of heading.

c. Complete details of equipment, methods and procedures to be used for ground

support, including but not limited to primary liner installation, timing of installation in relation to excavation plan, bulkheads and equipment.

d. Grouting techniques meeting requirements this Section and Section 02431 -

Tunneling Grout.

e. Procedures for measuring excavation quantities versus forward progress during tunneling operation (for earth pressure balance TBM only).


02425(LD)-4 07/01/2002

f. Method of controlling line and grade of excavation.

g. Details of muck removal, including equipment type, number and disposal location.

h. Description of ventilation system, lighting system, and electrical system.

i. Proposed contingency plans for critical phases and areas of tunneling.

2. Submit for review design criteria established by Contractor's Engineer for primary liner,

including design calculations and installation details, and certification by qualified Engineer Registered in the State of Texas that structural design of primary tunnel meets criteria and specified requirements for range of field conditions.

3. Include in work plan special activities at critical utility crossings, or for work potentially

effecting other facilities and existing installations, where special precautions must be taken during construction.

4. Submit for review layout and design of proposed access shafts and shafts for permanent

installations in accordance with Section 02400 - Tunnel Shafts.

5. Ground water control system per requirements in this Section and in accordance with Section 01578 - Control of Ground Water and Surface Water, as required by construction method.

6. All structural designs and other engineered items signed and sealed by qualified

Professional Engineer Registered in the State of Texas unless otherwise specified.

C. Quality Control Methods: At least 30 days prior to start of tunneling, submit description of quality control methods he proposes to use in this operation to City Engineer. Include in submittal:

1. Supervision: Supervisory control to ensure that work is performed in accordance with

Drawings and Specifications and Contractor's work plan and construction drawings.

2. Line and Grade: Procedures for surveying, controlling and checking line and grade, including field forms for establishing and checking line, and grade.

3. Tunneling Observation and Monitoring: Procedures for preparing and submitting

daily logs of tunneling operations, including field forms, to meet requirement of Paragraphs 3.06, Tunneling Data and Paragraph 3.07, Control of Tunnel Line and Grade.

4. Monitoring Instrumentation: Conform to requirements of Paragraph 3.09 ,

Monitoring Instrumentation.


02425(LD)-5 07/01/2002

a. Name of instrument installation subcontractors.

b. Layout of instrumentation points.

c. Procedures, forms and schedules for periodic submittals of readings.

5. Settlement Survey Plan, to meet requirements of Paragraph 3.09C, Settlement Surveying. This plan may be submitted as part of Instrumentation Monitoring Plan.

6. Building Condition/Assessment Plans: Conform to requirements of Paragraph 3.09B,

Buildings and Structures Assessment.

D. Geotechnical and Environmental Investigation: Include results of geotechnical and environmental investigations performed by Contractor as relevant to tunneling in Work Plan.

E. Safety: Submit procedures to meet all applicable OSHA requirements including the following

as minimum: Submit these procedures for record purpose only and they will not be subject to approval by City Engineer.

1. Protection against soil instability and ground water inflow.

2. Safety for shaft access and exit including ladders, stairs, walkways, and hoists.

3. Protection against mechanical and hydraulic equipment operations, and for lifting and

hoisting equipment and material.

4. Ventilation, lighting, and communication systems.

5. Monitoring for hazardous gases.

6. Protection against flooding.

7. Means for emergency evacuation.

8. Protection of shaft including traffic barriers, accidental or unauthorized entry, and falling objects.

9. Emergency protection equipment and self-rescue equipment.

10. Safety supervising responsibilities.

1.06 DESIGN CRITERIA

A. Design primary liner for appropriate loading conditions, including but not limited to: overburden and lateral earth pressures, handling and installation stresses, loads imposed by tunnel shield or tunnel boring machine thrust jacks, subsurface soil and water loads, grouting,


02425(LD)-6 07/01/2002

and all other conditions of service. Contractor responsible for design of primary liner to carry thrust of jacking or other construction forces or loads anticipated.

B. Use Cooper E-80 locomotive loading distributions in accordance with specifications for

culverts for criteria at railroad crossings. Account for additive loadings for multiple tracks in design. Provide liner type for railroad crossings as specified or as otherwise required by railroad authority. Acceptable monitoring devices, such as closed circuit television, which permit continuous monitoring of conditions at face by qualified observers, from outside tunnel, may be used.

C. Use HS-20 vehicle loading distributions for truck loading criteria in accordance with

AASHTO.

D. Compatibility of Methods:

1. Use compatible methods of excavation, liner, and ground stabilization and ground water control.

2. Design primary lining, when used to provide thrust for propulsion of shield, to

withstand this thrust without damage or distortion. Configure propulsion jacks on shield so that thrust is uniformly distributed and will not damage or distort primary liner.

3. Use compatible tunneling method with possible restrictions on work, such as influence

on existing installations or potential ground water contamination. 1.07 JOB CONDITIONS

A. Safety Requirements:

1. Perform work in manner to maximize safety and avoid exposure of men and equipment to hazardous and potentially hazardous conditions, in accordance with applicable safety standards and Contractor's safety procedures.

2. Whenever there is emergency or stoppage of work which is likely to endanger tunnel

excavation or adjacent structures, operate full work force for 24 hours day, including weekends and holidays, without intermission until potentially hazardous conditions no longer exist or jeopardize stability and safety of work or existing installations.

3. Perform tunnel construction in manner that will minimize movement of ground in front

and surrounding tunnel. Prevent significant subsidence of surface and protect structures and utilities above, and in vicinity of, tunnel from damage.

4. Support ground continuously in manner to prevent loss of ground and keep perimeters

and faces of tunnel and bottoms of shafts stable. Use filter-fabric and other means as necessary behind primary liner to prevent soil migration into tunnel.

AREMA


02425(LD)-7 07/01/2002

B. Surveillance of Headings: When Contractor is not able to close face of machine because of

maintenance requirements, maintain qualified personnel on duty to observe conditions that might threaten stability of heading whenever tunnel excavation is suspended or shut down. Equip personnel with approved contingency plan to take appropriate action to prevent or limit damage should conditions which threaten stability of heading occur.

C. Air Quality:

1. Conduct tunneling operations by methods and with equipment which will positively

control dust, fumes, vapors, gases or other atmospheric impurities in accordance with OSHA, Federal, State and City requirements.

2. Provide approved mining instrumentation for testing quality of tunnel atmosphere and

obtain samples, under working conditions, at prescribed intervals in accordance with above referenced requirements. Submit results of air quality tests to City Engineer.

D. Ground Conditions: Perform sufficient exploration by geotechnical and environmental borings

in advance of construction to define necessary parameters for design of primary tunnel liner, planning and designing ground water control system, and for selection of tunneling method and equipment to successfully complete each tunnel reach. Present results of Contractor's geotechnical and environmental investigations in related work plans.

PART 2 P R O D U C T S 2.01 GENERAL

A. Use of various construction methods for tunnel excavation and ground support, such as by tunnel boring machine (TBM), hand tunneling or shield will be allowed, provided it can be demonstrated to City Engineer that proposed method will complete Project in accordance with Specifications, this Section, applicable safety codes, and Project schedules.

1. Contractor's Engineer responsible for design of primary tunnel liner system.

2. Contractor responsible for final constructed product, materials and tools used, and for

furnishing labor and qualified superintendents necessary for selected method of construction.

3. Demonstrate that chosen method will prevent flow of water or soil into tunnel and

provide stability of face under anticipated conditions.

B. Use tunnel liner or casing of size so that minimum clearance between bottom of carrier pipe and inside of liner is minimum 4 inches, and minimum clearance between top of pipe and inside of liner or casing is in accordance with following:


02425(LD)-8 07/01/2002

Carrier Pipe Minimum Net I.D. Clearance to Top

> 48" 9" 42" 7" 36" 5" < 30" 3"

This clearance also applies to distance between carrier pipe and electrical conducting pipe support system.

C. Furnish all items, such as TBM or shield with excavation equipment, spoil disposal systems,

muck trains, hoist, grouting, signal systems, ventilation, safety equipment, and survey controls necessary to excavate and advance tunnel and construct primary tunnel liner by selected method.

2.02 LINER AND SUPPORTS

A. The primary tunnel liner may consist of steel ribs and lagging, steel liner plates, precast concrete segments, steel casing pipe, or combinations of these. Lagging may be timber or steel. Box tunnels with timber supports or steel sets with timber lagging may be constructed when ground conditions are suitable. Utilize additional support elements including shotcrete, additional steel sets, breasting, spilling, forepoling, crown bars, soil anchors, or fabrics, as required to provide safe, stable excavation.

B. Use steel liner plates, steel casing or steel lagging with steel ring beams as primary liner for

tunneling under Texas Department of Transportation rights-of-way. Use steel casing as primary liner for tunneling under railroad rights-of-way. Timber lagging or timber falsework permitted in tunnels at other locations as shown on Drawings.

C. Use steel casing as primary liner for tunneling in fault zone crossings.

2.03 MATERIALS

A. Where use of following materials is required, conform to requirements of following minimum standards:

Material Reference Standards

Cement ASTM C150 Structural Concrete See Section 03300 Reinforcing Steel Wire ASTM A82 or A496 Reinforcing Steel Wire Fabric ASTM A185 or A497 Reinforcing Steel Bars ASTM A615, Grade 60 Sand and Aggregate ASTM C33 Structural Steel ASTM A36


02425(LD)-9 07/01/2002

Steel Piles, Sheets ASTM A328 Rings and Ribs ASTM A36 Steel Plates ASTM A36 and A283 Lumber and Timber Hardwood, sound or better, as defined by

Commercial Standard C560 Steel Casing Pipe AWWA C200

2.04 STEEL LINER PLATES

A. Except as otherwise specified, furnish materials according to applicable requirements of AREMA Manual for Railway Engineering.

B. Bolts and nuts: Conform to ASTM A307, Grade A. Use bolts no less than 1/2 inch in

diameter for plate gauge 7 or thinner and no less than 5/8 inch in diameter for greater plate thicknesses.

C. Punch plates for bolting on both longitudinal and circumferential seams and fabricate to permit

complete erection from inside tunnel. Use plates of uniform fabrication and use interchangeable plates for those intended for one size tunnel .

D. Use new material for construction of liner plates. City Engineer, at his option, may allow used

plates provided that thickness of used plates after removal of rust is, at minimum, equal to thickness of new plates suitable for use on this Project; shape and dimensions meet acceptance tolerance for new plates; and used plates are free from other defects. City Engineer will determine acceptability of used plates.

E. Provide steel liner plates manufactured by Contech Construction Products (2-flange),

Commercial Pantex Sika, Inc. (4-flange), or approved equal, and certified by manufacturer of compliance with specifications. Provide tensile strength, yield strength and minimum elongation of liner plates. Also, provide design calculations for either 2-or 4-flange liner plates, as appropriate for Contractor's method of construction. All steel liner plate designs shall meet following minimum factors of safety:

Seam Strength = 3 Buckling = 2 Maximum Deflection = 2% (of normal tunnel diameter)

F. Maintain minimum thickness of metal for these steel plates as shown on drawings, allowing for

standard mill tolerances.

G. Equip steel liner plates with approximately 2-inch-diameter grout holes furnished with plugs. Locate holes near plate centers, such that when plates are installed there will be one line of holes along crown and along each side of tunnel, not more than 18 inches above invert. Locate holes in each line at no more than every other plate and stagger.


02425(LD)-10 07/01/2002

H. Protective coating not required for steel liner plates, unless otherwise specified or shown on Drawings.

I. Install gaskets between liner plates when required to control seepage, or as specified or shown

in Drawings.

J. Steel ribs used with liner plates: Conform to requirements of Paragraph 2.05, Steel Beams and Lagging.

2.05 STEEL CASING PIPE

A. Casing pipe: Provide new uncoated welded steel pipe, manufactured in accordance with AWWA C200.

B. Design stress in pipe wall shall be 50 percent of minimum yield point of steel or 18,000 psi,

whichever is less when subjected to loading conditions.

C. Design deflection to be used in determining wall thickness shall not exceed 3 percent of nominal casing pipe size.

D. Bedding constant to be used in determining wall thickness shall be 0.10. Lag factors shall be

1.0 for all live loads.

E. Minimum thickness of steel casing shall be as shown on drawing. When casing is installed without benefit of protective coating, and said casing is not cathodically protected, increase wall thickness shown on drawings to nearest standard size, which is minimum of 0.0633 inches greater than thickness shown except for diameters under 12-3/4 inches.

F. Casing pipe design shall also include stresses due to jacking forces when pipe is to be installed

by jacking method.

G. Equip casing pipe with approximately 2-inch diameter grout holes furnished with plugs. Place holes in pattern so that each succeeding hole from top dead center is 60 degrees right, then 60 degrees left, then top dead center. Locate holes in each line no more than 9 feet apart.

H. Conform casing pipe used in fault zones to welding and weld testing requirements specified in

Section 02502 - Steel Pipe and Fittings.

I. Casing pipe used in fault zones must be plugged at each end with clay bricks around O.D. of pipe minimum of one foot thickness measured into casing to prevent infiltration of soil into annular space.

2.06 STEEL BEAMS AND LAGGING

A. Steel ribs and auxiliary structural members shall be free of defects which may impair or reduce their structural integrity. Ribs shall be accurately curved to proper radius of tunnel section (or


02425(LD)-11 07/01/2002

shaft section) and rib segments shall fit closely for bolted connections at segmental and transverse joints. Provide steel appurtenances required for installation of ribs such as tie road, bolts, splice plates, dutchmen and drift pins, with ribs.

B. Minimum factors of safety:

Buckling = 2 Stiffness = 3

2.07 FILTER FABRIC

A. See Section 02621 - Geotextile for requirements of material and minimum installation requirements. Install fabric, and backer rods, as required to prevent loss of fine-soil sediments into tunnel.

2.08 TIMBER

A. Use new timber for primary liner ground support without defects, of true dimensions and of quality grade and wood type defined by Contractor's Engineer.

PART 3 E X E C U T I O N 3.01 PREPARATION

A. Contractor shall be responsible for his means and methods of tunneling construction and shall ensure safety of work, Contractor's employees, public, and adjacent property, whether public or private.

B. Execute work of excavating, lining, grouting, and construction of tunnel so that ground

settlement or loss will be minimized. Completed primary tunnel lining shall have full bearing against earth with no voids or pockets left in work. Fill peripheral space between support elements and excavated surface no less frequently than after each shore or close by expanding support elements against ground as shield advances.

C. Maintain clean working conditions inside tunnel and remove muck, debris, material spills,

unusable supports, and other material not required for tunneling.

D. Be aware that various existing soil borings, piezometers, or instrument wells may coincide with proposed tunnel alignment. These may or may not have been backfilled with grout and therefore caution should be used in tunneling through these existing borings. Take mitigating measures to counter effect these boreholes, piezometers, or instrument wells may have on tunneling operations.

E. Perform tunneling under railroad embankments, highways, or streets to prevent interference

with operation of railroad, highways, or streets.


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F. Do not perform any surface activities pertaining to water line construction within a tunnel area

unless otherwise approved by City Engineer. 3.02 GROUND WATER CONTROL AND GROUND STABILIZATION

A. Provide necessary ground water control measures to perform work and to provide safe working conditions. Prevent excessive inflow of water into excavation during construction of tunnel and installation of carrier pipe and grouting of annular space. Ground water control method shall provide means to prevent piping of fines into shafts or tunnel and other adverse effects due to ground water inflow. Additional requirements are included in Section 01578 - Control of Ground Water and Surface Water. Other methods of construction, including tunnel work under compressed air, may be considered when Contractor is able to demonstrate that it will prevent flow of materials or water into tunnel excavation and allows construction of work to meet requirements of drawings and specifications. Additional requirements are included in Section 01578 - Control of Ground Water and Surface Water.

B. Anticipate that portions of tunnel excavation may be below ground water table and in

cohesionless soils, even when not indicated on soil borings, and in conditions which may require ground water control system for tunneling operations. Install filter fabrics, backer-rods and other means as necessary to prevent piping of fines into tunnel. Remove water that may be encountered during course of work by pumping, well pointing, deep well pumping, or other means determined by Contractor as necessary to achieve stable conditions and applied in manner as described in Section 01578 - Control of Ground Water and Surface Water. Standing water not permitted at face, in tunnel or shafts.

C. The ground water control method used shall not cause damage to adjacent structures or property

due to lowering of water table and subsequent ground settlement. In event damage does occur, correct damage and settle claims arising from damage.

D. If Contractor chooses pumping installations to control ground water level or installs pervious

liner through water bearing layers, install and maintain instrumentation system to monitor water level and to detect movement in adjacent structures and property. Monitor water level by recording initial water level before dewatering is started and thereafter on weekly basis. Remove water monthly from piezometers to demonstrate that they are operable. Submit weekly reports of water levels to City Engineer. Provide access to piezometers for City Engineer to perform independent measurements.

E. Maintain dewatering system for tunnels in continuous operation until minimum of 48 hours

after carrier pipe has been installed and annular space is fully grouted, or until watertight liner designed for hydrostatic pressures is installed.

F. If eductors, well points or deep wells are used, space them adequately to provide necessary

dewatering. Use sand packing, and other means to prevent pumping of fine sands or silts from subsurface and to minimize ground subsidence. Check continuously to ensure that subsurface soil is not being removed by ground water control operation or subsurface drainage


02425(LD)-13 07/01/2002

into shafts or through pervious liner. Before operations begin, maintain availability of pumping equipment and other machinery on site to assure that operation of dewatering system can be maintained.

G. When groundwater control is necessary, do not begin tunneling operations until monitoring

data shows that it is safe to do so. When dewatering is sole means of ground water control, draw piezometric level at least down below elevation of invert of tunnel, or to lower elevation as required for excavation face and tunnel stability.

3.03 EQUIPMENT

A. Tunneling method or equipment which Contractor can demonstrate based on past experience will produce specified results for soils encountered will be considered. However, use tunneling method, whether hand or machine, with full-face closure capabilities.

B. Diesel, electrical, hydraulic, or air-powered equipment will be acceptable, subject to applicable

Federal and State regulations. Diesel engines equipped with scrubbers are acceptable only when tunneling in free air with adequate ventilation. Provide compressed air and electricity for Contractor's operations from source outside tunnel.

C. Tunnel Boring Machine: When tunnel boring machine is used, employ equipment that will be

capable of handling various anticipated ground conditions. In addition, TBM shall:

1. Be capable of minimizing loss of ground ahead of and around machine and providing satisfactory support of excavated face. Use TBM with, when necessary for ground control, earth-pressure balance or slurry-shield capabilities.

2. Conform to shape of tunnel with uniform perimeter that is free of projections that could

produce over-excavation or voids. TBM shield shall be continuous around its full perimeter; open-bottom shield is not acceptable.

3. Have tail section long enough to enable setting of initial supports within machine, while

still providing at least 12-inches of overlap beyond last installed support elements when thrusting jacks are extended to fullest extent possible.

4. Have propulsion jacks capable of moving machine in forward direction while

maintaining construction tolerances with respect to line and grade, without damage to previously-installed tunnel supports. Design propulsion system so that in event of failure of any element of system, there is no movement backward and there is no overstressing or distortion of tunnel supports.

5. Incorporate seal in TBM tail shield to prevent leakage of grout between shield and liner

into tunnel space, when grout is required immediately behind shield.

6. Have motors and operating controls protected against water inflow.


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7. Provide bi-directional drive on cutter head wheel, or fins or grippers to control roll due to rotation.

8. Provide means for maintaining tunnel face under wet and adverse soil conditions. Use

closure doors on cutter wheel or other means, such as earth-pressure balance or slurry shield, acceptable to City Engineer.

D. Tunnel Shield: tunnel shield is used (with or without attached mechanized excavating

equipment),employ shield that will be capable of handling various anticipated ground conditions. In addition, shield shall:

1. Conform to shape of tunnel with uniform perimeter that is free of projections that could

produce over excavation or voids. Appropriately sized overcutting bead or taper along length of shield may be provided to facilitate steering. Shield shall be continuous around its full perimeter; open bottom shield is not acceptable. Although it is recognized that capability to over excavate beyond perimeter of shield may be necessary under certain conditions, make provisions to prevent accidental over excavation.

2. Have hood, poling or breasting plates, shelves and breast jacks, breast tables, and

combinations of these and other bracing as necessary to fully support face of tunnel excavation without loss of ground.

3. Have tail section long enough to enable setting of initial supports within shield while

still providing at least 12-inches of overlap beyond last-installed support elements when shield has been pushed forward to fullest extent possible.

4. Have propulsion system for moving shield in forward direction, while maintaining

construction tolerances with respect to line and grade, without damage to previously-installed tunnel support. Design propulsion system so that in event of failure of any element of system, there is no movement backward and there is no overstressing or distortion of tunnel supports.

5. Have motors and operating controls protected against water inflow.

6. Incorporate seal in tail of shield to prevent leakage of grout between shield and liner into

tunnel space, when grout is required immediately behind shield.

E. Air Quality: Provide equipment to adequately ventilate entire tunnel operation during construction.

1. Provide portable testing equipment for carbon monoxide gas, hydrogen sulfide gas,

oxygen deficiency, and explosive gases. Monitoring for other constituents may be required while tunneling in potentially contaminated areas as defined in Contractor's safety plan.


02425(LD)-15 07/01/2002

2. Provide audible automatic gas alarm on TBM to detect explosive gases Locate alarm near tunnel face.

3. Equip motors and controls with automatic shutoff methane monitoring system.

F. Lighting: Provide adequate lighting with lights at 50 feet, maximum spacing in tunnel.

Fixtures shall be in watertight enclosures with suitable guards. Provide separate circuits for lighting and for electrical equipment.

G. Electrical: Equip electrical systems utilized on TBM with appropriate ground fault system.

Electrical systems are to be insulated, not permitting bare-wire exposures.

H. Access: Provide safe access through tunnel to TBM.

1. Provide walkway in tunnels greater than 10 feet in diameter which is separate from tracks used by spoil removal equipment.

2. Equip locomotives or cars used for transport of personnel with necessary safety devices.

I. Necessary equipment for tunnel excavation includes telephones, signal systems, fire

extinguishers, safety equipment, and other equipment required by Contractor's method of construction, work plan and safety plan. Maintain equipment in good repair, and readily available at place of work.

3.04 SHAFTS

A. Construction of Shafts: Conform work for all shafts, with or without permanent structures in them, to requirements of Section 02400 - Tunnel Shafts. Contractor responsible for selecting shaft locations in agreement with his planned method of tunneling and for sizing shafts.

3.05 TUNNEL EXCAVATION AND PRIMARY LINER INSTALLATION

A. Tunnel Excavation:

1. Methods of tunnel excavation at Contractor's option, subject to review of City Engineer.

2. Conduct tunneling operations in accordance with applicable safety rules and regulations, and Contractor's safety plan. Use methods which include due regard for safety of workmen, adjacent structures, utilities, and public.

3. Limit tunnel excavation to within easements and rights-of-way indicated on Drawings,

and to lines and grades designated on Drawings. Perform excavation of sufficient size to allow installation of water line to lines and grades indicated on Drawings.

4. Locate equipment powered by combustible fuels at suitable distances from shafts to

prevent possibility of explosion and fire in shafts or tunnel.


02425(LD)-16 07/01/2002

5. During open-face excavation:

a. Excavate face commencing at crown and proceed down to invert. Excavate

both sides of heading simultaneously. Keep hood buried in soil ahead where soils include sands and silts.

b. Keep face breasted or otherwise supported; employ other means as necessary to

maintain face stability and prevent falls, excessive ravelling, or erosion. Maintain standby face supports for immediate use when needed.

c. During shut-down periods, support face of excavation by positive means; do not

rely solely on hydraulic pressure for support. When face is untouched for more than 24 hours, and when required by City Engineer, fully breast face and shove shield tight against it.

6. During closed-face excavation:

a. Carefully control and monitor volume of spoil removed. For earth-pressure

balance TBM, balance spoil removed with advance rate and excavation rate.

b. When cutting face is withdrawn, keep excavated face stabilized as required.

7. Advancing Shield: During forward movement of shield, provide sufficient support at excavation face to prevent movement of materials except materials as are physically displaced by elements of shield itself.

B. Size of Tunnel: Determine adequate tunnel size and section to match construction methods

described in work plan. Build tunnels of sufficient size to permit efficient excavation operations, to provide sufficient working space for placing primary tunnel liner, and to allow for installation of water line as shown on Drawings or indicated in Specifications. Dimensions shown on Drawings represent minimum dimensions acceptable to City Engineer and do not necessarily represent size or section suitable for construction methods or operational procedures as may be proposed or conducted by Contractor.

C. Primary Liner:

1. Provide primary liner for tunnel which is capable of supporting ground, and hydrostatic

forces until permanent water pipe has been installed and grouted in place, and to resist construction loads.

2. Use methods that ensure full bearing of soil against primary liner without significant

settlement or movement of surrounding soil. To fill void behind primary liner, either expandable liner (e.g., ring beams and timber lagging) or nonexpandable liner (e.g., bolted steel liner plates) may be used provided grout is placed behind nonexpandable


02425(LD)-17 07/01/2002

liner. Box tunnel where ground is excavated to true shape may be ungrouted. Grout excavation not to true shape as result of careless excavation or loss of ground.

3. The primary liner's seepage inflow for each 100-foot length of tunnel shall not exceed 3

gallons per minute, including inflow through face or shield. Localized inflow shall not exceed 0.5 gallons per minute. Provide drainage facilities to remove inflow of water from tunnels and shafts. Provide means to prevent inflow of soil fines associated with water inflow by use of filter fabrics or other approved methods.

4. Expandable liner shall be continuous and shall be expanded to limits of excavation

promptly after it is out of shield.

5. During excavation of tunnel, advance TBM or shield only far enough to permit construction of one primary liner ring beam set, or rings of bolted steel liner plates that can be assembled entirely within tail shield of TBM.

6. Install filter fabric around exterior of primary liner when using non-watertight liner and

when tunneling through sandy or silty ground conditions. Install backer rods at ribs as required to control migration of fines. Close windows in lagging.

7. Provide hog rods, struts or similar members when required to maintain roundness.

After grouting liner shall be no more than 3 percent out of round as measured by difference between maximum and minimum measured diameter divided by average diameter.

D. Hand Jacking of Casing:

1. Provide heavy-duty jacks of capacity suitable for forcing casing pipe through ground.

Construct operating jacks so that even pressure is applied to all jacks used. Provide suitable jacking head, (timber, etc.), and suitable bracing between jacks and jacking head. Provide suitable jacking frame and/or back stop. Set casing pipe to be jacked on guides, (timber, etc.), properly braced together, to support section of pipe and direct it to proper line and grade. Place whole jacking assembly so as to line up with direction and grade of casing pipe.

2. Excavate ground material just ahead of casing pipe by use of air-powered tools,

excavating machine or other acceptable means, and remove through casing pipe. Then force casing pipe through ground with jacks, into space thus provided. Dispose excavated material as specified.

3. Trim excavation in manner so that at least one third of circumference of excavation

conforms to contour and grade of casing pipe. Provide clearance of not more than 2 inches for upper half of casing pipe with clearance tapering off to zero at point where excavation conforms to contour of casing pipe. cutting edge of steel plate installed around head end of casing pipe extending short distance beyond end of casing pipe with


02425(LD)-18 07/01/2002

inside angles or lugs to keep cutting edge from slipping back onto casing pipe may be used.

4. In addition to requirements set for in this specification, Contractor shall:

a. Excavate face commencing at crown and proceed down to invert. Excavate

heading so that both sides of heading are excavated simultaneously.

b. At all times maintain standby face supports to allow for immediate use when needed.

c. At end of each shift and whenever excavation is suspended or shut down, install

breast boards, or other approved methods, across full face of heading.

5. Distance that excavation extends beyond end of casing pipe shall not exceed three feet. Decrease this distance as directed by Engineer, or due to character of material being excavated.

6. The casing pipe, insofar as practical, jack from low or downstream end. Lateral or

vertical variation in final position of casing pipe from line and grade as established by Engineer will be permitted only to extent of 1 inch in 10 feet, provided that variation is regular and only in one direction and that final grade of flow line is in direction indicated on plans. Remedy overcutting by pressure grouting entire length of installation. Use of grout mix immediately behind shield tail shall have efficient tail seal to prevent flow of grout into shield.

7. Depending on character of soil encountered during jacking operation, carry on

operation without interruption, insofar as practical, to prevent casing pipe from becoming firmly set in ground.

8. Remove and replace casing pipe damaged in jacking operations by Contractor at no

additional cost to Owner.

9. Backfill pits or trenches which have been excavated to aid jacking operations as soon as casing pipe is complete in place, equipment and appurtenances have been removed and structure, which is to be built in excavated zone, is in place. In no case shall pits remain open without appropriate safety barricades, concrete traffic barriers (CTB's), railing or plates.

10. When jacking casing pipe, water jetting of casing pipe bedding or backfill is not

allowed. In unconsolidated soil formations, use gel-forming colloidal drilling fluid consisting of at least 10 percent of high grade fully hydrated bentonite to seal voids outside walls and furnish lubrication for installation of casing pipe.

E. Grouting:


02425(LD)-19 07/01/2002

1. Furnish and operate suitable equipment for grouting operations to effectively and completely fill voids outside of primary tunnel liner as quickly as possible.

2. Additional requirements pertaining to grout mix design and tunnel grouting are

provided in Section 02431 - Tunneling Grout.

3. Provide in tunneling work plan description of primary liner grouting operations, including:

a. Arrangement of grouting equipment including mixer, pumps, piping and hoses,

valves, pressure gauges and injection fixtures.

b. Location, spacing and size of grout ports and vents.

c. Grouting sequence for initial backfill of voids between liner and ground, and for second stage back grouting.

d. Grout injection pressures and estimated volumes.

e. Procedure to check for remaining voids.

f. Sampling procedures and locations for quality control testing.

g. Grout production and quality shall be in accordance with Contractor's mix

design and grout production plan as required by Section 02431 - Tunneling Grout.

4. Use care in grouting operations to prevent damage to adjacent utilities or other

properties. Ensure that pressure used in grouting is not great enough to distort or imperil work.

5. Fill voids behind nonexpandable primary liner with sand-cement grout promptly after

liner is out of shield. Grout pressure shall not exceed value that may cause damage or distortion to installed liner plate rings. Grout from bottom up and plug each grout hole promptly after grout has been placed. Provide seals on tail of TBM which will prevent grout from moving into shield.

6. Liner requiring grout shall be back grouted (second stage grouting) once each shift, or

more often when required to ensure that all voids are filled.

7. Place grout behind tunnel liner at end of each day or at every 10 feet of tunnel installed, whichever is less, unless in opinion of Engineer, ground conditions are such as to require each ring to be grouted immediately after erection. Upon completion of each grouting operation, sound primary liner and immediately correct voids discovered by necessary means as approved by Engineer. After all voids are successfully filled, grout


02425(LD)-20 07/01/2002

holes will be packed, when necessary, with dry mortar mix and threaded taps securely placed in holes.

8. Completely and immediately fill voids outside limits of tunnel excavation created by

caving or collapse of earth cover over excavation, or by other cause, with sand cement grout. Perform second grouting to fill soft spots or voids which may be detected, no later than 24 hours after initial grouting of primary liner.

9. Perform quality control sampling and testing of grout.

a. Grout production shall be in accordance with Section 02431 - Tunneling Grout.

b. Measure density of grout throughout placement procedure as directed by City

Engineer. Measure grout density at discharge point and discharge grout until density is within 0.3 pounds per gallon of input density.

c. Take samples of well-mixed grout for 28-day compressive strength tests at

beginning, middle and end of each grouting operation. 3.06 TUNNELING DATA

A. Submit shift logs of construction events and observations within 24 hours of operation on at least following:

1. Location of face by station and progress of tunnel drive during shift.

2. Observation of lost ground and other signs of ground movement.

3. Location and elevation of significant soil strata boundaries and brief soil descriptions.

4. Ground water control operations, piezometric levels, ground water inflow location and

rates.

5. Completed field forms for establishing and checking line and grade and achieved tolerance relative to design alignment.

6. Operation shut-down periods or other interruptions in work, and reason.

7. Any unusual condition or event.

B. Clearly mark primary liner every 20 feet along tunnel with distance in feet from centerline of

preceding shaft. 3.07 CONTROL OF TUNNEL LINE AND GRADE

A. Construction Control:


02425(LD)-21 07/01/2002

1. The City Engineer will establish baseline and benchmarks indicated on Drawings.

check these baseline and benchmarks at beginning of work and report errors or discrepancies to City Engineer.

2. Use baseline and benchmarks established by City Engineer to furnish and maintain

reference lines and grades for construction. Use these lines and grades to establish location of tunnel, water line, and structures.

3. Establish and be fully responsible for accuracy of controls for construction of Project,

including access shaft locations, structures, tunnel line, and grade. Utilize laser to insure line and grade are maintained during tunneling process.

4. Establish control points sufficiently removed from tunnel operation not to be affected

by potential ground movement.

5. maintain daily surveying records of alignment and grade and submit three copies of records to City Engineer by end of day after work performed. Locate points at top, bottom and each side of springline.

6. check tunnel survey control against aboveground undisturbed reference at least once each week and once for each 250 feet of tunnel constructed, or more often as needed or directed by City Engineer.

B. Earth Movement: Contractor responsible for damages due to settlement from

construction-induced activities or occurrences.

1. Take precautions to avoid damage or settlement to buildings, structures, roads, and utilities to work in proximity of tunnel. Minimum precautions to include use of construction methods and equipment to minimize loss of earth at tunnel face and settlement of soil around primary tunnel liner.

2. Refer to Paragraph 3.09, Monitoring for detecting earth movement.

3. In event movement of ground is detected, City Engineer may order work stopped and

secured. Before proceeding, correct problems causing or resulting from movement.

4. Be aware that when settlement of ground surface should occur during construction of tunnel which will affect accuracy of temporary benchmarks established by City Engineer, detect and report movement. Locations of permanent City of Houston monumentation benchmarks are indicated on Drawings; Contractor may use these to verify temporary benchmark accuracy. Advise City Engineer of settlement affecting permanent monumentation benchmarks. Upon completion, submit field books pertaining to monitoring of permanent monumentation benchmarks to City Engineer.

C. Tunnel Line and Grade:


02425(LD)-22 07/01/2002

1. Survey crown, invert, and springline on each side of primary liner at 50-foot intervals, or minimum of once per shift, or more frequently when line and grade tolerances have been exceeded, to ensure alignment is within tolerances specified. Conduct survey immediately behind tunnel excavation to allow immediate correction of misalignment.

2. When excavation is off line and grade, make corrections to plan line and grade at rate of

3 inches per 100 feet.

3. Control excavation of tunnel and construction of primary liner to allow construction of carrier pipe within 6 inches on line and 4 inches on grade and to maintain circular shape of tunnel.

4. Alignment adjustments between primary tunnel liner and water main shall not encroach

on minimum required clearance of 4 inches defined in Section 02517 - Water Main in Tunnels.

5. If unable to maintain specified tolerances, bear full responsibility and expense of

correction (redesign, easement acquisition, etc.). when these tolerances are exceeded and redesign of structures is required, obtain services of qualified Professional Engineer registered in the State of Texas for redesign. Submit plans showing changes to City Engineer for review.

6. Backfill (grout) and reconstruct tunnel built outside tolerance or which is outside City's

right-of-way to be within tolerance when so directed by City Engineer. 3.08 TUNNEL CONNECTIONS, TERMINATIONS, AND TEMPORARY BULKHEADS

A. Connect new tunnels to existing structures by removing existing bulkheads, when necessary, and sealing junction as shown on Drawings.

B. Seal terminations of tunnels, which are not connected to permanent structures, by temporary

bulkhead.

C. Design temporary bulkheads where and when required and obtain City Engineer's acceptance of design prior to constructing it. Provide bulkheads capable of resisting lateral earth and hydrostatic pressures, waterproof, and capable of being removed without damaging water line or plastic liner.

3.09 MONITORING

A. Monitoring Instrumentation: This specification establishes minimum instrumentation requirements for tunneling. Additional instrumentation requirements for critical areas may be specified elsewhere in Specifications or on Drawings. Contractor may install more extensive system at Contractor's sole expense. Instrumentation specified shall be accessible at all times to City Engineer.


02425(LD)-23 07/01/2002

1. Submit for review, prior to construction, Monitoring Plan including instrument installation design, instrumentation points location and layout, manufacturer's catalog literature, installation report formats.

2. Install and maintain system of instrumentation to monitor tunneling operation and to

detect movement in soil and adjacent structures. Instruments shall consist of no less than sufficient number of inclinometers and crack monitors at bridge and adjacent structures and sufficient piezometers. Use monuments sufficiently removed from construction to avoid errors in readings due to ground settlement.

3. Installation of instrumentation by Contractor shall not preclude City Engineer, through

independent contractor or consultant, from installing instrumentation in, on, near, or adjacent to construction work. Provide access to work for independent installations.

4. Install soil instruments such as piezometers, inclinometers, extensometers, and crack

monitors by qualified subcontractor specializing in geotechnical work.

5. Install extensometers to depth of 5 feet above crown of water line tunnel as shown on Drawings to measure vertical movements in soils during and subsequent to tunneling. Extensometer consists typically of three-prong anchor, 1/4-inch standard stainless steel inner pipe, and 1-inch standard Schedule 80 PVC outer pipe. Pipes are assembled in sections and fastened together with standard couplings to required anchor depths. Locate top of extensometer within flush-mounted hand hole cover capable of withstanding HS-20 truck loading. Geotechnical instrumentation installation subcontractor shall provide procedures for installation of extensometers as part of Monitoring Plan.

B. Building and Structures Assessment: Submit for review prior to construction, Building and

Structures Assessment Plan. Provide preconstruction and post-construction assessment reports for buildings and structures located within distance equal to depth of tunnel but at least 50 feet in plan from proposed tunnel centerline and shafts. Include photographs or video of existing damage to structures in vicinity of water line alignment in assessment reports.

C. Settlement Surveying: This specification establishes minimum settlement survey

requirements for structures and ground surface monitoring points.

1. Submit settlement surveying and monitoring plan for review prior to construction. Plan shall identify location of settlement monitoring points, reference benchmarks, survey schedules and procedures and reporting formats.

2. Locate survey points on all structures within distance equal to depth of tunnel but at

least 50 feet in plan from tunnel centerline.

3. Record horizontal coordinates and elevations (with accuracy of 0.01 feet) for each survey point location. Reference survey points so that they may be accurately re-establishedwhen lost or destroyed.


02425(LD)-24 07/01/2002

4. Unless otherwise specified, record ground surface elevations on center line ahead of

TBM and at 20 feet either side of center line at minimum of 100-foot intervals or at least three locations per tunnel drive. Starting 100 feet ahead of TBM and continuing until TBM is 100 feet beyond measurement point or until further movement is not detected, unless otherwise directed by City Engineer. Record cross-sectional points at 10-foot spacing for distance of 50 feet each side of center line or to ROW, whichever is less.

5. Locate survey points at crossings under installations as follows:

Roads: Centerline and each shoulder.

Railroad: Track subbase at centerline of each track.

Utilities and Pipelines: Directly above and 10 feet before and after intersection.

For shaft settlement see Section 02400 - Tunnel Shafts.

D. Measure and maintain records of deformation of primary liner.

E. Reading Schedule and Reporting: Submit readings from various instruments and survey points weekly to City Engineer. Take daily Readings as required by City Engineer when construction is approaching or near critical structures (structures, bridge piers, pipelines, etc., partially or entirely located within distance equal to depth of tunnel but at least 50 feet in plan from tunnel centerline). Take initial readings of surface points before excavation or construction is started.

Immediately report to City Engineer movement, cracking, or settlement which is detected and

take immediate remedial action. Contractor shall be fully responsible for damage to adjacent structures.

At end of construction after water line is installed, and dewatering is discontinued, make final

survey of control points established for instrumentation and observation. Submit final readings to City Engineer. Make visual inspection of structures adjacent to water line and report to City Engineer condition of structures, damage incurred during construction, and corrective action taken.

DISPOSAL OF EXCESS MATERIAL

Remove spoil from job site and dispose in accordance with Section 01504 - Temporary Facilities and Controls.

END OF SECTION

6.

108-Inch WL from Imperial Valley Dr to Green Plaza Dr WBS No. S-000900-0168-4 WATER LINES

02511S-1 12-19-2017

Section 02511S

WATER LINES

The following supplement modifies Specification Section 02511 – Water Lines Standard Specification. Where a portion of the Specification is modified or deleted by this Supplementary Specification, the unaltered portions of the Specification shall remain in effect. PART 1 GENERAL 1.02 MEASUREMENT AND PAYMENT Delete Paragraphs 1.02.A.1 and 1.02.A.2, in its entirety and replace as follows:

1. Payment for water lines will be on a linear foot basis for each size of pipe installed. Separate pay items will be included for water lines installed by open-cut, by trenchless construction or by aerial crossing. No separate payment will be made for restrained joints, welded joints, thrust blocks, casing, bends, fittings, valves for water lines 20-inch diameter and smaller, pipe within limits of pipe offset section, pipe within limits of Potentially Petroleum Contaminated Area (PPCA), or pipe within limits of Fault Hazard Zone (FHZ).

a. Mains: Measure along axis of pipe and include fittings and valves.

b. Branch Pipe: Measure from axis of water line to end of branch.

2. Payment for interconnection is on a lump sum basis for each interconnection identified on Drawings. Payment shall include tapping sleeve and valves, piping, fitting, connections, restraint, temporary and permanent supports, cast-in-place foundations, special shoring and other related work necessary for construction as shown on Drawings or specified herein.

Add the following Paragraph to 1.02.A: 10. Payment for restrained joint fittings on existing pipe is on a linear foot basis.

Payment includes excavation, backfill and installation of restrained joint fittings on existing water line.

11. Payment for install and remove blind flange is on a unit price basis for each

size of blind flange installed. Dished head plug may be substituted for blind flange with approval of Project Manager. Payment will be made upon successful pressure testing.


02511S-2 12-19-2017

12. No separate payment will be made for removal and installation of water line markers for existing and proposed water lines. Include cost in unit price for water lines.

PART 2 PRODUCTS: 2.04 COUPLINGS AND APPURTENANCES FOR LARGE DIAMETER WATER LINE

Delete Paragraph 2.04.A.4 in its entirety and replace as follows:

4. Use ASTM A193 Grade B7 high strength steel bolts and ASTM A194 heavy

hex nuts where flexible couplings are installed underground. Provide cadmium plated hardware. Mark bolts and nuts according to ASTM. Coat entire coupling with Denso or approved equal petrolatum-based tape.

Add the following Paragraph 2.06: 2.06 CASING FOR OPEN CUT

A. For water line by open cut in casing, casing used shall conform to Specification Section 02425 (LD) – Tunnel Excavation and Primary Liner for Water Mains.

PART 3 EXECUTION

3.05 PIPING INSTALLATION

Delete paragraph 3.05.G and replace with the following paragraphs G and H:

G. Maintain water services at all times to all customers, fire hydrants and inter-

connections. Provide temporary connections and temporary bypass as necessary for construction. No additional payment will be made for temporary connections unless specified on the drawings.

H. Existing 24-inch water line may not be taken out of services at any time. Pressure of

24-inch water line may not be reduced to accommodate proposed work.

3.06 JOINTS AND JOINTING Delete Paragraph 3.06.B.2 and 3.06.B.3 in their entirety and replace as follows:


02511S-3 12-19-2017

2. Use ring type or full-face gaskets for flanged joints. Provide gasket material in accordance with AWWA C207. Cut gaskets at factory to proper dimensions. In PPCA areas, provide gasket material in accordance with Section 02105 – Chemical Sampling and Analysis.

3. Provide ASTM A193 Grade B7 high strength steel stud bolds with ASTM A194

heavy hex nuts. Use cadmium-plated steel hardware underground. Mark bolts and nuts according to ASTM. Tighten bolts progressively to prevent unbalanced stress. Maintain at all times approximately the same distance between two flanges at points around flanges. Tighten bolts alternately (180° apart) until all are evenly tight. Draw bolts tight to ensure proper seating of gaskets. Provide Denso petrolatum-based tape or approved equal for all exposed portions of nuts, bolts, and pipe hardware.

Delete Paragraph 3.06.E.2 in its entirety and replace as follows:

2. Steel pipe is to be fully restrained with welded joints for entire project. Thrust restraint lengths for other pipe materials shown on Drawings are minimum lengths based on deflections or joint offsets indicated on Drawings.

3.08 SECURING, SUPPORTING AND ANCHORING Delete Paragraph C and replace with the following:

C. Use adequate temporary blocking of fittings when making connections to distribution system and during hydrostatic tests. Provide temporary supports for existing water lines during the construction of permanent supports or restraint. Use sufficient anchorage and blocking to resist stresses and forces encountered while tapping existing water line.


02514(LD)-1 08/11/2017

108-Inch WL from Bellows Falls Ln to Smith Rd

WBS No. S-000900-0140-4 DISINFECTION OF WATER LINES

Section 02514 (Large Diameter)

DISINFECTION OF WATER LINES

PART 1 G E N E R A L


A. Procuring disinfection and de-chlorination agents, including handling,

transporting, and proper storing of chemicals.

B. Installing all necessary piping, fittings, plugs, and other items needed to facilitate

disinfection of new water lines, including identifying water source.

C. Providing assistance to Houston Water Division’s Drinking Water Operations

(DWO) personnel to disinfect of new potable water lines.

D. Specifications identify requirements for both small diameter water lines (less than

or equal to 20 inches) and large diameter water lines (greater than 20 inches).

When specifications for large diameter water lines differ from those for small

diameter water lines, large diameter specifications will govern for large diameter

pipe.


A. Unit Prices.

1. Payment for liquid bleach (sodium hypochlorite) is on a per gallon basis at

the concentration specified in Part 2 of this Section for large diameter

water lines. Payment includes procurement, transportation, delivery, staging

and security of required disinfection chemical necessary for successful test.

2. Payment for de-chlorination chemicals (calcium thiosulfate solution) is on

a per gallon basis for large diameter water lines. Payment will include

procurement, transportation, delivery, and staging of required de-chlorination

chemicals necessary for successful de-chlorination. Payment also includes

securing chemicals, and disposal of empty de-chlorination chemical

packaging. Unused de-chlorination chemicals in in original manufacturer

packaging will become property of the City.

3. Payment for disinfection preparation and piping for water lines is on a linear

foot basis for large diameter water lines being disinfected. Payment will

include the installation and removal of all piping, blow-offs, air valves and

other necessary appurtenances, including connections to water source, to

assist the DWO on disinfecting the line. Temporary piping to

02514(LD)-2 08/11/2017



water source be routed within City’s rights-of-way in accordance

with Section 01145 – Use of Premises.

4. Payment for chemical transfer pumps is on a unit price basis for

each pump provided for disinfection of large diameter water line.

Payment for pumps includes discharge and suction hoses and fuel

compatible with pump operating specifications. Upon

procurement and use, chemical transfer pumps and hoses will

become property of the City.

5. No separate payment will be made for disinfection of small

diameter water lines. Include cost in unit price of water lines being

disinfected.

6. Refer to Section 01270 - Measurement and Payment for unit

price procedures.

B. Adjusting Payment for Retesting

1. Subsequent disinfection operations which may be necessary due to

nonconforming or incomplete construction will be charged to

Contractor. Charges will be deducted from retainage amounts when

construction estimates are processed for final payment.

2. Total charge will consist of base charge of $135.00 plus footage

charge based on number of feet of specified diameter pipe in

construction project. Footage charge is as follows:

Size of Pipe Charge per Linear Foot

2 inch to 4 inch $0.03 6 inch $0.04

8 inch $0.05 10 inch to 12 inch $0.07

16 inch to 20 inch $0.09

24 inch to 30 inch $0.13

32 inch to 48 inch $0.16 54 inch $0.20

60 inch $0.22

66 inch $0.31

72 inch to 84 inch $0.40 90 inch to 96 inch $0.58

108 inch $0.75

120 inch or larger $1.00

02514(LD)-3 08/11/2017



C. Payment for retesting will apply only to pipeline segments installed under this Contract.

D. Stipulated Price (Lump Sum). If Contract is Stipulated Price Contract, payment for

work in this Section is included in total Stipulated Price.

1.03 PROCEDURE FOR SMALL DIAMETER WATER LINES

A. Perform activities listed in Exhibit A attached to this Section.

1.04 SUBMITTALS

A. For small diameter water lines, submit “Request for Disinfection and Placement in

Service” in accordance with Section 01330 - Submittal Procedures.

B. For large diameter water line, submit “Request for Disinfection and Placement in

Service” and submit a request for coordination meeting with DWO in accordance

with Section 01330 – Submittal Procedure 30 days in advance of disinfection.

C. Project Manager will forward one set of Drawings to Drinking Water Operations,

along with name of contractor and contractor’s preliminary construction schedule,

upon completion of the Pre-Construction Conference.

1.05 CANCELLATION

A. Contractor, Project Manager, or Houston Water Division may cancel a scheduled

disinfection appointment at no additional cost or payment to Contractor. Contractor

shall notify City’s appointed Project Inspector (“Inspector”) 24 hours in advance of a

cancellation. Inspector shall notify Central Operation Service (COS) immediately

upon receipt of cancellation notice. Cancellation may be caused by inclement

weather, preparation work taking longer than anticipated, or unforeseen delays by

any of the three parties.

1.06 REFERENCES

A. AWWA C 651 - Standard for Disinfecting Water Mains.

B. CFR, Title 29, Section 1910.120 – Occupation Safety and Health Administration,

Department of Labor.

C. CFR, Title 29, Section 1926 – Occupational Safety and Health Administration,

Department of Labor.

D. TAC, Title 30, Chapter 334 – Underground and Aboveground Storage Tanks.

E. International Fire Code (IFC) as adopted by the City of Houston with adoptive

amendments.

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PART 2 P R O D U C T S

2.01 CHEMICALS (FOR LARGE DIAMETER WATER LINES)

A. Chlorination Chemicals

1. Liquid bleach: 12.5% sodium hypochlorite solution in potable water

supplied in intermediate bulk container (IBC) totes. Liquid bleach

solution shall be free of other additives and components.

2. Procure liquid bleach a maximum of two weeks prior to use.

3. Protect liquid bleach from exposure to sunlight and excessive heat.

B. De-chlorination Chemical

1. Calcium thiosulfate aqueous solution

a) 30% min w/v calcium thiosulfate

b) pH 6.5 – 8.0 % (full strength)

c) Crystallization temperature 24°F – 28°F

d) Manufacture in compliance with NSF 60

2. Captor® or approved equal.

C. Chemical Transfer Pumps

1. Pacer self-priming Ag chemical/water pump, Model Number SEB2PL

E4C (Northern Tool and Equipment Item Number 109607).

a) 900 GPH

b) 2-inch ports

c) 127cc Briggs & Stratton 550 series OHV engine

d) EPDM-fitted stainless steel shaft seal with carbon-ceramic

faces

2. Approved equal

02514(LD)-5 08/11/2017




3.01 CONDUCTING DISINFECTION

A. Promptly disinfect water lines constructed before tests are conducted on water lines

and before water lines are connected to City water distribution system, unless

otherwise approved by the Project Manager.

B. Water for disinfection and flushing will be furnished by City without charge.

C. Unless otherwise provided in Contract Documents, City will conduct disinfection

and de-chlorination operations assisted by Contractor.

D. For large diameter water lines.

1. Contractor shall procure disinfection agent and de-chlorination chemicals,

transport, prepare new water line with necessary piping for injection and

flushing, including blow offs, and all necessary temporary facilities to

facilitate disinfection and flushing operations.

2. Deliver disinfection agent and de-chlorination chemicals to the City of

Houston Drinking Water Operations facility located at 7000 Ardmore Street,

Houston, Texas 77054.

a) Coordinate with DWO to ensure space is available for storage of

chemicals and to confirm DWO will be present to accept delivery.

E. Coordinate chlorination and de-chlorination operations through Project Manager.

3.02 CONTRACTOR’S RESPONSIBILITY FOR LARGE DIAMATER WATER

LINES

A. Comply with all applicable codes for transportation of chemical agents used under

this Section. This includes complying with latest International Fire Code (IFC), with

adoptive amendments, adopted by the City for operational permit. Provide trained

personnel who have completed minimum health and safety programs specified by

the Occupational Safety and Health Administration in 29 CFR 1910.120.

B. Maintain and operate temporary facilities and system to assure continuous

disinfection services.

C. Completely remove temporary materials and equipment at completion of

disinfection and no longer required.

02514(LD)-6 08/11/2017



D. Restore existing facilities used for temporary services to specified or

original condition.

E. Coordinate with DWO’s to perform disinfection assistance. This includes:

1. Meet with Project Manager, DWO, and Project Inspector to

develop plan to where to install blow offs and discharge piping,

stage chemicals, and other activities associated with disinfection

activities. This includes identifying water sources for filling water

line.

2. Schedule a date to begin disinfection activities, which includes

filling water line, injecting disinfection agent, taking samples, and

de-chlorination and flushing water line.

3. Clean and prepare water line for disinfection one week prior to

beginning disinfection activities.

F. DWO is responsible for:

1. Operation of valves and filling the pipe.

2. Operation of equipment to inject disinfection agent and

dechlorination agent.

3. Operation of valves to flush disinfection agent until concentration

is reduced satisfactorily from water line system.

4. Collect samples from prescribed sample points and obtain

laboratory results. If results are found positive more than twice,

DWO will re-inject disinfection agent, and repeat process. If

results are found negative, DWO to advise Inspector when it is

permissible to perform hydrostatic test. Hydrostatic test shall be

performed by Contractor.

G. If disinfection activities are not completed with six (6) weeks from the

time DWO, or their designated contractor, begin filling water line,

Contractor may submit a request for extension of time. Extension of time

shall not be approved if bacteriological testing is positive and re-

chlorination of the water line is required.

3.03 PREPARATION

A. Provide temporary blind flanges, cast-iron sleeves, plugs, necessary

service taps, copper service leads, risers and jumpers of sizes, location

and materials, and other items needed to facilitate disinfection of new .

02514(LD)-7 08/11/2017



water lines prior to connection to City water distribution system. Normally, each

valved section of water line requires two each 3/4-inch taps. A 2-inch minimum

blow-off is required for water lines up to and including 6-inch diameter. For large

diameter water lines, install a 3-inch to 6-inch blow-off, with 2-inch gate valve

and female threaded outlet at grade for chlorine injection.

B. Use fire hydrants as blow-offs to flush newly constructed water lines 8 inch

diameters and above. Where fire hydrants are not available on water lines, install

temporary blow-off valves as approved by Project Manager and remove promptly

upon successful completion of disinfection and testing.

C. Slowly fill each section of pipe with water in manner approved by Project

Manager. Open flushing hydrants at AI/VR locations and blow offs prior to

filling. Average water velocity when filling pipeline shall not exceed one foot per

second. Allowable filling flow rate may be significantly less based on source

water supply constraints. Before beginning disinfection operations, expel air

from pipeline. City personnel may perform this step. Coordinate with project

manager.

D. Backfill excavations immediately after installation of risers or blow-offs.

E. Install blow-off valves at end of water line to facilitate flushing of dead-end water

lines. Install permanent blow-off valves according to drawings.

F. Install flexible quick connect hoses from blow-off and flushing hydrant locations

to approved water discharge locations to properly direct and dispose of flushing

water. Utilize rigid piping when needed to stay within City’s rights-of-way or

easement limits and limits of construction. Provide thrust control measures and

bracing of the piping as needed. Provide erosion control measures when

discharging to open channels and other erodible surfaces.

G. Provide appropriate personal protective equipment (PPE) for work with

chlorination and de-chlorination chemicals.

3.04 DISINFECTION BY CITY PERSONNEL

A. Correct problems that may prevent disinfection operations prior to advising

Project Manager to perform disinfection work. When disinfection work cannot be

performed due to covered up valves, missing valve stacks, inoperative fire

hydrants or other nonconforming construction, charge will be levied against

Contractor for each trip made by City personnel.

B. Contractor will procure, transport, and stage liquid chlorine or sodium

hypochlorite solutions for each disinfection test.

02514(LD)-8 08/11/2017



1. Tablets are not an alternative for disinfection unless approved by City

Drinking Water Operations (DWO) Engineer.

C. Notify and coordinate with Project Manager a minimum of 96 hours

(excluding weekends, holidays, inclement weather days, and the day

communication is received) before disinfection work is to be performed.

D. Assist City personnel during disinfection operations.

E. Remove bleach storage containers and properly dispose of unused

bleach after completion of disinfection operations.

3.05 FLUSHING WATER LINES

A. De-chlorinate flushing water prior to discharging into drainage systems.

Follow local, state and federal procedures for allowable chlorine

concentration. Assist during de-chlorination operations.

B. Properly dispose of empty de-chlorination chemical containers and any

unused de-chlorination chemicals which have been mixed with water, or

which are no longer in original manufacturer containers.

C. Monitor flushing water discharge locations to prevent overflow of

drainage facilities and prevent erosion. Reduce flow rate of flushing

water as needed to comply.

3.06 BACTERIOLOGICAL TESTING

A. After disinfection and flushing of water lines, bacteriological tests will be

performed by City or testing laboratory in accordance with Section 01454

- Testing Laboratory Services. When test results indicate need for

additional disinfection of water lines based upon Texas Department of

Health requirements, assist City with additional disinfection operations at

no separate pay.

3.07 COMPLETION

A. Upon completion of disinfection, testing, and flushing, remove risers

and all temporary appurtenances associated with disinfection and

flushing, except those approved for use in subsequent hydrostatic

testing, and backfill excavation promptly.

1. Cap outlets directly at the water line. Do not leave any portion

of the riser extending from the water line where it will be buried.

02514(LD)-9 08/11/2017



2. Show blow-off outlet locations on as-built drawings, and note type of cap

used.

END OF SECTION


WBS No. S-000900-0168-4 HYDROSTATIC TESTING OF PIPELINES

02515S-1 10-05-2016

Section 02515S

HYDROSTATIC TESTING OF PIPELINES

The following supplements modify Section 02515 – Hydrostatic Testing of Pipelines Standard Specification. Where a portion of the Specification is modified or deleted by this Supplementary Specification, the unaltered portions of the Specification shall remain in effect. 3.01 PREPARATION: Delete Paragraph 3.01.D and replace with the following:

D. Test small diameter pipelines in lengths between valves or plugs of not more than 1,500 feet. Test large diameter pipelines in lengths between valves or plugs of not more than 4,400 feet.

3.02 TEST PROCEDURES: Add the following Paragraph 3.02.F:

F. When testing a section of pipe between valves, applying hydrostatic pressure to the opposite side of an isolation valve is not allowed, unless otherwise approved by Project Manager.

3.03 ALLOWABLE LEAKAGE FOR WATERLINES: Delete Paragraph 3.03.B and replace

with the following.

B. Maximum allowable leakage:

1. Water lines with non-welded joints: 3.19 gallons per inch nominal diameter per mile of pipe per 24 hours while testing. Welded and flanged joints shall not be included in measurement of pipe length for determining allowable leakage. For pipe sections that are welded or flanged on one side only, include half of the pipe section in the total length of pipe for allowable leakage.

2. Water lines with welded and flanged joints only: zero allowable leakage. 3. No leakage is allowed through any valve.

3.04 CORRECTION FOR FAILED TESTS: Insert the following Paragraph 3.04.A, and renumber existing Paragraphs A through C:

A. Upon discovering a leak during the hydrostatic test, identify location of pipe leak. Determine magnitude and extent of impact to surrounding soil. Based on this information, Project Manager may require additional removal and replacement of surrounding pavement with no separate payment.


WBS No. S-000900-0168-4 HYDROSTATIC TESTING OF PIPELINES

02515S-2 10-05-2016

3.05 COMPLETION: Delete Paragraph 3.05.A and replace with the following:

A. Upon satisfactory completion of disinfection and hydrostatic testing, remove risers and cap directly at the water line. Do not leave any portion of riser extending from water line. Backfill excavation promptly. Show blow-off locations on as-built record drawings, and note the type of cap used. If blow-off location is underneath pavement, comply with the following:

1. If pavement is restored prior to completion of disinfection and hydrostatic testing, install temporary pavement over blow-off. Comply with Street Cut Ordinance for dimensions of temporary pavement.

2. Backfill excavation with select fill or cement stabilized sand in accordance with Section 02320 – Utility Backfill Materials and Section 02317 – Excavation and Backfill for Utilities.

END OF SUPPLEMENT Approved by: __________________________ __________________________ Venus Price, P.E. Date Acting Managing Engineer Surface Water Transmission Program Capital Projects

108-Inch WL from Imperial Valley Dr to Green Plaza Dr STEEL PIPE AND FITTINGS FOR

WBS No. S-000900-0168-4 LARGE DIAMETER WATER LINES

02518S-1 08-17-2017

Section 02518S

STEEL PIPE AND FITTINGS FOR LARGE DIAMETER WATER LINES The following supplements modify Section 02518 – Steel Pipe and Fittings for Large Diameter Water Lines Standard Specification. Where a portion of the Specification is modified or deleted by this Supplementary Specification, the unaltered portions of the Specification shall remain in effect. 1.05 QUALITY CONTROL. Delete Paragraph A, replace with the following Paragraphs A, B, and C, and renumber the remaining Paragraphs:

A. Provide pipe as the product from a single manufacturer who has had not less than five (5) years successful experience manufacturing pipe, fittings and specials with coatings and linings as specified. Pipe manufacturing operations shall be performed at one location unless otherwise approved by Project Manager. Fittings may be manufactured at an alternate location, provided they are supplied under the responsible authority of the pipe manufacturer, and the fittings manufacturer has not less than five (5) years successful experience and complies with certification requirements contained herein.

B. The manufacturer of pipe and fittings shall be certified either under SPFA or ISO 9001 quality

certification program for steel pipe and accessory manufacturing. C. Approved steel pipe manufacturers are as follows:

1. American SpiralWeld 2. Northwest Pipe 3. Thompson Pipe Group 4. Jindal Tubular 5. Mid America Pipe

Add the following Paragraphs K and L: K. Owner’s Inspector shall have access to the work whenever it is in preparation or progress, and

the pipe manufacturer shall provide proper facilities for access and for inspection. The pipe manufacturer shall notify the Project Manager in writing, a minimum of two (2) weeks prior to the pipe fabrication so that the Project Manager may advise the manufacturer as to the Owner’s Inspector’s decision regarding tests to be performed by an independent testing laboratory. Material, fabricated parts, and pipe, which are discovered to be defective, or which do not conform to the requirements of this Section shall be subject to rejection at any time prior to Owner’s Inspector’s final acceptance of the product.

108-Inch WL from Imperial Valley Dr to Green Plaza Dr STEEL PIPE AND FITTINGS FOR

WBS No. S-000900-0168-4 LARGE DIAMETER WATER LINES

02518S-2 08-17-2017

L. Manufacturer’s Technician Required for Pipe Installation

1. During the construction period, the pipe manufacturer shall furnish the services of a factory trained, qualified, job experienced technician to advise and instruct the Contractor and Owner’s Inspector’s as necessary to assure the proper handling, storage, joint assembly, lining and coating repair of the pipe. The technician shall advise the Contractor in his pipe laying operations and shall instruct construction personnel in proper joint assembly and joint inspection procedures. The technician shall be on-site full time during the first two weeks of pipe laying and thereafter as requested by the Owner’s Inspector’s.

2. The pipe manufacturer shall provide services of the coating manufacturer’s qualified representative and a qualified representative from the heat shrink sleeve manufacture of a period of not less than two weeks at the beginning of actual pipe laying operations to advise Contractor and Owner’s Inspector’s regarding installation including handling and storage, cleaning and inspecting, coating repairs, field applied coating, heat shrink installation procedures and general construction methods and how they may affect the pipe coating.

3. The manufacturer’s representative shall be required to return if, in the opinion of the Owner’s Inspector’s, the coating, lining, or the Contractor’s construction methods do not comply with the Contract Documents.

2.04 EXTERNAL COATING SYSTEMS FOR BURIED STEEL PIPE. Delete Paragraph B and

replace with the following:

A. Heat Shrink Joint Sleeves for Tape and Polyurethane Coating: Provide heat shrink, cross-linked polyolefin wrap or sleeve with a mastic sealant, suitable for pipeline operating temperature, in accordance with AWWA C216. Provide Aqua-Shield by Canusa-CPS, Covalence by Seal for Life, or approved equal. Where weld-after-backfill procedures are used, conform to manufacturer’s recommendations for installation.

END OF SUPPLEMENT


108-Inch WL from Imperial Valley Dr to Green Plaza Dr WBS No. S-000900-0168-4 GATE VALVES

02521S-1 12-19-2017

Section 02521S

GATE VALVES

The following supplement modifies Specification Section 02521 – Gate Valves Standard Specification. Where a portion of the Specification is modified or deleted by this Supplementary Specification, the unaltered portions of the Specification shall remain in effect.

PART 2 PRODUCTS

2.01 MATERIALS

Delete paragraphs 2.01.H and 2.01.K and replace as follows:

H. Gate Valves 24 inches to 60 inches: Provide AWWA C515; reduced wall, resilient seated gate valves with 250 psig pressure rating. Furnish with bevel gearing.

1. Use valve body, bonnet, wedge, and operator nut constructed of ductile

iron. Fully encapsulate exterior of ductile iron wedge with rubber.

2. Ensure wedge is symmetrical and seals equally well with flow in either direction.

3. Provide ductile iron operator nut with four flats at stem connection to

apply even input torque to stem.

4. Bolts: AWWA C515, Section 4.4.4, Stainless Steel; cadmium plated or zinc coated.

K. Gate Valves for Tapping Steel Pipe: Provide AWWA C515 resilient wedge

gate valve or AWWA C500 rotating disc gate valves with 250 psig pressure rating. Mount gate valve in the horizontal position and furnish with bevel operation gear and 2-inch square nut for above ground operation.

Tapping valves shall comply with the following requirement unless otherwise specified on Drawings:

1. Body and Bonnet: Valve body and bonnet shall be ductile iron ASTM A536.

2. Stem: Stem shall have a non-rising stem of AISI 304 stainless steel or

ASTM B584 Nickel Aluminum Bronze.

108-Inch WL from Imperial Valley Dr to Green Plaza Dr WBS No. S-000900-0168-4 GATE VALVES

02521S-2 12-19-2017

3. Disc/Wedge: Discs/Wedge shall be ductile iron ASTM A536. Wedge

shall be enclosed with EPDM rubber and shall seal equally well in either direction

4. Rollers, Tracks and Scrappers: Tapping valves mounted in horizontal

position shall be equipped with bronze scrapper and bronze or 316 stainless steel rollers.

5. Flanges: Flanged ends shall be match AWWA C207 Class D flange

drilling and be rated for 150 psi. 6. By-pass valves (rotating disc gate valve only): By-pass shall be a

minimum 8-inches. By-pass valve shall be the same size as by-pass.

Add the following paragraph, O, P.

O. Provide fusion-bonded epoxy coating on all interior and exterior surfaces of valves. Epoxy shall be applied in accordance with AWWA C550 and be NSF61 Certified.

P. Gate valve shall accept a full size tapping cutter

Approved by:


108-Inch WL from Imperial Valley Dr to Green Plaza Dr WBS No. S-000900-0168-4 BUTTERFLY VALVES

02522S - 1 08-06-2017

SECTION 02522S BUTTERFLY VALVES The following supplement modifies Section 02522 – Butterfly Valves. Where a portion of the Specification is modified or deleted by this Supplementary Specification, the unaltered portions of the Specification shall remain in effect. 2.01 VALVES AND ACTUATORS: Delete Paragraph E and replace with the following:

E. Provide flanged joints when valve is connected to steel or PCCP. Provide ASTM A193 Grade B7 high strength steel stud bolts with ASTM A194 heavy hex nuts. Use cadmium-plated steel hardware underground. Mark bolts and nuts per ASTM. Refer to flange bolting requirements in Section 02511 – Water Lines.

2.02 VALVE CONSTRUCTION: Delete Paragraph C and replace with the following.

C. Seats:

1. 20-inches and smaller diameters: Rubber body seats shall be Buna-N or neoprene, and may be simultaneously bonded and vulcanized to body of valve or mechanically secured using stainless steel retainer ring and bolts.

2. 24-inches to 48-inches in diameter: Buna-N or neoprene, and may be applied to the disc or body. Retain seat in position by mechanical means. Do not rely solely on adhesive properties of epoxy or similar bonding agent to attach seat to body. Mating surfaces for seats: Type 304 or 316 stainless steel, and secured to disc by mechanical means. Sprayed-on or plated mating surfaces not allowed. Seat must be adjustable and replaceable in field for valves greater than 30-inches in diameter.

3. 54-inches and larger diameter: Buna-N or neoprene, and may be

applied to the disc or body. Mechanically secure seat to disc or body using stainless steel retainer ring and bolts. Do not solely rely on adhesive properties of epoxy or similar bonding agent to attach seat to body. When seat is on disc, retain seat in position by shoulders located on both disc and stainless steel retaining ring. Mating surfaces for seats: Type 304 or 316 stainless steel, and secured to disc by mechanical means. Sprayed-on or plated mating surfaces not allowed. Seat must be adjustable and replaceable in field with no special tools.

Delete Paragraph G and replace with the following:

108-Inch WL from Imperial Valley Dr to Green Plaza Dr WBS No. S-000900-0168-4 BUTTERFLY VALVES

02522S - 2 08-06-2017

G. Packing: Self adjusting and wear compensating, full or split ring V type.

END OF SUPPLEMENT

Approved by: Venus Price, P.E. Date Acting Managing Engineer Surface Water Transmission Program Capital Projects

108-Inch WL from Imperial Valley Dr to Green Plaza Dr WBS No. S-000900-0168-4 TAPPING SLEEVES AND VALVES

02525S-1 12-19-2017

Section 02525S

TAPPING SLEEVES AND VALVES

The following supplement modifies Specification Section 02525 – Tapping Sleeves and Valves Standard Specification. Where a portion of the Specification is modified or deleted by this Supplementary Specification, the unaltered portions of the Specification shall remain in effect.

PART 1 GENERAL

1.04 SUBMITTALS

Add the following Paragraph E:

E. When tapping large diameter water lines, submit for approval signed and sealed plans by a licensed Texas Professional Engineer to support existing water line to be tapped prior to construction of connection and supports.

PART 3 EXECUTION

3.02 INSTALLATION

Delete paragraphs A, E and F and replace as follows:

A. Verify outside diameter and ovality of pipe to be tapped prior to ordering tapping sleeve.

E. Make tap with new, sharp, shell cutter: 1. For 12-inch and smaller tap, use minimum cutter diameter one-half inch

less than nominal tap size

2. For 16-inch and larger, use manufacturer’s recommended cutter diameter. Cutter diameter must not exceed size of tapping gate valve.

F. Withdraw coupon and flush cuttings from newly-made tap. Provide coupon to project manager for verification of successful tap. Exercise valve to clear cuttings from valve’s crevice.

END OF SUPPLEMENT

108-Inch WL from Imperial Valley Dr to Green Plaza Dr WBS No. S-000900-0168-4 TAPPING SLEEVES AND VALVES

02525S-2 12-19-2017

Approved by:


CITY OF HOUSTON CEMENT STANDARD SPECIFICATION STABILIZED SAND BASE

02716-1 10/06/97

Section 02716 (Large Diameter) CEMENT STABILIZED SAND BASE PART 1 G E N E R A L 1.01. SECTION INCLUDES

A. Cement stabilized sand base material. 1.02. MEASUREMENT AND PAYMENT

A. Unit Prices.

1. Payment for work under this section will be on a square yard basis for the thickness shown on Drawings. Limits of measurement will match actual pavement replaced, but no greater than the maximum pavement replacement limits shown on Drawings. Limits for measurement will be extended to include installed cement stabilized sand base course material that extends 1 foot beyond outside edge of pavement to be replaced, except where proposed pavement section shares a common longitudinal or transverse edge with existing pavement section. No pavement will be made for cement stabilized sand base in areas beyond these limits.

2. A price reduction for deficient thickness or strength will be applied in

accordance with paragraph 3.08.


3 REFERENCES

A. ASTM D558 - Standard Test Methods for Moisture-Density Relations of Soil-Cement Mixtures.

4 SUBMITTALS

A. Submittals shall conform to requirements of Section 01330 - Submittal Procedures.

B. Submit material qualification and mix design tests to include:

1. Three series of tests of sand or fine aggregate material from proposed source. Test procedures are defined in Paragraph 2.01.

2. Three moisture-density relationship tests prepared using the material qualified

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02716-2 10/06/97

by the tests of Paragraph 1.04 B.1. Test blends of fine aggregate from crushed concrete and bank run sand at ratio to be used for mix design testing.

3. Mix design report to meet design requirements of Paragraph 2.01. Include

compressive strength tests after 48-hours and 7 days curing.

C. Submit source of cement-sand material. PART 2 P R O D U C T S 2.01 MATERIALS

A. Conform to requirements of Section 02321 - Cement Stabilized Sand. 2.02 MIXING MATERIALS

A. Conform to requirements of Section 02321 - Cement Stabilized Sand. PART 3 E X E C U T I O N 3.01 FIELD QUALITY CONTROL

A. Conform to requirements of Section 02321 -Cement Stabilized Sand for performance, testing and adjustment for deficient strength.

B. Material not placed, compacted and finished within 4 hours after mixing shall be

rejected. 3.02 PREPARATION OF SUBGRADE

A. After excavation and/or fill is made to subgrade lines, remove soft or undesirable material and replace with material as specified under Section 02317 - Excavation and Backfill for Utilities. Grade and shape subgrade required to construct cement-stabilized sand base in conformance with lines, grades, thickness and typical cross section shown on Drawings.

B. Compact subgrade material as specified in Section 02317 - Excavation and

Backfill for Utilities.

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3.03 PLACING

A. Do not exceed percentage of moisture in soil subgrade at time of cement-stabilized sand base placement that permits uniform and intimate cement sand curing during placement operations. Do not exceed specified optimum moisture content for surrounding soil.

B. Place cement-stabilized base in uniform layers to produce depth indicated on

Drawings. Place material in a single layer for depth of 6 inches or less. Place no single layer thicker than 6 inches or less than 3 inches for depth greater than 6 inches.

C. Provide material on dry side of optimum moisture content during compaction but

sufficient for hydration. D. Make vertical construction joints between new material and material placed for

more than 4 hours. Form plane of joint by a header removed immediately prior to placing new base, or cut base placed first to a vertical edge immediately prior to placing new base.

E. Do not place base when air temperature is below 40F and falling. Place when

temperature is above 35F and rising. Take temperature in shade and away from artificial heat.

3.04 COMPACTION

A. Roll loose mixture with tamping rollers in addition to plate compactors or tandem rollers. Compact with mechanical hand tampers in places inaccessible to roller

B. Compact to 95 percent ASTM D558, unless otherwise specified. C. Reconstruct sections when moisture content of uncompacted material exceeds

amount required for proper hydration of cement. 3.05. FINISHING

A. Finish surface to grade by blading and seal with pneumatic or flat wheel rollers after final course is compacted. Other means providing a dense, uniform surface and avoiding compaction planes are permitted.

B. Correct any deviation from plan surface in excess of 1/4 inch in cross section and

in length of 16 feet measured longitudinally prior to paving. Correct irregularities or weak spots by removing full depth of affected areas. Replace with suitable material as required. Reshape and compact.

C. Maintain moisture content of surface material at ±2 percent of optimum moisture.

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Proceed with surface compaction and finishing to produce a smooth, closely knit surface, free of cracks, ridges or loose material. Conform to crown, grade and line shown on Drawings, or as required to ensure proper drainage of pavement.

3.06. CURING

A. Protect finished surface against rapid drying by maintaining a moist condition. Sprinkle for not less than 3 days or until surface or pavement is placed.

3.07. TRAFFIC AND MAINTENANCE

A. Completed section of cement-stabilized sand base may be opened to local traffic and construction equipment after curing period, provided base material has hardened sufficiently to prevent marring or distorting surface by equipment or traffic.

B. Maintain cement-stabilized base in good condition until pavement replacement

has been completed and accepted. Immediately repair defects, as often as needed to keep area intact. Repair cement-stabilized base to full depth by replacement. Do not repair by adding a thin surface layer to damaged part.

3.08. ADJUSTMENT FOR DEFICIENT BASE THICKNESS AND STRENGTH

A. Construct base to thickness and typical section shown on Drawings. Where base does not conform:

1. City may core drill base prior to final acceptance. Cores will be drilled full

thickness of section. At least three core thicknesses will be averaged to determine base thickness.

2. A base within ½ inch of required thickness will be considered as

satisfactory.

3. A base thickness between ½ inch less and 1½ inches less than required thickness will be considered deficient. Adjusted unit price will be used in payment.

a. Adjusted unit price will bear same ratio to unit price as square of

actual average thickness of base bears to square of thickness shown.

b. Length of area of such deficient thickness will be determined by

additional cores taken at 10-foot intervals in both directions until cores are obtained which are at least that required thickness less ½ inch.

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c. Width of deficiency will be entire width of base as placed in one operation within length as determined above.

4. No payment will be made for base found more than 1½ inches deficient.

Length of unsatisfactory area will be determined by additional cores at 10-foot intervals in both directions until cores are obtained which are required thickness less ½ inch. Width will be entire base as placed in one operation within length determined as above. Remove and replace such base with base of specified thickness.

5. No additional payment over unit price will be made for thickness exceeding

that required.

6. Contractor responsible for cost of cores taken to define limits of deficient base thickness.

B. Refer to Section 02321 - Cement Stabilized Sand, paragraph 3.03 for payment

adjustment for deficient strength.

END OF SECTION

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WBS No. S-000900-0168-4 CONCRETE PAVING

02751S-1 01-05-2016

Section 02751S

CONCRETE PAVING The following supplements modify Section 02751 – Concrete Paving Standard Specification. Where a portion of the Specification is modified or deleted by this Supplementary Specification, the unaltered portions of the Specification shall remain in effect. 3.02 PREPARATION: Add the following paragraph 3.02 C

C. If Contractor’s work results in voids under adjacent lanes of pavement then, unless otherwise directed by the City, remove and replace damaged pavement in accordance with Section 02951 and Street Cut Ordinance, at no additional cost to City.



WBS No. S-000900-0168-4 CONCRETE PAVEMENT JOINTS

02752S-1 01-05-2016

Section 02752S

CONCRETE PAVEMENT JOINTS The following supplements modify Section 02752 – Concrete Pavement Joints Standard Specification. Where a portion of the Specification is modified or deleted by this Supplementary Specification, the unaltered portions of the Specification shall remain in effect. 3.01 PLACEMENT: Delete paragraph 3.01 A and B and replace with the following:

A. When new Work is adjacent to existing concrete pavement and existing joint is an

expansion joint, then place joints at same location as existing joints in adjacent pavement. Dowels at existing expansion joints shall be saw cut to eliminate possible damage to adjacent pavement that is scheduled to remain. The cost for this saw cut is incidental to the pavement removal and disposal pay item(s).

B. When new Work is adjacent to existing concrete and existing joint is a construction

joint (ex., deformed metal strip joints, tooled joints, partially saw cut joints with sealant, etc.), then unless otherwise directed by the City, provide full-depth saw cut 2-inch maximum away from pavement construction joints. Saw cut distance from joint shall be minimum necessary for a clean straight edge, and if the joint is at the crown the saw cut shall be as close to the crown as possible. Saw cut shall provide straight, smooth joint surface without chipping, spalling, or cracks. Add the following paragraph 3.01 C:

C. If limit of removal of existing asphalt pavement does not fall on existing joint, saw

cut existing asphalt pavement minimum of 2 inches deep to provide straight, smooth joint surface without chipping, spalling, or cracks.



WBS No. S-000900-0168-4 FENCES AND GATES

02821-1

11-15-2016

SECTION 02821 FENCES AND GATES PART 1 G E N E R A L 1.01 SECTION INCLUDES

A. Installation of chain link and barbed wire fences, wrought iron fences, gates of all types, framework, fabric, and accessories at locations shown on Drawings and as specified herein.

B. Excavation for post bases and concrete foundation for posts.


A. Payment for installation of chain link fences with or without barbed wire fence, wrought iron fence, etc. up to 12 feet high will be on a linear foot basis including posts, barbed wire and other accessories as needed.

B. Payment for removal of fence (chain link fence with or without barbed wire fence, wrought iron fence, etc.) will be on linear foot basis and includes removal and disposal of existing fence, gate and accessories, as applicable.

C. Payment for remove and replace wrought iron, chain link fence with or without barbed wire fence will be on linear foot basis and includes removal and disposal of existing fence along with the installation of a new fence of equal height to that removed.

D. Payment for removal, storage, and reinstallation of fencing will be paid on a linear foot basis. Payment includes the removal and storage of fence with posts, barbed wire and gates, as applicable. Reinstallation includes the setting the posts into concrete and connecting to the existing fence. If approved by Project Manager, additional metallic hardware including chain link fabric, fasteners, 3 strand barbed wire and posts required for reinstallation of the fence and/or gate will be paid by the pound.

E. Installation of chain link and wrought iron gates of all heights and sizes with or

without barbed wire fence will be paid on each gate installed and includes concrete foundation and posts as necessary.

F. Installation of manual dual swing barrier gate of all heights and sizes will be paid

on each gate installed and includes concrete foundation and posts as necessary.



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11-15-2016

G. Payment for temporary chain link fence / temporary fence will be on linear foot basis. Payment includes installation and removal of temporary chain link fence after construction is complete. Payment under this pay item does not include repairs to fence installed at locations indicated in the plans. Payment will be made if an unforeseen issue is encountered requiring the installation of temporary fence unless otherwise indicated by Project Manager.

H. Refer to Section 01270 - Measurement and Payment for Unit Price Procedures.

1.03 REFERENCES

A. ANSI/ASTM A 123 - Zinc (Hot Dip Galvanized) Coatings on Iron and Steel Products.

B. ANSI/ASTM F 567 - Installation of Chain-Link Fence.

C. ASTM A 116 - Zinc-Coated (Galvanized) Steel Woven Wire Fence Fabric.

D. ASTM A 120 - Pipe, Steel, Black and Hot-Dipped Zinc Coated (Galvanized) Welded and Seamless, for Ordinary Uses.

E. ASTM A 121- Specification for Metallic-Coated Carbon Steel Barbed Wire F. ASTM A 153 - Zinc Coating (Hot-Dip) on Iron and Steel Hardware. G. ASTM A 392 - Zinc-Coated Steel Chain-Link Fence Fabric. H. ASTM A 428 - Weight of Coating on Aluminum-Coated Iron or Steel Articles.

I. ASTM F 573 - Residential Zinc-Coated Steel Chain Link Fence Fabric. J. ASTM F 668 - Poly (Vinyl Chloride) (PVC) Coated Steel Chain Link Fence Fabric. K. ASTM C 94 - Ready-mixed Concrete. L. Chain Link Fence Manufacturers Institute (CLFMI) - Product Manual. M. CLFMI - Galvanized Steel Chain Link Fence Fabric. N. CLFMI - Industrial Steel Specifications for Fence Posts, Gates and Accessories. O. FS RR-F-191 - Fencing, Wire and Post Metal (and Gates, Chain Link Fence

Fabric, and Accessories).



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11-15-2016

1.04 SYSTEM DESCRIPTION

A. Fence and fabric height shall be minimum of 6 feet, or as shown on Drawings.

B. Fence Line post spacing shall not exceed 10 feet, or as shown on Drawings. C. Reinstalled fences and gates shall be reinstalled to the existing configuration in

equal or better condition. 1.05 SUBMITTALS

A. Submit under provisions of Section 01330 – Submittal Procedures.

B. Shop Drawings: Indicate plan layout, spacing of components, post foundation

dimensions, details of post installation, hardware anchorage, accessories and schedule of components. Show sizes and thicknesses of all members, type of materials, methods of connection and assembly, complete dimensions, clearances, relationship to surrounding work, and other pertinent details of fabrication and installation.

C. Product Data: Provide data on fabric, posts, accessories, fittings, and hardware

indicating material to be used. D. Calculations: Submit calculation sheets supporting post foundation dimensions and

spacing for approval. 1.06 QUALIFICATIONS

A. Manufacturer: Company specializing in manufacturing the products specified in this Section with minimum three years experience.

1.07 FIELD MEASUREMENTS

A. Verify that field measurements are as indicated on shop drawings. PART 2 P R O D U C T S 2.01 CONCRETE

A. Concrete for footings shall be Class B and shall be in accordance with Specification Section 03315 - Concrete for Utility Construction.

2.02 GALVANIZED FENCING AND GATES

A. Installed fence materials shall be new and unused unless indicated as remove and re-install on the drawings.



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11-15-2016

B. Fence fabric shall be No. 9 steel wire with a minimum tensile strength of 80,000 psi, hot

galvanized after weaving, to match or exceed existing fence fabric. C. Framework shall be hot-dipped galvanized with a minimum coating of 2 ounces/sf,

or one ounce/sf plus 30 micrograms/square-inch chromate conversion coating.

D. Line posts shall conform to ASTM A 570 Grade 45 steel or ASTM A 569, cold rolled steel with a minimum outside diameter of 2-3/8 inches and weigh a minimum of 3.65 lbs/ft.

E. End corner, angle, and pull posts shall conform to ASTM A 570 Grade 45 steel or ASTM A 569 for steel pipe. End corner, angle and pull posts shall be a minimum outside diameter of 2-7/8 inches and 5.8 lbs/ft. Requirements in Table 1 govern where end, corner or pull posts are used as gate posts.

F. Top rails shall be 1.65 x 1.25-inch formed C-section; or 1.6-inch round ASTM A 569, 1.35 lbs/ft; or 1-5/8-inch outside diameter steel pipe, 2.27 lbs/ft. Top rails shall pass through openings provided for that purpose in post tops.

G. Fabric ties shall be hog rings, galvanized steel wire not less than 9-ga with a zinc coating of not less than 1.2 ounces/sf. Furnish in sufficient quantities to fasten fabric to top and bottom frame members at 18 inch intervals max and line posts at 14 inch intervals max.

H. Bolts and nuts shall be in conformance with ASTM A 307 and shall be galvanized in accordance with AASHTO M 232.

I. Install horizontal braces fabricated of 1-5/8-inch, 2.27-lb copper bearing steel pipe

at all fence corner and end posts. J. Post caps for pipe sections shall be designed to exclude all moisture. All post caps

shall have a 2 inch skirt for rigidity. K. Stretcher bars shall be not less than 3/16 inch by 3/4 inch flat steel and not more

than 2 inches shorter than the fabric height. L. Miscellaneous fittings and fasteners shall be furnished in sufficient quantities to

erect all fencing materials in a proper manner. M. Barbed wire shall conform to ASTM A121 and consist of twisted 12.5 gauge wire

with 2-point or 4-point barbs spaced approximately 5 inches apart.

N. Gate Hinges shall be industrial type 180-degree adjustable arm hinges.

O. Gate frame members shall be 1.9-inch O.D. steel pipe weighing 2.7 lbs./ft. Top,



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11-15-2016

bottom and side members shall be furnished as single pieces and welded. Cross brace and trussed bracing supports shall be 1-5/8-inch O.D. minimum steel pipe weighing 2.27 lbs./ft, or as shown on Drawings.

P. Gate Cross-brace supports shall be located at the midpoints of the horizontal and

vertical frame members, or as shown on Drawings.

Q. Size and type to suit gate size, operable from both sides of gate if applicable.

TABLE 1

GATE POST REQUIREMENTS

Pipe Section Gate Height Size Wt./Ft. Embedment Length

4 ft. 4.0" O.D. 9.10 lbs. Per Drawing 6 ft. 4.0" O.D. 9.10 lbs. Per Drawing

R. Galvanizing. All material used in chain link fencing shall be hot dip zinc coated as specified by the following:

1. All Posts and Pipe: ASTM A53 “Standard Specification for Pipe, Steel,

Black and Hot-Dipped, Zinc-Coated, Welded and Seamless” (1.8 oz/sf).

2. Fence Fabric: ASTM A392 “Standard Specification for Zinc-Coated Steel Chain- Link Fence Fabric” Class I (1.2 oz/sf).

3. Post Caps, stretcher Bars and Miscellaneous Fittings, ASTM A153 “Standard

Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware”.

4. The weight of zinc coating for all items shall be determined in accordance with ASTM A90 “Standard Test Method for Weight (Mass) of Coating on Iron and Steel Articles with Zinc or Zinc-Alloy Coatings”.

2.03 SWING BARRIER GATES

A. Sentinel Manual Dual Swing Barrier Gate, 14020 Sereis

1. 2-7/8” OD galvanized post 2. 1-7/8” OD galvanized frame

B. Approved Equal



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2.04 STUDDED T POSTS

A. Steel with full length enamel paint finish B. 6 ft. length C. 1.25 lb. per ft. minimum D. Anchor plate

2.05 BARBED WIRE FENCE

1. Galvanized coated steel 2. 2 twisted strands of 12 ½ gauge wire with 2-point 14 gauge barbs at 5 inch max

spacing. 3. 9 gauge galvanized hard wire staples at minimum of 1 ½ inches long.

2.06 TEMPORARY FENCE

A. Unless otherwise indicated on drawings, temporary fencing material to consist of 6-foot high chain link fence only, unless otherwise approved by Project Manager.

PART 3 E X E C U T I O N 3.01 PREPARATION

A. The Contractor shall perform all clearing of brush and debris, which may be necessary for the installation of the chain link gate.

B. The gate shall generally follow the finished ground elevations. Grade off minor irregularities in the path of the fencing as necessary to limit the variation of grade under the bottom edge of fence fabric to a distance of not more than 6 inches and not less than 2 inches to the ground.

C. Holes for concrete footings, for all posts, shall be drilled to the dimensions shown on Drawings, at a minimum.

3.02 INSTALLATION

A. Chain Link Fence 1. Install chain link fence in accordance with approved shop drawings, the

manufacturer’s instructions and these Specifications.



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11-15-2016

2. Install fence posts at not more than 10-foot centers and at least 36 inches

for corner posts and 2 feet for all other fence posts into the ground in a Class B concrete base. Do not install fence posts with concrete bases for temporary fencing. Fasten fabric to line posts with wire ties spaced at max 14 inches apart and to top rail spaced at max 18 inches apart.

3. All concrete footings shall be cast up to finish grade and crowned one inch

to shed water. Excess concrete not used in the footings, and any other construction debris shall be removed from the site.

4. Use standard chain link fence stretching equipment to stretch the fabric

before tying it to the rails and posts. Repeat the stretching and tying operations about every 100 feet.

B. Barbed Wire Fence

1. Install Studded T Posts at a maximum spacing of 12 feet with a 4 inch top.

Posts shall be a minimum of 6 feet long and set 2 feet below grade. 2. Corner and pull posts shall be a minimum of 7 feet long and set 3 feet

below grade. Install post before stretching the barbed wire between line posts.

3. Install barbed wire inside of the posts. At all grade depressions where

posts tend to be pulled out of the ground, snub or guyed the critical points of the fence by twisting a double loop 9 gauge galvanized wire connected to each horizontal line of barbed wire and then to a screw type anchor buried in the ground.

4. Stretch fencing before snubbing or guying.

C. At small natural or drainage ditches where it is not practical for the fence to conform to the contour of the ground, span the opening below the fence with wire fastened to stakes of required length. The finished fence shall be plumb, taut, true to line and ground contour. When directed, stake down the chain link fence at several points between posts.

D. Where new fence joins an existing fence, set a corner post and brace post at the

junction and brace as directed. If the connection is made at other than the corner of the new fence the last span of the old fence shall contain a brace.

E. Removal and Re-installation

1. Remove and store fence as indicated on drawings to be removed and re-

installed during the construction of the water line.



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11-15-2016

2. Re-install fence upon completion of the water line construction along the

original limits. Provide surveyor to confirm fence is re-installed at existing location. No separate payment for surveying efforts.

3. Embed posts as shown on details. If removed posts are encapsulated in

undisturbed concrete, then post can be reinstalled by over excavating 6-inches around the perimeter of the footing and filling the void with concrete to the depth indicated in the details.

4. No separate payment will be made for fence damaged during the removal

process. Document existing conditions and notify the Project Manager if the existing fence is damaged or cannot be removed without causing damage.

F. Remove and replace Wrought Iron Fence

1. Remove fence to the nearest post as indicated on drawings. 2. Install new wrought iron fence of same material and type. If approved by

Project Manager, existing fence can be re-used if fence is not damaged during removal.

3. Install fence posts at not more than 8-foot centers and 3 feet into the ground

in a Class B concrete base. Corner posts shall be embedded at least 3 feet below natural grade.

4. All concrete footings shall be cast up to finish grade and crowned one inch

to shed water. Excess concrete not used in the footings, and any other construction debris shall be removed from the site

G. Temporary Fence

1. Install temporary fence as indicated on drawings. Stability of fence shall be

sustained while in service. Replace any damaged fence as directed by Project Manager.

END OF SECTION


WBS No. S-000900-0168-4 PAVEMENT REPAIR AND RESTORATION

02951S-1 09-08-2016

Section 02951S

PAVEMENT REPAIR AND RESTORATION The following supplements modify Section 02951 – Pavement Repair and Restoration Standard Specification. Where a portion of the Specification is modified or deleted by this Supplementary Specification, the unaltered portions of the Specification shall remain in effect. 3.01 PREPARATION: Delete paragraph 3.01 D and replace with the following:

D. When new Work is adjacent to existing concrete and existing joint is a construction

joint (ex., deformed metal strip joints, tooled joints, partially saw cut joints with sealant, etc.), then unless otherwise directed by the City, provide full-depth saw cut 2-inch maximum away from pavement construction joints. Saw cut distance from joint shall be minimum necessary for a clean straight edge, and if the joint is at the crown the saw cut shall be as close to the crown as possible. Saw cut shall provide straight, smooth joint surface without chipping, spilling, or cracks.

Add the following paragraphs 3.01 H, I, and J:

H. If existing pavement thickness is less than 7-inches, then dowels will be deleted and the non doweled expansion joint detail will be used instead, unless directed otherwise by the City.

I. When new Work is adjacent to existing concrete pavement and existing joint is an

expansion joint, then place joints at same location as existing joints in adjacent pavement. Dowels at existing expansion joints shall be saw cut to eliminate possible damage to adjacent pavement that is scheduled to remain. The cost for this saw cut is incidental to the pavement removal and disposal pay item(s).

J. If the Contractor’s work results in voids under adjacent lanes of pavement,

pavement cracks, chips, or other damage, then, unless otherwise directed by the City, the Contractor shall remove and replace the damaged pavement in accordance with Section 02951 and the Street Cut Ordinance, at no additional cost to the City.

END OF SUPPLEMENT

Approved by: Venus Price, P.E. Date Acting Managing Engineer Surface Water Transmission Program Capital Projects

108-inch Water Line from Imperial Valley Dr to Green Plaza Dr WBS No. S-000900-0168-4 DETENTION BASIN MAINTENANCE

02990-1 02/15/2018

Section 02990

DETENTION BASIN

MAINTENANCE

PART 1 G E N E R A L


A. Maintenance procedures for detention basin maintenance.


A. Unit Prices.

1. Lump sum payment for 2-year maintenance includes inspection of

the basin a minimum of 4 times per year and compliance with the

provisions of this Section. Payment is as follows:

a. 50% of payment will be made once 4 reports are submitted and

accepted by the City Engineer at the end of the first year.

b. The remaining 50% will be paid once the remaining 4 reports

are submitted and accepted by the City Engineer at the end of

the second year

1.3 REFERENCES

A. Detention Pond-Maintenance Inspection Check List - Attached Exhibit

PART 2 P R O D U C T S

1. NOT USED

PART 3 E X E C U T I O N 3.1 INSPECTION

A. Inspection and Maintenance activities are for City of Houston detention basin

located at parcel JY14-002 (HCAD # 0451220000206), at Smith Rd. south of Old Humble Rd.

B. Conduct inspections a minimum of 4 times a year in 90 day intervals.

108-inch Water Line from Imperial Valley Dr to Green Plaza Dr WBS No. S-000900-0168-4 DETENTION BASIN MAINTENANCE

02990-2 02/15/2018

C. Conduct inspections after major rainfall events

3.2 VEGETATION MANAGEMENT

A. Mow pond and vegetated area surrounding pond at each inspection

occurrence. Mow more frequently if additional mowing is required between

inspection intervals.

3.3 DEBRIS REMOVAL

A. Remove any obstructions to any drainage system as indicated in checklist.

B. Notify City if hazardous material is encountered.

3.4 STRUCTURAL COMPONENT CHECK

A. Inspect as indicated in checklist.

B. Repair or replace any structure damaged during 2 year maintenance period.

3.5 EROSION

A. Ensure all areas are properly vegetated. If areas are not stabilized, then re-

vegetate areas immediately.

3.6 SEDIMENT REMOVAL

A. Remove sediment as indicated in the Check List.

END OF SECTION

Work Order #: ______________________ Inspection Date: ______________________

Inspector Name: ______________________ Date Last Inspected: ______________________

Pond Name: ______________________ Pond UFID: ______________________

Pond Address: ______________________ Pond Design Depth (feet): ______________________

Type of Inspection: Pre-Wet Season

Routine/NFIP End of Wet Season

After heavy runoff (# days since event) Other:

Maintenance Item

* If your answer is YES to any of the questions

below, please create/note Work Order

Maintenance

Needed?

(*YES; NO;

N/A)

Comments

(Describe maintenance completed and if any needed maintenance was not

conducted, note when it will be done.)

1.0 Does it have SWQ Feature?

2.0 General Observations:

Is water flowing? Y , N, N/A

Is there evidence of encroachment into the pond or

improper use of the pond?3.0 Vegetation/Debris Management

Does the vegetated areas need mowing?

(The vegetation in and around the basin will be

maintained at a height of approximately six inches.)Are there areas that need to be re-vegetated?

(Dead, diseased, or dying trees.)

Does the vegetated areas need thinning, i.e. cattails,

willows, trees?

(Tree growth on berms or emergency spillway >4 ft in

height or covering more than 10% of spillway)

Is there a accumulation of trash, debris and/or litter to

be removed?

Any visual evidence of dumping?

Any signs of vandalism or other activity that could

affect performance of the pond?4.0 Erosion/ Embankment

Any evidence of obstructions or erosion in vicinity of

the pond that could affect performance?

Does the pond sides/slopes/bottom show signs of

settling, cracking, sloughing or other problems?

Does the embankments, emergency spillway, or side

slopes show any erosion or instability?

Is there any evidence of animal burrowing or other

activity that could contribute to instability or increased

erosion?5.0 Storage Area Sedimentation

Does the sediment storage area have 1-foot dedicated

sediment build up?6.0 Inlet/ Contributory Drainage

Are there any cracks, leaks, sedimentation, or woody

vegetation inside the pipe and/or swale?

Are the pipes/inlets going into the pond clogged or

obstructed?

Is the inflow trickle channel working properly?7.0 Outfall

Is the orifice in good condition?

Is the riser outlet and trash rack in good condition?

Is the outfall channel from the pond functioning

appropriately?

Any evidence of debris or silt build-up that obstructs an

outfall structure?

Is the outfall channel, trickle channel or other

conveyance in need of repair?

Are the manholes, frames, and covers associated with

the outfall channel in appropriate condition?

Is the orifice and/or trash rack obstructed?8.0 Emergency spillway and dam

What is the condition of spillway?

What is the condition of the dam i.e., leaks, holes,

woody vegetation, rodent infestation?9.0 Emergency Overflow/ Spillway and Berms

Is there any evidence of berm settlement 4 inches

lower than the design elevation?

Is there any evidence that the rock is missing and soil

is exposed at the top ?10.0 Debris Barriers (e.g., Trash Racks)

Are there any damages/missing bars that are missing,

loose, bent out of shape, or deteriorating due to

excessive rust?

Is there any debris barrier that is missing or not

attached to the inlet/outlet pipe?11.0 Fencing and Gates

Does any safety features, such as fences, gates or

locks need repair or replacement?

Are there any missing, broken, defected, or damage

to the fence or gate that permits easy entry to a

facility?

Any evidence of rusting, scaling conditions,

deteriorating paint or protective coating that has

affected the structural adequacy?

ROUTINE MAINTENANCE NON-ROUTINE MAINTENANCE

1. Inspections - Use the checklist after major rainfall events to

check for obstructions and damage and remove debris/trash.

1. Bank Erosion/Stabilization - It is critical to keep effective ground cover on all

vegetated areas in order to see the benefits of proper infiltration of runoff, and effective

filtering of pollutants. All areas not vegetated should be re-vegetated and stabilized

immediately.

2. Vegetation Management - Mowing on a regular basis. Limited

use of fertilizers & pesticides in and around ponds to minimize entry

into ponds and subsequent downstream waters.

2. Sediment Removal - Every year or so, the accumulated sediment depth should be

checked. If the depth of the accumulated sediment is greater than 25% of the original

design depth or accumulated sediment is blocking inlets or outlets, sediment should be

removed.

3. Trash, Debris, & Litter Removal - Removal of any trash causing

any obstructions at the inlet, outlet, orifice or trash rack during

periodic inspections and especially after rainfall events. Also general

pickup of litter in and around the pond during all inspections.

3. Structural Repair/Replacement - Eventually the outlet structure or other structural

components like the emergency spillway or trash rack may need to be repaired or be

replaced.

4. Structural Component Check - Inspection of the outlet

structure, inlet, orifice, trash rack, emergency spillway on a regular

basis for additions to the annual Non-Routine maintenance list.

Detention Pond - Maintenance Inspection Check List

Department of Public Works and EngineeringStorm Water Maintenance Branch

108-Inch WL from Imperial Valley Dr to Green Plaza Dr CONCRETE FOR WBS No. S-000900-0168-4 UTILITY CONSTRUCTION

03315S-1 12-19-2017

Section 03315S

CONCRETE FOR UTILITY CONSTRUCTION

The following supplement modifies Specification Section 03315 – Concrete for Utility Construction Standard Specification. Where a portion of the Specification is modified or deleted by this Supplementary Specification, the unaltered portions of the Specification shall remain in effect.


Delete Paragraph A and replace with the following:

A. Cast-in-place concrete work for utility construction, such as support slabs and site-cast bases.


Delete Paragraph A and replace with the following:

A. Unit Prices: 1. No payment for base bid items will be made for concrete for utility construction

under this Section. Include cost in applicable utility structure.

2. Obtain services of and pay for certified testing laboratory to prepare design mixes.

3. Extra Class “A” Concrete with or without Forms will be paid on a cubic yard basis if approved by Program Manager.

4. Extra Grade 60 Reinforcing Steel in Place will be paid on a per pound basis if

approved by Project Manager.

5. Refer to Section 01270 – Measurement and Payment for unit prices procedures.

2.01 CONCRETE MATERIALS

Delete Paragraph 2.01.G.1 and replace with the following:

G. Reinforcing Steel:

1. Use new billet steel bars conforming to ASTM A-615, ASTM A-767, or ASTM A-775, grade 60, as shown on Drawings. Use deformed bars except where smooth bars are specified. When placed in work, keep steel free of dirt, scale, loose or flaky rust, paint, oil or other harmful materials.


03315S-2 12-19-2017

2.05 DESIGN MIX

Delete Paragraph 2.05.B and replace with the following:

B. Proportion concrete materials based on ACI 211.1 to comply with durability and strength requirement of ACI 318, Chapters 4 and 5, and this specification. Prepare mix design of Class A concrete so minimum cementitious content is 611 pounds per cubic yard. Submit concrete mix designs to Project Manager for review and approval.

2.05 DESIGN MIX

Delete Paragraph 2.05.D and replace with the following:

D. Classification:

Class Type

Minimum Compressive Strength

(LBS/SQ. IN.) Maximum W/C Ratio

Air Content (Percentage)

Consistency Range in

Slump (inches) 7-day 28-day

A Structural 3600 4500 0.45 4±1 2 to 4*

B Pipe Block Fill, Thrust Block

--- 1500 --- 4±1 5 to 7

* When ASTM C494, Type F or Type G admixture is used to increase workability, this range may be 6 to 9.

3.01 FORMS AND SHORING

Add the following Paragraph I:

I. Make formwork sufficiently tight to prevent leakage of cement paste during concrete placement. Solidly butt joints and provide backup material at joints as required to prevent leakage and fins. Provide gaskets for wall forms to prevent concrete paste leakage at their base.

3.05 PLACING CONCRETE

Add the following Paragraphs I, J, & K:

I. Place no concrete in any structure until water entering the space to be filled with concrete has been properly cut off or diverted and carried out of the forms, clear of the work. Deposit no concrete underwater. Do not allow still water to rise on any concrete until concrete has attained its initial set. Do not allow water to flow over the surface of any concrete in a manner and at a velocity that will damage the surface finish of the concrete.

J. Position and support pipe, conduit, dowels and other ferrous items to be embedded in concrete construction prior to placement of concrete so there is at least a 2-inch clearance between them and any part of the concrete reinforcement. Do not secure such items in position by wiring or welding them to the reinforcement.

K. When cementitious grouts are used on concrete surfaces, saturate the


03315S-3 12-19-2017

concrete surface with water for 24 hours prior to placement of cement-based grout. Upon completion of saturation period remove excess water prior to grouting.

END OF SUPPLEMENT

Approved by:
