The URL can be used to link to this page

Home My WebLink AboutContract 32617 . s - CITY SECRETARY Is/ CITY SECRETARY D.O.E. FILE CONTRACT NO. ialUf CONTRACTOR'S BONDING CO. SPECIFICATIONS 4029 CONSTRUCTION'S COPY CONTRACT DOCUMENTS CLIENT DEPARTMENT FOR VILLAGE CREEK DRAINAGE BASIN CONTRACT LXIX (69) - CONTRACT 1 D.O.E. No. 4157, File No. 15308 Sanitary Sewer Main M-257R & M-503R, Sanitary Sewer Laterals L-6313, L-6319, L-6322 & Sun Valley Drive, & 8" Water Line ° SEWER PROJECT No. PS58-070580176170 WATER PROJECT No. PW53-060530177980 IN THE CITY OF FORT WORTH,TEXAS 2005 �, MIKE MONCRIEF CHARLES BOSWELL MAYOR CITY MANAGER ROBERT D.GOODE,P.E. DIRECTOR OF TRANSPORTATION AND PUBLIC WORKS DEPARTMENT S.FRANK CRUMB,P.E. ACTING DIRECTOR OF WATER DEPARTMENT A.DOUGLAS RADEMAKER,P.E. 4vaur % h� DIRECTOR OF ENGINEERING DEPARTMENT *�� Prepared by: A LUNSWI •.e................q...� 84992 TranSystems Corporation Consultants 500 West Seventh St.,Suite 600 �`s ' °°" �� • Fort Worth,Texas 76102Clff 05 WWW X , . DirectoryHome I Council Agenda I M&C I Employee Print M&C COUNCIL ACTION: Approved on 9/20/2005 DATE: 9/20/2005 REFERENCE NO.: C-21010 LOG NAME: 30DRAINAGE 69 CODE: C TYPE: NON-CONSENT PUBLIC HEARING: NO SUBJECT: Authorize Execution of Contract with William J. Schultz, Inc., d/b/a Circle "C" Construction Company, for Village Creek Drainage Basin Contract LXIX (69) - Contract 1 RECOMMENDATION: It is recommended that the City Council authorize the City Manager to execute a contract with William J. Schultz, Inc., d/b/a Circle "C" Construction Company in the amount of$2,958,285.00 for construction of Village Creek Drainage Basin Contract LXIX (69)- Contract 1. DISCUSSION: On January 20, 2004, (M&C C-19937) the City Council authorized the City Manager to execute an engineering agreement with TransSystems Corporation Consultants for Sanitary Sewer Rehabilitation Contract LXIX (69) Village Creek Drainage Basin. This project will provide additional capacity to the present and future growth in the rapidly developing Village Creek Drainage Basin. Under this contract, Sanitary Sewer Main 257 between Vista Farley and Kay Street, Sanitary Sewer Main 503 on Kay Drive, Sanitary Sewer Lateral 6313, 6319 and 6322 will also be replaced. This project includes approximately 3303 linear feet of 54-inch sanitary sewer, 2277 linear feet of 8-inch sanitary sewer, 29 manholes, two junction boxes and nine gate valves will be installed. This contract also includes new 2457 linear feet of 8-inch water line on Kay Drive between Sun Valley Drive and David Strickland Road. After the proposed improvements are complete, the impacted streets will be repaired with permanent asphalt pavement and concrete pavement as shown on the plans. This project was advertised on May 26 and June 2, 2005. On June 30, 2005, the following bids were received: Bidder Amount William J. Schultz, Inc. d/b/a $2,958,285.00 Circle "C" Construction Company S. J. Louis Construction of Texas, Ltd. $2,971,691.53 Oscar Renda Contracting, Inc. $3,012,769.00 Jackson Construction, Ltd. $3,442,142.00 Conaster Construction TX, L.P. $3,454,096.00 North Texas Contracting $3,516,457.00 Time of Contract is 120 Calendar Days. William J. Schultz, Inc. d/b/a Circle "C" Construction Company is in compliance with the City's M/WBE Ordinance by committing to 21% M/WBE participation. The City's goal on this project is 21%. This project is located in COUNCIL DISTRICT 5, Mapsco 93 C, L&Q, 80 LM &N, 78Z and 79 x & Z. Funding in the amount of$207,079 is included for associated water and sewer construction survey and inspection requirements (sewer$197,855; water$9,224) and contingency funding requirement is $88,748 (sewer$84,795; water$3,953). FISCAL INFORMATION/CERTIFICATION: The Finance Director certifies that funds will be available in the current capital budgets, as appropriated, of the Sewer and Water Commercial Paper Fund. TO Fund/Account/Centers FROM Fund/Account/Centers PS46. 541200 070460140350 $2,826_501.00 501.00 PW77 541200 060770157380 $131,784.00 Submitted for City Mananees_Office by: Marc Ott (8476) Originating Department Head: A. Douglas Rademaker (6157) Additional Information Contact: A. Douglas Rademaker (6157) ATTACHMENTS CITY OF FORT WORTH DEPARTMENT OF ENGINEERING ADDENDUM NO. 1 TO THE PLANS, SPECIFICATIONS AND CONTRACT DOCUMENTS FOR SANITARY SEWER MAIN REHABILITATION (Village Creek Drainage Basin Contract LXIX(69)—Contract 1) D.O.E. NO. 4157 SEWER PROJECT NO. PS58-070580176170 WATER PROJECT NO.PW53-060530177980 BID RECEIPT DATE: 1:30 PM,June 30,2005 ISSUED: June 28,2005 This Addendum No. 1 forms a part of the Contract Documents referenced above and modifies the s Original Contract Documents and Plans. Acknowledge receipt of this Addendum in the space provided below, in the revised proposal (page B1-21R) and acknowledge receipt on the outer envelope of your bid. Failure to acknowledge receipt of this Addendum could subject the bidder to disqualification. The Plans, Specification and Contract Documents for SANITARY SEWER MAIN REHABILITATION, are hereby revised by Addendum No. 1 as follows: l 1. Delete Part B -Proposal in its entirety and replace with the attached Part B—Proposal 2. Delete Part DA—Additional Special Conditions in its entirety and replace with the attached Part DA—Additional Special Conditions. (Revised DA items have highlighted titles) 3. The following is provided for sheets 33 through 35 as clarifications: - Typical Sanitary Sewer Manhole(5' diameter) The Typical Sanitary Sewer Manhole shall include the pipe placed through the structure as shown in sheet 33. A 36" opening shall be formed on top of the pipe and centered under the riser. A neoprene waterstop shall be keyed between the base and riser section. For fiberglass mortar pipe sewers installations, a fiberglass tee base shall be used as shown on sheet 33. The riser material shall be fiberglass, or reinforced concrete coated with DA- 121 (T-Lock) or DA-128 (Raven Lining System). The entire structure shall have a corrosion resistant surface. For lined reinforced concrete pipe installations, the lined pipe shall be placed though the manhole, requiring a straight joint or fitting depending on the change of alignment. A 36" opening shall be formed or cut then coated a corrosive protection material approved by the Engineer. The riser shall be placed on the concrete base as shown on sheet 33. The riser Addendum No.I 1 of 2 G:1FVWW05%Sp=\Addmd=\W1 Addend Ube material shall be fiberglass or reinforced concrete coated with DA-121 (T-Lock) or DA-128 (Raven Lining System). The entire structure shall have a corrosion resistant surface. - Standard 5' Diameter Manhole The Standard 5' Diameter Manhole shall be constructed as shown in Figure 103 with a coatings as describe in DA-121 (T-Lock) or DA-128 (Raven Lining System). These manholes are located at M-257R Station 19+52 and 95+19. - Structure 1 and Structure 2 Structure 1 on sheet 34 and Structure 2 on sheet 35 shall have a coating as described in DA- 121 (T-Lock) or DA-128 (Raven Lining System). r -Standard 4' Manholes Standard 4' Manholes shall be coated as specified in the plans. 4. The embedment and backfill standard for this project is the attached Figure A. All other provisions of the addendums, plans, specifications and contract documents for the project ` which are not expressly amended herein shall remain in full force and effect. Failure to return a signed copy of the addendum with the proposal shall be grounds for rendering the bid non-responsive. A signed copy of this'addendum shall be placed into the proposal at the time of bid submittal. RECEIPT ACKNOWLEDGED: A.Douglas Rademaker,E4,Director ��la _ By: _ 4- Trice,P.E/, Assistant Director Addendum No.1 2 of 2 G:1FW¢TO¢5914P=Addeadb®�EBI Added Ldx PART DA - ADDITIONAL SPECIAL CONDITIONS DA-1 AWARD OF CONTRACT FOR PROJECTS WITH MULTIPLE UNITS..............5 DA-2 PIPELINE REHABILITATION CURED-IN-PLACE PIPE (OMITTED)............... 5 DA-3 PIPE ENLARGEMENT SYSTEM (OMITTED).........................................................5 DA4 FOLD AND FORM PIPE(OMITTED) ........................................................................ 5 DA-5 SLIPLINING(OMITTED).............................................................................................5 DA-6 PIPE INSTALLED BY OTHER THAN OPEN CUT..................................................5 DA-7 TYPE OF CASING PIPE................................................................................................8 DA-8 SERVICE LINE POINT REPAIR/CLEANOUT REPAIR.......... ............................9 DA 9 PROTECTIVE MANHOLE COATING FOR:CORROSION PROTECTION: (CIMITTEI )..................... ............................................................................................................. 12 DA-10 MANHOLE REHABILITATION(OMITTED) ........................................................ 12 DA-11 SURFACE PREPARATION FOR MANHOLE REHABILITATION(OMITTED) 12 IDA'12 INTERIOR MANHOLE COATING,-MICROSILICATE MORTAR SYSTEM'' (OMITTED . . ....,....... 12 DA 13 INTERIOR 1VIANHOLE COATING QUADEX S 'STEM MITT (OED) ,.. ...,.. 12 ])A 14 INTERIOR MANHOLE C(DATING .SPRAT WALL SYSTEM(ONUTTETD) .., 12 P*,15 IN. MANHOLE COATING 'MAVEN LINING SYSTEM(OMITTED . 12 DA 17 INTERIOR MANHOLE CQATINO-STRONG-SEAM, SYSTEM(OMITTI)).,.. 12 DA-18 RIGID FIBERGLASS MANHOLE LINERS(OMITTED) ................. 12 DA-19 FVC LINED CONCRETE WALL RECONSTRUCTION (OMITTED)................ 12 DA-20 PRESSURE GROUTING (OMITTED)...................................................................... 1.2 DA-21 VACUUM TESTING OF REHABILITATED MANHOLES................................... 12 DA-22 FIBERGLASS MANHOLES (OMITTED)................................................................. 15 DA-23 LOCATION AND EXPOSURE OF MANHOLES AND WATER VALVES .,.....,, 15 DA-24 REPLACEMENT OF CONCRETE CURB AND GUTTER......... .......................... 16 DA-25 REPLACEMENT OF 6" CONCRETE DRIVEWAYS............................................. 16 DA-26 REPLACEMENT OF H.M.A.C.PAVEMENT AND BASE..................................... 16 DA-27 GRADED CRUSHED STONES................................................................................... 17 DA-28 WEDGE MILLING 2" TO 0" DEPTH 5.0'WIDE (OMITTED)............................. 17 DA-29 BUTT JOINTS-MILLED (OMITTED)............................................................. ...... 17 DA-30 2" H.M.A.C.SURFACE COURSE (TYPE "D" MIX).............................................. 17 DA-31 REPLACEMENT OF 7" CONCRETE VALLEY GUTTER(OMITTED)....,....,,, 18 DA-32 NEW 7" CONCRETE VALLEY GUTTER(OMITTED)........................................ 18 DA-33 NEW 4" STANDARD WHEELCHAIR RAMP(OMITTED).................................. 18 DA-34 8" PAVEMENT PULVERIZATION(OMITTED).................................................... 18 DA-35 REINFORCED CONCRETE PAVEMENT OR BASE (UTILITY CUT) (OMITTED) ................................................................................................................................... 18 DA-36 RAISED PAVEMENT MARKERS (OMITTED)...................................................... 18 DA-37 POTENTIALLY PETROLEUM CONTAMINATED MATERIAL HANDLING (OMITTED)................................................................................................................................... 18 DA-38 LOADING,TRANSPORTATION,AND DISPOSAL OF CONTAMINATED SOIL (OMITTED) ............................................... .......... ....................................................................... 18 DA-39 ROCK RIPRAP- GROUT-FILTER FABRIC (OMITTED).................................. 18 s DA-40 CONCRETE RIPRAP................................................................................................... 18 11/02/04 Revised ASC-1 R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS DA-41 CONCRETE CYLINDER PIPE AND FITTINGS (OMITTED).............................. 19 DA-42 CONCRETE PIPE FITTINGS AND SPECIALS (OMITTED) ............................... 19 DA-43 UNCLASSIFIED STREET EXCAVATION .............................................................. 19 DA-44 6"PERFORATED PIPE SUBDRAIN (OMITTED).................................................. 19 DA-45 REPLACEMENT OF 4" CONCRETE SIDEWALKS (OMITTED)....................... 19 DA46 RECOMMENDED SEQUENCE OF CONSTRUCTION......................................... 19 DA47 PAVEMENT REPAIR IN PARKING AREA(OMITTED)......................................20 DA-48 EASEMENTS AND PERMITS....................................................................................20 DA-49 HIGHWAY REQUIREMENTS (OMITTED)............................................................20 DA-50 CONCRETE ENCASEMENT .....................................................................................20 DA-51 CONNECTION TO EXISTING STRUCTURES.......................................................20 DA-52 TURBO METER WITH VAULT AND BYPASS INSTALLATION (OMITTED)21 DA-53 OPEN FIRE LINE INSTALLATIONS (OMITTED)................................................21 DA-54 WATER SAMPLE STATION (OMITTED)...............................................................21 DA-55 CURB ON CONCRETE PAVEMENT (OMITTED).................................................21 DA-56 SHOP DRAWINGS.......................................................................................................21 DA-57 COST BREAKDOWN ..................................................................................................22 DA-58 STANDARD STREET SPECIFICATIONS H.M.A.C.OVERLAY.........................22 DA-59 H.M.A.C.MORE THAN 9 INCHES DEEP(OMITTED).........................................22 DA-60 ASPHALT DRIVEWAY REPAIR...............................................................................22 DA-61 TOP SOIL........................................................................................................................22 DA-62 WATER METER AND METER BOX RELOCATION AND ADJUSTMENT.....22 DA-63 BID QUANTITIES........................................................................................................22 DA-64 WORK IN HIGHWAY RIGHT OF WAY (OMITTED)...........................................23 DA-65 CRUSHED LIMESTONE (FLEX-BASE) .................................................................23 DA-66 OPTION TO RENEW(OMITTED)............................................................................23 DA-67 NON-EXCLUSIVE CONTRACT (OMITTED).........................................................23 DA-68 CONCRETE VALLEY GUTTER(OMITTED)........................................................23 DA-69 TRAFFIC BUTTONS (OMITTED).............................................................................23 DA-70 PAVEMENT STRIPING (OMITTED).......................................................................23 DA-71 H.M.A.C.TESTING PROCEDURES .........................................................................23 DA-72 SPECIFICATION REFERENCES..............................................................................24 DA-73 RELOCATION OF SPRINKLER SYSTEM BACK-FLOW PREVENTER/CONTROL VALVE AND BOX(OMITTED)..................................................24 DA-74 RESILIENT-SEATED GATE VALVES.....................................................................24 DA-75 EMERGENCY SITUATION,JOB MOVE-IN...........................................................24 DA-76 1 Y2"&2"COPPER SERVICES (OMITTED)...........................................................24 DA-77 SCOPE OF WORK(UTIL. CUT) (OMITTED).........................................................24 DA-78 CONTRACTOR'S RESPONSIBILTY (UTIL.CUT) (OMITTED).........................24 DA-79 CONTRACT TIME (UTIL.CUT) (OMITTED)........................................................24 DA-80 REQUIRED CREW PERSONNEL & EQUIPMENT (UTIL. CUT) (OMITTED) 24 DA-81 TIME ALLOWED FOR UTILITY CUTS (UTIL. CUT)(OMITTED)...................24 DA-82 LIQUIDATED DAMAGES (UTIL. CUT) (OMITTED)...........................................24 DA-83 PAVING REPAIR EDGES (UTIL. CUT)(OMITTED)............................................25 DA-84 TRENCH BACKFILL(UTIL. CUT) (OMITTED)....................................................25 11/02/04 Revised ASC-2R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS DA-85 CLEAN-UP(UTIL. CUT) (OMITTED)......................................................................25 DA-86 PROPERTY ACCESS(UTIL. CUT) (OMITTED)....................................................25 DA-87 SUBMISSION OF BIDS (UTIL. CUT)(OMITTED) ................................................25 DA-88 STANDARD BASE REPAIR FOR UNIT I(UTIL. CUT) (OMITTED)..................25 DA-89 CONCRETE BASE REPAIR FOR UNIT II& UNIT III(UTIL.CUT)(OMITTED) 25 DA-90 2"TO 9"H.M.A.C.PAVEMENT(UTIL.CUT) (OMITTED).................................25 DA-91 ADJUST WATER VALVE BOXES,MANHOLES,AND VAULTS(UTIL. CUT) (OMITTED)...................................................................................................................................25 DA-92 MAINTENANCE BOND (UTIL.CUT) (OMITTED).................. 25 ............................. DA-93 BRICK PAVEMENT (UTIL. CUT) (OMITTED)...................................................... 25 DA-94 LIME STABILIZED SUBGRADE (UTIL. CUT)(OMITTED)...............................25 DA-95 CEMENT STABILIZED SUBGRADE (UTIL.CUT) (OMIITED).........................25 DA-96 REPAIR OF STORM DRAIN\STRUCTURES (UTIL. CUT) (OMITTED)..........25 DA-97 "QUICK-SET" CONCRETE (UTIL. CUT)(OMITTED)...........-.......................-25 DA-98 UTILITY ADJUSTMENT(UTIL.CUT)(OMITTED)............................................. 25 DA-99 STANDARD CONCRETE SIDEWALK AND WHEELCHAIR RAMPS (UTIL. CUT)(OMITTED). .......................................... ............................................................................25 DA-100 LIMITS OF CONCRETE PAVEMENT REPAIR(UTIL. CUT)(OMITTED)..25 DA-101 CONCRETE CURB AND GUTTER(UTIL. CUT)(OMITTED)........................25 DA-102 PAYMENT(UTIL. CUT) (OMUTTED).................................................................25 DA-103 DEHOLES (MISC.EXT.)(OMITTED)..................................................................25 DA-104 CONSTRUCTION LIMITATIONS (MISC.EXT,)(OMMITTED)....................25 DA-105 PRESSURE CLEANING AND TESTING(MISC.EXT,) (OMITTED).............25 DA-106 BID QUANTITIES (MISC.EXT.)(OMITTED)....................................................25 DA-107 LIFE OF CONTRACT(MISC.EXT.) (OMITTED).............................................25 DA-108 FLOWABLE FILL(MISC.EXT.) (OMITTED)....................................................26 DA-109 BRICK PAVEMENT REPAIR(MISC.REPL.) (OMITTED) .............................26 DA-110 DETERMINATION AND INITIATION OF WORK(MISC.REPL,) (OMITTED)...................................................................................................................................26 DA-111 WORK ORDER COMPLETION TIME (MISC.REPL.)(OMITTED)..............26 DA-112 MOVE IN CHARGES (MISC.REPL.)(OMITTED)............................................26 DA-113 PROJECT SIGNS (MISC.REPL,) (OMITTED)...................................................26 DA-114 LIQUIDATED DAMAGES (MISC,REPL.)(OMITTED) ...................................26 DA-115 TRENCH SAFETY SYSTEM DESIGN (MISC. REPL.) (OMITTED)...............26 DA-116 FIELD OFFICE (OMITTED)..................................................................................26 DA-117 TRAFFIC CONTROL PLAN (OMITTED)............................................................26 DA-118 COORDINATION OF WORK WITH.CONTRACTOR FOR OTHER UNITS (OMITTED)...................................................................................................................................26 DA 11 S FIB LASS SE ?4�ER.FIPE r'GRA IT` ............................................................26 DA-120 HINGED MANHOLE...............................................................................................29 DA 121 T-L ................... ................... 30 DA 122 PASSIVE ODOR CONTROL FOR VENTING PIPE..................... 36 ...................... DA-123 STOP LOGS...............................................................................................................39 I?�`I24 REINFORCED CONCRETE PIPE......................................................... ................43 11/02/04 Revised ASC-3R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS DA-125 MYERS PROPERTY RESTORATION .................................................................44 DA-126 FILTER FABRIC.......................................................................................................44 DA-127 FLOWABLE FILL. .. .45 ......... ............ ....................... ............. ............................ ....... DA-128 NEW,STRUCTURE INTERIOR MANHOLE COATING `;:RAVEN INNING SYSTEM 45 11/02/04 Revised ASC-4R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS DA-1 AWARD OF CONTRACT FOR PROJECTS WITH MULTIPLE UNITS The City reserves the right to abandon without obligation to the contractor, any part of the project, or the entire project, at any time before the contractor begins any construction work authorized by the City. Award, if made, shall be to the lowest responsible bidder. The following shall apply for contract documents with multiple units of work. Each unit represents a separate project, each with an individual M/WBE specification and proposal section. The proposal sections are arranged to allow prospective bidders to submit bids on one unit, some of the units, or all of the units. Award of contract(s), if made, shall be to the lowest responsible bidder for each individual unit. If a contractor is the low bidder on two units or more, a single set of contract documents consisting of all applicable units will be created and one single award of contract shall be made. The Contractor shall comply with the City's M/WBE Ordinance for the applicable unit or combination of units and shall submit monthly MIWBE reports for the applicable unit or combination of units. Construction time on all units will run concurrently. For situations involving approved contracts with multiple units, the total allowable construction completion time period for all the units shall be the same as the unit with the longest construction time period. DA-2 PIPELINE REHABILITATION CURED-IN-PLACE PIPE (OMITTED) DA-3 PIPE ENLARGEMENT SYSTEM (OMITTED) DA-4 FOLD AND FORM PIPE (OMITTED) DA-5 SLIPLINING (OMITTED) DA-6 PIPE INSTALLED BY OTHER THAN OPEN CUT C. GENERAL: 1. Furnish materials and necessary accessories, with strengths, thickness, coatings, and fittings indicated, specified and/or necessary to complete the work. 2. All excavation shalt provide an open area conforming to the outside diameter of the casing and/or carrier conduit. The excavation shall be to an alignment and grade which will allow the carrier conduit to be installed to proper line and grade as shown on the Plans and as established in the Specifications. 3. Work shall be performed in accordance with the requirements of the City of Fort Worth Water Department, the Texas Department of Transportation, or railroad company, as applicable. d. MATERIALS: 1. Casing Pipe: Casing pipe shall be steel conforming to ANSI B36.10 and the following: a. Field Strength: 35,000 psi minimum. 11/02/04 Revised ASC-5R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS b. Wall thickness: 0.312 in, minimum (0.5 for railroad crossings). C. Diameter: As shown on the drawings (minimum size requirements). d. Joints: Continuous circumferential weld in accordance with AWS D1.1. 2. Carrier Pipe in Casing: Carrier pipe shall be as shown on drawings and as specified in the General Contract Documents. 3. Sewer Pipe without Casing Pipe: Shall be minimum Class 51 ductile iron pipe, or as designated on the plans. 4. Grout: Grout shall be Portland Cement grout of min. 2000 psi compressive strength at 28 days. Proportioned not less than 1 cu. ft, of cement to 3 cu. ft. of fine sand with sufficient water added to provide a free flowing thick slurry. e. EXECUTION 1. Where sewer pipe is required to be installed under railroad embankments or under highways, streets or other facilities in other than open cut, construction shall be performed in such a manner so as to not interfere with the operation of the railroad, street, highway, or other facility, and so as not to weaken or damage any embankment or structure. During construction operations, barricades and lights to safeguard traffic and pedestrians shall be furnished and maintained, until such time as the backfill has been completed and then shall be removed from the site. 2. Pits and Trenches: a. If the grade of the pipe at the end is below the ground surface, suitable pits or trenches shall be excavated for the purpose of conducting the jacking or tunneling operations and for placing end joints of the pipe. Wherever end trenches are cut in the sides of the embankment or beyond it, such work shall be sheeted securely and braced in a manner to prevent earth from caving in. b. The location of the pit shall meet the approval of the Engineer. C. The pits of trenches excavated to facilitate these operations shall be backfilled immediately after the casing and carrier pipe installation has been completed. 3. Boring and Jacking Steel Casing Pipe: Steel casing pipe shall be installed by boring hole with the earth auger and simultaneously jacking pipe into place. a. The boring shall proceed from a pit provided for the boring equipment and t workmen. The holes are to be bored mechanically. The boring shall be done using a pilot hole. By this method an approximate 2-inch hole shall be bored the entire length of the crossing and shall be checked for line and grade on the opposite end of the bore from the work pit. This pilot hole shall serve as the centerline of the larger diameter hole to be bored. Other 11/02/04 Revised ASC-6R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS methods of maintaining line and grade on the casing may be approved if acceptable to the Engineer. Excavated material shall be placed near the top of the working pit and disposed of as required. The use of water or other fluids in connection with the boring operation will be permitted only to the extent required to lubricate cuttings. Jetting or sluicing will not be permitted. b. In unconsolidated soil formations, a gel-forming colloidal drilling fluid consisting of at least 10 percent of high grade carefully processed bentonite may be used to consolidate cuttings of the bit, seal the walls of the hole, and furnish lubrication for subsequent removal of cuttings and installation of the pipe immediately thereafter. C. Allowable variation from the line and grade shall be as specified under paragraph A.2. All voids between bore and outside of casing shall be pressure grouted. 4. Installation of Carrier Pipe in Casing: a. Sanitary sewer pipe located within the encasement pipe shall be supported by "skids" or "bands" to prevent the pipe and bells from snagging on the inside of the casing, and to keep the installed line from resting on the bells. b. All skids shall be treated with a wood preservative. Skids should extend for the full length of the pipe with the exception of the bell area and spigot area necessary for assembly unless otherwise specified. C. The Contractor shall prevent over-belting the pipe while installing it through the casing. A method of restricting the movement between the assembled bell and spigot where applicable shall be provided. d. Af all bored, jacked, or tunneled installations, the annular space between the carrier pipe and casing shall be filled with grout. Care must be taken that not too much water is forced into the casing so as not to float the pipe. The backfill material will not be required unless specified on the plans and specified by the Engineer. e. Closure of the casing after the pipe has been installed shall be plugged at the ends of the casing as shown on the drawings or as required by the Engineer. 5. Boring and Jacking Ductile Iron Pipe without Casing Pipe: _. a. As indicated on drawings and as required and directed by the Engineer sewer shall be constructed of bore and jacked ductile iron pipe. b. When a casing pipe is not designated on the drawings, the contractor shall provide a casing pipe if necessary to achieve line and grade. Casing pipe shall be provided at no additional cost and shall be subsidiary to the cost bid for installation By Other than Open Cut. 11/02104 Revised ASC-7R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS C. Bore and jack in accordance with paragraph C.3. above. d. Short length of sewer consisting of a single pipe section may be installed by jacking without a bore hole if permitted by the Engineer and in soft soil layer. All voids outside of installed pipe shall be pressure grouted. 6. Tunneling: Where the characteristics of the soil, the size of the proposed pipe, or the use of monolithic sewer would make the use of tunneling more satisfactory than jacking or boring, or when shown on the plans, a tunneling method may be used, with the approval of the Engineer or railroad/highway officials. a. When tunneling is permitted, the lining of the tunnel shall be of sufficient Strength of support the overburden. The Contractor shall submit the proposed liner method to the Engineer for approval. The tunnel liner design shall bear the seal of a licensed professional engineer in the State t of Texas. Approval by the Engineer shall not relieve the Contractor of the responsibility for the adequacy of the liner method. b. The space between the tunnel liner and the limits of excavation shall be pressure grouted or mud jacked. C. Access holes for placing concrete shall be space at maximum intervals of 10 feet. f. MEASUREMENT AND PAYMENT: Installation of pipe by other than open cut will be measured by the linear foot of pipe, complete in place. Such measurement will be made between the ends of the pipe along the central axis as installed. The work performed and materials furnished as prescribed by this item will be paid for at the Contract Unit Price bid per linear foot for Pipe Installed by Other Than Open Cut of the type, size, and class of pipe specified as shown on plans. The furnishing of all materials, pipe, liner materials required for installation, for all preparation, hauling and installing of same, and for all labor, tools, equipment and incidentals necessary to complete the work, including excavation, backfilling and disposal of surplus material shall be included in the Contract Unit Price as shown in the Bid Proposal. Payment shall not include pavement replacement, which if required, shall be paid separately. DA-7 TYPE OF CASING PIPE 1. WATER: The casing pipe for open cut and bored or tunneled section shall be AWWA C-200 Fabricated Electrically Welded Steel Water Pipe, and shall conform to the provisions of E1-15, E1-5 and E1-9 in Material Specifications of General Contract Documents and Specifications for Water Department Projects. The steel casing pipe shall be supplied as follows: A. For the inside and outside of casing pipe, coal-tar protective coating in accordance with the requirements of Sec. 2.2 and related sections in AWWA C-203. B. Touch-up after field welds shall provide coating equal to those specified above. 11/02104 Revised ASC-8R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS C. Minimum thickness for casing pipe used shall be 0.375 inch. Casing Spacers (centering style)such as manufactured by Cascade Waterworks Manufacturing Company, Advanced Products and Systems, Inc., or an approved equal shall be used on all non- concrete pipes when installed in casing. Installation shall be as recommended by the manufacturer. 2. SEWER: Boring used on this project shall be in accordance with the material standard E1-15 and Construction standard E2-15 as per Fig. 110 of the General Contract Documents. 3. PAYMENT: Payment for all materials, labor, equipment, excavation, concrete grout, backfill, and incidental work shall be included in the unit price bid per foot. DA-8 SERVICE LINE POINT REPAIR! CLEANOUT REPAIR A. GENERAL: The work covered by this item consists of furnishing all labor, material, equipment, supervision, etc. necessary to construct a point repair on the portion of a service line located within a utility easement, street right-of-way or on private property. Point repairs on private property shall only be addressed after the Contractor has received written permission from the property owner to do the work. A blank Right-of-Entry Agreement form to be completed by the Contractor and the individual property owners is included at the end of this section. The Contractor shall keep a record copy of all Right- of-Entry forms obtained and have it on hand at all times during construction. The street addresses and approximate location of service line repairs are shown in Table_ and the Field Survey Forms in Attachment . It shall be the Contractors responsibility to accurately field locate the exact point of repair. B. MATERIALS: The pipe replacement material shall be gasketed joint, gravity PVC sewer pipe (ASTM D- 3034, SDR 26) and have a minimum cell classification of 12454 A or B as defined in ASTM D-1784. Installation shall be in strict compliance with the manufacturer, recommendations and the Uni-Bell Plastic Pipe Association. The method of jointing the ends of the replaced pipe with the existing pipe shall be water tight. C. EXECUTION: 1. After the location of the point repair is determined, the Contractor shall excavate and remove the damaged pipe and replace with new pipe. The minimum length of pipe replaced shall be three (3) feet. All work shall be performed by a licensed lup mber. Determine whether additional lengths of line beyond "minimum length" criteria need replacement. Report need for additional replacement to City and obtain approval before proceeding. 11/02/04 Revised ASC-9R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS 2. The Contractor shall excavate, shape the bottom of the trench and place the required pipe bedding so that the grade of the replaced pipe matches the existing service line grade. 3. Numerous service line point repairs along with lateral line point repairs and obstruction removals are located in areas which in many instances will require the removal of existing landscaping, structures, sidewalks, driveways, etc. Items removed or disturbed shall replaced or restored to original conditions or better. 4. Removal of Debris: Excess excavated material and debris are to be removed from the work site daily. Cost of hauling excess excavation and debris is to be included in the price bid for"Service Line Point Repair. 5. Roof and Yard Drains: At the locations indicated in Table of the Attachments. The Contractor shall disconnect roof'and,yard drains from the sanitary sewer service line. For yard drains, the Contractor shall excavate and remove the drain from the yard and plug the line at the property line. For roof drains, the Contractor shall remove the downspout from the drain line and plug the line to prevent inflow. In addition, the Contractor shall install an elbow fitting at the bottom of the downspout to direct runoff, away from the building, and a concrete splash pad to prevent erosion. 6. Disconnected Service Lines: At the locations indicated in Table of Attachments to the Special Contract Documents, the Contractor shall remove the service line no longer in use by excavating at the property line and plugging the service line. 7. Abandonment of Point Repair: If a pipe is exposed and found in good condition, not requiring a point repair, notify City Engineer who will record abandonment of point repair. Backfill the excavation, replace pavement or sidewalk and repair and seed or sod unpaved areas. 8. Cleanout Repair: The Contractor shall make appropriate repairs to cleanouts as indicated in Table _and as shown on the PLANS. All cleanout repair work shall be performed by a licensed plumber. a. General - This special condition describes the repair of sanitary sewer cleanouts located on private property as designated on the III Elimination Repair plans. Repair of the cleanouts shall consist of replacing defective cleanout caps or installing new caps where none exist, such that inflow is eliminated. There will be no repairs made to the existing cleanouts that require excavation, other than what is required to expose the top of the cleanout so that the new caps can be installed. b. Materials 11/02/04 Revised ASC-1 OR Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS Replacement cleanout caps shall be Dal-Caps as manufactured by Dallas Specialty & Mfg. Company, or equal. The rubber caps are held down by stainless steel clamps. c. Excavation 1) The Contractor shall submit shop drawings on all materials and equipment to be installed. 2) The Contractor is responsible for obtaining right of entry from the property owners prior to performing any work. Property owners should be notified 48 hours in advance of any work on their property. 3) The Contractor shall restore any disturbed surface to its original or better condition at no separate pay. D. MEASUREMENT AND PAYMENT: 1. Payment for service line point repair shall be on a unit price basis for each repair performed on all sizes of service fines for the respective depths. The minimum length of service line point repair shall be three (3) feet. No separate pay if the work is done within the limits of a service line reconnect as defined in Special Condition, D-28, "Sanitary Sewer Services". - 2. Measurements for extra length repair is on a linear foot basis for repairs in excess of the minimum 3 foot replacement length. _ 3. All pipe fittings, adapters, concrete collars, bedding, and removal and replacements of grass sodding required shall be considered incidental to service line point repair. 3. If no pay item is included for any work required to properly complete a service line point repair as specified, the cost to perform said work, including any required removal and replacement of materials, shall be considered incidental to the service line point repair. 5. Depth of Bury is to be measured from Natural Ground Level to the Flow Line of the Sanitary Sewer Service Line at the Point of Replacement. The minimum trench width shall be 3'-0". 6. All excavation, backfill, removal and replacement of grass sodding and landscaping, plugs, fittings, and splash pads shall be considered incidental to removal of yard drains, disconnecting roof drains and plugging disconnected service lines. 7. No separate payment will be made for the Contractor to obtain written permission to enter private property. 8. Payment will be made for Abandonment of Point Repairs at the Contract Unit Price for Excavation and Backfill Abandoned Point Repairs. 11/02/04 Revised ASC-11 R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS 9. Payment shall be made at the Contract Unit Price for each sanitary sewer cleanout successfully repaired. Payment shall be full compensation for all materials, equipment, and labor required to perform the work. DA 9 PROTECTIVE MANHOLE COATING FOR CORROSION PROTECTION:(OMITTED) DA-10 MANHOLE REHABILITATION (OMITTED) t, DA-11 SURFACE PREPARATION FOR MANHOLE REHABILITATION (OMITTED) DA '2 INTERIOR MANHOLE COATING -MICROSILICATE MORTAR SYSTEM (OMITTED) DA 1,3INTERIOR'MANHOLE COAT10 QUADEX SYSTEM(OMITTED) DAALNTERIOR..MANHO, E COATING SPRAY WALL SYSTEM (OMITTED) DA 95 INTERIOR MANHOLE COATING RAVEN'LINING SYSTEM (OMITTED) DA 16''�NTERIOR�''MANHOLE,�"COATIN!G PERMACAST r5,:,,YS�EM��V17H k EI�OXY_ LINER (OMITTMTf��' "" DA 17 fNTERIOR MANHOLE COATING STRONG;SEAL SYSTEM(OMITTED) DA-18 RIGID FIBERGLASS MANHOLE LINERS (OMITTED) DA-19 PVC LINED CONCRETE WALL RECONSTRUCTION (OMITTED) DA-20 PRESSURE GROUTING (OMITTED) DA-21 VACUUM TESTING OF REHABILITATED MANHOLES A. GENERAL Scope. This section describes manhole testing to effectively confirm the watertight integrity of existing manholes following structural ,infiltration and inflow related repairs and that the appearance of the work is acceptable. Description: Infiltration may be observed in manhole defects at manhole walls, pipe seals or bench/trough areas. Infiltration related repairs are intended to eliminate leakage of groundwater into manholes, Inflow may be observed in manhole defects at manhole frames, covers,frame seals, grade adjustments, grade adjustment seals, corbels, or walls. Inflow related repairs are intended to eliminate sources of surface water entry that become active during rainfall events. Structural repairs may be required when making 1/1 related manhole repairs, Structural repairs may include defects in any manhole components but not displaying 1/1. Testing, Observations and Guarantee Periods: 11/02/04 Revised ASC-12R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS The testing required shall be performed by the Contractor at locations designated by the Engineer and documented to the satisfaction of the Engineer. Any new or rehabilitated manholes that are observed to be leaking by the Engineer during periods of high groundwater or during inflow conditions shall be subject to additional repairs, The Contractor shall be responsible for all additional repairs required on these unsatisfactory manholes during the guarantee period. All manhole rehabilitation work shall be warranted to be free of defects and of good workmanship for a minimum of three(3)years from the date of final acceptance of the project Any manhole repairs completed by the Contractor which fail during the warranty period shall be repaired to the satisfaction of the City at no additional cost to the City. B. MATERIALS- Not specified. C. EXECUTION Infiltration Testing_ All interior coated manholes and all partial replacement manholes shall be observed (tested)by the Contractor in the presence of the Engineer for sources of infiltration. Observations will be made during high groundwater conditions,wherever possible. Manholes shall be tested after installation with all connections(e)isting and/or proposed)in place. Drop-connections and gas sealing connections shall be installed prior to testing. The lines entering the manhole shall be temporarily plugged with the plugs braced to prevent them from being drawn into the manhole. The plugs shall be installed in the lines beyond drop-connections, gas sealing connections, etc. The test head shall be placed inside the frame at the top of the manhole(so that the manhole frame seal is tested)and inflated in accordance with the manufacturer's recommendations. A vacuum of 10 inches of mercury shall be drawn, and the vacuum pump will be turned off. With the valve closed, the level of vacuum shall be read after the required test time. If the drop in the level is less than 1-inch of mercury(final vacuum greater than 9-inches of mercury), the manhole will have passed the vacuum test. After a successful test, the temporary plugs will be removed. The required test time is determined from Table 1. Table 1 MINIMUM TIME REQUIRED FOR A VACUUM DROP OF 1" H9 (10"H9 -9"Hs)(SEC) DEPTH OF M.H. 48-Inch Dia. 60-Inch Dia. 72-Inch Dia, (FT.) Manhole Manhole Manhole 8 20 sec. 26 sec. 33 sec. 10 25 sec. 33 sec. 41 sec. 12 30 sec. 39 sec. 49 sec. 14 35 sec. 45 sec. 57 sec, 16 40 sec. 52 sec. 67 sec. 18 45 sec. 59 sec. 73 sec. ** T=5 sec. T=6.5 sec. T=8 sec. 11/02/04 Revised ASC-13R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS **For all Manholes over 18 feet in depth, add "T"seconds as shown for each respective diameter for each two feet of additional depth of manhole to the time shown for that 18 foot depth. [Example: A 30 (thirty)foot deep,48 (forty-eight)inch Manhole Total Test Time would be 75.0 seconds. 45.0+6(5.0)-75.0 seconds] (Values listed above are extrapolated from ASTM C924-85). Manhole vacuum levels observed to drop greater than 1-inch of mercury(Final vacuum less than 9- inches of mercury)will have failed the test and will require additional rehabilitation. The Contractor shall make the necessary repairs to the already completed rehabilitation work at no additional compensation. If the failure of the vacuum test is determined to be due to preexisting conditions not on the manhole rehabilitation schedule for that manhole, this additional work may be authorized by the Owner's Representative. After completion of the additional rehabilitation the manhole shall then be re-tested as described above until a successful test is made. Only one payment for manhole vacuum testing will be made on each manhole. Vacuum testing is required on all manholes having interior rehabilitation. Inflow Testing: All partially rehabilitated manholes shall be dyed water tested unless the manhole has successfully passed the vacuum test. Manholes shall be dyed water tested in the presence of the Engineer. The dye test shall consist of applying a concentrated dye solution around the manhole frame. Dyed water shall be applied for at least ten minutes. Manholes observed to be actively leaking greater than one drip per five seconds will have failed the test and will not be acceptable. Manholes failing the test will require additional rehabilitation by the Contractor at no additional compensation. Other Testing: One (1) rehabilitated manhole will be randomly selected for further testing. A laboratory selected by the City will take core samples of wall sections of manholes with wall coatings. Testing of the core samples will be done to evaluate material thickness, compressive strength,flexural strength and slant shear bond strength. The following are the minimum required strengths for cementitious and non-cementitious wall coatings: Compressive Strength. Compressive strength shall conform to ASTM C 495 and C 109 and shall meet or exceed a minimum 28-day break of 4,000 psi. Flexural Strength.Flexural strength shall conform to ASTM C 348 and shall meet or exceed a minimum 28-daybreak of 1,200 psi. Slant Shear Bond Strength. Slant shear bond strength shall conform to ASTM 882 modified and shall meet or exceed a minimum 28-day break of 2,400 psi. If the manhole tested fails to pass any of these requirements,another manhole shall be selected and tested. If the second manhole fails,the City may,at its option,stop work until the Contractor can provide assurance that testing requirements can be met. Guarantee: 11/02/04 Revised ASC-14R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS Contractor shall warrant that the workmanship and materials are free from defects and that the manholes are sealed from inflow and infiltration for a period of three (3)years from the date of final acceptance of the project. D. MEASUREMENT AND PAYMENT Payment for manhole vacuum testing shall be made at the Contract Unit Price bid for each Manhole Vacuum Test actually performed and passed and the appearance of the completed manhole is visually acceptable. Payment shall be full compensation for all labor and materials necessary to complete each test. No payment will be made for additional vacuum tests or any dyed water testing. Payment for manhole core testing, including all labor and materials necessary to complete each test, shall be made at the Contract Unit Price bid for each Manhole Core Test actually performed and passed. DA-22 FIBERGLASS MANHOLES (OMITTED) DA-23 LOCATION AND EXPOSURE OF MANHOLES AND WATER VALVES The contractor shall be responsible for locating and marking all previously exposed manholes and water valves in each street of this contract before the resurfacing process commences for a particular street. The contractor shall attempt to include the Construction Engineer (if he is available) in the observation and marking activity. In any event a street shall be completely marked a minimum of two (2) working days before resurfacing begins on any street. Marking the curbs with paint is a recommended procedure. It shall be the contractors responsibility to notify the utility companies that he has commenced work on the project. As the resurfacing is completed (within same day) the contractor shall locate the covered manholes and valves and expose them for later adjustment. Upon completion of a street the contractor shall notify the utilities of this completion and indicate the start of the next one in order for the utilities to adjust facilities accordingly. The following are utility contact persons: Company Telephone Number Contact Person Southwestern Bell Telephone 338-6275 "Hot Line" Texas Utilities 336-9411 Mr. Roy Kruger Ext. 2121 Lone Star 336-8381 Mr. Jim Bennett Ext. 6982 City of Fort Worth, 8718100 Mr. Jim Bob Wakefield Street Light and Signal Of course, under the terms of this contract, the contractor shall complete adjustment of the storm drain and Water Department facilities, one traffic lane at a time within five (5) working days after completing the laying of proposed H.M.A.C. overlay adjacent to said facilities. 11/02/04 Revised ASC-15R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS Any deviation from the above procedure and allotted working days may result in the shut down of the resurfacing operation by the Construction Engineer. The contractor shall be responsible for all materials, equipment and labor to perform a most accurate job and all costs to the contractor shall be figured subsidiary to this contract. DA-24 REPLACEMENT OF CONCRETE CURB AND GUTTER These provisions require the contractor to remove all failed existing curb and gutter, as designated by the Construction Engineer, and replace with standard concrete curb and gutter, laydown curb and gutter, or in like kind, as governed by the standard City Specifications, Item No. 104 "Removing Old Concrete% Item No. 502 "Concrete Curb and Gutter", and Drawing Nos. S-S2 through S-S4. Pay limits for laydown curb and gutter are shown in Drawing No. S-S5 of the Standard Specifications. Contractor shall saw cut the curb and gutter and pavement prior to E removal. Included, and figured subsidiary to this unit price,will be the required sawcut excavation, as per specification item No. 106 "Unclassified Street Excavation", into the street to aid in the construction of the curb and gutter. The pay limit will be 9" out from the gutter lip, with same day haul-off of the removed material to a suitable dump site. The street void shall be filled with H.M.A.C. "Type D" mix as per specification. No. 300 "Asphalts, Oils and Emulsions", Item No. 304 "Prime Coat" and Item No. 312 "Hot Mix Asphaltic Concrete" and compacted to standard City densities and top soil as per specification item No. 116 "Top Soil", if needed, shall be added and leveled to grade behind the curb. Existing improvements within the parkway such as water meters, sprinkler system, etc. damaged during construction shall be replaced with same or better at no cost to the City. Backfill for curb and gutter shall be completed within fourteen (14) calendar days from the day of demolition to date of completion. If the contractor fails to complete the work within fourteen (14) calendar days, a $100 dollar liquidated damage will be assessed per block per day. The unit price bid per linear foot shall be full compensation for all materials, labor, equipment and incidentals necessary to complete the work. DA-25 REPLACEMENT OF 6" CONCRETE DRIVEWAYS This item shall include the removal and replacement of existing concrete driveways, due to deterioration or in situations where curb and gutter is replaced to adjust grades to eliminate ponding water with same day haul-off of the removed material to a suitable dump site. For specifications governing this item see Item No. 104 "Removing Old Concrete", Item No. 504" Concrete Sidewalk and Driveways". Pay limits for concrete driveway are as shown in Drawing No. S-S5 of the Standard Specifications. The unit price bid per square yard shall be full compensation for all labor, material, equipment, supplies, and incidentals necessary to complete the work. DA-26 REPLACEMENT OF H.M.A.C. PAVEMENT AND BASE The contractor shall remove all existing deformed H.M.A.C. pavement and/or bad base material that shows surface deterioration and/or complete failure. The Engineer will identify these areas upon which time the contractor will begin work. The failed area shall be saw cut, or other similar means, out of the existing pavement in square or rectangular fashion. The side faces shall be cut vertically and all failed and loose material excavated. As a part of the excavation process, all 11/02/04 Revised ASC-16R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS unsatisfactory base material shall be removed, if required, to a depth sufficient to obtain stable sub-base. The total depth of excavation could range from a couple of inches to include the surface-base-some sub-base removal for which the Engineer will select the necessary depth. The remaining good material shall be leveled and uniformly made ready to accept the fill material. All excavated material shall be hauled off site, the same day as excavated, to a suitable dump site. After satisfactory completion of removal as outlined above, the contractor shall place the permanent pavement: patch, with "Type D" surface mix. This item will always be used even if no base improvements are required. The proposed H.M.A.C. repair shall match the existing pavement section or the depth of the failed material, whichever is greater. However, the patch thickness shall be a minimum of 2 inches. Generally the existing H.M.A.C. pavement thickness will not exceed 5". Before the patch layers are applied, any loose material, mud and/or water shall be removed. A liquid asphalt tack coat shall be applied to all exposed surfaces. Placement of the surface mix lifts shall not exceed 3 inches with vibrator compactions to follow each lift. _ Compactions of the mix shall be to standard densities of the City of Fort Worth, made in preparation to accept the recycling process. All applicable provisions of Standard Specification Item Nos. 300"Asphalts, Oils, and Emulsions", 304 "Prime Coat", and 312 "Hot-Mix Asphaltic Concrete" shall govern work. The unit price bid per cubic yard shall be full compensation for all materials, labor, equipment and incidentals necessary to complete the work. DA-27 GRADED CRUSHED STONES This item shall be used to repair the failed base material in areas exceed 8" deep as directed by the Engineer. The material shall be graded crushed stones. For specifications governing this item see Item No. 208"Flexible Base". The unit price bid per cubic yard shall be full compensation for all materials, labor, equipment and incidentals necessary to complete the work. DA-28 WEDGE MILLING 2" TO 0" DEPTH 5.0'WIDE (OMITTED) DA-29 BUTT JOINTS— MILLED (OMITTED) DA-30 2" H.M.A.C. SURFACE COURSE (TYPE "D" MIX) All applicable provisions of Standard Specifications, Item Nos. 312 "Hot-Mix Asphaltic Concrete", 300 "Asphalts, Oils and Emulsions", 304 "Prime Coat", and 313 "Central Plant Recycling-Asphalt Concrete"shall apply to the construction methods for this portion of the project. Standard Specification 312.5 (1) shall be revised as follows: The prime coat, tack coat, or the asphaltic mixture shall not be placed unless the air temperature is fifty (50) degrees Fahrenheit and rising, the temperature being taken in the shade and away from artificial heat. Asphaltic material shall also not be placed when the wind conditions are unsuitable in the opinion of the Engineer. 11/02/04 Revised ASC-17R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS The contractor shall furnish batch design of the proposed hot mix asphaltic concrete for City approval 48 hours prior to placing the H.M.A.C. overlay. The City will provide laboratory control as necessary. The unit price bid per square yard of H.M.A.C. complete and in place, shall be full compensation for all labor, materials, equipment, tools, and incidentals necessary to complete the work. DA-31 REPLACEMENT OF 7" CONCRETE VALLEY GUTTER (OMITTED) DA-32 NEW 7" CONCRETE VALLEY GUTTER(OMITTED) DA-33 NEW 4" STANDARD WHEELCHAIR RAMP (OMITTED) DA-34 8" PAVEMENT PULVERIZATION (OMITTED) DA-35 REINFORCED CONCRETE PAVEMENT OR BASE (UTILITY CUT) (OMITTED) DA-36 RAISED PAVEMENT MARKERS (OMITTED) DA-37 POTENTIALLY PETROLEUM CONTAMINATED MATERIAL HANDLING (OMITTED) DA-38 LOADING, TRANSPORTATION, AND DISPOSAL OF CONTAMINATED SOIL (OMITTED) DA-39 ROCK RIPRAP - GROUT - FILTER FABRIC (OMITTED) DA-40 CONCRETE RIPRAP 1 GENERAL: The following shall govern the furnishing and placing of concrete riprap as shown on the plans or as directed by the Engineer. 2 MATERIALS: Concrete for riprap shall be placed in accordance with the details and to the dimensions shown on the plans or as established by the Engineer. Unless otherwise shown on the plans, concrete riprap shall be reinforced using wire or bar reinforcement. The concrete shall be 3000 PSI at 28 days, Class A. Wire reinforcement shall be six (6) by six(6) inch No. 6 plain electric welded reinforcing fabric or its equal. A minimum lap of six (6) inches shall be used at all splices. At the edge of the riprap, the wire fabric shall not be less than one (1) inch, no more than three (3) inches from the edge of the concrete and shall have no wire projecting beyond the last member parallel to the edge of the concrete. Reinforcement shall be supported properly throughout the placement to maintain its position equidistance from the top and bottom surface of the slab. If the slopes and bottom of the trench for toe walls are dry and not consolidated properly, the Engineer may require the entire area to be sprinkled, or sprinkled and consolidated before the concrete is placed. All surfaces shall be moist when concrete is placed. 11102104 Revised ASC-18R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS After the concrete has been placed, compacted, and shaped to conform to the dimensions shown on the plans, and after it has set sufficiently to avoid slumping, the surface shall be finished with a wooden float to secure a reasonably smooth surface.. 3. PAYMENT; Payment for concrete riprap in place shall be made at the unit price bid in the Proposal multiplied by the quantity of material used. Bid price will be full compensation for placing all materials, and for all labor, tools, equipment, and incidentals necessary to complete the work. Payment for all necessary excavation below natural ground, and bottom or slope of the excavated channel will be included in the bid price. DA-41 CONCRETE CYLINDER PIPE AND FITTINGS (OMITTED) DA-42 CONCRETE PIPE FITTINGS AND SPECIALS (OMITTED) DA-43 UNCLASSIFIED STREET EXCAVATION This item will be used if additional excavation is needed that is not covered by "8" PAVEMENT PULVERIZATION". Additional Excavation is the removal of the excessive crown and base to bring the new base to proper grade and City standard specifications for street reconstruction. All applicable provisions of Item No. 106 "Unclassified Street Excavation" shall apply, work shall be paid per cubic yard. DA-44 6" PERFORATED PIPE SUBDRAIN (OMITTED) DA-45 REPLACEMENT OF 4" CONCRETE SIDEWALKS (OMITTED) DA-46 RECOMMENDED SEQUENCE OF CONSTRUCTION The Contractor shall coordinate operations with the Waterfront at Enchanted.Bay Development and other utilities,maintain the sewer system's capacity, and sequence the relocation of existing lines as stated in the plan. Below is the recommended schedule. It is arrange in two parts that are independent of one another. North of Sun Valley Drive 1. North of David Strickland Rd.,construct proposed M-257R from Sta. 97+17 to 97+28 and Structure 1. 2. Relocate the existing 6"water line located along the east side of Kay Dr, to the proposed Water Line"A"location on the west side of the street, - 3. Construct the proposed 10" Sun Valley lateral. Then after the proposed lift station is completed by others,construct and the connect the proposed laterals along Dvaid Strickland Rd.,Festa Farely Rd. and Laster Rd,to the Sun Valley lateral. 4. Construct proposed M-503R from Sun Valley Rd.to the northern end of the project and connect service to Block 7 Lot 16. 11/02/04 Revised ASC-19R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS 5. Existing M-257B is to be put out of service. Sewer capacity is maintained by the construction ofM-257R and M-503R. Connect remaining lateral to the proposed sewer. _ South of Kaltenburn Rd 1. Coordinate the relocation of existing gas line at Water line"B"Sta. 8+55. 2. Relocate existing 8"water line to the proposed location of Water Line"B." 3. Construct proposed M-257R and Structure 2. 4. Abandon existing M-309 that is parallel to proposed M-257R. 5. Construct proposed service line for Block 12 Lot 1 along Kaltenburn Rd, to existing M-503. 6. Abandon existing M-257C and coordinate abandonment of existing M-257B,by others. DA-47 PAVEMENT REPAIR IN PARKING AREA(OMITTED) DA-48 EASEMENTS AND PERMITS Easements and permits, both temporary and permanent, have been secured for this project at this time and made a part thereto. Any easements and/or permits, both temporary and permanent, that have not been obtained by the time of publication shall be secured before construction starts. No work is to be done in areas requiring easements and/or permits until the necessary easements are obtained. The Contractor's attention is directed to the easement description and permit requirements, as contained herein, along with any special conditions that may have been imposed on these easements and permits. Where the pipeline crosses privately owned property, the easements and construction areas are shown on the plans. The easements shall be cleaned up after use and restored to their original conditions or better, In the event additional work room or access is required by the Contractor, it shall be the Contractor's responsibility to obtain written permission from the property owners involved for the use of additional property required. No additional payment will be allowed for this item. DA-49 HIGHWAY REQUIREMENTS (OMITTED) DA-50 CONCRETE ENCASEMENT Concrete encasement shall be Class E (1500 psi) concrete and for sewer line encasements shall conform to Fig. 113; for water line encasements it shall conform to Fig. 20 of the General Contract Documents. Requirements for such encasement are specified in Sections E1-20 and E2-20 of the General Contract Documents. Payment for work such as forming, placing, and finishing including all labor, tools, equipment and material necessary to complete the work shall be included in the linear foot price bid for Concrete Encasement. DA-51 CONNECTION TO EXISTING STRUCTURES 11/02/04 Revised ASC-20R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS All connections between proposed and existing facilities, shall consist of a watertight seal. Concrete used in the connection shall be Class A (3000 psi)concrete and meet the requirements of Section E1-20 and E2-20 of the General Contract Documents. Prior to concrete placement, a gasket, RAM-Nek or approved equal shall be installed around penetrating pipe. Payment for such work as connecting to existing facilities including all labor, tools, equipment, and material necessary to complete the work shall be included in the linear foot price of the appropriate pipe BID ITEM. DA-52 TURBO METER WITH VAULT AND BYPASS INSTALLATION (OMITTED) DA-53 OPEN FIRE LINE INSTALLATIONS (OMITTED) DA-54 WATER SAMPLE STATION (OMITTED) DA-55 CURB ON CONCRETE PAVEMENT (OMITTED) DA-56 SHOP DRAWINGS 1. Submit seven (7) copies of shop drawings, layouts, manufacturer's data and material schedules as may be required by the Engineer for his review. Submittals may be checked by and stamped with the approval of the Contractor and identified as the Engineer may require. Such review by the Engineer shall include checking for general conformance with the design concept of the project and general compliance with information given in the General Contract Documents. Indicated actions by the Engineer, which may result from his review, shall not constitute concurrence with any deviation from the plans and specifications unless such deviations are specifically identified by the method described below, and further shall not relieve the Contractor of responsibility for errors or omissions in the submitted data. Processed shop drawing submittals are not change orders. The purpose of submittals by the Contractor is to demonstrate that the Contractor understands the design concept, and that he demonstrates his understanding by indicating which equipment and materials he intends to famish and install, and by detailing the fabrication and installation methods he intends to use. if deviations, discrepancies or conflicts between submittals and the design drawings and/or specifications are discovered, either prior to or after submittals are processed, the design drawings and specifications shall govern. The Contractor shall be responsible for dimensions which are to be confirmed and correlated at the job site, fabrication processes and techniques of constriction, coordination of his work with that of other trades and satisfactory performance his work. The Contractor shall check and verify all measurements and review submittals prior to being submitted, and sign or initial a statement included with the submittal, which signifies compliance with plans and specifications and dimensions suitable for the application. Any deviation from the specified criteria shall be expressly stated in writing in the submittal. Three (3) copies of the approved submittals shall be retained by the Contractor until completion of the project and presented to the City in bound form.. 2. Shop drawings shall be submitted for the following items prior to installation: List the required submittals here Additional shop drawing requirements are described in some of the material specifications. 3. Address for Submittals-The submittals shall be addressed to the Project Manager: 11/02104 Revised ASC-21 R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS Gopal Sahu, P.E. City of Fort Worth 1000 Throckmorton Fort Worth, TX 76102 DA-57 COST BREAKDOWN In order to establish a basis upon which partial payments to the Contractor may be authorized, .e immediately after execution of the contract the Contractor shall furnish a detailed cost breakdown of his contract price arranged and itemized to meet the approval of the Engineer. DA-58 STANDARD STREET SPECIFICATIONS H.M.A.C. OVERLAY All work involving paving and/or drainage shall conform to the two following published specifications, except as modified herein: STANDARD SPECIFICATIONS FOR STREET AND STORM DRAIN CONSTRUCTION — CITY OF FORT WORTH STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION NORTH CENTRAL TEXAS DA-59 H.M.A.C. MORE THAN 9 INCHES DEEP (OMITTED) DA-60 ASPHALT DRIVEWAY REPAIR At locations where H.M.A.C. driveways are encountered, such driveways shall be completely replaced for the full extent of utility cut with H.M.A.C. equal to or better than the existing driveway. DA-61 TOPSOIL Where directed by the Engineer, top soil shall be applied in accordance with the City of Fort Worth Transportation and Public Works Department's Standard Specifications for Street and Storm Drain Construction, Item 116, except as follows: All labor, equipment, tools and incidentals shall be included in the square yard bid price for the top soil. DA-62 WATER METER AND METER BOX RELOCATION AND ADJUSTMENT This item shall include raising or lowering an existing meter box to the parkway grade specified No payment will be made for adjusting existing boxes which are within 0.001 feet of specified parkway grade. The unit price bid shall be full and sufficient payment for all labor, equipment and materials used in the adjustment of the meter box. DA-63 BID QUANTITIES Bid quantities of the various items in the proposal are for comparison only and may not reflect the actual quantities. There is no limit to which a bid item can be increased or decreased. Contractor shall not be entitled to renegotiation of unit prices regardless of the final measured quantities. To the extent that C4-4.3 conflicts with this provision, this provision controls. No claim } will be considered for lost or anticipated profits based upon differences in estimated quantities versus actual quantities. 11/02/04 Revised ASC-22R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS In particular, the Contractor shall be aware that it is the City's intention that the quantities in Unit I be used on an "emergency" basis only. Total quantities given in the bid proposal may not reflect actual quantities; however, they are given for the purpose of bidding and awarding the contract. A contract in the amount of$200,000 (see Options to Renew) shall be awarded with final payment based on actual measured quantities and the unit price bid in this proposal. Moreover, there is to be not limit on the variation between the estimated quantities shown and actual quantities performed. It is understood and agreed that the scope of work contemplated in this contract is that which is designated by the City bit will in not case exceed $200,000 (see Options to Renew) including all change orders. DA-64 WORK IN HIGHWAY RIGHT OF WAY (OMITTED) DA-65 CRUSHED LIMESTONE (FLEX-BASE) Crushed limestone required for use as a flexible base material shall conform to Specification Item No. 208 of the Standard Specifications for Street and Storm Drain Construction for the City of Fort Worth Transportation and Public Works Department. DA-66 OPTION TO RENEW (OMITTED) DA-67 NON-EXCLUSIVE CONTRACT (OMITTED) DA-68 CONCRETE VALLEY GUTTER(OMITTED) DA-69 TRAFFIC BUTTONS (OMITTED) DA-70 PAVEMENT STRIPING (OMITTED) DA-71 H.M.A.C. TESTING PROCEDURES The contractor is required to submit a Mix Design for both Type "B" and "D" asphalt that will be used for each project. This should be submitted at the Pre-Construction Conference. This design shall not be more than two (2) years old. Upon submittal of the design mix a Marshal (Proctor) will be calculated, if one has not been previously calculated, for the use during density testing. For type "B" asphalt a maximum of 20% rap may be used.. No Rap may be used in type "D" Upon approval of an asphalt: mix design and the calculation of the Marshal (proctor) the contractor is approved for placement of the asphalt. The contractor shall contact the City Laboratory, through the inspector, at least 24 hours in advance of the asphalt placement to schedule a technician to assist in the monitoring of the number of passes by a roller to establish a rolling pattern that will provide the required densities. The required Density for Type "B" and for Type "D"asphalt will be 91% of the calculated Marshal (proctor). A Troxler Thin Layer Gauge will be used for all asphalt testing. 11/02/04 Revised ASC-23R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS After a rolling pattern is established, densities should be taken at locations not more than 300 feet apart. The above requirement applies to both Type "B" and "D" asphalt. Densities on type "B" must be done before Type"D" asphalt is applied. Cores to determine thickness of Type "B" asphalt must be taken before Type "D" asphalt is applied. Upon completion of the application of Type"D"asphalt additional cores must be taken to determine the applied thickness. DA-72 SPECIFICATION REFERENCES When reference is made in these specifications to a particular ASTM, AWWA, ANSI or other specification, it shall be understood that the latest revision of such specification, prior to the date of these general specifications or revisions thereof, shall apply. DA-73 RELOCATION OF SPRINKLER SYSTEM BACK-FLOW PREVENTER/CONTROL VALVE AND BOX (OMITTED) DA-74 RESILIENT-SEATED GATE VALVES Any resilient-seated gate valves supplied for this contract shall conform to Material Standard E1-26, STANDARD SPECIFICATIONS FOR RESILIENT-SEATED GATE VALVES, with the exception of size requirements in sections E-26.1. All resilient-seated gate valves shall be mechanical joints and be approved on the City of Fort Worth Standard Product List. DA-75 EMERGENCY SITUATION, JOB MOVE-IN The Owner or Engineer shall determine when an emergency situation shall exist. When water emergency work is required, the Contractor shall mobilize to the said location within twenty-four (24) hours after given notification from the Inspector and/or Project Manager. The Contractor shall make all necessary arrangements for bypass pumping, setting up barricades, notifying citizens, etc., while waiting for other utilities to be located as directed by the Engineer. The Contractor shall work continuously until the emergency work order has been completed at a time agreed to by the Project Manager, Inspector, and Contractor. After the emergency work order has been completed, there will be no additional "Job Move-In" charges paid to remobilize back to the previous project location site. DA-76 1 %11 &2" COPPER SERVICES (OMITTED) DA-77 SCOPE OF WORK (UTIL. CUT) (OMITTED) DA-78 CONTRACTOR'S RESPONSIBILTY(UTIL. CUT) (OMITTED) DA-79 CONTRACT TIME (UTIL. CUT) (OMITTED) DA-80 REQUIRED CREW PERSONNEL & EQUIPMENT (UTIL. CUT) (OMITTED) DA-81 TIME ALLOWED FOR UTILITY CUTS (UTIL. CUT) (OMITTED) DA-82 LIQUIDATED DAMAGES (UTIL. CUT) (OMITTED) 11/02/04 Revised ASC-24R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS DA-83 PAVING REPAIR EDGES (UTIL. CUT) (OMITTED) DA-84 TRENCH BACKFILL (UTIL. CUT) (OMITTED) DA-85 CLEAN-UP (UTIL. CUT) (OMITTED) DA-86 PROPERTY ACCESS (UTIL. CUT) (OMITTED) DA-87 SUBMISSION OF BIDS (UTIL. CUT) (OMITTED) DA-88 STANDARD BASE REPAIR FOR UNIT I (UTIL. CUT) (OMITTED) DA-89 CONCRETE BASE REPAIR FOR UNIT II& UNIT III (UTIL. CUT) (OMITTED) DA-90 2" TO 9" H.M.A.C. PAVEMENT (UTIL. CUT) (OMITTED) DA-91 ADJUST WATER VALVE BOXES, MANHOLES, AND VAULTS (UTIL. CUT) (OMITTED) DA-92 MAINTENANCE BOND (UTIL. CUT) (OMITTED) DA-93 BRICK PAVEMENT (UTIL. CUT) (OMITTED) DA-94 LIME STABILIZED SUBGRADE (UTIL. CUT) (OMITTED) DA-95 CEMENT STABILIZED SUBGRADE (UTIL. CUT) (OMITTED) DA-96 REPAIR OF STORM DRAINI STRUCTURES (UTIL. CUT) (OMITTED) DA-97 "QUICK-SET" CONCRETE (UTIL. CUT) (OMITTED) DA-98 UTILITY ADJUSTMENT (UTIL. CUT) (OMITTED) DA-99 STANDARD CONCRETE SIDEWALK AND WHEELCHAIR RAMPS (UTIL. CUT) (OMITTED) DA-100 LIMITS OF CONCRETE PAVEMENT REPAIR (UTIL. CUT) (OMITTED) DA-101 CONCRETE CURB AND GUTTER(UTIL. CUT) (OMITTED) DA-102 PAYMENT (UTIL. CUT) (OMIITTED) DA-103 DEHOLES (MISC. EXT.) (OMITTED) DA-104 CONSTRUCTION LIMITATIONS (MISC. EXT.) (OMMITTED) DA-105 PRESSURE CLEANING AND TESTING (MISC. EXT.) (OMITTED) DA-106 BID QUANTITIES (MISC. EXT.) (OMITTED) DA-107 LIFE OF CONTRACT (MISC. EXT.) (OMITTED) 11/02104 Revised ASC-25R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS DA-108 FLOWABLE FILL (MISC. EXT.) (OMITTED) DA-109 BRICK PAVEMENT REPAIR (MISC. REPL.) (OMITTED) DA-110 DETERMINATION AND INITIATION OF WORK (MISC. REPL.) (OMITTED) DA-111 WORK ORDER COMPLETION TIME (MISC. REPL.) (OMITTED) DA-112 MOVE IN CHARGES (MISC. REPL.) (OMITTED) DA-113 PROJECT SIGNS (MISC. REPL.) (OMITTED) DA-114 LIQUIDATED DAMAGES (MISC. REPL.) (OMITTED) DA-115 TRENCH SAFETY SYSTEM DESIGN (MISC. REPL.) (OMITTED) DA-116 FIELD OFFICE (OMITTED) DA-117 TRAFFIC CONTROL PLAN (OMITTED) DA-118 COORDINATION OF WORK WITH CONTRACTOR FOR OTHER UNITS (OMITTED) DA-119 FIBERGLASS SEWER PIPE GRAVITY A. GENERAL 1. Section Includes a) Fiberglass Reinforced Polymer Mortar Pipe. 1. References a) ASTM D3262 - Standard Specification for "Fiberglass" (Glass-Fiber-Reinforced Thermosetting-Resin)Sewer Pipe. b) ASTM D4161 - Standard Specification for "Fiberglass" (Glass-Fiber-Reinforced Thermosetting-Resin) Pipe Joints Using Flexible Elastomeric Seals. c) ASTM D2412 - Standard Test Method for Determination of External Loading Characteristics of Plastic Pipe by Parallel-Plate Loading. 3. Specifications The specifications contained herein govern, unless otherwise agreed upon between purchaser and supplier. 4. Submittals 11/02/04 Revised ASC-26R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS Contractor shall submit load and pipe calculations confirming selected pipe behavior. Load calculations shall include, but not limited to, buckling resistance, pipe deflection, pipe wall strain cracking and wall crushing load. All design calculations shall be sealed by a Registered Professional Engineer of the State of Texas. Product data submittals to include the following are as a minimum: Details of the proposed pipe. Details of proposed manholes. Properties, strengths, etc. of the pipe. Joint detail drawing, including maximum interior Joint gap opening, in the deflected position and in the straight alignment. Instructions on storage, handling, transportation, and pipe installation. Standard catalog sheets. Gasket type and composition showing ability to withstand the chemicals and conditions within sanitary sewers. Pipe laying schedule. Connections to all proposed structures including water stop. B, PRODUCTS 5. Materials a} Resin Systems: The manufacturer shall use only polyester resin systems with a proven history of performance in this particular application. The historical data shall have been acquired from a composite material of similar construction and composition as the proposed product. bj Glass Reinforcements: The reinforcing glass fibers used to manufacture the components shall be of highest quality commercial grade E-glass filaments with binder and sizing compatible with impregnating resins. c) Silica Sand: Sand shall be minimum 98% silica with a maximum moisture content of 0.2%. d) Additives: Resin additives, such as curing agents, pigments, dyes fillers, thixotropic agents, etc.,when used, shall not detrimentally affect the performance of the product. e} Elastomeric Gaskets: Gaskets shall be supplied by approved gasket manufacturers and be suitable for the service intended. 1. Manufacture and Construction a) Pipes: Manufacture pipe to result in a dense, non-porous, corrosion-resistant, consistent composite structure. bj Joints: Unless otherwise specified, the pipe shall be field connected with fiberglass sleeve couplings that utilize elastomeric sealing gaskets made of EPDM rubber compound as the sole means to maintain joint watertightness. The joints must meet the performance requirements of ASTM D4161. Joints at tie-ins, when needed may utilize fiberglass, gasket-sealed closure couplings. 11/02/04 Revised ASC-27R Addendum 1 MW PART DA - ADDITIONAL SPECIAL CONDITIONS c) Fittings: Flanges, elbows, reducers, tees, wyes, laterals and other fittings shall be capable of withstanding all operating conditions when installed. They may be contact molded or manufactured from mitered sections of pipe joined by glass-fiber-reinforced overlays. Properly protected standard ductile iron, fusion-bonded epoxy coated steel and stainless steel fittings may also be used. 3. Dimensions a) Diameters: The actual outside diameter (18" to 48") of the pipes shall be in accordance with ASTM D3262. For other diameters, OD's shall be per manufacturers literature. b) Lengths: Pipe shall be supplied in nominal lengths of 20 feet. Actual laying length shall be nominal +1, -4 inches. At least 90% of the total footage of each size and class of pipe, excluding special order lengths, shall be furnished in nominal length sections. c) Wall Thickness: The minimum wall thickness shall be the stated design thickness. d) End Squareness: Pipe ends shall be square to the pipe axis with a maximum tolerance of 1f8". s 4. Testing a) Pipes: Pipes shall be manufactured and tested in accordance with ASTM D3262. b) Joints: Coupling Joints shall meet the requirements of ASTM D4161. Stiffness: Minimum pipe stiffness when tested in accordance with ASTM D2412 should in no case have the stiffness be less than the following: Soil Cover< 15' >= SN46 Soil Cover> 15'and all levee crossings.and river crossings >= SN72 5. Customer Inspection a) The owner or other designated representative shall be entitled to inspect pipes or witness the pipe manufacturing. b) Manufacturers Notification to Customer: Should the Owner request to see specific pipes during any phase of the manufacturing process, the manufacture must provide the Owner with adequate advance notice of when and where the production of those pipes will take place. 5. Packaging, Handling, Shipping a) Packaging, handling, and shipping shall be done in accordance with the manufacturer's instructions. C. EXECUTION 11/02/04 Revised ASC-28R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS 1. Installation a) Burial: The bedding and burial of pipe and fittings shall be in accordance with the project plans and specifications and the manufacturers requirements (Section 13 A of the product brochure). b) Pipe Handling: Use textile slings, other suitable materials or a forklift. Use of chains or cables is not recommended. c) Jointing: 1) Clean ends of pipe and coupling components. 2) Apply joint lubricant to pipe ends and elastomeric seals of coupling. Use only lubricants approved by the pipe manufacturer. 3) Use suitable equipment and end protection to push or pull the pipes together. 4) Do not exceed forces recommended by the manufacturer for coupling pipe. 5) Join pipes in straight alignment then deflect to required angle. Do not allow the deflection angle to exceed the deflection permitted by the manufacturer. d) Field Testing 1) Contractor shall not use the Fort Worth Water Department Material Specification E2-9.7c Exfittration Test Pneumatic Method: Air Test. The Contractor shall test according to the current edition of NCTCOG - Standard Specification for Public Works, 6.72f Low Pressure Air Test— 3) Test Methods. The Time Pressure Drop Method will be used for this project 2) Infiltration / Exfiltration Test: Maximum allowable leakage shall be per local specification requirements, 3) Deflection: Maximum allowable long-term deflection is 5% of the initial diameter. DA-120 HINGED MANHOLE "PAMREX", or similar approved Manhole Cover and Frame. Covers and frames shall be manufactured from ductile iron. Covers shall be hinged, and incorporate a 90 degree blocking system to prevent accidental closure when in the open position. Covers shall be one man operable using standard tools and shall be capable of withstanding a test load of 80,000 lbs. Frames shall incorporate a continuous seating ring, have a 32" clear opening, frame depth shall not exceed 5", the flange shall incorporate bedding slots and bolt holes. All components shall be black coated. 11/02104 Revised ASC-29R Addendum 1 Aw PART DA - ADDITIONAL SPECIAL CONDITIONS The manhole frame shall be installed with the hinge end aligned with the flow of traffic to allow traffic to close frame when gas pressure partially lifts lid. The contractor shall also provide the manufactures recommend locking mechanism. The locations shall be approved by the engineer. DA-121 T-LOCK SHEET LINER A. General This specification covers the supply and installation of a flexible sheet liner with locking extensions in reinforced concrete pipe and auxiliary structures to effectively protect the exposed concrete surfaces from corrosion. To accomplish this, the liner must be continuous and free of pinholes both across the joints and in the liner itself. All work for and in connection with the installation of the lining in concrete pipe, and the field sealing and welding of joints, shall be done in strict conformity with all applicable specifications, instructions and recommendations of the lining manufacturer. The manufacturer of the lining shall furnish an affidavit attesting to the successful use of its material as a lining for sewer pipes for a minimum period of 40 years in sewage conditions recognized as corrosive or otherwise detrimental to concrete. B. MATERIAL a) Liner shall be Amer-Plate T-Lock as manufactured by Ameron Protective Linings Division, Brea, California or approved equal. = 1. Composition a) The material used in the liner, welding strips, and other accessory items, shall be a combination of poly vinyl chloride resin, pigments and plasticizers, specially compounded to remain flexible. Poly vinyl chloride resin shall constitute not less than 99 percent, by weight, of the resin used in the formulation. Copolymer resins will not be permitted. Linear Low Density Polyethylene (LLDPE) may also be specified.. 2. Physical Properties a) All plastic liner plate sheets, welding strips and other accessory items, shall have the following physical properties when tested at 77"F±5° (250C±3°). Property Initial (Par.2.4) Tensile Strength 2200 psi min. (15 Mpa min.) 2100 psi min. (14.5 Mpa min.) Elongation at break 200% min. 200% min. Shore durometer, Type D (with respect to initial test result) 1-sec, 50-60 10-sec. 35-50 ±5 ±5 Weight change 1.5% b) Tensile specimens shall be prepared and tested in accordance with ASTM D412 using Die B. Weight change specimens shall be 1-inch (25-mm) by 3-inch (75-mm)samples. 11/02/04 Revised ASC-30R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS Specimens for testing of initial physical properties may be taken from liner plate sheet and welding strip at any time prior to final acceptance of the work. c) Liner plate locking extensions embedded in concrete shall withstand a test pull of at least 100 pounds per linear inch (1800 kg/cm), applied perpendicularly to the concrete surface for a period of one minute, without rupture of the locking extensions or withdrawal from embedment. This test shall be made at a temperature of 700- 80°F (21° - 270C) inclusive. d) All plastic liner plate sheets, including locking extensions, all joint, corner and welding strips shall be free of cracks, cleavages or other defects adversely affecting the protective characteristics of the material. The engineer may authorize the repair of such defects by approved methods. e) The lining shall have good impact resistance, shall be flexible and shall have an elongation sufficient to bridge up to 1/4" (6mm)settling cracks, which may occur in the pipe or in the joint after installation without damage to the lining. - f) The lining shall be repairable at any time during the life of the pipe or structure. 2. Chemical resistance* After conditioning to constant weight at 110°F (43"C), tensile specimens and weight change specimens shall be exposed to the following solutions for a period of 112 days at 770F±5° (25°C+3°).. At 28-day intervals, tensile specimens and weight change specimens shall be removed from each of the chemical solutions and tested in accordance with paragraph 2.3 C. If any specimen fails to meet the 112-day requirements before completion, the material will be subject to rejection. Chemical Solution Concentration Sulfuric acid 20%** Sodium hydroxide 5% Ammonium hydroxide 5%** Nitric acid 1/%** Ferric chloride 1% Soap 0. 1% Detergent(linear alkyl benzyl sulfonate or LAS) 0.1% Bacteriological BOD not less than 700 ppm. *This is to be used as a pre-qualification test and when material formulations are changed. **Volumetric percentages of concentrated C.P. grade reagents. 3. Details and dimensions of basic size sheets (4-foot widths) a) Liner sheets shall be a minimum of 0.065 inch (1.65 mm) in thickness. Locking extensions (T-shaped) of the same material as that of the liner shall be integrally extruded with the sheet. Locking extensions shall be approximately 2'f inches (64mm) apart and shall be at least.0.375-inch (9-mm) high. 11/02/04 Revised ASC-31 R Add ndunU i Jrl ,a PART DA - ADDITIONAL SPECIAL CONDITIONS b) Sheets shall have a nominal width of 48 inches (1200 mm) and a length of no more than 24 feet (7200 mm), except that longer lengths may be supplied on special order. Lengths specified shall include a tolerance at a ratio of ±114 inches (6 mm) for each 100 inches (2500 mm). c) Sheets not used for shop fabrication into larger sheets shall be shop tested for pinholes using an electrical spark tester set. between 18,000 and 22,000 volts. Any holes shall be repaired and retested. d) Special sized, factory prewelded and tested sheets shall be available on special order. = 2. Pipe-size sheets and accessories a) Pipe linings shall be supplied as pipe-size sheets, fabricated by shop-welding the basic-size sheets together. Shop welds shall be made by lapping sheets a minimum of Y2 inch and applying heat and pressure to the lap to produce a continuous welded joint. Tensile strength measure across shop-welded joints in accordance with ASTM D412 shall be at least 2000 psi (14 MPa). b) If required, strap channels shall be 1-inch (25-mm)wide maximum of 3/16 inch (5mm) remains. c) Sheets also can be supplied in prefabricated, pipe-size tubular-shaped sheets, ready to lower onto the inner pipe forms. These normally do not require the use of strap channels. d) Transverse flaps may be provided at the ends of sheets for pipe. Locking extensions shall be removed from flaps so that a maximum of 1/32 inch (1 mm)of the base of the locking extension is left on the sheet. e) Welding strips shall be approximately 1-inch (25-mm) wide with a minimum width of 7/8 inch (22mm). The edges of weld strips shall be beveled in the manufacturing process. Thickness of weld strip shall be a normal 1/8 inch (3 mm). f) Joint strips for pipe shall be 4-inches (100mm) wide with a minimum width of 33/4 inches (94 mm). Thickness of joint strips shall be a nominal of 3/32 inch(2.3 mm) g) Prior to preparing the sheets for shipment, they shall be tested for pinholes using an electrical spark tester set between 18,000 and 22,000 volts. Any holes shall be repaired and retested. C. Installation of Lining 1. General a) Installation of the lining, including preheating of sheets in cold weather and the welding of all joints, shall be done in accordance with the recommendations of the finer manufacturer. All welding shall be completed by a certified welder. b) Coverage of the lining shall not be less than the minimum shown on the plans. 11/02/04 Revised ASC-32R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS c) The lining shall be installed with the locking extensions running parallel with the longitudinal avis of the pipe. d) The lining shall be held snugly in place against inner forms. e) Locking extensions shall terminate not more than 1 l2 inches (38 mm) from the end of the inside surface of the pipe section. Joint flaps when used shall extend approximately 4 inches (100 mm)beyond the end of the inside surface.. f) Concrete poured against lining shall be vibrated, spaded or compacted in a careful manner so as to protect the lining and produce a dense, homogenous concrete, _ securely anchoring the locking extensions into the concrete. g) In removing forms, care should be taken to protect the lining from damage. Sharp instruments shall not be used to pry forms from lined surfaces. When forms are removed, any nails that remain in the lining shall be pulled, without tearing the lining, and the resulting holes clearly marked. - h) All nail and tie holes and all cut, torn and seriously abraded areas in the lining shall be patched. Patches made entirely with welding strip shall be fused to the liner over the entire patch area. Larger patches may consist of smooth liner sheet applied over the damaged area with adhesive. All edges must be covered with welding strip fused to the patch and the sound lining adjoining the damaged area. i) Hot joint compounds, such as coal tar, shall not be poured or applied to the lining. j) The contractor shall take all necessary measures to prevent damage to installed lining from equipment and materials used in or taken through the work. 2. Application to Concrete Pipe-Special requirements. a) The lining shall be set flush with the inner edges of the bell or spigot end of a pipe section and shall extend to the opposite end or to approximately 4 inches (100 mm) beyond the opposite end depending upon the type of lining joint to be made with the adjoining concrete pipe. b) Wherever concrete pipe or cast-in-place structures protected with lining, join structures not so lined (such as brick structures, concrete pipe or cast-in-place structures with clay lining or clay pipe), the lining shall be extended over and around the end of the pipe and back into the structure for not less than 4 inches (100 mm). this protecting cap may be molded or fabricated from the lining material but need not be locked into the pipe. �. c) Where a pipe lateral (not of plastic lined concrete) is installed through lined concrete pipe, the seal between the lined portion and the lateral shall be made by the method prescribed for cast-in-place structures under Paragraph 3.4 B. d) Lined concrete pipe may be cured by standard curing methods. 11/02/04 Revised ASC-33R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS e) Care shall be exercised in handling, transporting and placing lined pipe to prevent damage to the lining. No interior hooks or slings shall be used in lifting pipe. All handling operations shall be done with an exterior sling or with a suitable fork lift. f) On pipe having a 3600 liner coverage, the longitudinal edges of the sheet shall be butt welded. When pipe tubes are furnished, these are shop-welded joints made in accordance with 2.6 A. g) No pipe with damaged lining will be accepted until the damage has been repaired to the satisfaction of the engineer. 3. Field joints in lining for concrete pipe a) The joint between sections of lined pipe shall be prepared in the fallowing manner: If required, the inside joint shall be filled and carefully pointed with cement mortar in such a manner that the mortar shall not, at any point, extend into the pipe beyond the straight line connecting the surfaces of the adjacent pipe sections.. Pipe joints must be dry before lining joints are made. b) All mortar and other foreign materials shall be removed from lining surfaces adjacent to the pipe joint, leaving them clean and dry, c) Field joints in the lining at pipe joints may be either of the following described types: Type P-1: The joint shall be made with a separate 4-inch (100-mm)joint strip and two welding strips. The 4-inch (100-mm) joint strip shall be centered over the joint, heat- sealed to the lining, then welded along each edge to adjacent liner sheets with a 1- inch (25-mm) weld strip. The 4-inch (100-mm) joint strip shall iap over each sheet a minimum of Y2 inch (13 mm). ,.� Type P-2 The joint shall be made with a joint flap with locking extensions removed per Paragraph 2.6 D and extending approximately 4 inches (100 mm) beyond the pipe end. The joint flap shall overlap the lining in the adjacent pipe section a minimum of% inch (13 mm) and be heat-sealed in place prior to welding. The field joint shall be completed by welding the flap to the lining of the adjacent pipe using 1-inch (25-mm) weld strip. Care shall be taken to protect the flap from damage. Excessive tension and distortion in bending back the flap to expose the pipe during laying and joint mortaring shall be avoided. At temperatures below 50° F (10° C), heating of the liner may be required to avoid damage. d) The joint flap or strip on beveled pipe shall be trimmed to a width (measured from the end of the spigot) of approximately 4 inches (100 mm) for the entire circumferential length of the lining. e) All welding of joints is to be in strict conformance with the specifications and instructions of the lining manufacture. Welding shall fuse both sheets and weld strip together to provide a continuous joint equal in corrosion resistance and impermeability to the liner plate. Hot air welding tools shall provide effluent air to the sheets to be joined at a temperature between 500° and 600°F (2600 and 316° C). Welding tools shall be held approximately Y2 inch (13 mm) from and moved back and forth over the 11/02104 Revised ASC-34R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS junction of the two materials to be joined. The welding tool shall be moved slowly enough as the weld progresses to cause a small bead of molten material to be visible along both edges and in front of the weld strip. Q The following special requirement shall apply when the liner coverage is 360 degrees: When groundwater is encountered the lining joint shall not be made until pumping of groundwater has been discontinued for at least three days and no visible leakage is evident at the joint. When welding the downstream side of a joint strip or flap, do not weld 6 to 8 inches (150 to 200 mm) at the pipe invert to provide relief of potential future groundwater buildup. 4. Application to cast-in-place concrete structures - Special requirements. a) Linear sheets shall be closely fitted and properly secured to the inner forms. Sheets shall be cut to fit curved and warped surfaces using a minimum number of separate pieces. b) Unless otherwise shown on the plans, the lining shall be returned at least 3 inches (75 mm) at the surfaces of contact between the concrete structure and items not of concrete (including manhole frames, gate guides, clay pipe or brick manholes and clay or cast iron pipes). The same procedure shall be followed at joints where the type of protective lining is changed or the new work is built to join existing unlined concrete. At each return, the returned liner shall be seated to the item in contact with the plastic- lined concrete using Amer-Plate 19Y adhesive system. If the liner cannot be sealed with this adhesive because of the joint at the return being too wide or rough or because of safety regulations, the joint space shall be densely caulked with lead wool or other approved caulking material to a depth of 2 inches (50 mm) and finished with a - minimum of 1 inch (25 mm)of an approved corrosion resistant material. 5. Joints in lining for cast-in-place concrete structures. a) Lining at joints shall be free of all mortar and other foreign material and shall be clean and dry before joints are made. b) Field joints in the lining shall be of the following described types, used as prescribed: Type C-1: The joint shall be made with a separate 4-inch (100-mm)joint strip and two welding strips. The 4-inch (100-mm) joint strip shall be centered over the joint, heat- sealed to the liner then welded along each edge to adjacent sheets with a 1-inch (25- mm) wide welding strip. The width of the space between adjacent sheets shall not exceed 2 inches (50 mm). The 4-inch (100-mm)joint strip shall lap over each sheet a minimum of Y2 inch (13 mm). It may be used at any transverse or longitudinal joint. Type C-2 The joint shall be made by lapping sheets not less than Y2 inch (13 mm). One 1-inch (25-mm) welding strip is required. The upstream sheet shall overlap the one'downstream. The lap shall be heat-sealed into place prior to welding on the 1-inch (25-mm)welding strip. Type C-3: The joint shall be made by applying 2-inch (50-mm)-wide waterproof tape or 1-inch (25-mm)-wide welding strip on the back of the maximum %-inch (6-mm) gap butt joint or by some other method approved by the engineer to prevent wet concrete 11/02/04 Revised ASC-35R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS from getting under the sheet. After the forms have been stripped, a 1-inch (25 mm) welding strip shall be applied over the face of the sheet, c) All welding is to be in strict conformance with the specifications of the lining manufacturer and Paragraph 3.3 E. 6. Testing and repairing damaged surfaces. a) After the pipe is installed in the trench, all surfaces covered with lining, including welds, shall be tested with an approved electrical holiday detector (Tinker & Rasor Model No. AP-W with power pack) with the instrument set between 18,00 and 22,00 volts. All welds shall be physically tested by a nondestructive probing method. All patches over holes, or repairs to the liner wherever damage has occurred, shall be accomplished in accordance with Paragraph 3.1 H. b) Each transverse welding strip which extends to a lower edge of the liner will be tested by the purchasing agency. The welding strips shall extend 2 inches(50 mm) below the liner to provide a tab, A 10-pound (5kg) pull will be applied to each tab. The force will be applied normal to the face of the structure by means of a spring balance. Liner adjoining the welding strip will be held against the concrete during application of the force. The 10-pound (5 kg) pull will be maintained if a weld failure develops, until no further separation occurs. Defective welds will be retested after repairs have been made. Tabs shall be trimmed away neatly by the installer of the liner after the welding strip has passed inspection. Inspection shall be made within 2 days after the joint has been completed in order to prevent tearing the projecting weld strip and consequently damage to the liner from equipment and materials used in or taken through the work. D. MEASUREMENT AND PAYMENT Payment shall be based on the Contract Unit Price per vertical foot for manholes and incidental to the Contract Unit Price per Structure 1 and Structure 2, measured from the bottom of the frame to the top of the bench. The Contract Unit Price shall be payment in full for performing the work and for furnishing all labor, supervision, materials, equipment all testing necessary to complete the work. Payment for providing corrosion protection on ceiling and exposed pipe on "Typical Sanitary Manhole", grouting of pipe seals, bench and trough and manhole walls shall be included in the Contract Unit Price for each manhole or structure. DA-122 PASSIVE ODOR CONTROL FOR VENTING PIPE A. GENERAL 1. SECTION INCLUDES a, Media Adsorption Hardware b. Media C. Manufacturer's Services 2. REFERENCES 11/02/04 Revised ASC-36R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS a. American Society of testing and Materials (ASTM }: 1. ASTM D-3299-88 Standard Specification for Filament Wound Glass Fiber Reinforced Thermosetting Resin Chemically Resistant Tanks. b. Voluntary Product Standard 1. PS 15-69 C. Uniform Building Code ( UBC } 3. DEFINITIONS a. PPL: polypropylene b. PVC: polyvinyl chloride C. CFM Cubic Feet per Minute 4. SYSTEM DESCRIPTION a. The Contractor shall furnish and install the self-contained canister described herein. The purpose of these canisters shall be to remove 1-12S and other odors or VOCs emanating from ambient emissions. Each canister includes the following: 1. Adsorber Canister 2. Media b. The canister and media function as a system and shall be the end products of Bay Products, Inc. or equal, to achieve standardization for appearance, operation, maintenance, spare parts, and manufacturer's services. . The unit must be capable of being submersed with out the media becoming wet. C. There will be ( } absorption canisters required, as delineated below: System Quantity CFM- Vessel Dimensions Designation maximum VENT-A-SORB 15 30"L x 6.50"W OCU 5. SUBMITTALS a. Submit the following items at the same time under one cover( 1 weeks after receipt of order): 1. Documentation to demonstrate that the reaction system is the standard product of the supplier. 2. Documentation to demonstrate that the manufacturer has been regularly engaged in fabricating odor control systems for at least 5 years.. 3. Shop drawings and/or catalog cuts of supplied items. b. Submit also the following ( 1 weeks after receipt of order}: 1. Installation Instructions 2. Operation and Maintenance Instructions B. PRODUCTSv; ' � 1�, i 11/02/04 Revised ASC-37R AddenXI Y OF- �� ? I 's'vElm, 01 PART DA - ADDITIONAL SPECIAL CONDITIONS 1. GENERAL a. The Contract Documents indicate specific required features of the equipment, but do not purport to cover all details of design and construction. 2. ADSORPER CANISTER (S) a. The self-contained, adsorber canister shall be a VENT-A- SORB Canister, as supplied by Bay Products, Inc. (1-800- 429-8175) or equal. u b. The adsorber canister shall be manufactured of Schedule 40 PVC, or equal. The canister shall have no moving parts. G. The adsorber canister shall contain the carbon bed with a polyethylene screen on both ends of mesh size 0.94"and a weight of 96 Ibs/MSF. Adsorber design shall utilize"Plug Flow" air distribution (the air passes through the media bed uniformly, exiting through the outlet) d. The canister shall have the following features: 1. Inlet: 80 ANSI 150# Flanged, PVC Sch 40 construction 2. Outlet: 2"opening with screen with 2" PVC ball check valve with EPDM seal e. The canister shall be rated at+/-20 psig f. The canister shall be capable of operating at an air flow rate of up to 15 CFM g. The flanged inlet shall be provided with a EPDM or Neoprene gasket for water tight seal on vent pipe. 3. MEDIA a. The media utilized by the reactor vessel shall be provided by the system supplier and supplied separately to be installed by others after vessel installation. b. MEDIA: The amount of media (OdorSorb-max) contained is 10 pounds and shall have the following properties: Carbon Tetrachloride Activity (wt. %) 60 min. Hardness Number 99% min. Moisture Content 10% max. Ash Content 10% max. Mean Particle Diameter (MPD) 4 mm, pellets Apparent Density (g/ml) 0.480 to 0.520 11/02/04 Revised ASC-38R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS Total Surface Area (N2-- BET method) 1050 to 1150 m2fgm Ignition Temperature (ASTM) 450?C Typical H2S Capacity 0.22 g/cc *The determination of H2S breakthrough capacity will be made by passing a moist ( 85% R.H. )air stream containing 1% 1-12S at a rate of 1,450 cc/min, through a 1 inch diameter by 9 inch deep bed of uniformly packed activated carbon and monitored to 50 ppm breakthrough. Results are expressed in grams H2S removed per cc of carbon. C. EXECUTION 1. MANUFACTURER'S SERVICES a. No on-site assistance shall be required. The adsorber canister shall come with installation instructions,which allow the operator to install the unit without Manufacture's supervision. 2. QUALITY ASSURANCE a. The engineer may provide and direct inspectors to inspect the equipment at the place of manufacture or upon arrival at the job y site. The manufacturer shall furnish all reasonable assistance, if required by the engineer or inspector, for the proper inspection of the work. Inspection shall not relieve the manufacturer from any obligation to perform the work strictly in accordance with this specification. Work not so performed shall be replaced by the manufacturer at his own expense. D. LOCATIONS Odor Control devices for vent pipes are to be located at Sta.M-503R 350+67, and at RET-2538 Sta.114+58 and 126+44. DA-123 STOP LOGS A. GENERAL `- 1. SCOPE This specification relates to the design, materials of construction, fabrication of guide frames and accessories,required for the complete and proper operation of stop logs. The Contractor shall furnish and install guide frame in the locations and of the dimensions shown, complete and operable,in accordance with the requirements of the Contract Documents. Equipment provided under this item shall be fabricated, assembled, erected, and placed in proper operating condition in full conformity with drawings, specifications, engineering data, instructions, and recommendations of the equipment stop log manufacturers, unless exceptions are noted by the Engineer. 2. ACCEPTABLE MANUFACTURERS FOR REFERENCE DATA a. Rodney Hunt 11/02/04 Revised ASC-39R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS b. Waterman Industries C. Hydro Gate Corp. d. Others as Approved by Engineer 3. SUBMITTALS a. Submit three copies of all materials required to establish compliance with this section. Submittals shall include the following; 1, Complete description of all materials 2. Certified shop and installation drawings showing materials,details of construction,dimensions,and anchorage, 3. Descriptive literature,bulletins and/or catalogs of the equipment. 4. A complete bill of materials 5. Evidence of structural analysis and testing as specified herein 6. A list of manufacturer's recommended spare parts. b. Operation and Maintenance Data 1. Operating and maintenance instructions shall be prepared specifically for this installation and shall include all required cuts,drawings,equipment lists,descriptions that are required to instruct operating and maintenance personnel unfamiliar with such equipment. The maintenance instructions shall include trouble shooting data and full preventive maintenance schedules. 2. A factory representative who has complete knowledge of proper operation and maintenance shall attend the leakage test. f 4. ALLOWABLE LEAFAGE Stop logs shall be substantially watertight under the design head condition. The maximum permissible leakage will be limited to 0.2 gallons per minute per foot of seating length. S. WARRANTY The stop log guides,and appurtenances shall be furnished by a single manufacturer who is fully experienced,reputable,and qualified in the manufacture of the equipment. Manufacturer shall warrant the entire stop log guide assembly from defects for a period of two years from the date of delivery. Manufacturer representative shall attend stop log leakage testing. B. PRODUCTS 1. GENERAL SERVICE CONDITIONS 11/02104 Revised ASC-40R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS Service conditions are as designated on the contract drawings. The maximum height of the guides shall meet or exceed the maximum head of water. Furnish the total height as shown on the drawings. 1 STOP LOG GUIDE FRAME a. Guide Frame: Stop log guide frames shall be manufactured of 6063-T6 aluminum alloy with factory welded corners. Stop log guide frames shall be embedded into the concrete. Guide invert shall be flush with channel invert and shall form a seating surface for the resilient seal mounted on the stop logs. Guide seating surfaces shall be faced with bearing strips of polyethylene or other material compatible with the stop log seal to provide low friction operation and prevent bonding, striping, or seizure. Guides shall be of fabricated steel with fiberglass coating or completely fiberglass, and designed. for embedding in the concrete. All material, such as anchors and bolts, shall be type 304 stainless steel when ever possible. Guides shall be designed and constructed to withstand the total thrust caused by water pressure. b. Typical Stop Log Panels: Stop log panels shall be manufactured of one piece extruded 6061-T6 aluminum. The stop log panel shall not deflect more than 1/360 span of the log under the design head. The bottom of the log shall be extruded in a manner to accept a resilient seal to provide a flush. bottom closure. The resilient seal along the bottom of each log shall seal on the sill plate or top of another log. Seals may also be required within the frame guide itself in order to prevent leakage. Furnish aluminum guide and support shoes on the ends and bottoms of each stop log in order to hold the unit squarely in place. Stop log panels shall be equipped with three attachment points in the top of each stop log, one in the center and one near each end. Stop log panels shall be of sufficient weight to resist buoyancy. Shop drawings shall include dimensions, materials and weight as a minimum for each piece of equipment. Drawings shall also show fabrication, assemble and installation. C. Typical Seals: Stop log seals shall be made of neoprene rubber and shall provide a lip-type seal. The shape of the seal shall provide a seating surface having a minimum width of 3/4". The seals shall be located along the bottom of each log section and along both ends of each log and shall be mechanically attached to the log. Adhesives alone are not an acceptable mounting method. Attaching hardware for seals shall be stainless steel. Seals shall be mounted in a manner that allows for easy replacement in the event of damage. 11/02104 Revised ASC-41 R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS d. Typical Seat: Stop log seat shall be flush mounted,neoprene material. e. Anchor Bolts and Hardware: All assembly anchor bolts and hardware shall be stainless steel,Type 304 or Type 316. All anchor bolts and hardware shall be furnished by the stop log manufacturer. f Grout: Non-shrink,per specifications. 3. ALLOWABLE LENGTHS In order to standardize stop log lengths,the Fort Worth Water Department has limited the stop logs sizes. The Contractor shall provide a guide frames set(one per stop log slot)and associated parts for the following: Atiprox.Required Width Number to Provide 8.7' 66 The Contractor shall contact the City of Fort Worth to verify the exact dimensions of existing stop logs. C. EXECUTION 1. INSTALLATION a. Stop log assemblies shall.be installed in strict accordance with the manufacturer's printed recommendations and the requirements herein. b. During construction,the surfaces of the guide frame and stop log panels shall be covered or otherwise protected from.concrete spillage,paint,or debris. Any damage that occurs to the stop log assembly shall be corrected prior to installation and testing of the stop log assembly. C. Guide frames shall be accurately positioned and supported to prevent shifting during the pouring of concrete or grouting, Guide frames shall be carefully braced both horizontally and vertically to prevent distortion. Guides shall be installed in a true vertical plane. If there are any difficulties in operation of the equipment due to the manufacturer's fabrication or the contractor's installation,additional service shall be provided at no additional cost to the owner, The Contractor is responsible to provide adequate clearance(per manufacturer)between the stop log and the guide frame. 11/02/04 Revised ASC-42R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS d.. Field Leakage Test: A field leakage test shall be performed by the Contractor after installation of the stop log frame assembly. The manufacturer shall be notified of the test in sufficient time to enable him to have a representative present at the test. In the event that the unit fails the leakage test,the necessary changes shall be made and the unit reinspected and retested. If any unit remains unable to meet the test requirements,it shall be removed and replaced with satisfactory equipment at no additional cost to the owner. e. The stop logs to be used on this project are owned by the City. The Contractor shall contact the project representative to obtain stop logs prior to the completion of the junction structures with stop log slots. These logs will be available for temporary use. The logs shall also be used to verify there proper fit once the structure is in service as stated previously. f. The City has the right to withhold payment until the junction structure stop logs operation has been determined to be satisfactory. DA-124 REINFORCED CONCRETE PIPE Description. This Item shall govern reinforced concrete pipe (RCP)ASTM C76. Approved manufacturer is Hanson Pipe & Products or approved equal. Installation and testing shall equal or exceed the manufacturer's standards, but not override Fort Worth standards. The Contractor shall verify the pipe class breakout below, as information may be different per manufacturer or installation conditions. The class of pipe below is based on HS20 traffic loads, the ground cover and flood levels indicated on the plans, bedding type 2, soil density at 120 Ib/cft, class B wall thickness and a maximum trench width of OD +4': The criteria of determining the class of pipe does not override the specification in other locations of the contract documents. Start End Station Station Diameter Class M-503R 350+22 353+75 54" III 353+75 355+75 54" IV 355+75 361+18 54" 111 M-257R 95+19 95+85 39" 111 95+85 97+27 54" 111 105+80 126+44 54" 111 126+44 127+05 36" 111 Contractor shall not use the Fort Worth Water Department Material Specification E2-9.7c Exfiltration Test Pneumatic Method: Air Test. The Contractor shall test according to the 11/02/04 Revised ASC-43R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS current edition of NCTCOG - Standard Specification for Public Works, 6.72f Low Pressure Air Test—3) Test Methods. The Time Pressure Drop Method will be used for this project DA-125 MYERS PROPERTY RESTORATION The Myers property work area will be limited to the existing and proposed easements. All construction vehicles shall enter the property from the north (Kay Dr.)with all trenched material hauled off site. Orange construction fencing will be placed along easements. Contractor shall not proceed off the easement without prior permission. All areas disturbed by the Contractor shall be graded with 5" of sand loam topsoil and replanted with Bermuda coastal grass sprigs per owner's instructions. Sprigs will be obtained and delivered by the Contractor. Coastal Bermuda grass shall be spread over disturbed areas between the spring to early summer season. Sprig replanting will require rolling and watering. The construction activities shall not turn off the water supply to the K- Mar Mobile Home Park for any extended duration. Contractor shall use the shut-off valve along Kay Dr. on the north side of the mobile home park. Opening and closing of this valve shall be done at a slow pace to avoid damaging existing water lines in the mobile home park. The Contractor will provide a 6" flex base road near Junction Structure 2 as shown on the plans. DA-126 FILTER FABRIC A. DESCRIPTION Filter fabric is to be use to support and reduce vegetation under proposed stone roadways and parking areas as shown in the plans. A. INSTALLATION: The geotextile shall be placed in the manner and at the locations shown on the drawings. At the time of installation, the geotextile shall be rejected if it has defects, rips, holes, flaws, deterioration or damage incurred during manufacture, transportation or storage. The surface to receive the geotextile shall be prepared to a relatively smooth condition free of obstructions, depressions, debris, and soft or low density pockets of material. Erosion features such as rills, gullies, etc. must be graded out of the surface before geotextile placement. The geotextile shall be placed with the long dimension perpendicular to the centerline of the channel, if applicable, and laid smooth and free of tension, stress, folds, wrinkles, or creases. The strips shall be placed to provide a minimum width of 24-inches of overlap for each joint. Temporary pinning of the textile to help hold it in place until the rock is placed. The temporary pins shall be removed as the rock is placed to relieve high tensile stress which may occur during placement of material on the geotextile. The specified placement procedure requires that the length of the geotextile be greater than the actual slope length. The Contractor shall adjust the actual length of the geotextile used based on initial installation experience. The geotextile shall be protected at all times during construction from contamination by surface runoff and any geotextile so contaminated shall be removed and replaced with uncontaminated geotextile. Any geotextile damaged during its installation or during placement of riprap shall be replaced by the Contractor at no cost to the Owner. The work shall be scheduled so that the covering of the geotextile with a layer of the specified material is accomplished within seven (7) calendar days after placement of the geotextile. Failure to comply shall require replacement of geotextile. The geotextile shall be protected from damage prior to and during the placement of rock. Before placement of gablon units, 11/02/04 Revised ASC-44R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS the Contractor shall demonstrate that the placement technique will prevent damage to the geotextile. in no case shall any type of equipment be allowed on the unprotected geotextile. B. REQUIREMENTS The fiber fabric manufacture must be on the City approved product list or approved by the Engineer. C. PAYMENT - This item is incidental to the project DA-127 FLOWABLE FILL A. DESCRIPTION Flowable is to placed in abandoned utilities lines as stated in the plans. The material must be able to fill the indicated pipe with the appropriate.equipment. B. INSTALLATION Flowable fill shall be installed into manholes or openings in the indicated locations per supplier recommendations. Flowable fill may need to be vibrated to place the material. Delivery of the material into the pipe could be by mixing truck or pump truck depending on the situation. C. Material The material and ingredients of the flowable fill shall be approved by the City. The material must be non-hazardous. Acceptable mix designs are Southern Star mix X0034 or approved equal. The mix shall have compressive strength of 250 psi at 28 days and an air entrainment of approximately 25%. The mix includes: 50 lbs cement 300lbs ash 2400 lbs sand 215 lbs water 3 oz WR Grace Darafill (air entrainer) D. Payment Payment of Flowable fill is incidental to the abandonment pay item. DA-128 NEW STRUCTURE INTERIOR MANHOLE COATING - RAVEN LINING SYSTEM This specification covers work, materials and equipment required for protecting and/or rehabilitating concrete and masonry manholes and other underground structures by monolithic spray-application of a high-build, solvent-free epoxy coating to eliminate infiltration, provide corrosion protection, repair voids and enhance structural integrity. Procedures for surface preparation, cleaning, application and testing are described PART 1 GENERAL 1. SECTION INCLUDES 11/02/04 Revised ASC-45R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS A. Requirements for surface preparation, repairs and solvent-free epoxy coating application to specified surfaces. 2. RELATED SECTIONS A. Concrete Repair. B. Environmental, Health and Safety. 3. REFERENCES A. ASTM D638-Tensile Properties of Plastics. B. ASTM D790- Flexural Properties of Unreinforced and Reinforced Plastics. C. ASTM D695-Compressive Properties of Rigid Plastics. D. ASTM D4541 - Pull-off Strength of Coatings Using a Portable Adhesion Tester. E. ASTM D2584-Volatile Matter Content. F. ASTM D2240- Durometer Hardness, Type D. G. ASTM D543- Resistance of Plastics to Chemical Reagents. H. ASTM C109 - Compressive Strength Hydraulic Cement Mortars. 1. ACI 506.2-77- Specifications for Materials, Proportioning, and Application of Shotcrete. J. ASTM C579- Compressive Strength of Chemically Setting Silicate and Silica Chemical Resistant Mortars. K. ASTM-The published standards of the American Society for Testing and Materials, West Conshohocken, PA. L. NAGE-The published standards of National Association of Corrosion Engineers (NAGE International), Houston, TX M. SSPC-The published standards of the Society of Protective Coatings, Pittsburgh, PA. N. Los Angeles County Sanitation District—Evaluation of Protective Coatings for Concrete O. SSPWC 210-2.3.3- Chemical resistance testing published in the Standard Specifications for Public Works Construction, 1997 edition (otherwise known as "The Greenbook") 4. SUBMITTALS A. The following items shall be submitted: 1. Technical data sheet on each product used, including ASTM test results indicating the product conforms to and is suitable for its intended use per these specifications. 2. Material Safety Data Sheets (MSDS)for each product used. 3. Project specific guidelines and recommendations. 4. Applicator Qualifications: a. Manufacturer certification that Applicator has been trained and approved in the handling, mixing and application of the products to be used. b. Certification by the protective coating manufacturer that the equipment to be used for applying the products has been approved and Applicator personnel have been trained and certified for proper use of the equipment. C. Two (2) years contracting experience under current company name and three (3) recent references of projects of similar size and 11/02/04 Revised ASC-46R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS scope, Applicator must also provide references indicating successful application on underground concrete or masonary substrates of a minimum 10,000 of of 100% solids, high-build solvent-free epoxy coating by heated, plural component spray application. d. Proof of any necessary federal, state or local permits or licenses necessary for the project. 5. Design details for any additional ancillary systems and equipment to be used in site and surface preparation, application and testing. 6. Or Equal Submittal: In order to be considered as an equal product, said product will have to meet the minimum characteristics as measured by the applicable ASTM standards referenced in paragraph Part 2. 4 as measured by the applicable ASTM standards referenced in paragraph Part 1.3. Testing results must be performed and presented by a bonded, third-party testing laboratory. Note: Equal products must be approved a minimum of two (2) weeks prior to bid date. In order for a product to be considered equal the submitted product must provide proof of successfully passing the Los Angeles County Sanitation Districts Coating Evaluation Study or evidence from the City of Los Angeles Department of General Services Standards Division indicating the Department tested and the product "passed" SSPWC Section 210-2.3 Chemical Resistance Test. An applicator that has been trained and certified by the manufacturer must install all products. Prior pre-approval is required to determine if the prospective product may be bid on this project. A product may be rejected as unacceptable should submittal to Owner not be received a minimum of two (2) weeks prior to bid - date. 5. QUALITY ASSURANCE A. Applicator shall initiate and enforce quality control procedures consistent with applicable ASTM, NACE and SSPC standards and the epoxy coating manufacturer's recommendations. B. A NACE certified coating inspector ("Inspector") shall be provided by Owner. The Inspector will observe surface preparation, application and material handling procedures to ensure adherence to the specifications. 6. STORAGE AND HANDLING A. Products are to be kept dry, protected from weather and stored under cover. B. Products are to be stored and handled according to their material safety data sheets. 7. SITE CONDITIONS A. Applicator shall conform with all local, state and federal regulations including those set forth by OSHA, RCRA and the EPA and any other applicable authorities. & WARRANTY A. Applicator shall warrant all work against defects in materials and workmanship for a period of one (1)year, unless otherwise noted, from the date of final acceptance of the project. Applicator shall, within a reasonable time after receipt of written notice thereof, repair defects in materials or workmanship which may develop during said one (1) year period, and any damage to other work caused by such defects or the repairing of same, at his own expense and without cost to the Owner. 11/02104 Revised ASC-47R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS PART 2 - PRODUCTS 1. EXISTING PRODUCTS A. Standard Portland cement or new concrete (not quick setting high strength cement) must be well cured prior to application of the epoxy coating. B. Cementitious patching and repair materials should not be used unless proof of suitability and procedures for topcoating with an epoxy coating are approved by the epoxy coating manufacturer. Project specific submittals should be provided including application, cure time and surface preparation procedures which permit optimum bond strength with the epoxy coating. C. Remove existing coatings prior to application of the new epoxy coating. Applicator is to maintain strict adherence to applicable NACE and SSPC recommendations with regard to proper surface preparation and compatibility with existing coatings. 2. EPDXY COATING MANUFACTURER A. Raven Lining Systems, Inc., Tulsa, Oklahoma 800-324-2810 or 918-584-2810 or FAX 918-582-4311. B. Pre-approved equal. 3. REPAIR MATERIALS A. Repair materials shall be used to fill voids, structurally reinforce and/or rebuild surfaces, etc. as determined necessary by the Owner and epoxy crating applicator. Repair materials must be compatible with the specified epoxy coating and shall be applied in accordance with the manufacturer's recommendations. B. The following products may be accepted and approved as compatible repair basecoat materials for epoxy topcoating for use within the specifications: - 1. 100% solids, solvent-free epoxy grout specifically formulated for epoxy topcoating compatibility. The epoxy grout manufacturer shall provide instructions for trowel or spray application and for epoxy topcoating procedures. 2. Factory blended, rapid setting, high early strength, fiber reinforced, non- shrink repair mortar that can be trowelled or pneumatically spray applied may be approved if specifically formulated to be suitable for epoxy topcoating. 4. EPDXY COATING A. Raven Lining Systems' Raven 405 epoxy coating system - a 100% solids, solvent- free two-component epoxy resin system thixotropic in nature and filled with select fillers to minimize permeability and provide sag resistance acceptable to these specifications, shall be applied at 125 mil average thickness. Product type Amine cured epoxy Color Light Blue Solids Content (vol %) 100 Mix Ratio 3:1 Compressive Strength, psi 18,000 Tensile Strength, psi 7,600 Tensile Elongation, % 1.50 Flexural Modulus, psi 600,000 Hardness, Type D 88 Bond Strength -Concrete >Tensile Strength of Concrete 11/02/04 Revised ASC-48R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS Chemical Resistance: Severe Municipal Sewer: All types of service Successful Pass: Sanitation District of L.A. County Coating Evaulation Study or SSPWC 210.2.3.3 5. EPDXY COATING APPLICATION EQUIPMENT A. Manufacturer approved heated plural component spray equipment shall be used in the application of the specified epoxy coating. 6. REPAIR MATERIAL SPRAT'APPLICATION EQUIPMENT (if spray applied) A. Spray applied repair materials shall be applied with manufacturer approved equipment. PART 3-EXECUTION 1. ACCEPTABLE APPLICATORS A. Repair material applicators shall be trained to properly apply the cementitious mortar according to manufacturers recommendations. B. Epoxy coating must be applied by a Certified Applicator of the epoxy coating manufacturer and according to manufacturer specifications, 2. EXAMINATION A. All structures to be coated shall be readily accessible to Applicator. B. Appropriate actions shall be taken to comply with local, state and federal regulatory and other applicable agencies with regard to environment, health and safety, C. Any active flows shall be dammed, plugged or diverted as required to ensure that the liquid flow is maintained below the surfaces to be coated. Flows should be totally plugged and/or diverted when coating the invert. All extraneous flows into the manhole or vaults at or above the area coated shall be plugged and/or diverted until the epoxy has set hard to the touch. D, Installation of the epoxy coating shall not commence until the concrete substrate has properly cured in accordance with these specifications. E. Temperature of the surface to be coated should be maintained between 40 deg F and 120 deg F during application. Prior to and during application, care should be taken to avoid exposure of direct sunlight or other intense heat source to the structure being coated. 3. SURFACE PREPARATION A. Applicator shall inspect all specified surfaces prior to surface preparation. Applicator shall notify Owner of any noticeable disparity in the surfaces which may interfere with the proper preparation or application of the repair material and/or epoxy coating. B, Applicator shall perform all surface preparation and epoxy coating installation. C. All contaminants including: oils, grease, incompatible existing coatings, waxes, form release, curing compounds, efflorescence, sealers, salts, or other contaminants shall be removed. All concrete or mortar that is not sound or has been damaged by chemical exposure shall be removed to a sound concrete surface or replaced. D. Surface preparation method(s) should be based upon the conditions of the substrate, service environment and the requirements of the repair materials and/or epoxy coating to be applied. Surfaces to receive repair materials and/or epoxy 11/02/04 Revised ASC-49R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS coating shall be cleaned and abraded to produce a sound surface with adequate profile and porosity to provide a strong bond between the repair materials and/or epoxy coating and the substrate. E. Infiltration shall be stopped by using a material which is compatible with the repair materials and is suitable for topcoating with the epoxy coating. F. All surfaces should be inspected by the Inspector during and after preparation and before the repair material is applied. s 4. APPLICATION OF REPAIR MATERIALS A. Areas where structural steel has been exposed or removed shall be repaired in accordance with the Owner's recommendations. B. Repair materials shall meet the specifications herein. The materials shall be trowel or spray applied utilizing proper equipment on to specified surfaces. The material thickness shall be specified by the Owner according to the projects' requirements and manufacturer's recommendations. C. Cementitious repair materials shall be trowelled to provide a smooth surface with an average profile equivalent to coarse sandpaper to optimally receive the epoxy coating. No bugholes or honeycomb surfaces should remain. D. The repair materials shall be permitted to cure according to manufacturer recommendations. Curing compounds should not be used unless approved for compatibility with the specified epoxy coating. E. After abrasive blast and leak repair is performed, all surfaces shall be inspected for remaining laitance prior to epoxy coating application. Any evidence of remaining contamination or laitance shall be removed by additional abrasive blast, shotblast or other approved method. If repair materials are used, refer to these specifications for surface preparation. Areas to be coated must also be prepared in accordance with these specifications after receiving a cementitious repair material and prior to application of the epoxy coating. F. All surfaces should be inspected by Inspector during and after preparation and before the epoxy coating is applied. 5. APPLICATION OF EPDXY COATING A. Application procedures shall conform to the recommendations of the epoxy coating manufacturer, including material handling, mixing, environmental controls during application, safety, and spray equipment. B. The spray equipment shall be specifically designed to accurately ratio and apply the specified epoxy coating materials and shall be regularly maintained and in proper working order. C. The epoxy coating material must be spray applied by a Certified Applicator of the epoxy coating manufacturer. D. Specified surfaces shall be coated by spray application of a moisture tolerant, solvent-free, 100% solids, epoxy coating as further described herein.. Spray application shall be to a minimum wet and dry film thickness as defined below: Concrete, New/Smooth Manholes: 125 mils average for immersion, 60-80 mils average for atmospheric, splash and spill service Concrete, New/Smooth Lift Stations 125 mils average, thicker coating Wet Wells or Junction Boxes: may be required based upon prepared surface profile 11/02104 Revised ASC-50R Addendum 1 PART DA - ADDITIONAL SPECIAL CONDITIONS Concrete, New/Smooth Deep 125 mils average, thicker coating - Tunnel Shafts or RCP Pipe: may be required based upon prepared surface profile. F. If necessary, subsequent topcoating or additional coats of the epoxy coating should occur as soon as the basecoat becomes tack free, but no later than the recoat window for the specified products. Additional surface preparation procedures will be required if this recoat window is exceeded. G. (Optional) Fiberglass woven-roving fabric may be rolled into the resin or chopped glass spray applied with the resin for added tensile and flexural strength where desired. Sloped surfaces of the floor may be made non-skid by broadcasting aluminum oxide or silica sand into the surface prior to gelation. H. (Optional) Depending on flow levels and how long flow can be stopped, inverts may be lined with an approved 100% solids, fast setting epoxy coating. 6. TESTING AND INSPECTION A. During application, Applicator shall regularly perform and record epoxy coating thickness readings with a wet film thickness gage, such as those available through Paul N. Gardner Company, Inc. meeting ASTM D4414 - Standard Practice for Measurement of Wet Film Thickness of Organic Coatings by Notched Gages, to ensure a monolithic coating and uniform thickness during application. A minimum of three readings per 200 square foot area shall be recorded. Applicator will submit all documentation on thickness readings to Inspector on a daily basis when coating application occurs. B. Applicator may perform holiday detection on all surfaces coated with the epoxy coating in the presence of Inspector. After the epoxy coating has set hard to the - touch, surfaces shall first be dried, an induced holiday may then be made on to the coated concrete surface and shall serve to determine the minimum/maximum voltage to be used to test the coating for holidays at that particular area. The spark tester shall be initially set at 100 volts per 1 mil (25 microns)of film thickness applied but may be adjusted as necessary to detect the induced holiday (refer to NACE RP0188-99). All detected holidays shall be marked and repaired by abrading the coating surface with grit disk paper or other hand tooling method. After abrading and cleaning, additional epoxy coating material can be hand applied to the repair area. All touch-up/repair procedures shall follow the epoxy coating manufacturer's recommendations. (Note: This procedure is sometimes difficult or impossible to perform in tight manhole or vault structures or may provide unreliable readings when testing coatings applied to concrete.) C. Upon Owner's request a minimum of 10% of the total structures coated in each basin and or subdivision may be subjected to random adhesion (bond) testing per this section. Measurement of bond strength of the epoxy coating to the substrate may be examined in accordance with ASTM D4541. Any areas detected to have inadequate bond strength shall be evaluated by the Owner. The adhesion (bond) testing shall be conducted by using 3 test dollys per structure. One test dolly shall be affixed within 2 ft of the bench arealbottom of structure, one test dolly shall be affixed in the middle of the structures wall area and the final test dolly shall be affixed within two foot of the top of the chimney area/top of the structure. Further bond tests may be performed in that area to 11/02/04 Revised ASC-51 R Addendum 1 x PART DA - ADDITIONAL SPECIAL CONDITIONS determine the extent of potentially deficient bonded area and repairs shall be made by Applicator in strict accordance with manufacturer's recommendations. D. (Optional) Manholes coated in their entirety may be vacuum tested. All pipes entering the manhole should be plugged, taking care to securely place the plug from being drawn into the manhole. The test head shall be placed and the seal inflated in accordance with the manufacturer's recommendations. A vacuum pump of ten (10) inches of mercury shall be drawn and the vacuum pump shut off. With the valves closed, the time shall be measured for the vacuum to drop to nine (9) inches. Following are minimum allowable test times for manhole acceptance at the specified vacuum drop: DEPTH (FEET) TIME (SECONDS) 48"diameter 60"diameter 72" diameter 4 10 13 16 8 20 26 33 12 30 39 49 16 40 52 67 20 50 65 81 24 59 78 97 Add for 2ft. more depth: 5 6.66 8 Note: These numbers have been taken from ASTM C 1244-93(reapproved 2000).Latest standard edition will govern. If the manhole fails the initial test, repairs and adjustments necessary due to extenuating circumstances (ie, pipe joint, liner, plug sealing) should be made. Retesting shall proceed until a satisfactory test is obtained. E. A final visual inspection shall be made by the Inspector and Applicator. Any deficiencies in the finished coating shall be marked and repaired by Applicator according to the procedures set forth herein. F. The municipal sewer system may be put back into non-severe operational service as soon as the final inspection has taken place. Consult epoxy coating manufacturer for further recommendations. PART 4 1. MEASUREMENT AND PAYMENT Payment shall be based on the Contract Unit Price per vertical foot for manholes and incidental to the Contract Unit Price per Structure 1 and Structure 2, measured from the bottom of the frame to the top of the bench. The Contract Unit Price shall be payment in full for performing the work and for furnishing all labor, supervision, materials, equipment all testing necessary to complete the work. Payment for providing corrosion protection on ceiling and top of exposed pipe on "Typical Sanitary Manhole" (5' diameter), grouting of pipe seals, bench and trough and manhole walls shall be included in the Contract Unit Price for each manhole or structure. 11/02/04 Revised ASC-52R Addendum 1 �s r i PART DA - ADDITIONAL SPECIAL CONDITIONS END OF SECTION 11/02/04 Revised ASC-53R Addendum 1 I 1EI l I�I W ACKFILL SEEESPEC BE1-2.4 MINIMUM 6" INITIAL — I(— G.C.D. BACKFILL COVER " +``` SAND MATERIAL EMBEDMENT INITIAL BACKFILL =III II- O >� SEE SPEC. E1-2.3 G.C.D. LL_ MINIMUM 6` EMBEDMENT I I I1— III-III-I I: Z —III—III—III=III=III=III— — WATER: SIZES UP TO AND INCLUDING 12" J U Ln m TYPE "C` BACKFILL SEE SPEC. E1-2.4 F_ MINIMUM INITIAL BACKFILL COVER; G.C.D. WATER — 6" _ �t _- '�-'~ III: W SEWER — 12` I CRUSHED STONE OR SAND I�-I-" - >- III o STORM DRAIN — 12" _ MATERIAL INITIAL BACKFILL SEE SPEC. E1-2.4(b) OR m m—M IEt-2.3 G.C.D. WMINIMUM 6" EMBEDMENT =1 I I-_° CRUSHED STONE z — III I I I I I I I I I I I I I I I I I I I I I I I I I G.C.D.SEE EC. E1-2.3 z O WATER: SIZES 16" AND LARGER = SEWER: ALL SIZES cn STORM DRAIN: ALL SIZES 4 F— W MATERIAL SPECIFICATIONS — Q SAND GRADATION L.Li *LESS THAN 10% PASSING 0 #200 SIEVE THE EMBEDMENT AND BACKFILL DETAILS PROVIDED ON THIS co P.I. = 10 OR LESS SHEET SHALL REPLACE APPROPRIATE PROVISIONS OF BOTH J THE EI-2.4(b) AND E1-2.3 OF THE G.C.D. AND STD. SPEC. O ITEM 402 OF THE TPW STANDARD SPECIFICATIONS FOR Of STREET & STORM DRAIN CONSTRUCTION. ALL OTHER CRUSHED STONE GRADATION PROVISIONS OF THESE ITEMS SHALL APPLY. z O SIEVE SIZE % RETAINED U 1" 0-10 1/2' 40-75 WATER, SEWER & STORM DRAIN Q 3/80 55-90 EMBEDMENT AND ._BACKFILL DETAILS w #4 90=100 ..-- _ _.. _ _.._ _. _ 0 #8 95-100 CITY OF FORT WORTH—CONSTRUCTION STANDARD cn FIGURE A DATE:2-19-02 I— TABLE OF CONTENTS Part A-Notice to Bidders Special Instructions to Bidders (Water Department) City of Fort Worth Minority/Women Business Enterprise Policy Part B -Proposal Part C - General Conditions Part C1 —Supplementary Conditions to section C Part D- Special Conditions Part DA-Additional Special Conditions Certificate of Insurance Part F-Bonds (City of Fort Worth) 0 Performance Bond 0 Payment Bond 0 Maintenance Bond Part G-Contract(City of Fort Worth) Appendix A-Easement G.IFW0 W591SpewlContrad I-ray1X.dx TC-1 Part A - Notice to Bidders NOTICE TO BIDDERS Sealed proposals for the following For: Village Creek Drainage Basin Contract LXIX(69)—Contract 1, D.O.E.No.4157 Sewer Project No.PS58-070580176170 Water Project No.PW53-060530177980 Addressed to Mr. Charles R. Boswell, City Manager of the City of Fort Worth, Texas, will be received at the Purchasing Office until 1:30 P.M., Thursday June 30,2005, and then publicly opened and read aloud at 2:00 P.M. in the Council Chambers. Plans for this project may be obtained at the office of the Department of Engineering,Municipal Office Building, 1000 Throck morton Street,Fort Worth,Texas. One set of plans and documents will be provided for a fee of sixty dollars ($60.00), such deposit being non-refundable. Additional sets may be purchased on a nonrefundable basis for sixty dollars($60.00)per set. There will be a pre-bid conference Tuesday June 21, 2005 at 11:30 am, in the Transportation and Public Works Conference Room No. 270, 2°d floor, City Municipal Building, 1000 Throckmorton Street,Fort Worth,Texas 76102. Bid security is required in accordance with the Special Instruction to Bidders. Bidders are responsible for obtaining all Addenda to the contract documents and acknowledging receipt of the Addenda by initialing the appropriate spaces on the PROPOSAL form. Bids that do not acknowledge receipt of all Addenda maybe rejected as being non-responsive. Information regarding the status of Addenda may be obtained by contacting the Department of Engineering at 817-392-7910. The Affidavit Statement of the City of Fort Worth Minority and Women Business enterprises Specifications must be submitted with the bid at the time of bid opening. Failure to submit the affidavit statement with the bid shall result in the rejection of the bid as non-responsive. For additional information concerning this project,please contact Gopal Sahu, P.E., City Project Manager, at 817-392-7949 or Joseph C. Masterson, P.E. (Project Manager)and Kent Lunda,P.E. (Project Engineer), r at 817-339-8950. Advertising Dates: May 26,2005 June 2,2005 Fort Worth,Texas G:TW03100591SpealContract 1-KayWB.doc NB-1 +. ,R PART A - COMPREHENSIVE NOTICE TO BIDDERS Sealed proposals for the following: For: Village Creek Drainage Basin Contract LM(69)—Contract 1, D.O.E.No.4157 Sewer Project No.PS58-070580176170 Water Project No.PW53-060530177980 Addressed to Mr. Charles R. Boswell, City Manager of the City of Fort Worth, Texas, will be received at the Purchasing Office until 1:30 P.M.,Thursday June 30, 2005, and then publicly opened and read aloud at 2:00 P.M. in the Council Chambers. Plans for this project may be obtained at the office of the Department of Engineering,Municipal Office Building, 1000 Throckmorton Street,Fort Worth,Texas. One set of plans and documents will be provided for a fee of sixty dollars ($60.00), such deposit being non-refundable. Additional sets may be purchased on a nonrefundable basis for sixty dollars($60.00)per set. All bidders will be required to comply with Provisions 5159a of"Vernon's Annotated Civil Statutes"of the State of Texas with respect to the payment of prevailing wage rates and City Ordinance No. 7278, as amended by City Ordinance No. 7400, Fort Worth City Code Sections 13-A-21 through 13-A-29), prohibiting discrimination in employment practices. There will be a pre-bid conference Tuesday June 21, 2005 at 11:30 am, in the Transportation and Public Works Conference Room No. 270, 2°d floor, City Municipal Building, 1000 Throckmorton Street,Fort Worth,Texas 76102. The major work on the above project shall consist of the following: 17 EA 5'Diameter Manholes 12 LF 4'Diameter Manholes 3303 LF 54-inch Sanitary Sewer by Open Cut 2277 LF 8-inch Sanitary Sewer by Open Cut 2 EA Junction Structures 2457 LF 84nch Water Line by Open Cut 9 EA 8-inch Gate Valve and Boz Included in the above will be all other miscellaneous items of construction as outlined in the Plans and Specifications. The improvements included in this project must be performed by a contractor who is pre- qualified by the Traffic Department at the time of bid opening. The procedures for pre-qualification are outlined in the"Special Instructions to Bidders(Transportation and Public Works)". The City reserves the right to reject any and/or all bids and waive any and/or all formalities. AWARD OF CONTRACT: No bid may be withdrawn until the expiration of ninety (90) days from the date the MBE/WBE UTILIZATION FORM, PRIME CONTRACTOR WAIVER FORM and/or the GOOD FAITH EFFORT FORM("Documentation")as appropriate is received by the City. The award of contract,if made, will be within ninety(90) days after this documentation is received,but in no case will the award be made until all the necessary investigations are made as to the responsibility of the bidder to whom it is proposed to award the contract. Bidders are responsible for obtaining all addenda to the contract documents and acknowledging receipt of the addenda by initialing the appropriate spaces on the PROPOSAL form. Bids that do not acknowledge G:TW031005MpecslContract 1-KayWB2.doc CNB-1 PART A - COMPREHENSIVE NOTICE TO BIDDERS receipt of all addenda may be rejected as being non-responsive. Information regarding the status of addenda may be obtained by contacting the Department of Engineering at(817)392-7910. Bidders shall not separate, detach or remove any portion, segment or sheets from the contract document at any time. Bidders shall submit complete specifications book or risk rejection of bid. In accord with the City of Fort Worth Ordinance, No. 15530, the City of Fort Worth has goals for the participation of minority enterprises and women business enterprises in City contracts. A copy of the Ordinance can be obtained from the Office of the City Secretary. The Bidder shall submit the MBE/WBE UTILIZATION FORM, PRIlVIE CONTRACTOR WAIVER FORM and/or the GOOD FAITH EFFORT FORM ("Documentation") as appropriate. The documentation must be received by the contracting department no later than 5:00 PM, five (5) City business days after the bid opening date. The bidder shall obtain a receipt from the appropriate employee of the contracting department to whom the delivery was made. Such receipt shall be evidence that Documentation was received by the City. Failure to comply shall render the bid non-responsive. The Managing Department for this project is the Department of Engineering. For additional information concerning this project, please contact Mr. Gopal Sahu, P.E., City Project Manager, at 817-392-7949 or Joseph C.Masterson, P.E. (Project Manager) and Kent Lunski,P.E. (Project Engineer),at 817-339-8950. Charles R Boswell City Manager Marty Hendrix City Secretary A.Douglas Rademaker,P.E.,Director Department of Engineering t Rick Trice,P.E. Assistant Director Advertising Dates: May 26,2005 June 2,2005 Fort Worth,Texas .s C.Documents and SettingslsahuglLocal Settings7emporary Internet Fi1es10LK7BINB2.doc CNB-2