;t-/" Addison Airport -Contract Documents and s.Specifications for Airport Improvement Project 2003 AVIATION CAPITAL IMPROVEMENT PROGRAM 2002-2011 Updated 26 March 2001 Texas Department of Transportation-Aviation Division 26-Mar-01 FEDERAL FY 2004 City & Airport LOCID Grant Project Description Project Costs Total Federal Apportionment Discretionary Project Codes Dallas Addison ADS T Construct westside parallel TW (7200 x 100) Phase 2 Reconstruct apron 3,400,000 3,060,000 0 3,060,000 1,500,000 1,350,000 1,350,000 0 $4,900,000 $4,410,000 $1,350,000 $3,060,000 STTWCO REAPCO AVIATION CAPITAL IMPROVEMENT PROGRAM Updated 17 April 2001 2002-2011 Texas Department of Transportation-Aviation Division 17-Apr-01 FEDERAL FY 2005 City & Airport LOCID Grant__ 􀀮􀁾􀁟􀁾􀀠Project Description Total Project Costs Federal Apportionment Discretionary Project Codes Dallas ADS T Complete west side parallel TW & assoc. improvements (Phase 3) $3,400,000 $3,060,000 $3,060,000 $0 STTWCO Addison AVIATION CAPITAL IMPROVEMENT PROGRAM Updated 17April 2001 2002-2011 Texas Department of Transportation-Aviation Division 17-Apr-01 FEDERAL FY 2006 City & Airport LOCID Grant Project Description Total Project Costs Federal Apportionment Discretionary Project Code.s Dallas ADS T Acquire property west side $11,000,000 $9,900,000 $9,900,000 $0 STLADV Addison AVIATION CAPITAL IMPROVEMENT PROGRAM Updated 11 February 2000 2002-2011 Texas Department of Transportation-Aviation Division 11-Feb-OO FEDERAL FY 2008 City & Airport LOCID Grant Project Description Total Project Costs Federal Apportionment Discretionary Project Codes Dallas ADS T Eng/Design for RW rehabilitation $100,000 $90,000 $90,000 $0 RERWIM Addison AVIATION CAPITAL IMPROVEMENT PROGRAM Updated 11 February 2000 2002·2011 Texas Department of Transportation-Aviation Division 􀀱􀀱􀁾􀁆􀁥􀁢􀂷􀁏􀁏􀀠FEDERAL FY 2009 City & Airport LOCID Grant Project Description Total Project Costs Federal Apportionment Discretionary Project Codes Dallas ADS T Widen east side TW & assoc. improvmets 4,800,000 4,320,000 4,320,000 0 STTWIM Addison Overlay RW 15-33 1,500,000 1,350,000 1,350,000 0 RE RW 1M Acquire property east side 9,000,000 8,100,000 8,100,000 0 STLADV $15,300,000 $13,770,000 $13,770,000 $0 -----------U.l:i. LJI::.IJAK IMI::.N I 􀁕􀁾􀀠1􀁋􀁁􀁎􀁾􀁉􀀧􀁕􀁴􀀼1 A IIUN FEDERAL AVIATION ADMINISTRATION AIRPORT MASTER RECORD ""11'11 UJo\1 C 11.111.1411.11.1 AFOEFFOATE 08/10/2000 R M 4 STATE: TX FAA SITE NR: 23710.3·A >2 AIRPORT NAME: ADDISON 5 COUNTY: DALLAS TX 3 CBD TO AIRPORT(NM): 09 N 6 REG/ADO: ASW/NONE 7 SECT AERO CHT: DALLAS-FT WORTH >1 ASSOC CITY: DALLAS ___ 􀁾􀁁􀁓􀁅􀁄AIRCRAFT ___ . 10 OWNERSHIP: PUBLIC >70 FUEL: 100LLA 90 SINGLE ENG: 425 >11 OWNER: MAJOR 91 MULTI ENG: 225CBOITXY ?F 􀁁􀁄􀁄􀁉􀁓􀁾qOIO >71 AIRFRAME RPRS: >12 ADDRESS: 􀁾􀀠>72 PWR PLANT RPRS: MAJOR 92 JET: 65 ADDISON. TX 75001-9DID >73 BOTTLE OXYGEN: HIGH TOTAL 715 >13 PHONE NR: 972-450-7041 >74 BULK OXYGEN: LOW >14 MANAGER: 􀁬􀁊􀁁􀁾􀀴􀀠STI,,/;e.RT 􀁵􀁊􀀴􀁳􀁨􀁬􀁦􀁬􀁾..... 􀁾􀀠75 TSNT STORAGE: HGRTIE 93 HELICOPTERS: 13 >15 ADDRESS: 4596 CLAIRe 􀀶􀁈􀁉􀁩􀁩􀁾􀁉􀁎􀀬􀁥􀀮􀁖􀁢􀀺􀁲􀁾􀀠76 OTHER SERVICES: 94 GLIDERS: o DALLAS. TX 􀁾75a:l'o.£..... "-AVNCS CHTR INSTR RNTL SALES SURV 95 MILITARY: o >16 PHONE NR: 972'1:1487Z33-3q:t -ro 50 '1-i:. i!5{ Rllr.on.-L 􀀮􀀡􀀩􀁁􀁖􀁬􀁫􀁷􀁾􀀠96 ULTRA-LIGHT: o >17 ATTENDANCE SCHEDULE: , -,r rtcr i ...J MONTHS DAYS HOURS ALL ALL ALL FACILITIES ____ OPERATIONS_ >80 ARPT BCN: CG 100 AIR CARRIER: a 18 AIRPORT USE: PUBLIC >81 APT LGT SKED: DUSK-DAWN 101 COMMUTER: o 19 ARPT LAT: 32-58-06.814N ESTIMATED >82 UNICOM: 122.950 102 AIR TAXI: 800 20 ARPT LONG: 096-50-11.212W >83 WIND INDICATOR: YES-L 103 G A LOCAL: 20.000 21 ARPT-ELEV: 644 SURVEYED 84 SEGMENTED CIRCLE: YES 104 G A ITNRNT: 139.170 22 ACREAGE: 368 85 CONTROL TWR: YES 105 MILITARY: 30 >23 RIGHT TRAFFIC: NO 86 FSS: FORT WORTH TOTAL 160.000 >24 NON-COMM LANDING FEE: NO 87 FSS ON ARPT: NO OPERATIONS FOR 25 NAsP/FEDERAL AGREEMENT: NGY 88 FSS PHONE NR: 817-740-3100 MOSENDING26 FAR 139 INDEX: 89 TOLL FREE NR: 1-800-WX-BRIEF -'-_ RUNWAY 􀁄􀁁􀁔􀁾􀀠___ _ >30 RUNWAY IDENT 15133 >31 LENGTH: 7202 >32 WIDTH: 100 >33 SURF TYPE-COND ASPH-G >34 SURF TREATMENT GRVO 35 GROSS WT: SW 80 36 (IN THSOS) OW 100 37 DTW 180 38 DDTW LIGHTING/APCH AIDS MEO >40 EDGE INTENSITY 41 NOW ELEMENT 81 I I I I I PIR-F I PIR-G>42 RWY MARK TYPE-COND I I I I >43VASI V4R I I I I I 44 THR CROSSING HGT 51 I I I I I 45 VISUAL GLIDE ANGLE 3.00 I I I I I >46 CNTRLN·TDZ I I I I I >47RVR·RW I I I I I >48 REIL I Y I -I I I J >49 APcH LIGHTS MALSR I I I I I -..,.. OBSTRUCTION DATA ____ PIR I PIR I I I >51 DISPLACED THR 50 FAR 77 CATEGORY I 979 I 771 I I I I GNO I ROAO I I 1 I >53 OBSTN MARKED1LGTD I I I I I >54 HGT ABOVE RWY END . 6/7 I I I I 200 I 225 >52 CTLGOBSTN >55 OIST FROM RWY END I I I I >58 CNTRLN OFFSET 500L I 503L I I I I 0:1 I 3:1S70BSTN CLNC SLOPE I I I I 58 .cLOSE..JNOBSTN YIN I I I I 20:1 􀁌􀁁􀁎􀁄􀁉􀁎􀁾LENGTIL ___ 60 LANDING RWY..J.ENGTH I I I I I 61 CTLG OBSTACLE I I I I • I 62 HGT·A9OVE THR I I I I I 63 OIST FROM THR I I I I I 􀀶􀁾􀀠CNTRLN OFFSET I I I /I (» ARPT MGR PLEASE ADVISE FSS IN ITEM 86 WHEN CHANGES OCCUR TO ITEMS PRECEDED BY > >110 REMARKS: A037 RWY15133 GROSS WT RESTRICTION 120K LBS BY ARPT MGR. A044 RWY15 DSPLCD THR CROSSING HGT. A057 RWY15 APCHRATIO 9;1 TO DSPLCD THR; +25 FT TREE 240 FT FT FM DSPLCD THR 480 FT L OF EXTDD CNTRLN. A057 RWY33 APCH RATIO 22:1 TO DSPLCD THLD; +15 FT HGR 330 FT FM OSPLCD THLD 549 FT R OF EXTDD CNTRLN. f. A058 RWY15 +6 FT GROUND 190 FT FMRYEND 450 FT L; +10 FT FENCE 480 FT L ATTHR. A081 AcTvT MIRL RY 15133 &MALSR RY 1S·CTAF. WHEN ATCT CLSD MIRL RY 15133 PRESET MED INTST ONLY. Al10 -01 NUMEROUS 200 FT BLOGS WITHIN 1 MILE EAST AND SOUTH OF ARPT; TRANSMISSION TOWERS AND WATER TANKS WEST OF ARPT. A 110 -02 NO TGL WITHOUT AMGR APPROVAL. A110 -03 FLIGHT NOTIFICATION SERVIc::E (ADCUS) AVBL. A110 -04 (A89) FOR I.,OCAL CALL TO FSS DIAL 350-3311. A 110 -05 (E81) CENTERLINE REFLECTORS ONLY. i 111 INSPECTOR: (S) 112 LAST INSP: 09f08/1997 113 LASTINFO REQ: "AA Form 5010-1 (5-91) SUPERSEDES PREVIOUS EDITION ADDISON AIRPORT o 2 -MILES REIMRUt I. A.iPoRT SHOIN ON 7.5 MINUTE ADDISON QUAO2. 􀁐􀁾􀁅􀁌􀀠TAXIWAY HAS CENTERLINE REFLECTORS. 3.11)8 • ILS STRA'GHT-1N APPROACH TO RUNWAY IS. FT. 8-21-97 ILS STRAIGHT-IN APPROACH TO RUNWAY 33 o 500 1000. 2000;"-i . I iSCALE I-N-F....E...􀁅􀁾􀁔-_..... -CONTROl TOWER (BEACON ON TOP)70S' MSL INDUSTRIAL AREA -IS' P-LiNE (ADS) SIT£ NO. -23710.3A ACRES· 367.5 151 HGRS ."S' BlOG\AT 1600' Texas Airport System Plan Page 1 of 1 Airport Development Worksheet Printed: 9/10101 AIRPORT DESCRIPTION Revised: 09/07/2001 Airport: ADDISON Associated City: DALLAS City Pop.: 1,188,580 Airport ID: ADS County: DALLAS County Pop.: 2,218,899 FAA Site #: 23710.3*A TxDOT District: DALLAS NPIAS Site #: 48-0063 Design Criteria ------------Time Period: Current 0-5 6-10 11-20 Design Standards: T T T T Airport Ref. Cd.: C-II Runway Type: P Aircraft Size: L State Role: T Federal Role: RL Airport-------,-----------Airport Status: EXISTING Airport Functional Category: RELIEVER Airport Elevation: 644' msl Altimeter: YES Temperature: 96 Days With Rainfall Greater than 1/10": 53 Sponsor------------------Sponsor: CITY Publicly Owned: YES Sponsor Interest: Economic---------------Economic Development Impact: $ Primary Runway ------------Approach Rwy: 15/33 Approach Type: ILS Wind Coverage (%): 97. Prop. Driven Runway: Through-The-Fence-------- ---Through-The-Fence Operations: YES Zoning-----------------Height Hazard Zoning Date: 11/25/1980 Property Lease Lease Date: Lease Length: Maintenance -------------Maintenance Program: Pavement Management Program Date: Layout 􀁾􀀠T (ADS) KELLER SPRINGS ROAD Based Aircraft Annual Activity Date Reported: 08/31/1997 Date Reported: 09/08/97 Single Engine: Multi Engine: Jet: Helicopter: Gliders: Military: Ultra-Light: 425 225 65 13 GALocal: 20,000 GA Itinerant: 139,170 Military: 30 Air Carrier: Air Taxi: 800 Commuter: Total: 728 Total: 160,000 Planning ---,---------------Airport Master Plan Date: 07101/1997 Airport Layout Plan Date: 06/0111997 Regional Planning Meeting Date: 1010312001 Aerial Photo Date: Legislative Districts:------------State Rep: 99 State Senator: 9 U.S. Rep: 26 Texas Airport System Plan Airport Development Worksheet Revised: 9/7/01 Printed: 9/10101 DEVELOPMENT BY TIME PERIOD Page 1 of1 . Airport: ADDISON Associated City: DALLAS 23710.3*A Project Canst Object Airport ItemProject Description Time Period: 00-05 Cost Type Code Camp Status· Extend RW 15 safety area with drainage and grading improvements 630,000 PAVE SAFE PRWY C Construct westside parallel TW (720Ox100) Phase I 3,400,000 PAVE STOS PTXY U Reconstruct apron 1,500,000 PAVE RECN APRN C Engineering/design for FY 200312004/2005 westside parallel TW 1,300,000 PAVE STOS PTXY U Construct westside parallel TW (7200x100) Phase III 3,400,000 PAVE STOS PTXY U Construct westside parallel TW (7200x100) Phase II 3,400,000 PAVE sros PTXY U Engineering/design for FY 2004 apron reconstruction project 100,000 PAVE RECN APRN C Implement declared distances standards with specified lighting and 140,000 LITE STDS OlSD C signing requirements Upgrade two departure instruction signs 20,000 liTE STDS PRWY C Install PAPI-4 on RW 33 33 120,000 MIO STOS PRWY C Replace existing VASI on RW 15 with PAPI-4 35,000 MID RECN PRWY C Update Airport Master Plan 230,000 OTHR PLAN AMP A Part 150 Noise Study 320,000 OTHR PLAN AMP A Engineering/design for 2001 construction 108,116 OTHR PLAN ENGR A Environmental Assessment for westside parallel TW 300,000 OTHR PLAN ANAS U Construct new Air Traffic Control Tower 8,265,000 BLDG UPGR OlSO U Time Period : 00-05 **Total Cost: $ 20,065,000 Project Canst Object Airport Item Project Description Time Period: 06-10 Cost Type Code Camp Status· Acquire existing east side aviation use development property (approximately 17.2 ac) 9,000,000 LAND CAPT OlSD U Acquire property for fuel storage facility (approx. 2 ac) 544,500 LAND CAPT OlSD U Acquire existing west side aviation use development property (approximately 21.74 ac) Overlay RW 15-33 (7202x100) 11,000,000 1,500,000 LAND PAVE CAPT PRSV OlSD PRWY U U Engineering/design for RW 15-33 overlay 100,000 PAVE PRSV PRWY U Construct runuplholding apron at southeast comer comer of RW 33 end with drainage improvements 804,000 PAVE CAPT APRN U Implement eastside access TW pavement improvements 965,000 PAVE PRSV STXY U Construct new connector TW at RW 15 approach threshold to facilitate intersection departures Widen east side parallel TW to 75' and implement TW system pavement improvments 350,000 4,800,000 PAVE PAVE CAPT CAPT PTXY PTXY U U Time Period: 06-10 **Total Cost: $ 29,063,500 Project Canst Object Airport Item Project Description Time Period: 11-20 Cost Type Code Camp Status· Rehabilitate west side partial parallel TW (2850 x 35) (south end) 100,000 PAVE PRSV PTXY U Implement east side access TW pavement improvements 1,394,000 PAVE PRSV STXY U Construct helipad with access TW adjacent to future ATCT 133,500 PAVE CAPT· ANAS U Implement RW 15/33 pavement improvements 1,032,000 PAVE PRSV PRWY U Construct runup/holding apron at southwest comer of RW 33 departure 440,000 PAVE CAPT APRN U threshold Time Period: 11-20 *"Total Cost: $ 3,099,500 Time Period: 0-20 **Total Cost: $ $ 52.228.000 *Item Status Codes: U -Unassigned, C -CIP, A -Active Project "*Totals Only Include Items wi!h Status Code =U -Unassigned Texas Airport System Plan Airport Development Worksheet Printed: 9/10/01 AIRPORT PROJECT HISTORY Airport: ADDISON Associated City: DALLAS 23710.3*A FYR Agency Local ($) State ($) Federal ($) Project Description 1976 FAA 4,900,000 Acquire land. 1977 FAA 2,300,000 Land. 1979 FAA 260,000 Land; reroute powerlines; install fencing, drainage, lighted wind cones, and lighting controls. 1980 FAA 500,000 Land;construct and mark TW. 1980 FAA 500,000 Land;construct and mark TW. 1987 FAA 162,000 FAR Part 150 Noise Compatibility Plan Study and Master Plan Study. 1990 FAA 400,000 Install security fencing. 1992 FAA 1,550,000 Rehab RW 15-33 & MIRL, upgrade MIAL System with RAIL (MALSR). 1998 FAA 247,930 2,231,373 Reconstruct west side partial parallel TW system (2850 x 35) with MITLs (south end); reimburse engineeringldesign Total Project ($) 247,930 12,803,373 ADS PLANNING SHEET NP NP DATE FYEAR NP DESC (7';f.) -ex:; 2001 Master Plan 􀁾􀀭􀀶􀁾􀀠2001 Part 150 Study 􀁾._'t:l$ 2002 CONSTRUCT NEW ATCT 􀀨􀁔􀁨􀀧􀀭􀁾􀀠2002 INSTALL SIGNAGE FOR DECLARED DISTANCES -t"O 􀁾􀁜􀀩􀁾􀀠2002 INSTALL·PAPI RW 33 􀁾􀀭􀁑􀁾􀀠2002 INSTALL PAPI RW 15 (j\-05"" 2002 REGRAD RWY 15 SAFETY AREA /'"􀁾􀀭􀁄􀀺􀀾􀀠2002 Environmental Asasessment 􀁾-(:);2003 Apron Reconstruciton (design) .,.ro ,.... i:::.>.). 2004 Apron Reconstruction (construction) 􀁉􀁾􀀧􀀠_f...-:;-z.Si:,3> CONSTRUCT TAXIWAY 􀁾􀀮􀁓􀁔􀁓􀁉􀁄􀁅􀁐􀁁􀁒􀁁􀁌􀁌􀁅􀁌􀁾􀀠\.} v 􀁾􀀭􀀢􀀠􀁾i"'..."'",T,.... , D ,.." '. 􀁾􀁾"" -2006CONSTRUCT TAXIWAY WEST SIDE PARALLEL cs 􀁾􀀮􀀭\0 2006 ACQUIRE LAND ON WEST SIDE 'j...rro:> 􀁾CONSTRUCT TAXIWAY WEST SIDE PARALLEL 2008 REHABILITATE RUNWAY 15-33 Overlay (design) D('-\o 2009 REHABILITATE RUNWAY 15-33 Overlay (construction) ACQUIRE LAND FOR EAST SIDE 'fX:,. -Th 2009 DEVELOPMENTmELOCATION 􀁾􀀭􀀬􀁾􀀠2009 WIDEN EAST SIDE TAXIWAY NP N.... N..... V E E E TOTAL COST 􀁚􀀺􀀲􀀺􀀯􀀺􀀺􀀺􀀧􀂷􀁾$ 1.£1"1 􀁾􀁴􀀧􀀡􀁮􀀠􀀧􀁾􀀬􀀬􀀬􀀬􀀬􀀬􀀬􀀬􀀬􀀬􀀬􀀬􀀠$ 320,000 ST BD MS $ 􀁁􀁬􀁾􀂷􀀮􀀨􀀥􀁴􀂷􀀠1,000,000 ST OT SG $ 160,000 ST RW VI $ 95,000· $ 35,000 ST RW 1M $ C3o,00oD' '-$300,000 $ 100,000 $ 1,500,000 . 􀁾/L\.Th 􀀮􀁾􀀭􀀭􀀮􀀺􀀺􀀺􀀠ST TW CO $, 1,200,060 $ ST LA DV $ 11,000,000 '''3, )6.00. 􀁾􀀠$ 3-,240,090 RE RW 1M $ 100,000 $ 1,500,000 ST LA DV $ 9,000,000 ST TW 1M $ 4,800,000 () -(lS"' 􀁫􀁾􀂷􀂷􀁺􀀺􀀮􀀮􀀠'l;,c,. C. \I L4 if-..L""\ e \() 􀁾􀀧􀁴􀀮􀀮􀀩􀀠􀁾􀀠 500 HP LaserJet 3100 SEND CONFIRMATION REPORT for Printer/Fax/Copier/Scanner TOWN OF ADDISON 9724502837 Jan-25-01 3:25PM Start Time UsageJob Phone Number or ID Type Pages statusMode 1/25 3:25PM 0'34" 512 416 4510 Send .............. 1/1 EC 96 Completed ........................................ ,Total o 34 " Pages Sent: 1 Pages Printed: 0 Jan...,. 24, 2001 MI. Da\'id S. Fulton 12S I!. litH Stnec AIlSlfu, T-781014481 Ro, r"", .'clal...J......,.l. 2001_1I1I......I .. tsI5O,OOO Dear MI. 􀁆􀁵􀁾􀀺􀀠w. are IfIrilled about !be ftlIIding .......... UDder AIr 21 ..d tlte .peolfIc eatlt10ments fhaI """""'*ed ftu>diDg tor ailpons by 1WlI.. AlIer..mtJl "'I'icw o(!be maoy attded airport tapital im_.. proj_II!11eAddi...AIrport, ,.., hav. doc/ded 10 ......... our"umberon. prq)ect, !be OIDora/AVlaU.., TOR!Ii!laJ -Nconstruaian, Th. """"'" Ipl'Ollis _rvlcoobl. ami imp.... our ability 10 SOtVico "'-tIooalllis/dsami Sllppart .....Ieat aima1I 􀁶􀁬􀀮􀀡􀁩􀁾Ie !lie Addisoa AiIport. Ou, '"'lues! is 10 applyIll. fundleanaanc..t (or lIleAddIson Airport _ lito 􀁾􀁤􀁯􀁡􀁬􀁡􀁮oflllis proj«1. Tho Addison Airport Gen.ral Aviation Tormioal floclJlIy bouses a User Feet Custo... ami airportadJnInlitmllon. II i. a IIIl111iclpa! facUlty that rbould ... anivIo, ..d depanma aln:raft pariUn;. Cumo.tJy, dI. apron'llOrVlcoobility 􀁾not .......odele ollller lisOl aircraft or...... Imponan£ly.!IIeIIW\Y deolan &mop 1 aIn:raft 1ll1l1ICed _to!be .......facility. One of)'OUr plonom has inspected Illillproa ADd can "pad OIl 1hc o! Wlilfcba.td City Manaanr OFFICE OF THE CITY MANAGER (972)450-7000 • FAX (972)450-7043 · -......-••--•____...___ •._® Post Office Box 9010 Addison, TexaB 7500 }.9010 5300 Belt Line Road January 24,2001 Mr. David S. Fulton 125 E. 11TH Street Austin, Texas 78701-2483 Re: Your letter dated Jauuary 2, 200l-entitlement 0($150,000 Dear Mr. Fulton: We are thrilled about the funding generated under Air 21 and the specific entitlements that earmarked funding for airports by name. After careful review of the many needed airport capital improvements projects at the Addison Airport, we have decided to pursue our number one project: the General Aviation Terminal apron reconstruction. The current apron is unserviceable and impacts our ability to service international flights and support transient aircraft visitors to the Addison Airport. Our request is to apply the funds earmarked for the Addison Airport toward the engineering design ofthis project. The Addison Airport General Aviation Terminal facility houses a User Fee Customs and airport administration. It is a municipal facility that should offer arriving and departing aircraft parking. Currently, the apron's serviceability does not accommodate either light aircraft or more importantly, the many design group 3 aircraft that need access to the customs facility. One ofyour planners has inspected this apron and can expand on the conditions and serviceability of this area. Preliminary cost estimates of this project is about $1.9 million. It goes without saying that this project is vital to our ability to sustain support oftransient and international arrivals/departures. Because of the importance of this area, it is our desire to proceed with an engineering design and solicit support to construct this new aircraft parking apron in late FY 2002 or beginning of FY 2003. In the interim, we will be working with our Customs office to work around this situation with the understanding that we are taking the necessary actions toward correcting the deficiency. Your help and support would be most appreciated. In can be of further assistance, do not hesitate to call me at 972.450.7027 or our Airport Director, Dave Pearce at 972.392.4855. Thank you for your assistance. Sincerely, 􀀷􀀼􀁾􀁷􀁡􀁾􀁃􀀧􀁏􀀠Ron Whitehead City Manager RW:jp:mc c: David C. Pearce, Airport Director I 􀁾􀀪􀀠 . Texas Department of Transportation AVIATION DIVISION 125 E. 11TH STREET • AUSTIN, TEXAS 78701-2483 • 5121416-4500 • FAX 5121416-4510 Ianuary 2, 2001 Mr. lim Pierce Asst City Engineer Town of Addison P.O. Box 9010 Addison, TX 75001-9010 Dear Mr. Pierce: Recently, Congress passed and the president signed new legislation that significantly increased federal grants for airport improvements. One major feature ofthat legislation was the provision ofgrant funds specifically entitled for approximately 100 airports across the state, including yours. The Texas Department of Transportation, Aviation Division will administer these funds for your airport Your airporf; is now eligible for an entitlement of$150,000 for federal fiscal year 2001. Additionally, you may become eligible for entitlements up to a maximum of$150,000 per year for FY 2002 and FY 2003 ifCongress appropriates sufficient:funds at that time. The FY 2001 entitlement can be used this fiscal year and/or the next two fiscal years. Because your airport currently has a construction grant under development in the amount of $920,000, TxDOr CSINumber 0018ADDSN, we recommend utilization ofthe entitlement funds in this upcoming grant However, ifthere are other federally eligible planning or capital improvements needed at your airport, please contact Linda Howard at 512-416-4540 to-discuss the matter further. For your further consideration, the Aviation Division is proceeding with the continuation ofthe Automated Weather Observation System (A WOS) program. These federal entitlement funds may be used under the contracted state-wide A WOS program. Be aware that the A WOS program requires a 25% local match and the total cost of a system is estimated to be about $80.000 to $85,000. Ifyou desire to utilize your entitlement funds for an AWOS, please contact Karon Wiedemann at 512-416-4520. Ifwe do not receive notification ofa newly proposed project for these entitlement funds by Ianuary 24,2001. we will include the :funds in your upcoming grant David S. Fulton Director cc: The Honorable R Scott Wheeler, Mayor _ Dave Pierce, Airport Manager An Equal Opportunity Employer HP LaserJet 3100 SEND CONFIRMATION REPORT for Printer/Fax/Copier/Scanner TOWN OF ADDISON 9724502837 Jan·11·01 10:15AM Job Start Time Usage Phone Number or ID Type Pages Mode Status 286 1/11 10: 14AM 0'38" 9727889334 Send .............. 2/2 EC144 Completed ........................................ Total 0'38" Pages Sent: 2 Pages Printed: 0 PUBLIC WORKS From: Jim Pierce, P.E. Asst. Poblic Wks. Djr. Pholle: 9721450-2879 FAX: 972/4..'W-2837 􀁊􀁰􀁬􀁥􀀮􀀮􀀮􀀬􀁾􀁴􀁳􀁯􀁄􀀮􀁕􀀮􀁕􀁉􀀠16801 Westgrove P.O.BoJ: 9010 Addison, TX 75001·9010 􀁾􀀯􀀢􀁉􀁃􀁉􀀠O,.,mh "". dfrerT-􀀺􀁺􀀺􀀻􀀻􀀬􀁐􀁉􀀷􀁉􀁾􀁾􀀠􀁾􀀬􀀠i# of pages (including mver):-L Re: . 7 JIM PIERCE, P.E. • (1tt•.I Assistant Public Works Director: (972) 450-2879 (972) 450-2837 FAX jpierce@ci.addison.tx.us Town ofAddison 16801 Westgrove Dr. P.O. Box 9010, Addison, Texas 75001-9010 􀁾􀁟􀀠/-S-tJ( 􀁾􀁾􀁾􀀭􀀿􀁴􀀬􀀠9ft fid-. 7A /)19r .. M4 A,r 􀁾􀁦􀀿􀁾/50 􀁾􀁾􀁾􀁴􀀴􀁾􀁾􀀠.. 􀁾􀁾􀁩􀀭􀀱􀀠cg 􀁾􀀠􀁾􀁾4. 􀁝􀀺􀁩􀁴􀁳􀁬􀁲􀁬􀁻􀁾􀀠􀁾􀁾td-􀁾􀁾􀁾􀀠􀁾we ttJIJ,£ 􀁾􀁴􀁕􀁾􀁾􀁾􀁨􀁫A-W:is . cr-l .. 􀁾􀁪􀀪􀀠.I Texas Department of Transportation ,. AVIATION DIVISION 125 E. 11TH STREET • AUSTIN, TEXAS 78701-2483 • 5121416·4500 • FAX 5121416·4510 Janwu:y 2, 2001 Mr. Jim Pierce Asst City 􀁅􀁾􀁩􀁮􀁥􀁥􀁲􀀠Town ofAddison P.O. Box 9010 Addison, TX 75001-9010 Dear Mr. Pierce: Recently, Congress passed and the president signed new legislation that significantly increased federal grants for airport improvements. One major feature ofthat legislation was the provision ofgrant fundsspeci:fica1ly entitled for approximately.100 airports across the state, including yours. The Texas Department of Transportation, Aviation Division will administer these funds for your airport Your airport is now eligible for an entitlement of$150,000 for federal fiscal year 2001. Additionally, you may become eligible for entitlements up to a maximum of$150,000 per year for FY 2002 and FY 2003 ifCongress appropriates sufficient funds at that time. The FY 2001 entitlement can be used this fiscal year and/or the next two fiscal years. Because your airport currently has a construction grant under development in the amount of $920,000, TxDOT CSJNumber 0018ADDSN, we recommend utilization ofthe entitlement funds in this upcoming grant However, ifthere are other federally eligible planning or capital improvements needed at your airport, please contact Linda Howard at 512-416-4540 to discuss the matter further. For your further consideration, the Aviation Division is proceeding with the continuation ofthe Automated Weather Observation System (AWOS) program. These federal entitlement funds may be used under the . contracted state-wide A WOS program. Be aware that the AWOS program requires a 25% local match and the total cost of a system is estimated to be about $80,000 to $85,000. Ifyou desire to utilize your entitlement funds for an AWOS, please contact Karon Wiedemann at 512-416-4520. Ifwe do not receive notification ofa newly proposed project for these entitlement funds by Janwu:y 24, 2001, we Will include the funds in your upcoming grant David S. Fulton Director co: . The Honorable R Scott Wheeler, Mayor . Dave Pierce, Airport Manager An Equal Opportunity Employer -Is.5u£P FoR. wAJ571?tJeTIIJIJ Contract Documents and Specifications for Airport Improvement Project F [LE COpy __I 􀀢􀀭􀀭􀀢􀁾􀀧􀀢􀀧􀁾For --Addison Airport 􀁓􀀧􀁜􀀶􀀻􀁾􀂣􀀱􀁊􀀠Addison, Texas C.olJT12ttc..T TxDOT CSJ No. 0318ADDON Texas Department of Transportation I *Texas Department of Transportation AVIATION DIVISION 125 E. 11 TH STREET· AUSTIN, TEXAS 78701-2483 • 512/416-4500 • FAX 512/416-4510 January 9, 2004 Mr. Jim Pierce Asst. City Engineer, Town of Addison 5300 Belt Line Rd. Dallas, TX 75254 RE: Addison Airport: TxDOT # 0318ADDON Dear Mr. Pierce: Enclosed for your records is a copy of the construction document for TxDOT Project Number 0318ADDON, between the Texas Department of Transportation, agent for the Town of Addison and Site Concrete, Inc .. Ifyou have any questions, please feel free to call me at J800-687-4568 extension 4518. Sincerely, Edie Stimach Grant Manager An Equal Opportunity Employer TEXAS DEPARTMENT OF TRANSPORTATION ADDISON AIRPORT ADDISON, TEXAS TxDOT CSJNo. 0318ADDON MAY 2003 The H N TB Companies 5910 W. Plano Parkway Suite 200 􀀱􀀺􀁉􀁾􀁩􀁩􀀽􀀩􀀠Plano, Texas 75093 972-661-5626ARCHITECTS ENGINEERS PLANNERS FAX 972-661-5614 TABLE OF CONTENTS TABLE OF CONTENTS ADDISON AIRPORT CSJ# 0318ADDON (Federally Funded Project) 1. PROPOSAL 2. AGREEMENT BETWEEN SPONSOR AND CONTRACTOR 3. PERFORMANCE BOND 4. PAYMENT BOND 5. BIDBOND. 6. CHILD SUPPORT STATEMENT 7. SPECIAL PROVISIONS 8. DISADVANTAGED BUSINESS ENTERPRISES 9. REQUIRED LANGUAGE IN PROPOSALS FOR AlP 10. CERTIFICATION REGARDING DEBARMENT, SUSPENSION, INELIGIBILITY AND VOLUNTARY EXCLUSION 11. CERTIFICATION OF BIDDER REGARDING EQUAL EMPLOYMENT OPPORTUNITY 12. SPECIAL INSTRUCTIONS TO BIDDERS REGARDING EEO 13. TECHNICAL SPECIFICATIONS 14. GEOTECHNICAL REPORT 15. DRAWING INDEX 16. WAGE RATES 17. ADDENDA BID PROPOSAL I 􀁬􀁾􀀠 ! Q PROPOSAL Proposal TxDOT CSJ No. 0318ADDON Project Description: Pavement Reconstruction ofApron'A' and Hangars'A', 'B' and 'C'. Proposal by: NameofBidder \.517£􀁃􀀰􀀮􀀴􀁾􀁅􀁬􀀴-=Z:-e1/C. Address :3"'3 􀁾􀁏􀀠;t;,r D"qe $L.t/L? 􀁣􀀷􀁾/#'71r/Z.t'0; Tx 7.7b,.5C) Telephone (972.) JI) .. D7")"7 FAX 'r72 S/-;J 􀀬􀀮􀀮􀁏􀁾􀁃􀀠I Hereinafter called Bidder,. a corporation organized and existing under the laws of the Sate of Texas doing business as J/,?'C" 􀁾􀁣􀀮􀁰􀁴􀀺􀀯􀁾􀀢􀀠.:;z:::-...u c· To the Texas Department ofTransportation hereinafter called the Agent. Gentlemen: Pursuant. to the foregoing Instruction to Bidders, the undersigned bidder having examined the plans and specifications with rdated· documents and the site of the proposed work, and being familiar with all the conditions surrounding the construction of the project hereby proposes to furnish all necessary superintendence labor, machinery, equipment, tools materials and supplies to complete all the work upon which is bid in accordance with the the contract documents, within the time set forth and at the prices stated below. 1'1 􀁾􀀠 I SITE CONCRETE, INC. AM 1002A ADDISON -AIRPORT IMPRVTS @ADDISON AIRPORT r ADD INFO: TXDOT #0318ADDON ESTIMATE: $1,250,995. . ADDENDUM: 5 PREBID: 09/17/200310AM @ADDISON SERV CTR, 16801 WESTGROVE D,q BID DATE: 10123/2003 2PM @ADDISON FINANCE BLDG, (PP FRM 10/16 8. IJ. ARCH/ENG: TXDOT AVIATION DIV., 150 E RIVERSIDE, 5TH FLR, AUSTIN lo;v4 SITE CONCRETE, INC. 800687-4568, OR 512 416-4516 ANNA SALDANA, FAX 512416-4510 OWNER: TXDOT AVIATION DIV, AUSTIN, EDIE STIMACH 512416-4518 PLANS: DOWNLOAD @N/C FRM TXDOT AVIATION WEB SITE . NOTES1: 2% BID BOND PROPOSAL ITEMS ON FILE NOTES2: ENGR OF RECORD: HNTB, PLANO 972 661-5626, JENNY NICEWANDER Item Approx. Unit of Unit Bid Extended No. Quantities Measure Bid Item Description Price Amount 1 1.00 LS MOBILIZATION 160,000.00 160,00.0.00 2 1.00 LS MAINT OF TRAFFIC 19,050.00 19.050.00 3 10,100.00 SY REM BIT PAVE (3"-4") 2.00 20,200.00 4 560.00 SY REM CONC PAVE (7"-8") 10.00 5,600.00 5 5,200.00 CY UNCLASS EXCAVA 7.00 36,400.00 6 11,750.00 SY LIME TREAT SUBGRD 6" 1.70 19,975.00 7 7 211.00 TON LIME 5% 85.00 17,935.00 8 550.00 LF SILT FENCE 2.00 1.100.00 9 12,200.00 SY CEMENT TREAT BASE COURSE 6" 12.50 152,500.00 10 110.00 TON BIT SURF COURSE 100.00 11,000.00 11 7,625.00 SY 12" PCC PAVE, NON REINF 42.00 320,250.00 12 850.00 SY 12" PCC PAVE, REINF 50.00 42,500.00 13 2,250.00 SY 12-15" PCC PAVE, NON REINF 50.00 112,500.00 14 1,075.00 SY 12-15" PCC PAVE, REINF 48.00 51.600.00 15 92.00 GAL BIT TACK COAT 20.00 1.840.00 16 410.00 SY MILLING BIT PAVE. 1-1/2" DEPTH 10.00 4,100.00 17 42.00 EA TIE DOWNS 350.00 14,700.00 18 8.100.00 SF PAVE MARK, NON REFL, 4", YELLOW 5.00 40,500.00 19 250.00 SY SODDING 5.00 1.250.00 Base Bid 1-US Customs Pavement Reconstruction -Total Bid Amount: 1,033,000.00 􀀭􀀭􀀭􀀮􀀺􀀮􀀮􀀭􀁾􀀭Item Approx. Unit of Unit Bid Extended No. Quantities Measure Bid Item Description Price Amount 1A1 1.00 LS MOBILIZATION 30.000.00 30,000.00 1A2 1.00 LS MAINT OF TRAFF 4.392.00 4,392.00 1A3 3.160.00 SY REM BIT PAVE 5.00 15,800.00 . 1A4 250.00 CY UNCLASS EXCAVA 7.00 1,750.00 1A5 315.00 LF LF SILT FENCE 2.00 630.00 1A6 3,100.00 SY CEMENT TREAT BASE COURSE 6" 12.50 38,750.00 1A7 35.00 TON BIT SURF COURSE 6" . 100.00 3,500.00 1A8 1.050.00 SY 8" PCC PAVE. NON REINF 30.00 31.500.00 1A9 972.00 SY 8" PCC PAVE. REINF 31.00 30,132.00 1A10 533.00 SY 8-10" PCC PAVE. NON REINF 37.00 19.721.00 1A11 575.00 SY 8-10" PCC PAVE, REINF 39.00 22,425.00 1A12 30.00 GAL BIT TACK COAT 20.00 600.00 1A13 760.00 SY SODDING 5.00 3,800.00 Additive Alternate No.1 -Hanger A -Total Bid Amount: ____2_03....;...0_0_0._00_ Item Approx. Unit of Unit Bid Extended No. Quantities Measure Bid Item Description Price Amount 1B1 1B2 1B3 1B4 1.00 1.00 5,020.00 250.00 LS LS SY CY MOBILIZATION MAINT OF TRAFF REM BIT PAVE UNCLASS EXCAVA 40,000.00 4,902.00 5.00 7.00 40,000.00 4,902.00 25,100.00 1,750.00 Page: 1of2 10/23/2003 -------1B5 1,115.00 LF SILT FENCE 2.00 2,230.00 1B6 4,440.00 SY CEMENT TREAT BASE COURSE 6" 12.50 55,500.00 1B7 100.00 TON BIT SURF COURSE 100.00 10,000.00 1B8 30.00 TON BIT SURF COURSE TEMP PAVE 100.00 3,000.00 1B9 1,650.00 SY 8" PCC PAVE, NON REINF 31.00 51,150.00 1B10 2,762.00 SY 8-10" PCC PAVE, REINF 39.00 107,718.00 1B11 90.00 GAL BIT TACK COAT 20.00 1,800.00 1B12 170.00 SY SODDING 5.00 850.00 Additive Alternate No.2 -Hanger B -Total Bid Amount: . 304,000.00-'------'--Item Approx. Unit of Unit Bid Extended No. Quantities Measure Bid Item Description Price Amount 1C1 1.00 LS MOBILIZATION 25,000.00 25,000.00 1C2 1.00 LS MAINT OF TRAFF 4,802.00 4,802.00 1C3 3,120.00 SY REM BIT PAVE 5.00 15,600.00 1C4 1.00 EA REM DRAINAGE STRUCT 1,000.00 1,OOQ.00 1C5 141.00 LF REM PIPE 15.00 2,115.00 1C6 1,250.00 CY UNCLASS EXCAVA 7.00 8,750.00 1C7 420.00 LF SILT FENCE 2.00 840.00 .' 1C8 1,750.00 SY 8" PCC PAVE, NON REINF 30.00 52,500.00 1C9 93.00 SY 8" PCC PAVE, REINF 31.00 2,883.00 1C10 790.00 SY 8-10" PCC PAVE, NON REINF 37.00 29,230.00 1C11 325.00 SY 8-10" PCC PAVE, REINF 39.00 12,675.00 1C12 141.00 LF 18"CL IV RCP 55.00 7,755.00 1C13 1.00 EA INLETTY A 3,500.00 3,500.00 1C14 1.00 EA TEMP GATE 3,500.00 3,500.00 1C15 570.00 SY SODDING 5.00 2,850.00 Additive Alternate No. 3 -Hanger C -Total Bid Amount: ____17_3.;..,0_0_0....00_ Item Approx. Unit of Unit Bid Extended No. Quantities Measure Bid Item Description Price Amount 101 204.00 LF 12" CLASS IV RCP 50.00 10,200.00 102 2.00 EA INLETTY B 3,500.00 7,000.00 103 2.00 EA NEENAH R-3475 400.00 800.00 Ineligible Items -Total Bid Amount: 18,000.00------'--Base Bid I -US Customs Pavement Reconstruction -Total Bid Amount: 1,033,000.00---.... :.....;...;..:...;--Additive Alternate No.1 -Hanger A -Total Bid Amount: ____20_3..;..,0_0_0._00_ Additive Alternate No.2 -Hanger B -Total Bid Amount: ____3o_4.;..,0_0_0._00_ Additive Alternate No.3 -Hanger C -Total Bid Amount: ____17_3.;..,0_0_0._00_ Ineligible Items -Total Bid Amount: ___-1_8.;..,0_0_0._00.... Base Bid -Hanger A -Hange B -Hanger C-Other -Total Bid Amount: 1,731,000.00 SITE CONCRETE, INC. certifies that the unit prices shown on this complete computer print-out for all 􀀺􀁾􀀠 of the bid items and the alternates contained in this proposal are the unit prices 􀁩􀁮􀁾􀁥􀁮􀁤􀁥􀁤􀀠and that its bid will be tabulated using these unit prices and no other information from this print-out. SITE CONCRETE, INC. acknowledges and agrees that the total bid amount shown will be read as its total bid and further agrees that the official total bid amount will be determined by multplying the unit bid prices shown in this print-out by the respective estimated quantities shown in the Signed: Jean Boney 􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀬􀁲􀁲􀀽􀀭􀁾􀁾􀁾􀀽􀀭􀁾􀁾􀀭􀀭􀁾􀁲􀁟􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀁾􀁾􀀠Title: President proposal and then totaling all of the extended amounts. Date: October 23, 2003 􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀁾􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭􀀭PfJge: 2 of 2 10/23/2003 "'" .". " 􀀬􀁾􀀠􀁾􀀠.""'1 􀁾􀀧􀀺􀀧􀀬􀀠-􀀢􀁾􀀠. . Ineligible Items Item. Spec illY Unit Description Written Unit Price Numeric Price Unit Total Price l. D-701-2 204 LF 12" Class IV RCP and DOLLARS cents S $ 2. D-751-2 2 EA Inlet Type B and DOLLARS cents S $ 3. SP-23 2 EA Neenah R-3475 and DOLLARS cents S $ Sub Total Base Bid I Sub Total Additive Alternate No.1 Sub Total Additive Alternate No.2 Sub Total Additive Alternate No.3 Sub Total Ineligible Items TOTAL BID OlE tf'LLl6N hJ6JHw'//2/lW 􀀷􀁩􀁬􀀯􀀿􀁬􀁲􀁾􀀴􀀱􀁉􀁃􀀠$ JI 􀀷􀀮􀀮􀁊􀀱􀀱􀀨􀁪􀁣􀁴􀀺􀀮􀀢􀀺􀀺􀀾􀁾􀀠frCl 1'§#»/J /kll./I7Z5 _AID Cc:NB J P9 It is understood the quantities of work to be done at unit prices are approximate and are intended for bidding purposes only. Amounts are to be shown in both words and figures. In case of discrepancy the amount shown in words shall govern. The Bidder shall fill out the Base Bid as well as all three Additive Alternate Bids. Failure to fill out all the bid schedules and additive alternates will be a reason to reject the bid. Funding availability will be considered in selecting the bid schedules and alternates to be awarded. Bidder hereby agrees to commence work under this contract on or before a date to be specified in a written "Notice to Proceed" and to fully complete the project within 154 calendar days thereafter. Bidder further agrees to pay as liquidated damages the sum of $1000.00 for each consecutive calendar day to complete the work beyond the allotted time or as extended by an approved Change Order. Bidders understand the Owner! Agent reserves the right to reject any and all bids and to waive any information in the bidding. The bidder agrees this bid shall be good and may not be withdrawn for a period of 60 calendar days after the scheduled closing time for receiving bids. Upon receipt of the .written "Notice of Award", the bidder will execute the formal contract agreement within 14 days and deliver a surety bond or bonds as required under the contract documents. The bid security attached, two percent (2%) of the total bid price stated in the proposal, in the sum of $ 􀁾o/t> Gt Af> is to become the property ofthe Owner! Agent in the event the contract is not executed as set forth in the contract documents as liquidated damages for the delay and additional expense caused thereby. Receipt is hereby acknowledged ofthe following addenda to the contract documents. I I Addendum No.1 dated 1"11 Received 􀀢􀀧􀀭􀁾􀁾__ Addendum No.2 dated 􀁾􀀲􀁾􀀠Received 􀀭􀀢􀀧􀁾􀁾__ Addendum No.3 dated '7"2-1 Received 􀀭􀁜􀀭􀁜􀀿􀀧􀁉􀁄􀀢􀀧􀀭􀀢􀀢􀀧􀀭􀀭􀁾􀀠Addendum No.4 dated fO;..r .. Received ....!f\t>-'-""'--_ Respect ly submitted . 􀁂􀁙􀀺􀁟􀀭􀁈􀀺􀀺􀀺􀀺􀀺􀁊􀁌􀀺􀁾􀁩􀁾􀀧􀁬􀁟􀁾___-.L-_Title: \)(fs,d.e& Address: 3340 􀁒􀁜􀁊􀁾􀀠ocr p.,\\lcil· 􀁾􀀨􀁯􀀮􀁬􀁜􀁊􀀮􀀮􀀮􀀠􀁾􀁩􀁥􀁜􀀮􀁩􀁃􀁬􀁃􀀬􀀭􀁲􀁘􀀮􀀠?SDSO Agents must provide evidence of authority to Bind Corporation PlO AGREEMENT AGREEMENT BETWEEN TXDOT, AGENT FOR TOWN OF ADDISON AND SITE CONCRETE, INC. TxDOTCSJNO: 0318ADDON; CONTRACT NO.: 3X2AV097 STATE OF TEXAS § COUNTY OF TRAVIS § KNOW ALL MEN BY THESE PRESENTS This Agreement is made by and between the Town ofAddison, hereinafter called "Sponsor", acting by and through the Texas Department ofTransportation, hereinafter called "Agent" and Site Concrete, Inc. and contractor's executors, administrators, heirs, successors or assigns hereinafter called "Contractor". The Sponsor desires to enter into a contract for airport improvement as is more fully described in the Contract Documents and Plans & Specifications in accordance with the provisions ofthe state statutes. The Contractor has been engaged in and now does such work and represents that Contractor is fully equipped, competent, and capable ofperforming the desired and herein outlined work and is ready and willing to perform such work in accordance with the Contract Documents. The Sponsor and the Contractor for and in consideration ofthe mutual covenants set forth, agree as follows: WORK Contractor shall furnish all the materials, supplies, tools, equipment, labor and other services necessary for the construction and completion ofthe work indicated in the Contract Documents. The Project and general work is described as follows: Pavement reconstruction ofApron A and Hangars A, B and C at the Addison Airport ENGINEER The Project has been designed by HNTB who is hereinafter called "Engineer" and who is to act as Agent's representative,assume all duties and responsibilities and have the rights and authority assigned to Engineer in the Contract Documents in connection with completion of the work in accordance with the Contract Documents. DBE REQUIREMENTS DBE participation goal in Disadvantaged Business Enterprise Contract Provisions, as found in the General Construction Contract Provisions, is set at 1% for this contract. Page lofS CONTRACT TIME The Contractor will commence the work required by the Contract Documents on the date indicated on the Notice to Proceed and will complete the work within 154 calendar days unless the period for completion is extended in accordance with the Contract Documents. If the Contractor does not complete the work within the specified time, the CONTRACTOR agrees to pay as liquidated damages the sum 􀁯􀁦􀀤􀁬􀀬􀁏􀁏􀁏􀁾􀁏􀁏􀀠for each calendar day thereafter until the work is completed in accordance with the Contract Documents. CONTRACT PRICE The Contractor agrees to perform all the work described in the Contract Documents not to exceed the sum of$1,731,OOO.OO(One million, seven hundred thirty one thousand dollars and 001100), as described in the proposal as base bid, Add alternates 1-3, and Ineligible bid items. CONTRACT DOCUMENTS The term Contract Documents means and includes the following which are incorporated herein by reference as iffully reproduced: A. Proposal B. Agreement Between Sponsor and Contractor C. Performance Bond D. Payment Bond E. Bid Bond F. Child Support Statement G. Special Provisions H. Disadvantaged Business Enterprises 1. Required Language in Proposals for AlP J. Certification Regarding Debarment, Suspension, Ineligibility and Voluntary Exclusion K. Certification ofBidder Regarding Equal Employment Opportunity L. Special Instructions to Bidders Regarding EEO M. Technical Specifications N. Geotechnical Report O. Drawing Index P. Wage Rates Q. Addenda R. Genenil Construction Coptract Provisions, Volume dated September 1997 (Available at TxDOT, Aviation Division, 150 E. Riverside Dr., South Tower, 5th Floor, Austin, Texas 78704) DRAWINGS Drawings, original numbered 1 through 32 and dated May 13,2003, and Specifications, dated May 28, 2003 were prepared by the Engineer. Page 2 of5 PAYMENT The AGENT will pay the Contractor in the ma1ll1er and at such times and in such amounts as required by the Contract Documents. The Contractor expressly warrants that no third person has been employed to solicit or obtain this contract in Contractor's behalf, or to cause or procure the same to be obtained upon compensation in any way contingent, in whole or in part, upon such procurement, or in compensation for services in c01ll1ection therewith, any brokerage commission or percentage upon the amount receivable by Contractor hereunder, and that Contractor has not in estimating the contract price demanded, included any sum by reason ofany such brokerage, commission or percentage; and that all monies payable to Contractor hereunder are free from all obligations ofany other person for services rendered, or supposed to have been rendered, in the procurement ofthis contract. Contractor further agrees that any breach of this warranty shall constitute adequate cause for the a1ll1ulment ofthis contract or for the deduction from any sums due or to become due thereunder an amount equal to any brokerage, commission or percentage so paid or agreed to be paid or both. It is acknowledged and agreed by the parties hereto that this contract is the full and complete contract for the construction ofthe work called for and described herein. The Contractor hereby certifies that all franchise taxes are paid and in good standing or that Contractor is not subject to franchise taxes. This Agreement shall be binding upon all parties hereto and their respective heirs, executors, administrators, successors, and assigns. Page 3 of5 IN WITNESS WHEREOF, the parties hereto have executed, or caused to be executed by their duly authorized officials this agreement in triplicate, each ofwhich shall be deemed an original on the date first written above. CONTRACTOR Name: :lEAk) 6 l?:>O "'-JE ¥ Contractor (Print Name) Title 􀁾􀀠Signat Date Phone Number: q 12-..513.-;0163 Fax 􀁱􀀷􀁚􀀬􀀸􀀩􀀳􀁾􀁡􀀯􀁾􀀠THE STATE OF TEXAS COUNTY OF DA-LLIt5 horeme, the undersigned authority, on this day personally appeared -1t1J 5 80IJ ey to be the Contractor named in this contract, and is the person whose name is subscribed to the foregoing instrument and acknowledged to me that he/she has authority to execute and has executed the same for the purposes and consideration therein expressed. Given under my hand and seal ofoffice this 􀁾􀀲􀀭flOday of 􀁄􀁥􀁾A.D. 200'3. e􀀮􀁾􀀪􀀮􀀺􀀮􀀠JOOIEC. COUCH MY COMMISSION EXPIRES ' ••• ' 0cI0Iler 12. 2006 (Printed or typed name) My Commission expires 10·,1'24 Page 4 of5 Acceptance by the State: Executed by and approved for the Texas Transportation Commission, agent for Sponsor, for the purpose and effect of activating and/or carrying out the orders, established policies, or work programs heretofore approved and authorized by the Texas Transportation Commission. BY;4;;;:;' ff􀁾􀀧􀁮􀁫􀁄􀁡􀁴􀁥􀀺􀁟􀀭􀀮􀂣􀁉􀀫􀀧􀁩􀀭􀀭􀀭􀁊􀀮􀀷􀁾􀀩􀁾􀁻􀀩􀁾􀁩__ Page 5 of5 PERFORMANCE BOND CONTRACT NOJX l.AVtltl 􀁃􀁏􀁕􀁎􀁔􀁙􀁾􀁾􀁾􀁾􀁾􀁉􀀧􀁾􀁾􀀤􀁾____􀁾􀁟􀀠PERFORMANCE BOND BOND NO.SU 􀁩􀁪􀀩􀁾􀀴􀁊􀁧􀁾􀀠KNOW ALL PERSONS BY THESE PRESENTS: That we 􀀧􀀮􀁾􀀠􀁾􀀠'0)1'<-. 6,,,, Lr edf. 􀁾􀁬􀁁􀀮􀀠'. ' ' as principal, and the other undersigned as , J surety, are held and fi;mly bound unto the State ,>fTex¥, in 􀁴􀁾􀁥􀀠poal sum of Ol-...f.-􀀧􀁫􀀭􀁾􀁉􀁉􀀬􀀠i> J..... .seljf """ kl..,,,,j1.fe,( 7J.--1r1'1 OJ-.t. 􀀭􀁴􀀯􀀮􀀮􀀮􀁯􀁾􀁾􀁱􀀢􀀢􀁊􀀧􀀠4"1.£ o<3/)M) Dollars ($ I' /'sl􀀨􀁽􀀮􀀺􀁋􀀩􀁾􀀠0<) ) lawful money of the United States, well and truly to be paid tothe State of Texas, andJwe bITtd ourselves, our heirs, successors, executors, and administrators jointly and severally, firmly by these presents. Whereas, the above bounden principal has entered into the foregoing contract with the State of Texas attached hereto, and whereas, under the law said PRINCIPAL is required before commencing the work provided for in said contract to execute a bond in the amount of said contract Now, therefore, the condition of this obligation is such that if the above bounden principal, his or its heirs, successors, executors, and administrators shall well and faithfully do and perform each and every, all and singular, the work in accordance with the plans, specifications, and contract documents a provided in said contract aforesaid, and shall fully indemnifY and save harmless the State ofTexas from all costs and damages which the State of Texas may suffer by reason of the PRINCIPALS'S default or failure to do so and shall fully reimburse and repay the State ofTexas all outlay and expense which the State of Texas may incur in making good any such default, then obligation shall be null and void, otherwise it shall remain in full force ,and effect. ' ' Provided further, that the said surety(s) for value received, hereby stipulates and agrees that no change, extension oftime, alteration or addition to the terms ofthe Contract, or to the work to be performed thereunder, or the Specifications accompanying the same, shall in anywise affect its obligation on this bond. The surety( s) does hereby waive notice of any such change, extension of time, alteration or addition, to the terms of the Contract or to the work or to the Specifications, unless otherwise specified in the contract. WITNESS our hand this the I r fA ,20tJS. SURETY (Print Firm Name an Sea By: 􀁨􀀭􀀭􀀺􀁐􀁾􀁾􀁤􀀿􀁦􀁬􀀿􀀠By:' 􀀴􀀢􀀮􀀮􀁾􀀠fe /;"'11-1 /,,41\(<-􀁾􀀻􀁊􀁙􀁴􀁦􀀴􀁱"f TEXAS RESIDENT AGENT SURETY (Print Firm Name and Seal) /BY: 􀀴􀀺􀀿􀀭􀁒􀁾􀁍􀀠Address v (SIgna ure) , r<1 I '<.k1"'4b '"'-T;)( 'PJ£! 􀀻􀁺􀀬􀀮􀀻􀀮􀁁􀀱􀁾􀀯􀀠R 􀁈􀁾􀀧􀀱􀀱􀁪􀀠;f/1J&thl't )>\ ·fqe-j> C ity/State/Zip *Note: A Power ofAttorney, showing that the surety officer or Attorney-in-Fact has authority to sign such obligation, must be impressed with the corporate seal and attached behind the Payment Bond in each contract. This form has been approved by the ATTORNEY GENERAL OF TEXAS & TEXAS DEPT. OF INSURANCE. PAYMENT BOND CONTRACT NO. 􀁾􀀠X16'i V 0'17 􀁃􀁏􀁕􀁎􀁔􀁙􀁾􀁄􀁾􀁾􀁾􀀨􀁾􀁻􀁱􀁾􀁾____􀁾􀁟􀀠PAYMENT BOND BOND NO. j L{ IbD4(j L KNOW ALL PERSONS BY THESE PRESENTS: That we S->t-e 􀀨􀀶􀁢􀀧􀁊􀁜􀁾􀁪􀁦􀀧􀀠+k t -as principal, and the other undersigned as surety, -are held and firrrtl}d bpumj ,unto the State, of Texas, in 􀁾􀁨􀁥􀀠penal sum of 􀁾􀀻􀀠􀁾􀁶􀀧􀀠􀁳􀀨􀀾􀁶􀁾􀁾􀀠h""r.-cNef-tJ.l# 􀀨􀀩􀁨􀀮􀀨􀀮􀁴􀁴􀀯� �􀁴􀀿􀁪􀁾􀁴􀀬􀀼􀁦􀀢􀁬􀁐􀁉􀁊􀀠JPDDollars($ 􀁾􀀠7')/􀀯􀀩􀁾􀁾􀀮􀀠(;D ) lawful money of the United States, well and rulyto be paid to the State of Texas, and wg bind ourselves, our heirs, successors, executors, and administrators jointly and severally, firmly by these presents. Whereas, the above bounden principal has entered into the foregoing contract with the State of Texas attached hereto, and whereas, under the law said PRINCIPAL is required before commencing the work provided for in said contractto execute a bond in the amount of said contract solely for the protection of all claimants, as defined by the Texas Government Code Title 10, Chapter 2253, or successor statutes, in the prosecution ofthe work provided for in said contract supplying labor and materials as defined by law, in the prosecution ofthe work provided for in said contract, for the use ofeach such claiman The condition of this obligation is such that if the above bounden principal, his or its heirs, successors, executors, and administrators shall well and faithfully make paymentto each and every claimant as defined by law, supplying labor and materials as defined by law, in the prosecution of the work provided for in said contract and any and all duly authorized changes to said contract that may hereafter be made, notice of such changes to the SURETY(S) being hereby waived, then this obligation shall be null and void, otherwise it shall remain in full force and effect WITNESS our hand this the I 'I it. day 􀁯􀁦􀁟􀁦􀁊􀀭􀀬􀀭􀁥􀀭􀀭􀀬􀀨􀀬􀀭􀀬􀀭􀁥􀁟􀁾􀀭􀀭􀀭􀀧􀁨􀁊􀀬􀀭􀀬􀀨􀀬􀀭􀀬􀀭􀁪􀁲______, 2oQi. By: 􀁾􀁣􀁯􀁮􀁴􀁲􀁡􀁣􀁴􀁯􀁲􀀠J 􀁾􀁾􀀠.' 􀁾􀀠Byy.t" 􀁊􀀢􀁱􀁾􀁣􀁲􀁩􀁾􀁾􀁾􀀵􀁾􀀠##tJt>! V7-iiy:fa,L-r ?y{J/r41"o JJ. 8r>/llrJ)-h, TEXAS RESIDENT AGENT ltd! 􀁾􀀼􀁴􀁊􀀠))r: hQ $ *Note: A Power of Attorney, showing that the surety officer or Attorney-in-Fact has authority to sign slJch obligation, must be impressed with the corporate seal and attached behind the Payment Bond in each contract. This form has -been approved by the A TIORNEY GENERAL OF TEXAS & TEXAS DEPT. OF INSURANCE. POWER OF ATTORNEY Know All Men By These Presents: That the Arch Insurance Company, a corporation organized and existing under the laws of the State of Missouri, having its· principal office in Kansas City, Missouri (hereinafter referred to as the "Company") does hereby appoint Michael B. Hill, Cindy Fowler. William D. Baldwin. and Suzanne C. 81adwin of Richardson, TX (EACH) its true and lawful Attorney(s)-in-Fact, to make. execute, seal, and deliver from the date of issuance of this power for and on its behalf as surety, and as its act and deed: Any and all bonds and undertakings EXCEPTION: NO AUTHORITY is granted to make, execute, seal and deliver bonds or undertakIngs that guarantee the payment or collection of any promissory note, check, draft Dr lelter of credit. This authority does not permit the same obligation to be split into two or more bonds in order to bring each such bond within the dollar limit of authority as set forth herein. The Company may revoke this appointment at any time. The execution of such bonds and undertakings in pursuance of these presents shall be as binding upon the said Company as fully and amply to all intents and purposes, as if the same had been duly executed and acknowledged by its regularly elected officers at Its principal office In Kansas City, MissourI. This Power of Attorney is executed by authority of resolutions adopted by unanimous consent of the Board of Directors of the Company on March 3, 2003, true and accurate copies of which are hereinafter set forth and are hereby certlfied to by the undersigned Secretary as being in full force and effect: "VOTED, That the Chairman of the Board, the President, or any Vice President, or their appointees designated in writing and filed with the Secretary, or the Secretary shall have the power and authority to appoint agents and attorneys-tn-fact, and to authorize them to execute on behalf of the Company, and attach the seal of the Company thereto. bonds and undertakings, recognizances, contracts of indemnity and other writings, obligatory in the nature thereof, and any such officers of the Company may appoint agents for acceptance of process." This Power of Attorney is signed, sealed and certified by facsimile under and by authority of the following resolution adopted by the unanimous consent of the Board of Directors of the Company on March 3, 2003: VOTED, That the signature of the Chairman of the Board, the President, or any Vice President, or their aPPOintees designated in writing and filed with the Secretary, and the signature of the Secretary, the seal of Ihe Company. and certifications by the Secretary, may be affixed by facsimile on any power of attorney or bond executed pursuant to the resolution adopted by the Board of Directors on March 3, 2003, and any such power so executed, sealed and certified with respect to any bond or undertaking to Which it Is attached, shall continue to be valid and binding upon the Company. OOML0013 00 03 03 Page 1 of2 Printed in U.S.A. In Testimony Whereof, the Company has caused this instrument to bg signed and its corporate seal to be affixed by their authorized officers, this 23 rd day of 20_3_. Arch Insurance Company Attested and Certified 􀁾􀁤􀀴􀀯􀁥􀁾􀁾􀁃􀀭Joseph S. Thomas P. Luckstone, Vice President STATE OF CONNECTICUT SS COUNTY OF FAIRFIELD SS I Melissa B. Gilligan, a Notary Public, do hereby certify that Thomas P. Luckstone and Joseph S. Labell personally known to me to be the same persons whose names are respectively as Vice President and Corporate Secretary of the Arch Insurance Company, a Corporation organized and existing under the laws of the State of Missouri. subscribed to the foregoing instrument, appeared before me this day in person and severally acknowledged that they being thereunto duly authorized signed, sealed with the corporate seal and delivered the said instrument as the free and vOluntary act of said corporation and as their own free and voluntary acts for the uses and purposes therein set forth. OFFICIAL SEAL SEAL MEUSSA B. GILLIGAN, Notary Public 􀁡􀀻􀀢􀀧􀀴􀁷􀀦􀁾􀁴􀁦􀁬􀁣􀁕􀀷State 01 Connecticut Melissa B. Gilligan, Notary Public My Commission Expires February 28, 2005 My commission expires 2-28-05 CERTI FICATION I, Joseph S. Labell, Corporate Secretary of the Arch Insurance Company, do hereby certify that the attached Power of Attorney dated May 23. 2003 on behalf of the person(s) as listed above is a true and correct copy and that the same has been in full force and effect since the date thereof and is in full force and effect on the date of this certificate; and I do further certify that the said Thomas P. Luckstone, who executed the Power of Attorney as Vice President, was on the date of execution of the attached Power of Attorney the duly elected Vice President of the Arch Insurance Company. IN TESTIMONY WHEREOF, I have hereunto subscribed my name and affixed the corporate seal of the Arch Insurance 03Company on this l!fth day of December .20__ . . . ." ,_. . , 􀀢􀀧􀁾􀀯􀀠Joseph S. This Power of Attorney limits the acts of those named therein to the bonds and undertakings specifically named therein and they have no authority to bind the Company except in the manner and to the extent herein stated. Home Office: Kansas City, MO OOML0013 00 03 03 Page 2 of 2 Printed in U.S.A. POWER OF ATTORNEY Know All Men By These Presents: That Arch Reinsurance Company, a corporation organized and existing under the laws of the State of Nebraska. having its home office in Omaha, Nebraska (hereinafter referred to as the "Company") does hereby appoint Michael 8. Hill. Cindy Fowler, William D. Baldwin and Glenn E. Ganci of Richardson, TX (EACH) its true and lawful Attorney{s)-in-Fact, to make. execute, seal. and deliver from the date of issuance of this power for and on its behalf as surety, and as its act and deed: Any and all bonds and undertakings EXCEPTION: NO AUTHORITY is granted to make. execute. seal and deliver bonds or undertakings that guarantee the payment or collection of any promissory note, check, draft or letter of credit. The Company may revoke this appointment at any time. The execution of such bonds and undertakings in pursuance of these presents shall be as binding upon the said Company as fully and amply to all intents and purposes, as if the same had been duly executed and acknowledged by its regularly elected officers at its principal office in Omaha. Nebraska. This Power of Attorney is executed by authority of resolutions adopted by unanimous consent of the Board of Directors of the Company on June 13. 2003. true and accurate copies of which are hereinafter set forth and are hereby certified to by the undersigned Secretary as being in full force and effect: "VOTED, That the Chairman of the Board, the Managing Director, or any Vice President, or their appointees designated in writing and filed with the Secretary. or the Secretary shall have the power and authority to appoint agents and attorneysin-fact. and to authorize them to execute on behalf of the Company, and attach the seal of the Company thereto. bonds and undertakings, recognizances. contracts of indemnity and other writings, obligatory in the nature thereof, and any such officers of the Company may appoint agents for acceptance of process." This Power of Attomey is signed. sealed and certified by facsimile under and by authority of the following resolution adopted by the unanimous consent of the Board of Directors of the Company on June 13, 2003: . VOTED, That the signature of the Chairman of the Board, the Managing Director, or any Vice President. or their appointees designated in writing and filed with the Secretary, and the signature of the Secretary, the seal of the Company, and certifications by the Secretary, may be affixed by facsimile on any power of attorney or bond executed pursuant to the resolution adopted by the Board of Directors on June 13, 2003, and any such power so executed, sealed and certified with respect to any bond or undertaking to which it is attached, shall continue to be valid and binding upon the Company. 00ML0013 00 03 03 Page 1 of 2 Printed in U.S.A. In Testimony Whereof, the Company has caused this instrument to be signed and its corporate seal to be affixed by their authorized officers, this day of September ,20...QL. Arch Reinsurance Company Attested and Certified athgeber, Mana ing Director and Chief Operating Officer Mathilda A. Oostveen, Corporate Secretary STATE OF NEW JERSEY SS COUNTY OF MORRIS SS I Elizabeth A. Rizzolo, a Notary Public, do hereby certify that John F. Rathgeber and Mathilda A.Oostveen personally known to me to be the same persons whose names are respectively as Managing Director and Chief Operating Officer and Corporate Secretary of Arch Reinsurance Company, a Corporation organized and existing under the laws of the State of Nebraska, subscribed to the foregoing instrument, appeared before me this day in person and severally acknowledged that they being thereunto duly authorized signed, sealed with the corporate seal and delivered the said instrument as the free and voluntary act of said corporation and as their own free and voluntary acts for the uses and purposes therein set forth. Elii.!' 3::TH A. 􀁦􀀻􀀬􀁾􀁾􀁊􀁌􀁊􀀠Nu:. ['"'tiJ 􀀧􀁜􀀢􀁾􀀠􀁾􀀧􀀠.. CERTIFICATION I, Mathilda A. Oostveen, Corporate Secretary of Arch Reinsurance Company, do hereby certify that the attached Power of Attorney dated September 5, 2003 on behalf of the person(s) as listed above is a true and correct copy and that the same has been in full force and effect since the date thereof and is in full force and effect on the date of this certificate; and I do further certify that the said John F. Rathgeber, who executed the Power of Attorney as Managing Director and Chief Operating Officer. was on the date of execution of the attached Power of Attorney the duly elected Managing Director and Chief Operating Officer of Arch Reinsurance Company. IN TESTIMONY WHEREOF. I have hereunto subscribed my name and affixed the corporate seal of Arch Reinsurance Company on this 19th day of December .20..QL. Mathilda A. Oostveen, Corporate Secretary This Power of Attomey limits the acts of those named therein to the bonds and undertakings specifically named therein and they have no authority to bind the Company except in the manner and to the extent herein stated. HOME OFFICE: Omaha. Nebraska OOMl0013 00 03 03 Page 2 of2 Printed in U.S.A. IMPORTANT NOTICE TO OBTAIN INFORMATION OR TO MAKE A COMPLAINT You may contact the Texas Department of Insurance 10 obtain infOImation on companies, coverages, rights or complaints at 1-800-252·3439 You may write the Texas Department ofJnsurance: P.O. Box 149104 Austin. Texas 78714-9104 FAX No. (S12) 􀀴􀀷􀁓􀁾􀀱􀀷􀀷􀀱􀀠 PREMIUM OR CLAIM DISPUTES Should you have a dispute concerning your premium or about a c1aim, you should contact the company first. Ifthe dispute is not reso1vcd, you may contact the Texas Department ofInsurance. ATTACH THIS NOTICE TO YOUR POLICY This notice is for infonnation only and does not become a part or condition ofthe attached document. , . Ii BID BOND THE AMERICAN INSTITUTE OF ARCHITECTS I AlA Document A310 Bid Bond KNOW ALL MEN BY THESE PRESENTS, that we tHere Insert full name and address or legal title Of COntractor)Site Concrete, Inc. 3340 Roy Orr Blvd., Grand Prairie, Texas 75050 as Principal, hereinafter called the Principal, and (Here Insert fUU name and address or lega! title of surety!Arch Insurance Company and Insurance Company of the West 12377 Meri! Dr. , Dallas, Texas 75251 a corporation duly organized under the laws of the State of Missouri 8. California as Surety, hereinafter called the Surely, are held and firmly bound unto Texas Department of Transportation, iHere Insert full name and address or legal title Of Ownert Agent for the Town of Addison, 5350 Belt Line Rd., Dallas, TX, 75254 as Obligee, hereinafter called the Obligee. in the sum of Two percent of the greatest amount bid Dollars ($2% GAB.). for Ihe payment of which SUm well and truly to be made. the said Principal and the said Surely. bind ourselves. our heirs, executors, administrators, successors and assigns. jOinlly and severally. firmly by these presents. WHEREAS, The Principal has submitted a bid for {Here Insert fUll name, address and descriPtion of proJece Construction of Airport Improvements at the Addison Airport TXDOT CSJ No. 0318ADDON NOW, THEREFORE. if the Obligee shall accept the bid of the Principal and the Principal shall enter into a Contract with the Obligee in accordance with the terms of such bid, and give such bond or bonds as may be specified in the bidding or Contract Documents with good and sufficient surely for the faithful performance of such Conlract and for Ihe prompt payment of labor and material furnished in the prosecution thereof, or in the event of the failure of the Principal to enler such Contract and give SUCh bond or bonds. if the Principal shall pay to the Obligee the difference not 10 exceed the penalty hereof between the amount spacified In said bid and such larger amount for which the Obligee may in good faith contract with another party to perform the Work covered by said bid, then this obligation shall be nuli and void, otherwise to remain in full force and effect. Signed and sealed Ihis 23rd day of October, 2003 Arch Insurance Company and Insurance Company of the West (SIJf8fy) 􀀨􀁓􀁥􀁾􀁬􀁪􀀠Michael B. Hill, Attorney-In-Fact NA DOCUMENT AS10. BID BOND. AlA Ii). FEBRUARY 1970 ED. THE AMERICAN INSTITUTE OF ARCHITECTS. 1735 NY. AVE., NW•• WASHINGTON. D.C. 20006 WARNING: Unlicensed photocopying violates U.S. copyright laws and Is subject 10 legal prosecution 1 POWER OF ATTORNEY Know All Men By These Presents: That the Arch Insurance Company, a corporaUon organized and existing under the laws of the Siale of Missouri, having its principal office In Kansas City, Missouri (hereinafter referred \0 as the "CompanY') does hereby appoint Michael B. Hill, Cindy FoWler, William D. Baldwin, and Suzanne C. Bladwln of Richardson, TX (EACH) ils true and lawful Attorney(sl-in-Facl, to make, execute, seal, and deliver from the dale of issuance of this power for and on its behalf as surety, and as lis act and deed: Any and all bonds and undertakings EXCEPTION: NO AUTHORITY is granted to make, execute, seal and deliver bands or undertakings that guarantee Ihe payment or collectton of any promissory note, check, draft or letter of credit. This authority does not permit Ihe same obligation to be split inlo two or mare bonds In order 10 bring each such bond within the dollar limit of authority as set forth herein. The Company may revoke this appointment at any time. The execution of of such bonds and undertakings in pursuance of these presents shall be as binding upon the said Company as fully and amply 10 all Intents and purposes, as if the same had been duly executed and acknowledged by Its regularly elected officers at Its principal office In Kansas City. MiSSOUri. This Power of Attorney is executed.bY authority of resolutions adopted by unanimous consent of the Board of Directors of the Company on March 3, 2003, true and accurate copies of which are hereinafter set forth and are hereby certifled to by \he undersigned Secretary as being In full fOrce and effect: "VOTED, That the Chairman of the Board, Ihe Presldenl. or any Vice President, or their appointees designated in writing and flied with the Secretary, or the Secretary shalt have the power and authority to appoint agents and attorneys-In-fact, and to authorize them to execute on behalf of the Company, and attach the seal of the Company thereto, bonds and undertakings, recognizances, contracts of indemnity and other writings, obligatory In the nalure thereof, and any such officers of the Company may appoint agents for acceptance of process." This Power of Attorney is signed, sealed and certified by facsimile under and by authority of the follOWing resolution adopted by \he unanimous consent of the Board of Directors of the Company on March 3, 2003: VOTED, That the signature of \he Chairman of the Board, the President, or any Vice President, or their appointees designated in writing and tiled with the Secretary, and the signature of the Secretary. the seal of the Company, and certifications by the Secretary, may be affIXed by facsimile on any power of attorney or bond executed pursuant to the resolution adopted by the Board of DireCtors on March 3. 2003, and any such power so executed, sealed and certified with respect to any bond or undertaking to which It Is attached. shall continue to be valid and binding upon the Company. OOML0013 00 0303 Page 1 of2 Printed in U.S.A. In Testimony Whereof, the Company has caused this instrument to b8 signed and its corporate seal to be 􀁡􀁦􀁦􀁩􀀬􀁸􀁾􀁤􀀠by their3authorized officers, thiS 23rd day of May ,20__. . Arch Insurance Company Attested and Certified 􀁾􀁾􀀴􀀯􀁥􀁌􀀴􀁾􀁾Thomas P. LucKstone, Vice President Joseph S. STATE OF CONNECTICUT SS COUNTY OF FAIRFIELD SS I Melissa B. Gilligan, a Notary Public, do hereby certify that Thomas P. Luckstone and Joseph S. Labell personally known to me to be the same persons whose names are respectively as Vice President and Corporate Secretary of the Arch Insurance Company, a Corporation organized and existing under the laws of the State of Missouri, subscribed to the foregoing instrument, appeared before me this day in person and severally acknowledged that they being thereunto duly authorized signed, sealed with the corporate seal and delivered the said Instrument as the free and voluntary act of said corporation and as their own free and voluntary acts for the uses and purposes therein set forth. OFFICIAL SEAL MELISSA B. GIlLIGAN, Nc!aIy Public Slate 01 CoooecIk:ut My Commission Expires Februa;SURA;>;CE COMPAI"Y I:-'DEPEi'iDEI"CI;; CASUALTY AND SURETY COMPANY john H. Craig1 Assistant Secretary State of Califomia } ss.ConntyofSan Diego John L. Hannum, Ex.ecutive Vice President On J and seals under authority ofihe following resolutions adopted by the respective Boards ofDirectors ofeach of the Companies: "RESOLVED: That the President, an Executiye Qf Senior Vice President of the Company. together with the SecreLlry or any Assistant Secretary, are hereby authorized to execute Powers ofAttorney appointing the person{s} named as Attomey(s}-in-Fact to date, 􀁥􀁸􀁥􀁣􀁵􀁴􀁥􀁾􀀠sign • seal, and deliver on behalfofthe Company, fIdelity God surety bunds, undertakings> and other similar contracts ofsuretyship, and any related documents. RESOLVED FURTIlER: That the signanlres of the officerS making the appointment, and the signature ofany officer certifying the validity and current statns ofthe appointment, may be facsimile representatiQIlS ofthose signatures; and the signature and seal of any notary. and the seal ofthe Company. may be facsimile representations oftiluse Signatures and seats, and such flcsimite representations shaH have the same forte and effect a'i if manually affixed. The 􀁾􀁣􀁳􀁩􀁭􀁩􀁬􀁥􀀠representations referred to herein may be affixed by stamping. printing. typing. or photocopying.II CERTIF ICA TE I, the undersigned. Assistant Secretary of insurance Company of [he West. The Explorer Insuran<;e Company, and Independence Casualty and Surety Company, do hereby certify that the foregoing Power of Attorney is in fun force and effect. and has not been revoked. and that the above resolutions were duly adopted by the respective Boards ofDirectors ofthe Compnnies, and are now in filll force. IN WITNESS WHEREOF, I have set my hand 'hi, 23rd d.yof October 2003 John H. Craig. Assistant Secretary To verify the authenticity ofthis power of Attorney you may call 􀀱􀁾􀀸􀀰􀀰􀂷􀁓􀀿􀀱􀁾􀀱􀀱􀀱􀀱􀀠and ask for the Surety Division. 􀁐􀁬􀁾􀁳􀁥􀀠refer to the Power of Attorney Number. the above oomed indhiduaJ(s) and details of the bond to which Ihe power is attached. Fot information or filing claims. please eOntt.lct S\lrety Claims. JCW Group, 11455 EI Camino Real, San Diego. CA 92130-204:5 or call (858) 350·2400, CHILD SUPPORT STATEMENT CHILD SUPPORT STATEMENT FOR NEGOTIATED CONTRACTS AND GRANTS Under Section 231.006, Family Code, the vendor or applicant certifies that the individual or business entity named in this contract, bid, or application is eligible to receive the specified grant, loan, or payment and acknowledges that this contract may be terminated and payment may be withheld ifthis certification is inaccurate. List below the name and social security number of the individual or sole proprietor and each partner, shareholder, or owner with an ownership interest of at least 25% of the business entity submitting the bid or application. Section 231.006, Family Code, specifies that a child support obligor who is more than 30 days delinquent in paying child support and a business entity in which the obligor is a sole proprietor, partner, shareholder, or owner with an ownership interest of at least 25 percent is not eligible to receive payments from state funds under a contract to provide property, materials, or services; or receive a state-funded grant or loan. A child support obligor or business entity ineligible to receive payments described above remains ineligible until all arreage have been paid or the obligor is in compliance with a written repayment agreement or court order as to any existing delinquency. Except as provided by Section 231.302(d), Family Code, a social security number is confidential and may be disclosed only for the purposes of responding to a request for information from an agency operating under the provisions of Parts A and D of Title IV of thefederal Social Security Act (42 USC Section 601-617 and 651-669). GSD,IO-95 SPECIAL PROVISIONS SPECIAL PROVISIONS The following Special Provisions modifY, amplifY, or amend the General Provisions with respect to the clauses cited below and no other clauses or requirements of these items are waived or changed hereby. The Special Provisions shaH take precedence over the General Provisions. SP-\. ModifY SECTION 10 -DEFINITION OF TERMS as follows: In Paragraph 10-18 ENGINEER, add the foHowing: The engineer shaH be understood to be the Engineer ofthe Owner or the Owner's duly authorized representative. In Paragraph 10-30 OWNER (SPONSOR), add the following: The Owner shall be acting by and through the Texas Department of Transportation. Add Paragraph 10-48 AGENT as follows: The Agent is the Texas Department ofTransportation acting as the "Agent" ofthe Owner in accordance with the duly executed Airport Project Participation Agreement. Add Paragraph 10-49 DEPARTMENTAL MATERIALS SPECIFICATION D-9-6230 as foHows: The Departmental Material Specification D-9-6230 refers to the Texas Department of Transportation, Transportation, Materials and Tests Division, Departmental Materials Specification: D-9-6230,"Silt Fence". SP-2. ModifY Section 20 -PROPOSAL REQUIREMENTS AND CONDITIONS as follows: In Paragraph 20-02 PREQUALIFICATION OF BIDDERS, A. State Highway Division shall mean Texas Department ofTransportation. B. Add the following paragraph: Each bidder shall submit written evidence from the State Comptroller's Office that all applicable franchise taxes owed the State ofTexas have been paid. (Revised 7.23-(3) Spot C. Delete the following paragraph: Each bidder shan submit "evidence of competency" and "evidence of financial responsibility" to the owner no later than 10 days prior to the specified date for opening bids. D. Add the following paragraph: Each bidder shall submit "evidence of competency", "evidence of financial responsibility", and "evidence of franchise tax payment" to the Agent at the date, time, and location specified for opening bids. These items of evidence shall be submitted in an envelope identifying the bidder and marked "Bidder Qualification Statement". Quallflcations will be submitted separately from the sealed proposal. The Owner reserves the right to refuse any proposal not accompanied by the "Bidder Qualification Statement". In Paragraph 20-03 CONTENTS OF PROPOSAL FORMS change first paragraph as follows: TxDOT shall furnish bidders with proposal forms. All papers with the proposal forms are necessary parts. Bidders may use electronically printed proposal furms given that the format is identical in wording and order as that of the proposal provided by TxDOT. In Paragraph 20-07 PREPARATION OF PROPOSAL change the first sentence to read as follows: The bidder shall submit his/her proposal on the forms furnished by the owner or on electronically printed forms as required by SP 20-03. In paragraph 20-08 IRREGULAR PROPOSALS change paragraph (a) to read as follows: (a) Ifthe proposal is on a form other than that furnished by the owner, not including electronically printed fonns as required in SP 20-03, or ifthe owner's form is altered, or if any pages are missing. Add paragraph 20-08 (1) as follows: (1) Ifthe electronically printed form does not have identical wording for pay items or the order ofthe items differ from that of the owner provided fonn (Revised 7-23·03) SP-2 SP-3. Modify SECTION 30 -A WARD AND EXECUTION OF CONTRACT as follows: In Paragraph 30-02 A WARD OF CONTRACT, change the first sentence to read: A. The award of a contract, if it is to be awarded, shall be made within 60 calendar days of the date specified for publicly opening proposals, unless otherwise specified herein. No award shall be made until TxDOT has concurred in the owner's recommendation to make such award and has approved the owner's proposed contract to the extent that such concurrence and approval are required by 49 CFR Part 26. The Bidder shall also submit within the 15 days, a list of all supplies and subcontractors that quoted on the contract. This list shall include names, addresses, telephone numbers and type(s) of work quoted. B. As the 76th Legislature amended Section 231.006, Family Code as follows: Section 14.52 INELIGIBILITY TO RECEIVE STATE GRANTS OR LOANS OR BID ON STATE CONTRACTS A child support obligator who is 30 or more days delinquent in paying child support is not eligible to: 1. Enter into a contract to provide property, materials or services under a contract with the state; or 2. Receive a state-funded grant or loan The statue required each proposer for a state contract or applicant for a state funded loan or grant to submit a signed, sworn statement accompanying the proposal or offer or application affirming that the proposer or applicant is not 30 or more days delinquent in providing child support under a court order or a written repayment agreement. Completion of the form title: CIDLD SUPPORT STATEMENT FOR NEGOTIATED CONTRACTS AND GRANTS is necessary before execution ofa contract. Add to Section 30-08 F AlLURE TO EXECUTE CONTRACT Should the bidder to whom the contract is awarded refuse or neglect to execute the contract, bonds, and Certificate of Insurance, and furnish DBEII:llJB information (Revised 7·23·03) SP-3 and the list of quoting suppliers and subcontractors within 14 days after written notification of the award of the contract, the proposal guaranty filed with the bid shall become the property of the State, not as a penalty, but as liquidated damages. A bidder who forfeits hislher proposal guaranty in accordance with thls article will not be considered in future proposals for the same work unless there has been a substantial change in design of the project subsequent to the forfeiture of the proposal guaranty. Add to Paragraph 30-09 BEGINNING OF WORK as follows: If a Storm Water Pollution Prevention Plan (SW3P) is included in this project, the Contractor, and all subcontractors implementing any measure identified on the SW3P, must submit to the Engineer a signed copy of the certification statement as described in Part IV.E.2 of the National Pollutant Discharge Elimination System permit (40 CFR Part 122) and in the Special Provision, SP-9 "Certification of NPDES Permit", no later than 48 hours prior to beginning work. The Contractor must participate in a pre-construction conference before work can begin, at which time these certifications will be required. Add to Paragraph 30-10 CERTIFICATE OF INSURANCE as follows: Within 14 days after receipt of written notification of conditional award of the contract the bidder shaH furnish to the Aviation Division the TxDOT -Aviation Division Certificate of Insurance form covering the below listed insurance coverage's: A. Worker's Compensation Insurance Amount -Statutory B. Commercial General Liability Amount $500,000 combined single limit C. Texas Business Automobile Amount -Bodily Injury$200,000 each person; -$500,000 each occurrence D. Property Damage $20,000 each occurrence This insurance shall be kept in force until the work described in this contract has been completed and accepted by the Department. If for any reason insurance coverage is not kept in force, all work will be stopped until an acceptable Certificate ofInsurance is provided to the Department. (Revised 7-23-03) SP-4 The Texas Department of Transportation (TxDOT) shall be included as an "Additional Insured" by Endorsement to policies issued for coverage's listed in B and C above. A "Waiver of Subrogation Endorsement" in favor of TxDOT shall be a part ofeach policy for coverage's listed in A, B and C above. SP-4. ModifY SECTION 40 -SCOPE OF WORK as follows: In Paragraph 40-02 ALTERATION OF WORK AND QUANTITIES, add the following: For AlP contracts all supplemental agreements shall be approved by TxDOT and shall include valid wage determinations of the U.S. Secretary of Labor when the amount of the supplemental agreement exceeds $2000. However, if the contractor elects to waive the limitations on work that increases or decreases the originally awarded contract or any major contract item by more than 25 percent, the supplemental agreement shall be subject to the same U.S. Secretary of Labor wage determination as was included in the originally awarded contract. All supplemental agreements shall require consent of the Contractor's surety and separate performance and payment bonds. SP-s. ModifY SECTION 50 -CONTROL OF WORK as follows: In Paragraph 50-02 CONFORMITY WITH PLANS AND SPECIFICATIONS, add the following to subparagraph 3: All quality assurance costs associated with replacing or otherwise correcting any work item determined to be unacceptable shall be borne by the Contractor. In Paragraph 50-02 CONFORMITY WlTH PLANS AND SPECIFICATIONS, add the following paragraph: If it is found that the material furnished, work performed, or the finished product is not in close conformity with the plans and specifications, the Contractors shall bear all the expenses of such recover, exposure, observation, inspection and testing and of satisfactory reconstruction including compensation for additional professional services and retesting, and an appropriate deductive change order shall be issued. ModifY Section 50-05 COOPERATION BETWEEN CONTRACTORS as follows: The owner reserves the right to contract for and perform other or additional work ((Revised 7-23-03) SP-5 on or near the work covered by this contract. Each Contractor involved shall. assume all liability, financial or otherwise, in connection with hislher contract and shall protect and save harmless the owner from any and all damages or claims that may arise because of inconvenience, delays, or loss experienced by him because of the presence and operations ofother Contractors working within the limits ofthe same project. The Contractor shall arrange hislher work and shall place and dispose of the materials being used so as not to interfere with the operations of the other Contractors within the limits of the same project. He shall join hislher work with that ofthe others in an acceptable manner and shall perform it in proper sequence to that 0 f the others. SP-6. Add to SECTION 60 -CONTROL OF MATERIALS as follows: 60-09 -Operation and Maintenance Documentation The Contractor shall furnish (3) three copies of all approved catalog cuts, warranties, operation instructions; maintenance data, schedules, and reconunendations; parts lists, and names and addresses and telephone numbers of equipment and materials suppliers. Submittals shall be submitted, reviewed, and approved by the Engineer before fmal payment to the Contractor will be processed. SP-7 Modify SECTION 70 -LEGAL REGULATIONS AND RESPONSIBILITY TO PUBLIC as follows: Modify Section 70 -01 LAWS TO BE OBSERVED as follows: He shall at all times observe and comply with all such laws, ordinances, regulations, orders, and decrees; and shall protect and indemnify the owner and all hislher officers, agents, or servants against any claim or liability arising from or cased on the violation of any such law, ordinance, regulation, order, or decree, whether by himself or hislher employees Modify Section 70-03 PATENTED DEVICES, MATERIALS, AND PROCESSES as follows: If the Contractor is required or desires to use any design, device, material, or process covered by letters of patent or copyright, he shall provide for such use by suitable legal agreement with the patentee or owner. (Revised 7·23·03) SP·6 Delete Paragraph 70-11 RESPONSIBILITY AND DAMAGE CLAIMS, and replace with the following: The Contractor shall indemnity and hold harmless and defend the Owner, Engineer and Agent and all of their officers, agents and employees from all suits, actions, claims, damages, personal injuries, losses, property damage and expenses of any character whatsoever, including attorney's fees, brought for or on account of any injuries or damages received or sustained by any person or persons or property, on account of any negligent act of the Contractor, their agents or employees, or any subcontractor, in the execution, supervision and operations growing out of or in any way connected with the performance ofthis contract, and the Contractor will be required to pay any judgment with costs which may be obtained against the Owner, Engineer and Agent or any of their officers, agents or employees, including attorney's fees. The Contractor agrees that he will indemnity and save the Owner, Engineer and Agent harmless furm all claims growing out of any demands of subcontractors, laborers, workmen, mechanics materialmen, and furnisher of machinery and parts thereof, equipment, power tools, all supplies, including commissary incurred in the furtherance of the performance of this contract. When the Owner or Agent so desires the Contractor shall furnish satisfactory evidence that all obligations ofthe nlJ,ture here in above designated have been paid, discharged or waived. In Paragraph 70-14 CONTRACTOR'S RESPONSIBILITY FOR WORK, add the following subparagraph: Neither the final certificate of payment nor any provision in the Contract nor partial or entire use of the Improvements embraced in this contract by the Sponsor or the public shall constitute an acceptance of work not done in accordance with the Contract or relieve the Contractor of liability in respect to any express warranties or responsibility for faulty materials or workmanship. The Contractor shall promptly remedy any defects in the work and pay for any damage to other work resulting therefrom which appear within a period of twelve (12) months from the date of final acceptance ofthe work. . SP-S. Modity SECTION 80 -PROSECUTION AND PROGRESS as follows: Add to Paragraph SO-01 SUBLETTING OF CONTRACT, the following: If a Storm Water Pollution Prevention Plan (SW3P) is included in this project, no (Revised 1-23·03) Sp-? subcontractor who is to implement any measure identified on the Storm Water Pollution Prevention Plan, will be approved for work until the subcontractor has submitted a signed copy of the certification statement described in Part IV.E.2 of the National Pollutant Discharge Elimination System (NPDES) permit (40 CFR Part 122) and in the Special Provision SP-9, "Certification of NPDES Permit". If an approved subcontractor does not comply with the provisions of the NPDES permit, approval may be revoked. Replace Section 80-0 I to read as follows: SUBLETIING OF CONTRACT: TxDOT may approve all subcontracts as determined by TxDOT. The owner will not recognize any subcontractor on the work. The Contractor shall at all times when work is in progress be represented either in person, by a qualified superintendent, or by other designated, qualified representative who is duly authorized to receive and execute orders of the Engineer Should the Contractor elect to assign his/her contract, said assignment shall not be for more than sixty-nine percent (69%) of the contract amount unless approved in writing by TxDOT, shall be concurred in by the surety, shall be presented for the consideration and approval of the owner, and shall be consummated only on the written approval of the owner. In case of approval, the Contractor shall file copies of all subcontracts with the Engineer. In Paragraph 80-02 NOTICE TO PROCEED, change the last sentence to read: The contractor shall begin the work to be performed under the contract not later than the effective date by the Engineer in the written notice to proceed, but in any event, the Contractor shall notifY the Engineer at least 48 hours in advance of the time actual construction operations will begin. I In Paragraph 80-03 PROSECUTION AND PROGRESS, change the fifth sentence to read: I Should the prosecution of the work be discontinued 􀁦􀁯􀁾􀀠any reason, the Contractor shall notifY the Engineer at least 48 hours in advance of resuming operations. Add to Paragraph 80-03 PROSECUTION AND PROGRESS, the following: If a Storm Water Pollution Prevention Plan (SW3P) is included in this project, the Contractor, and all subcontractors implementing any measure identified on the SW3P, must submit to the Engineer a signed copy of the certification statement as (Revisee 􀀮􀁡􀁲􀁩􀁤􀁇􀁲􀁡􀁤� �􀁟􀁊􀀠I 􀀮􀀢􀁓􀁰􀁾􀁩􀁦􀁩􀀬􀁣􀁾􀁴􀁩􀁯􀁮􀀠ij.. , ',' ....,... _' .. .' " .. ., ". 􀁾􀀠... , .. -J '. ··c􀀬􀁾􀀠;,:-:.Deg.F .' '-... ':" '.::.'< Deg. C : •...,;;...􀀬􀀬􀀺􀁾􀀺􀀻􀀼􀀡􀀠it:::, 􀀧􀁾􀀮􀀧􀀠.... -. .. ., Cutback Asphalt RC-70 ASTMD2028 120-160 50-70 RC·250 ASTMD2028 160·200 70-95 Emulsified Asphalt I RS-l, SS-1 ASTMD977 75·130 25·55 ! CRS-l ASTMD2397 75-130 25-55l COMPOSITION 155-3.1 LIME. Lime shall be applied at a rate of 36 Ibsfsy for the depth of subgrade treatment shown on the plans. 155-3.2 TOLERANCES. At final compaction, the lime and water content for each course ofsubgrade treatment shall conform to the following tolerances: Lime +0.5% Water +2%,-0% WEATHER LIMITATIONS 155-4.1 WEATHER LIMITATION. The lime treated subgrade shall not be mixed while the atmospheric temperature is below 40°F (4°C) or when conditions indicate that temperatures may fall below 40°F (4°C) within 24 hours, when it is foggy or rainy, or when soil or subgrade is frozen. P-155-2 EQUIPMENT 155-5.1 EQUIPMENT. The equipment required shall include aU equipment necessary to . complete this item such as: grading and scarifying equipment, a spreader for the lime or lime slurry, mixing or pulverizing equipment, sheepsfoot and pneumatic or vibrating rollers, sprinkling equipment, and trucks. CONSTRUCTION METHODS 155-6.1 GENERAL. It is the primary requirement of this specification to secure a completed subgrade containing a uniform lime mixture, free from loose or segregated areas, of uniform density and moisture content, well bound for its full depth, and with a smooth surface suitable for placing subsequent courses. It shaH be the responsibility ofthe Contractor to regulate the sequence ofhis/her work, to use the proper amount of lime, maintain the work, and rework the courses as necessary to meet the above requirements . . Prior to beginning any lime treatment the subgrade shall be constructed and brought to grade as specified in Item P-152 "Excavation and Embankment" and shall be shaped to conform to the typical sections, lines, and grades as shown on the plans. The material to be treated shall then be excavated to the secondary grade (proposed bottom of lime treatment) and removed or windrowed to expose the secondary grade. Any wet or unstable materials below the secondary grade shall be corrected, as directed by the Engineer, by scarifying, adding lime, and compacting until it is of uuiform stability. The excavated material shall then be spread to the desired cross section. If the Contractor elects to use a cutting and pulverizing machine that will remove the sub grade material accurately to the secondary grade and pulverize the material at the same time, he will not be required to expose the secondary grade nor windrow the material. However, the Contractor shall be required to roll the subgrade, as directed by the Engineer, and correct any soft areas that this rolling may reveal before using the pulverizing machine. This method will be permitted only where a machine is provided which will ensure that the material is cut uniformly to the proper depth and which has cutters that will plane the secondary grade to a smooth surface over the entire width of the cut. The machine must give visible indication at all times that it is cutting to the proper depth. 155-6.2 APPLICATION. Lime shall be spread only on that area where the first mixing operations can be completed during the same working day. The application and mixing of lime with the soil shall be accomplished by the methods hereinafter described as "Dry Placing" or "Slurry Placing". When hydrated lime is specified, the Contractor may use either method. a. Dry Placing. Dry placing shall not be permitted. b. Slurry Placing. The lime shall be mixed with water in trucks with approved distributors and applied as a thin water suspension or slurry. Commercial lime slurry shall be applied with a lime percentage not less than that applicable for the grade used. The distribution of lime shaH be attained by successive passes over a measured section of subgrade until the proper P-lSS-3 amount of lime has been spread. The distributor truck shall continually agitate the slurry to keep the mixture uniform. 6.3 Mixing. The mixing procedure shall be the same for "Dry Placing" or "Slurry Placing" as hereinafter described: a. First Mixing. The full depth of the treated subgrade shall be mixed with an approved mixing machine. Lime shall not be left exposed for more than 6 hours. The mixing machine shall make two coverages. Water shall be added to the subgrade during mixing to provide a moisture content above the optimum moisture ofthe material and to ensure chemical action ofthe lime and sub grade. After mixing, the subgrade shall be lightly rolled to seal the surface and help prevent evaporation ofmoisture. The water content of the subgrade mixture shall be maintained at a moisture content above the optimum moisture content for a minimum of 48 hours or until the material becomes friable. During the curing period, the material shall be sprinkled as directed. During the interval oftime between application and mixing, lime that has been exposed to the open air for 6 hours or more, or to excessive loss due to washing or blowing will not be accepted for payment. b. Final Mixing. After the required curing time, the material shall be uniformly mixed by approved methods. If the mixture contains clods, they shall be reduced in size by blading, discing, harrowing, scarifYing, or the use of other approved pulverization methods so that the remainder of the clods shall meet the following requirements when tested dry by laboratory sieves: Minimum ofclods Minimum ofclods 155-6.4 COMPACTION. Compaction of the mixture shall begin immediately after final mixing. The material shall be aerated or sprinkled as necessary to provide optimum moisture. The field density of the compacted mixture shall be at least 98 percent of the maximum density of laboratory specimens prepared from samples taken from the material in place. The specimens shall be compacted and tested in accordance with ASTM 698. The in place field density shall be determined by using a nuclear gage in accordance with ASTM D 2922. The gage shall be field calibrated in accordance with paragraph 4 of ASTMD 2922. Calibration tests shall be conducted on the first lot of material placed that meets the density requirements. Use of ASTM D 2922 results in a wet unit weight, and when using this calibration curve furnished with the moisture gages shall be checked as described in paragraph 7 of ASTM D 3017. The calibration checks ofboth the density and moisture gages shall be made at the beginning ofa job and at intervals as determined by the Resident Engineer. Two random readings shall be made for each 2,000 square yards of Lime Treated Subgrade placed. Any mixture that has not been compacted shall not be left undisturbed for more than 30 minutes. The moisture content ofthe mixture at the start ofcompaction shall not be below nor more than 2 percentage points above the optimum moisture content. The optimum moisture content shall be determined in accordance with ASTM D 698 and shall be less than that amount which will cause the mixture to become unstable during compaction and finishing. P-155-4 I Field density tests shall be performed at a minimum rate ofone for each 1,000 square yards oflimetreated sub grade placed or four test for each days production, whichever is greater. The material shall be sprinkled and rolled as directed by the Engineer. All irregularities, depressions, or weak spots which develop shall be corrected immediately by scarifying the areas affected, adding or removing material as required, and reshaping and recompacting by sprinkling and rolling. The surface of the course shall be maintained in a smooth condition, free from undulations and ruts, until other WOIk is placed thereon or the work is accepted. In addition to the requirements specified for density, the full depth of the material shown on the plans shall be compacted to the extent necessary to remain firm and stable under construction equipment. After each section is completed, tests will be made by the Engineer. If the material fails to meet the density requirements, it shall be reworked to meet these requirements. Throughout this entire operation, the shape of the course shall be maintained by blading, and the surface upon completion shall be smooth and shall conform with the typical section shown on the plans and to the established lines and grades. Should the material, due to any reason or cause, lose the required stability, density, and finish before the next course is placed or the work is accepted, it shall be . recompacted and refinished at the sole expense ofthe Contractor. 155-6.5 FINISHING AND CURING. After the final layer or course of lime treated subgrade has been compacted, it shall be brought to the required lines and grades in accordance with the typical sections. The completed section shall then be finished by rolling, as directed, with a pneumatic or other suitable roller sufficiently light to prevent hair cracking. The finished surface shall not vary more than 3/8 inch (9 mm) when tested with a 16 foot (4.8 meter) straightedge applied parallel with and at right angles to the pavement centerline. Any variations in excess ofthis tolerance shall be corrected by the Contractor, at hislher own expense, in a manner satisfactory to the Engineer. The completed lime treated base shall be cured with a bituminous curing seal applied, as soon as possible, and in no case later than 24 hours after completion of the finishing operations. The surface of the subgrade course shall be kept moist until the bimminous material is applied. Bimminous material shall be uniformly applied at a rate of between 0.10 and 0.25 gallons per square yard (0.47 and 1.20 liters per square meter) of surface. The rate of application shall be approved by the Engineer. The completed section shall be cured for a minimum of7 days before further courses are added or any traffic is permitted, unless otherwise directed by the Engineer. Subsequent courses shall be applied within 14 days after the lime treated sub grade is cured. 155-6.6 THICKNESS. The thickness of the lime treated subgrade shall be determined by depth tests or cores taken at intervals intervals so that each test shall represent no more than 300 square yards (250 square meters). When the base deficiency is more than 1/2 inch (12 mm), the Contractor shall correct such areas in a manner satisfactory to the Engineer. The Contractor shall replace, at hislher expense, the base material where borings are taken for test purposes. P-155-5 155-6.7 MAINTENANCE. The Contractor shall maintain, at hislher own expense, the entire lime treated subgrade in good condition from the start of work until all the work has been completed, cured, and accepted by the Engineer. METHOD OF MEASUREMENT 155-7.1 The yardage of lime treated subgrade to be paid for shall be the number of square yards (square meters) completed and accepted. 155-7.2 The amount oflime to be paid for shall be the number of tons ofhydrated lime (or the calculated dry lime content ofthe lime slurry) used as authorized. 155-7.3 The bituminous seal coat material shall not be measured and paid for directly. BASIS OF PAYMENT ·155-8.1 Payment shall be made at the contract unit price per square yard (square meter) for the lime treated subgrade of the thickness specified. The price shall be full compensation for furnishing all material, except the lime, and for all preparation, delivering, placing and mixing these materials, and all labor, equipment, tools and incidentals necessary to complete this item. 155-8.2 Payment shall be made at the contract unit price per ton of lime. This price shall be full compensation for fumishing this material; for all delivery, placing and incorporation of this material; and for all labor, equipment, tools, and incidentals necessary to complete this item. Payment will be made under: P-155-1 Lime Treated subgrade, 6 inch .......................................................... per square yard P-155-2 Lime (5%) ....................................................................................................... per ton P-155-6 ASTMD698 ASTMD 1557 ASTMD 1556 ASTM D 2167 AASHTOT26 ASTMC977 TESTING REQUIREMENTS Moisture Density Relations of Soils and Soil Aggregate Mixtures Using 5.5 lb (2.49 kg) Rammer and 12 in. (305 nun) Drop Test for Moisture Density Relations of Soils and Soil Aggregate Mixtures, Using 10 pound (4.5 kg) Rammer and 18 inch (45 cm) Drop Density ofSoil in Place by the Sand Cone Method Density and Unit Weight of Soil in Place by the Rubber Balloon Method Quality ofWater to be Used in Concrete MATERIAL REQUIREMENTS Quicklime and Hydrated Lime for Soil Stabilization END OF ITEM P-155 P-155-7 ITEMP-156 TEMPORARY AIR AND WATER POLLUTION,SOIL EROSION, AND SILTATION CONTROL DESCRIPTION 156-1.1 TIlls item shall consist of temporary control measures as shown on the plans or as ordered by the Engineer during the life of a contract to contml water pollution, soil erosion, and siltation through the use of berms, dikes, dams, sediment basins, fiber mats, -gravel, mulches, grasses, slope drains, and other erosion control devices or methods. The temporary erosion control measures contained herein shall be coordinated with the permanent erosion control measures specified as part of this contract to the extent practical to assure economical, effective, and continuous erosion control throughout the construction period. Temporary control may include work outside the construction limits such as borrow pit operations, equipment and material storage sites, waste areas, and temporary plant sites. MATERIALS 156-2.1 GRASS. Grass which will not compete with the grasses sown later for permanent cover shall be a quick-growing species (such as ryegrass, Italian ryegrass, or cereal grasses) suitable to the area providing a temporary cover. 156-2.2 MULCHES. Mulches may be hay, straw, fiber mats, netting, bark, wood chips, or other suitable material reasonably clean and free ofnoxious weeds and deleterious materials. 156-2.3 FERTILIZER. Fertilizer shall be a standard commercial grade and shall conform to all Federal and state regulations and to the standards of the Association of Official Agricultural Chemists. 156-2.4 SLOPE DRAINS. Slope drains may be constructed of pipe, fiber mats, rubble, portland cement concrete, bituminous concrete, or other materials that will adequately control erosion. 156-2.5 OTHER. All other materials shall meet commercial grade standards and shall be approved by the Engineer before being incorporated into the project. CONSTRUCTION REQUIREMENTS 156-3.1 GENERAL. In the event of conflict between these requirements and pollution control laws, rules, or regulations of other Federal, state, or local agencies, the more restrictive laws, rules, or regulations shall apply. P-156-10f4 The Engineer shall be responsible for assuring compliance to the extent that construction practices, construction operations, and construction work are involved. 156-3.2 SCHEDULE. Prior to the start of construction, the Contractor shall submit schedules for accomplishment of temporary and permanent erosion control work, as are applicable for clearing and grubbing; grading; construction; paving; and structures at watercourses. The Contractor shall also submit a proposed method of erosion and dust control on haul roads and borrow pits and a plan for disposal of waste materials. Work shall not be started until the erosion control schedules and methods of operation for the applicable construction have been accepted by the Engineer. 156-3.3 AUTHORITY OF ENGINEER. The Engineer has the authority to limit the surface area of erodible earth material exposed by clearing and grubbing, to limit the surface area of erodible earth material exposed by excavation, borrow and fill operations, and to direct the Contractor to to provide immediate permanent or temporary pollution control measures to minimize contamination of adjacent streams or other watercourses, lakes, ponds, or other areas of water impoundment. 156-3.4 CONSTRUCTION DETAILS. The Contractor will be required to incorporate all permanent erosion control features into the project at the earliest practicable time as outlined in the accepted schedule. Except where future construction operations will damage slopes, the Contractor shall perform the permanent seeding and mulching and other specified slope protection work in stages, as soon as substantial areas of exposed slopes can be made available. Temporary erosion and pollution control measures will be used to correct conditions that develop during construction that were not foreseen during the design stage; that are needed prior to installation of permanent control features; or that are needed temporarily to control erosion that develops during normal construction practices, but are not associated with permanent control features on the project. Where erosion is likely to be a problem, clearing and grubbing operations should be scheduled and performed so that grading operations and permanent erosion control features can follow immediately thereafter if the project conditions permit; otherwise, temporary erosion control measures may be required between successive construction stages. The Engineer will limit the area of clearing and grubbing, excavation, borrow, and embankment· operations in progress, commensurate with the Contractor's capability and progress in keeping the finish grading, mulching, seeding, and other such permanent control measures current in accordance with the accepted schedule. Should seasonal limitations make such coordination unrealistic, temporary erosion control measures shall be taken immediately to the extent feasible and justified. In the event that temporary erosion and pollution control measures are required due to the Contractors negligence, carelessness, or failure to install permanent controls as a part of the work as scheduled or are ordered by the Engineer, such work shall be performed by the Contractor at hislher own expense. P-156-20f4 The Engineer may increase or decrease the area oferodible earth material to be exposed at one time as determined by analysis ofproject conditions. The erosion control features installed by the Contractor shall be acceptably maintained by the Contractor during the construction period. Whenever construction equipment must cross watercourses at frequent intervals, and such crossings will adversely affect the sediment levels, temporary structures should be provided. Pollutants such as fuels, lubricants, bitumen, raw sewage, wash water from concrete mixing operations, and other harmful materials shall not be discharged into or near rivers, streams, and impoWldments or into natural Of manmade channels leading thereto. METHOD OF MEASUREMENT 156-4.1 Temporary erosion and pollution control work will not be measured and paid fOf directly but shall be considered as a subsidiary obligation of the Contractor with costs included in the contract prices bid for the items to which they apply. 156-4.2 Control work performed for protection ofconstruction areas outside the construction limits, such as borrow and waste areas, haUl roads, equipment and material storage sites, and temporary plant sites, will not be measured and paid for directly but shall be considered as a subsidiary obligation ofthe Contractor with costs included in the contract prices bid for the items to which they apply. BASIS OF PAYMENT 156-5.1 This item will not be paid for directly but shall be considered as a subsidiary obligation ofthe Contractof. END OF ITEM P-156 P-156-30f4 DEVIATIONS FROM STANDARD FAA TECHNICAL SPECIFICATIONS P-157 SILT FENCE (a) 'This original specification section entitled "Silt Fence" has been developed from previously used specifications. SP-P-157-1 of2 ITEMP-157 SILT FENCE DESCRIPTION 157-1.1 The work covered by this section consists of fumishing, installing, and maintaining a water permeable filter type of fence for the purpose of removing suspended particles from the water passing through it. The quantity of silt fence to be installed will be affected by the actual conditions which occur during the construction of the project. The quantity of silt fence may be increased, decreased, or eliminated entirely at the direction ofthe Engineer. MATERIALS 157-2.1 WOOD POSTS. Wood posts shall be a minimum of 6 feet long, at least 3 inches in diameter, and straight enough to provide a fence without noticeable misalignment. 157-2.2 STEEL POSTS. Steel posts shall be 5 feet long, 1-3/6" wide, and have projections for fastening the wire to the fence. 157-2.3 WIRE FABRIC. Wire fence fabric shall be at least 32 inches high and shan have at least 6 horizontal wires. Vertical wires shall be spaced 12 inches apart. The top and bottom wires shall be at least 10 gauge. All other wires shall be at least 12 gauge. 157-2.4 FILTER FABRIC. (a) Burlap. Burlap shall weigh at least 6.7 ounces per square yard, and shall have a minimum width of36 inches. (b) Synthetic Fabrics: The fabric shall be composed ofstrong rot-proof synthetic fibers formed into a fabric of either the woven or nonwoven type. Either type offabric shall be free of any treatment or coating which might significantly alter its physical properties after installation. The fabric shall contain stabilizers and/or inhibitors to make the filaments resistant to deterioration resulting from exposure to sunlight or heat. The fabric shall be a pervious sheet ofsynthetic fibers oriented into a stable network so that the fibers retain their relative position with respect to each other. The edges of the fabric shall be finished to prevent the outer yarn from pulling away from the fabric. The fabric shall be free of defects or flaws which significantly affect its physical and/or filtering properties. Sheets of fabric may be sewn or bonded together. No deviation from any physical 􀁲􀁾􀁵􀁩􀁲􀁥􀁭􀁥􀁮􀁴􀁳􀀠will be permitted due to .the presence ofthe seam. During all periods of shipment and storage, the fabric shall be wrapped in a heavy duty protective covering which will protect the fabric from sunlight, mud, dust, dirt, and debris. The fabric shall P-157-1of4 not be exposed to temperatures greater than 140'F. After the protective covering has been removed, the fabric shall not be left uncovered under any circumstances for longer than 3 days. The fabric shall meet the following physical requirements: Physical Property Test Method Tensile Strength ASTM Dl682 Grab Test Method using I inch square jaws and a travel rate of 12 inches per minute. Grab Elongation ASTM Dl682 Grab Test Method using 1 inch square jaws and a travel rate of 12 inches per minute. Puncture Strength ASTM D751 Tension Testing Machine with ring clamp; steel ball replaced with a 5/16 inch diameter solid steel cylinder with a hemispherical tip centered within the ring clamp. Physical Property Test Method EOS (Equivalent Corps ofEngineers Guide Sieve Opening Specification CW 02215, Size) November, 1977 Ultra Violet AS1M Dl682 Grab Test Method using I inch square jaws and a travel rate of 12 inches per Requirements 50 lb. min. 15% min. 60 lb. min. Requirements No. 100 Sieve, Min. No. 40 Sieve, max. 40 lb. min. P-157-20f4 minute. Tests to be made after 500 hours exposure on xenon are weatherometer as detailed in ASTM G26. Bursting Strength ASTM D751 Diaphragm 100 psi min. Bursting Tester. The Contractor shall furnish certified test reports with each shipment of material attesting that the fabric meets the requirements ofthis provision. INSTALLATION AND REMOVAL 157-3.1 General. The silt fence shall be constructed at the locations shown on the plans or at locations directed by the Engineer. Posts shall be installed so that no more than 3 feet of the post shall protrude above the ground. Fabric shall be attached to the wire fence fabric by wire or other acceptable means. The Contractor shall maintain the silt fence and shall remove and dispose of silt accumulations at the silt fence when so directed by the Engineer. Fabric shall be removed and replaced whenever it has deteriorated to such extent that it reduces the effectiveness ofthe silt fence. Silt fence shall remain in place unless the Engineer directs that it be removed. Silt fence which has been removed will remain the property of the Contractor and may be used at other locations provided it is in a condition acceptable to the Engineer. Upon removal of the silt fence, the Contractor shall dress the area to give a pleasing appearance. METHOD OF MEASUREMENT 157-4.1 The quantity of silt fence to be paid for will be the actual number of linear feet of silt fence, measured in place from end post to end post of each separate installation, which has been completed and accepted. BASIS OF PAYMENT 157-5.1 Payment will be made at the contract unit price per linear foot for silt fence. The above prices and payments will be full compensation for all work covered by this section, including but not limited to furnishing all fence posts, filter fabric, hardware, and other materials; installing, maintaining, and removing the silt fence; removal and disposal of silt accumulations from the silt fence. Payment will be made under: P-157-3 of 4 Item P-157-1 -Silt Fence ..............................Per Linear Foot. TESTING AND MATERIAL REQUIREMENTS Test and Short Title AS1M Dl682 -Grab Test ASTMD751-Tension Test AS1M 626 -U.V. Stability l/CW D2215 E.O.S. END OF ITEM P-157 P-157-4of4 DEVIATION FROM STANDARD FAA TECHNICAL SPECIFICATIONS ITEM P-304 CEMENT-TREATED BASE COURSE (a) Section 4.5 Placing. Clarification added to require single lift placement ofmaterial only (b) Section 4.6 Compaction. Added minimum requirement for frequency ofdensity testing. Testing method modified to allow nuclear gage testing. (c) Section 4.11 Protection and Curing. Added section to require maintenance ofin-place material and replacement ofdamaged Illaterial. SP-P-304-1 ITEM P-304 CEMENT-TREATED BASE COURSE DESCRIPTION 304-1.1 This material shall consist of a base course composed of mineral aggregate and cement uniformly blended and mixed with water. The mixed material shall be spread, shaped, and compacted in accordance with these specifications and in conformity to the lines, grades, dimensions, and typical cross sections shown on the plans. Runway, taxiway, or.apron pavements shall be built in a series of parallel lanes using a plan of processing that reduces longitudinal and transverse joints to a minimum. MATERIALS 304-2.1 PORTLAND CEMENT. Portland cement shall conform to the requirements of ASTM C 150 Type L '304-2.2 WATER. Water shall be clean, clear, and free from injurious amounts ofsewage, oil, acid, strong alkalis, or vegetable matter, and it shall be free from clay or silt. Ifthe water is of questionable quality, it shall be tested in accordance with the requirements ofAASHO T 26. 304-2.3 AGGREGATE. The aggregate shall be select granular materials meeting the gradation requirements given in Table 1. The material shall be free of roots, sod, and weeds. The crushed or uncrushed aggregate shall consist of hard, durable particles of accepted quality, free from an excess of flat, elongated, soft, or disintegrated pieces, or objectionable matter. The method used in producing the aggregate shall be such that the finished product shall be as consistent as practicable. All stones and rocks ofinferior quality shall be wasted. Aggregates suspected of containing injurious quantities of sulfates shall be exanrined petrographically in accordance with ASTM C 295. The aggregate shall conform to the gradation shown in Table 1 when tested in accordance with ASTMC136. SP-P-304-1 Table 1 i [ .. :."GraditiOli A":' ,... 􀀻􀀻􀁾􀁇􀁴􀁡􀁤􀁾􀁴􀁩􀁯􀁮􀂷􀁂.. -2 in. (50 rnm) 100 III No.4 (4.75 rnm) 45-100 55-100 No. 10 (L80 rnm) 37-80 45-100 No. 40 (450 micro-m) 15-50 25-80 No. 80 (210 micro-m) 0-25 10-35 \ Maximum size of aggregate is 1 inch (25 mm) when used as a base course under Item P-501. Portland Cement Concrete Pavement. The gradations in the table represent the limits which shall determine suitability of aggregate for use from the sources of supply. The final gradations decided on, within the limits designated in the table, shall be well graded from coarse to fine and shall not vary from the low limit on one sieve to the high limit on adjacent sieves, or vice versa. The portion of the base aggregate, including any blended material, passing the No. 40 sieve shall have a liquid limit of not more than 25 and a plasticity index ofnot more than 6 when tested in accordance with ASTM D 4318. All aggregate samples required for testing shall be furnished by the Contractor at the expense ofthe Contractor. Sampling shall be in accordance with ASTM D 75 and will be observed by the Engineer. No aggregate shall be used in production ofmixtures without prior approval. 304-2.4 BITUMINOUS MATERIAL. The types, grades, controlling specifications and application temperatures for the bituminous material are given in Table 2. Table 2 Bituminous Material . . . . . Application Temperature: •..' /. . ::: Deg:F ..... , ·Deg:CS·••􀁾􀀠'. Type)lnd Grade .' 􀀮􀁾􀀮􀀢􀀠Spec.meation. ",!!.,'.,'<;'. .\ ..; ";:'.I ':;;". ' ....•.. '. ; i Cutback Asphalt RC·70 ASTMD2028 120-160 50-70 il RC-250 ASTMD2028 I 160-200 70-95 . Emulsified Asphalt RS-l, SS-l : ASTMD977 25-5575-130 CRS-l ASTM D 2397 25-5575-130 I SP-P-304·2 I CEMENT CONTENT 304-3.1 Prior to start of work, laboratory tests ofmaterials submitted by the Contractor shall be made to determine the quantity of cement required in the mix. The cement content for construction shall be that at which the mix develops a 7-day compressive strength ofat least 750 psi (5170 kPa). The testing procedure shall be as follows: mold and cure specimens in accordance with ASTM D 560; soak specimens in water for 4 hours; cap and break specimens in compression in accordance with ASTM D 1633. CONSTRUCTION METHODS 304-4.1 WEATHER 􀁌􀁉􀁾􀁦􀁩􀁔􀁁􀁔􀁉􀁏􀁎􀁓􀀮􀀠The cement-treated base shall not be mixed or placed while the atmospheric temperature is below 40°F (4°C) or when conditions indicate that the temperature may fall below 35°F (20C) within 24 hours or when the weather is rainy. Cement-treated base shall not be placed on frozen sub grade or mixed when aggregate is frozen. 304-4.2 OPERATION AT PITS. AI! work involved in clearing and stripping pits, including handling unsuitable material, shall be performed by the Contractor. The Contractor shall i notify the Engineer sufficiently in advance of opening of any designated pit to permit staking ofI boundaries at the site, to take elevations and measurements ofthe ground surface before material is produced, to permit the Engineer to take samples of the material for tests to determine its quality and gradation, and to prepare a preliminary design ofbase mixture. The pits, as utilized, shall be opened immediately to expose vertical faces of the various strata of acceptable material and, unless otherwise directed, the material shall be secured in successive vertical cuts extending through all the exposed strata in order to secure a uniform material. 304-4.3 PREPARING UNDERLYING COURSE. The underlying course shall be checked and accepted by the Engineer before placing and spreading operations are started. Any ruts or soft yielding places caused by improper drainage conditions, hauling, or any other cause shall be corrected before the base course is placed thereon. 304-4.4 MIXING. The aggregate shall be proportioned and mixed with cement and water in a central mixing plant. The plant shall be equipped with feeding and metering devices which will introduce the cement, aggregate, and water into the mixer in the quantities specified. Mixing shal! continue until a thorough and uniform mixture has been obtained. 304-4.5 PLACING. The mixture shall be transported to the job site in suitable vehicles and shall be deposited on the moistened subbase in uniform layers by means of approved mechanical spreaders. Not more than 60 minutes shall elapse between the start ofmoist mixing and the start of compaction ofthe cement treated mixture on the prepared subgrade. SP-P-304-3 It is the intent of this Specification that the Contractor construct the plan depth of cement treated base in one homogenous mass. The addition of thin stabilized layers will not be permitted in order to provide the specified depth. 304-4.6 Compaction. Immediately upon completion of the spreading operations, the mixture shall be thoroughly compacted. The number, type, and weight ofrollers shall be sufficient to compact the rnixture to the required density. Density tests will be required at a minimum rate of one test for every 500 SY ofbase constructed or four tests per days production, whichever is greater. The field density of the compacted mixture shall be at least 98 percent of the maximum density of laboratory specimens prepared from samples of the cement treated base material taken from the material in place. The specimens shall be compacted and tested in accordance with ASTM D 558. The in place field density shall be determined in accordance with ASTM D 1556 or ASTMD 2167. Any mixture that has not been compacted shall not be left undisturbed fur more than 30 minutes. The moisture content ofthe mixture at the start of compaction shall not be below nor more than 2 . percentage points above the optimum moisture content. The optimum moisture content shall be determined in accordance with ASTM D 558 and shall be less than that amount which will cause the mixture to become unstable during compaction and finishing. In lieu of the cone method of field density determination, acceptance testing may be accomplished using a nuclear gage in accordance with ASTM D 2922. The gage should be field calibrated in accordance with paragraph 4 ofASTM D 2922. Calibration tests shall be conducted on the first lot ofmaterial placed that meets the density requirements. Use of ASTM D 2922 results in a wet unit weight, and when using this method, ASTM D 3017 shall be used to determine the moisture content of the material. The calibration curve furnished with the moisture gages shall be checked as described in paragraph 7 of ASTM D 3017. The calibration checks of both the density and moisture gages shall be made at the beginning of a job and at intervals as determined by the Engineer. 304-4.7 LAYER THICKNESS. The maximum depth of a compacted layer shall be 6 inches (150 rom), except where that total depth of the compacted base course is required to be greater than 6 inches (150 rom), no layer shall be in excess of 8 inches (200 rom) or less than 4 inches (100 rom) when compacted. In multilayer construction, the surface of the compacted material shall be kept moist until covered with the next layer. Successive layers shall be placed and compacted so that the required total depth ofthe base course is completed the same day. 304-4.8 FINISHING. Finishing operations shall be completed during daylight hours, and the completed base course shall conform to the required lines, grades, and cross section. If necessary, the surface shall be lightly scarified to eliminate any imprints made by the compacting or shaping equipment. The surface shall then be recompacted to the required density. SP-P-304-4 The compaction and finishing operations shall be completed within 2 hours of the time water is added to the mixture and shall produce a smooth, dense surface that is free of surface checking, ridges, or loose material. 304-4.9 SURFACE TOLERANCE. The finished surface shall not vary more than 3/8 inch (9 mm) when tested with a 16 foot (4,8 m) straightedge applied parallel with, or at right angles to, the centerline of the stabilized area. Any deviation in excess of this amount shaH be corrected by the Contractor at the Contractor's expense. 304-4.10 CONSTRUCTION JOINTS. At the end of each day's construction, a transverse construction joint shall be formed by a header or by cutting back into the compacted material to form a true vertical face free ofloose material. Longitudinal joints shall be fonried by cutting back into the compacted material to form a true vertical edge. 304-4.11 PROTECTION AND CURING. The completed cement treated base shall be cured with a bituminous curing seal applied as soon as possible, and in no case later than 24 hours after completion of the finishing operations. The surface of the base course shall be kept moist until the bituminous material is applied. Bituminous material shall be uniformly applied at a rate of between 0.10 and 0.25 gallons per square yard (0.47 and 1.20 litera per square meter) of surface. The rate of application shall be approved by the Engineer. The curing seal shall be maintained and protected for 7 days. Finished portions ofthe base course that are used by equipment in the construction of an adjoining section shall be protected to prevent marring or damaging the completed work. The stabilized area shall be protected from freezing during the curing period. The Contractor shall be required within the period of this Contract to maintain the Portland Cement treated base in good condition until all work has been completed and accepted. Maintenance shall include immediate repairs of any defects that may occur. This work shaH be done by the Contractor at his'own expense and repeated as often as necessary to keep the area, continuously intact. Faulty work shall be replaced for the full depth ofbase. ' METHOD OF MEASUREMENT 304-5.1 The quantity of cement treated base to be paid for will be determined by measurement of the number of square yards ofbase at the depths indicated on the Plans which are actually constructed and accepted by the Engineer as complying with the Plans and Specifications. SP-P-304-5 BASIS OF PAYMENT 304-6.1 Payment shall be made at the contract unit price per square yard at the depth indicated for cement treated base course. This price shall be full compensation for fumishing all materials, for all preparation, manipulation, and placing of these materials; and for aU labor, equipment, tools, and incidentals necessary to complete the item. Payment will be made under: Cement Treated Base Course, 6" ......................................................... per square yard ASTMC 136 ASTMCZ95 ASTMD75 ASTMD558 ASTMD560 ASTMD 1556 ASTMD 1633 ASTMDZ167 ASTMD3665 ASTMD4318 AASHTOTZ6 ASTMC 150 ASTMC595 ASTMD977 ASTMDZ028 ASTMDZ397 TESTING REQUIREMENTS Sieve or Screen Analysis ofFine and Coarse Aggregate Petrographic Examination ofAggregates for Concrete Sampling Aggregates Moisture Density Relations ofSoil Cement Mixtures Freezing and Thawing Tests ofCompacted Soil Cement Mixtures Density ofSoil in Place by the Sand Cone Method Compressive Strength ofMolded Soil Cement Cylinders Density ofSoil in Place by the Rubber Balloon Method Random Sampling ofPaving Materials Liquid Limit, Plastic Limit, and Plasticity Index of Soils Quality ofWater to be Used in Concrete MATERIAL REQUIREMENTS Portland Cement Blended Hydraulic Cements Emuisified Asphalt Liquid Asphalt (Rapid Curing Type) Cationic Emulsified Asphalt END OF ITEM P-304 SP-P-304-6 DEVIATIONS FROM STANDARD FAA TECHNICAL SPECIFICATIONS ITEM P-401-BITUMINOUS SURFACE COURSE a. Non FAA standard specification referencing TxDOT standards for a transition· wedge surfuce pavement. b. reclaimed aspbalt pavement (RAP) will not be allowed for use in bituminous pavements SP-401-1 ITEMP-401 BITUMINOUS PAVEMENTS 1. DESCRIPTION 1.1 General This work shall consist of one or more courses of bituminous mixture constructed on the prepared foundation in accordance with these specifications and the specified requirements of the type under contract, and in reasonably close conformity with the lines, grades, thicknesses and typical sections shown on the plans within the tolerances specified or established. 1.2 Reference Standards Work in this section includes providing and placing bituminous concrete pavement for a transition wedge between new concrete pavement and existing asphalt pavement as indicated on the plans. The pavement in designed to serve aircraft less than 12,500 Ibs. In accordance with FAA Specification P-401, the use of a proven state highway bituminous pavement is acceptable. All work shall conform to the plans and unless noted otherwise, all applicable provisions of Section 340 of the Texas Department of Transportation Standard Specifications for Construction of Highways, Streets and Bridges, edition ofl993. NO RECLAIMED ASPHALT PAVEMENT SHALL BE ALLOWED. 2. MATERIALS All materials used for bituminous plant mixed pavements shall conform to the requirements for Type D Surface Course of Section 340 of the Texas Department of Transportation Standard Specifications for Construction ofHighways, Streets and Bridges, edition of1993. RECLAIMED ASPHALT PAVEMENT (RAP) -Reclaimed asphalt pavement will not be allowed for use on this project. 3. CONSTRUCTION All methods of construction of bituminous plant mixed pavements shaH be as specified in Section 340 of the' Texas Department of Transportation Standard Specifications for Construction ofHighways, Streets and Bridges, edition of 1993. P-401-1 4. METHOD OF MEASUREMENT Asphalt plant mix surface measurement will be measured for payment as specified in subsection 340.7 of the Texas Department of Transportation Standard Specifications for Construction ofHighways, Streets and Bridges, edition of 1993. 5. BASIS OF PAYMENT The standard method for controlling, accepting and paving for asphalt plant mix surface will be used as provided in subsection 340.8 ofthe Texas Department ofTransportation Standard Specifications for Construction ofHighways, Streets and Bridges, edition of 1993. Payment will be made under: Item 401-1 Bituminous Surface Course ........................................... perton. Item 401-2 Bituminous Surface Course, Temporary Pavement.. ..... perton P401-2 DEVIATIONS FROM STAl'IDARD FAA TECHNICAL SPECIFICATIONS ITEM P-501 PORTLAND CEMENT CONCRETE PAVEMENT (a) Section 2.9 -Deleted polyethylene film, burlap and paper from use as curing material. (b) Section 3.1 -References acceptance criteria contained in paragraph SOl-S.2b. Require mix 􀁾􀁾􀁾􀁾􀁏􀁏􀁾􀁾􀀠. (c) Section 3.4, Testing laboratory -Request evidence that the laboratory is accredited, for the test methods required herein, by a nationally recognized laboratory accreditation organization. (d) Section 4.3 & 4.4 -Two coat cure compound used as a bond breaker (e) Section 4.10 -Keyways not allowed. Note added to require dowel and/or tie bar installation procedures shall be adequate to insure that the area around dowels is completely filled with epoxy grout. (f) Section 4.13 -Deleted requirement for skid resistant saw-cut grooving. (g) Section 4.14 -Deleted polyethylene film, burlap and paper from use as curing material. ·:1 ITEM P-50l PORTLAND CEMENT CONCRETE PAVEMENT DESCRIPTION 501-1.1 This work shall consist of pavement composed of portland cement concrete, with and without reinforcement constructed on a prepared underlying surface in accordance with these specifications and shall conform to the lines, grades, thickness, and typical cross sections shown on the plans. MATERIALS 501-2.1 AGGREGATES. .. a. Reactivity. Aggregates shall be tested for deleterious reactivity with alkalies in the cement in an amount sufficient to cause expansion of the concrete. Acceptance of aggregates shall be based on satisfactory evidence furnished by the Contractor that the aggregates, combined with other mixture constituents, do not produce excessive expansion in the concrete. This evidence shall include service records of concrete of comparable properties under similar conditions of-exposure and/or certified records of tests by a testing laboratory that meets the requirements of ASTM C 1077 Tests shall be made in accordance with ASTM C 295 and ASTM C 289]. b. Fine Aggregate. Fine aggregate shall conform to the requirements ofASTM C 33. Gradation shall meet the requirements of Table 1 when tested in accordance with ASTM C 136, except as may otherwise be qualified under Section 5 ofASTM C 33. TABLE 1. GRADATION FOR FINE AGGREGATE ASTM C 33 c. Coarse Aggregate. Coarse aggregate shall conform to the requirements ofASTM C 33. Gradation, within the separated size groups, shall meet the requirements of Table 2 when tested in accordance with ASTM C 136. When the nominal maximum size of the aggregate is greater than 1 inch, the aggregates shall be furnished in two size groups. P-501-l Aggregates delivered to the mixer shall consist of crushed stone, crushed or uncrushed gravel, aircooled blast fumace slag, or a combination thereof. The aggregate shall be composed of clean, hard, uncoated particles and shall meet the requirements for deleterions substances contained in ASTM C 33, Class 4M. Dust and other coating shall be removed from the aggregates by washing. The aggregate in any size group shall not contain more than 8 percent by weight offlat or elongated pieces when tested in accordance with ASTM D 4791. A flat or elongated particle is one having a ratio between the maximum and the minimum dimensions of a circumscribing rectangular prism exceeding 5 to 1. The percentage of wear shall be no more than 40 percent when tested in accordance with ASTM C 131 or ASTM C 535. TABLE 2. GRADATION FOR COARSE AGGREGATE ASTM C 33 "=== 501-2.2 CEMENT. Cement shall conform to the requirements of ASTM C 150, Type I or Typell. If for any reason, cement becomes partially set or contains lumps of caked cement, it shall be rejected. Cement salvaged from discarded or used bags shall not be used. 501-2.3 CEMENTITIOUS MATERIALS. a. Fly Ash. Fly ash shall meet the requirements of ASTM C 618, Class C, F, or N with the exception of loas of ignition, where the maximum shall be less than 6 percent for Class F or N. The supplementary optional chemical and physical properties ofTables lA and 2A contained in ASTM C618 shall apply. b. Blast Furnace Slag. Ground blast furnace slag shall meet the requirements of ASTM C 989, Grade 100 or 120. P-501-2 501-2.4 PREMOLDED JOINT FILLER. Premolded joint filler for expansion joints shall conform to the requirements of ASTM D 1752, Type n or mand shall be punched to admit the dowels where called for on the plans. The filler for each joint shall be furnished in a single piece fur the full depth and width required for the joint, unless otherwise specified by the Engineer. When the use of more than one piece is required for a joint, the abutting ends shall be fastened securely and held accurately to shape by stapling or other positive fastening means satisfactory to the Engineer. 501-2.5 JOINT SEALER. The joint sealer for the joints in the concrete pavement shall meet the requirements ofItem P-605 and shall be ofthe type(s) specified in the plans. 501-2.6 STEEL REINFORCEMENT. Reinforcing shall consist ofwelded deformed steel fabric conforming to the requirements ofASTM A 497 or bar mats conforming to the requirements ofASTM A 184. 501-2.7 DOWEL AND TIE BARS. Tie bars shall be deformed steel bars and conform to the the requirements of ASTM A 615, ASTM A 616, or ASTM A 617, except that rail steel bars, Grade 50 or 60, shall not be used for tie bars that are to be bent or restraightened during construction. Tie bars designated as Grade 40 in ASTM A 615 can be used for construction requiring bent bars. Dowel bars shall be plain steel bars conforming to ASTM A 615, ASTM A 616 or ASTM A 617 and shall be free from burring or other deformation restricting slippage in the concrete. High strength dowel bars shall conform to ASTM A 714, Class 2, Type S, Grade I, nor m, Bare Finish. Before delivery to the construction site each dowel bar shall be painted on an surfaces with one coat of paint meeting Federal Specification TT-P-664. If plastic or epoxy coated steel dowels are used no paint coating is required, except when specified for a particular situation on the contract plans. Coated dowels shall conform to the requirements ofAASHTO M 254. The sleeves for dowel bars used in expansion joints shall be metal or other type of an approved design to cover 2 to 3 inches (50 mm to 75 mm) of the dowel, with a closed end and with a suitable stop to hold the end ofthe bar at least 1 inch (25 mm) from the closed end of the sleeve. Sleeves shall be ofsuch design that they will not collapse during construction. 501-2.8 WATER. Water used in mixing or curing shall be clean and free of oil, salt, acid, alkali, sugar, vegetable, or other substances injurious to the finished product. Water will be tested in accordance with the requirements ofAASHTO T 26. Water known to be ofpotable quality may be used without testing. 501-2.9 COVER MATERIAL FOR CURING. Curing materials shall conform to one of the following specifications: a. Liquid membrane forming compounds for curing concrete shall conform to the requirements ofASTM C 309, Type 2, Class B. b. White polyethylene film -NOT ALLOWED. c. White burlap polyethylene sheeting -NOT ALLOWED. d. Waterproofpaper-NOT ALLOWED. 501-2.10 ADMIXTURES. The use of any material added to the concrete mix shall be approved by the Engineer. The Contractor shall submit certificates indicating that the material to be furnished meets all of the requirements indicated below. In addition, the Engineer may require the Contractor to submit complete test data from an approved laboratory showing that the material to be fumished meets all of the requirements of the cited specifications. Subsequent tests may be made ofsamples taken by the Engineer from the supply of material being furnished or proposed for use on the work to determine whether the admixture is uniform in quality with that approved. a. Air-Entraining Admixtures. Air entraining admixtures shall meet the requirements of ASTM C 260 and shall consistently entrain the air content in the specified ranges under field conditions. The air entraimnent agent and any chemical admixtures shall be compatible. b. Chemical Admixtures. Water reducing, set retarding, and set accelerating admixtures shall meet the requirements ofASTM C 494, including the flexural strength test. 501-2.11 EPOXY-RESIN. Epoxy resin used to anchor dowels and tie bars in pavements shall conform to the requirements ofASTM C 881, Type I, Grade 3, Class C. Class A or B shall be used when the surface temperature of the hardened concrete is below 60 degrees F (16 degrees C). 501-2.12 MATERIAL ACCEPTANCE. Prior to use of materials, the Contractor shall submit certified test reports to the Engineer for those materials proposed for use during construction. The certification shall show the appropriate ASTM test(s) for each material, the test results, and a statement that the material passed or failed. The Engineer may request samples for testing, prior to and during production, to verify the quality ofthe materials and to ensure conformance with the applicable specifications. MlXDESIGN 501-3.1 PROPORTIONS Concrete shall be designed to achieve a 28-day flexural strength that meets or 'exceeds the acceptance criteria contained in paragraph 501-5.2 for a flexural strength of 650 psi. The mix shall be designed using the procedures contained in Chapter 7 ofthe Portland Cement Association's manual, "Design and Control ofConcrete Mixtures." The Contractor shall note that to ensure that the concrete actually produced will meet or exceed the acceptance criteria for the specified strength, the mix design average strength must be higher than the specified strength. The amount of over-design necessary to meet specification P-501-4 requirements depends on the producer's standard deviation of flexural test results and the accuracy which that value can be estimated from historic data for the same or similar materials. The minimum cementitious material (cement plus fly ash) shaH be 517 pounds per cubic yard. The ratio of water to cementitious material, including free surface moisture on the aggregates but not including moisture absorbed by the aggregates shall not be more than 0.45 by weight. Prior to the start of paving operations and after approval of all material to be used in the concrete, the Contractor shall submit a mix design showing the proportions and flexural strength obtained from the concrete at 7 and 28 days. The mix design shall include copies of test reports, including test dates, and a complete list ofmaterials including type, brand, source, and amount of; cement, fly ash, ground slag, coarse aggregate, fine aggregate, water, and admixtures. The fmeness modulus of the fine aggregate and the air content shall also be shown. The mix design shall be submitted to the Engineer at least 15 days prior to the start of operations. The submitted mix design shall not be more than 90 days old. Production shall not begin until the mix design is approved in writing by the Engineer. "Should a change in sources be made, or admixtures added or deleted from the mix, a new mix design must be submitted to the Engineer for approval. Flexural strength test specimens shall be prepared in accordance with ASTM C 31 and tested in accordance with ASTM C 78. The mix determined shall be workable concrete having a slump for side form concrete between 1 and 2 inches (25 mm and 50 mm) as determined by ASTM C 143. For vibrated slip form concrete, the slump shall be between 112 inch (13 mm) and 1-112 inches (38 mm). 501-3.2 CEMENTlTlOUS MATERIALS. a. Fly Ash. Fly ash may be used in the mix design. When fly ash is used as a partial replacement for cement, the minimum cement content may be met by considering portland cement "plus fly ash as the total cementitious material. The replacement rate shall be determined from laboratory trial mixes, but shall not exceed 20 percent by weight ofthe total cementitious material. b. Ground Slag. Ground blast furnace slag may be used in a mix design containing Type I or Type II cement. The slag, or slag plus fly ash if both are used, may constitute between 25 to 55 percent of the total cementitious material by weight. If the concrete" is to be used for slipforming operations and the air temperature is expected to be lower than 55 degrees F (13 degrees C) the percent slag shall not exceed 30 percent by weight. 501·3.3 ADMIXTURES. a. Air Entraining. Air entraining admixture shall be added in such a manner that will insure uniform distribution of the agent throughout the batch. The air content of freshly mix air entrained concrete shall be based upon trial mixes with the materials to be used in the work adjusted to produce concrete of the required plasticity and workability. The percentage of air in the P-501-5 I mix shall be 4.5 ±1.5 percent. Air content shall be determined by testing in accordance with ASTM C 231 for gravel and stone coarse aggregate and ASTM C 173 for slag and other highly porous coarse aggregate. b. Chemical. Water reducing, set controlling, and other approved admixtures shall be added to the mix in the manner recommended by the manufacturer and in the amount necessary to comply with the specification requirements. Tests shall be conducted on trial mixes, with the materials to be used in the work, in accordance with ASTM C 494. 501-3.4 TESTING LABORATORY. The laboratory used to develop the mix design shall meet the requirements of ASTM C 1077. A certification that it meets these requirements shall be submitted to the Engineer prior to the start of mix design and shall contain as a minimum: a. Qualifications of personnel; laboratory manager, supervising technician, and testing technicians. b. A statement that the equipment used in developing the mix design is in calibration. c. A statement that each test specified in developing the mix design is offered in the scope ofthe laboratory's services. d. A copy ofthe laboratory's quality control system. e. Evidence that the laboratory is accredited, for the test methods required herein, by a nationally recognized laboratory accreditation organization. CONSTRUCTION METHODS 501-4.1 EQUIPMENT. The Contractor shall furnish all equipment and tools necessary for handling materials and performing all parts ofthe work. a. Batch Plant and Equipment. The batch plant and equipment shall conform to the requirements ofASTM C 94. b. Mixers and Transportation Equipment. (1) General. Concrete may be mixed at a central plant, or wholly or in part in truck mixers. Each mixer shall have attached in a prominent place a manufacturers nameplate showing the capacity of the drum in terms of volume ofmixed concrete and the speed ofrotation of the mixing drum or blades. (2) Central Plant Mixer. Central plant mixers shall conform to the requirements ofASTM C 94. P-501-6 The mixer shall be examined daily for changes in condition due to accumulation ofhard concrete or mortar or wear ofblades. The pickUp and throwover blades shall be replaced when they have worn down 3/4 inch (19 mm) or more. The Contractor shall have a copy ofthe manufacturer's design on hand showing dimensions and arrangement ofblades in reference to original height and depth. (3) Truck Mixers and Truck Agitators. Truck mixers used for mixing and hauling concrete and truck agitators used for hauling central mixed concrete shall confonn to the requirements ofASTM C 94. (4) Nonagitator Trucks. Nonagitating hauling equipment shall confonn to the requirements ofASTM C 94. c. Finishing Equipment. The finishing equipment shall be of sufficient weight and power for proper finishing ofthe concrete. The finishing machine shall be designed and operated to strike off, screed and consolidate the concrete such that laitance on the surface is less than 1/8 inch (3 mm) thick. d. Vibrators. Vibrator shall be either intemal intemal type with immersed tube or multiple spuds, or surface type vibrating pan or screed. For pavements 8 inches (20 cm) or more thick internal vibrators shall be used. They may be attached to the spreader or the finishing machine, or they may be mounted on a separate carriage. Operating frequency for internal vibrators shall be between 8,000 and 12,000 vibrations per minute. Average amplitude for intemal vibrators shall be 0.025-0.05 inches (0.06-0.13 cm). For pavements less than 8 inches (20 cm) thick, vibrating surface pans or screeds shall be allowed. Operating frequencies for surface vibrators shall be between 3,000 and 6,000 vibrations per minute. The number, spacing, and frequency shall be as necessary to provide a dense and homogeneous pavement. Adequate power to operate all vibrators shall be available on the paver. The vibrators shall be automatically controlled so that they shall be stopped as forward motion ceases. Hand held vibrators may be used in irregular areas. e. Concrete Saws. The Contractor shall provide sawing equipment adequate in number of units and power to complete the sawing to the required dimensions. The Contractor shall provide at least one standby saw in good working order and a supply ofsaw blades at the site ofthe work at all times during sawing operations. f. Side Forms. Straight side fonns shall be made of steel and shall be furnished in sections not less than 10 feet (3 m) in length. Fonns shall have a depth equal to the pavement thickness at the edge. Flexible or curved fonns ofproper radius shall pe used for curves of100 foot (31 m) radius or less. Fonns shall be provided with adequate devices for secure settings so that when in place they will withstand, without visible spring or settlement, the impact and vibration of the consolidating and finishing equipment. Fonns with battered top surfaces and bent, twisted or broken fonns shall not be used. Built up forms shall not be used, except as approved by the P-501-7 Engineer. The-top face of the fonn shall not vary from a true plane more than 118 inch (3 mm) in 10 feet (3 m), and the upstanding leg shall not vary more than 114 inch (6 mm). The forms shall contain provisions for locking the ends of abutting sections together tightly for secure setting. Wood fonns may be used under special conditions, when approved by the Engineer. g. Pavers. The paver shall be fully energized, self propelled, and designed for the specific purpose of placing, consolidating, and finishing the concrete pavement, true to grade, tolerances, and cross section. It shall be ofsufficient weight and power to construct the maximum specified concrete paving lane width as shown in the plans, at adequate forward speed, without transverse, longitudinal or vertical instability or without displacement. The paver shall be equipped with electronic or hydraulic horizontal and vertical control devices. 501-4.2 FORM SETTING. Fonns shall be set sufficiently in advance of the concrete placement to insure continuous paving operation. After the fonns have been set to correct grade, the underlying surface shall be thoroughly tamped, either mechanically or by hand, at both the inside and outside edges of the base ofthe forms. Fonns shall be staked into place sufficiently to maintain the fonn in position for the method ofplacement. Fonn sections shall be tightly locked and shall be free from play or movement in any direction. The fonns shall not deviate from true line by more than 118 inch (3 mm) at any joint. Fonns shall be so set that they will withstand, without visible spring or settlement, the impact and vibration of the consolidating and finishing equipment. Fonns shall be cleaned and oiled prior to the placing of concrete. The alignment and grade elevations of the fonns shall be checked and corrections made by the Contractor immediately before placing the concrete. 501-4.3 CONDITIONING OF UNDERLYING SURFACE, SLIP FORM CONSTRUCTION. The compacted underlying surface on which the pavement will be placed shall be widened approximately 3 feet (1 m) to extend beyond the paving machine track to support the paver without any noticeable displacement. After the underlying surface has been placed and compacted to the required density, the areas which will support the paving machine and the area to be paved shall be trimmed or graded to the plan grade elevation and profile by means ofa properly designed machine. The grade of the underlying surface shall be controlled by a positive grade control system using lasers, stringlines, or guide wires. If the density of the underlying surface is disturbed by the trimming operations, it shall be corrected by additional compaction and retested at the option ofthe Engineer before the concrete is placed except when stabilized subbases are being constructed. If damage occurs on a stabilized subbase, it shall be corrected full depth by the Contractor. Iftraffic is allowed to use the prepared grade, the grade shall be checked and corrected immediately before the placement of concrete. Prior to paving, the underling surface course shall be sprayed with 2 coats of white pigmented curing compound, in accordance with paragraph 50\4.14a. There shall be a minimum of 2 days between the coats, to allow for curing, and the second coat shall be applied a minimum of 2 days prior to top paving. The prepared grade shall be moistened with water, without saturating, immediately ahead of concrete placement to prevent P-501-8 rapid loss of moisture from concrete. The underlying surface shall be protected so that it will be entirely free of frost when concrete is placed. 501-4.4 CONDITIONING OF UNDERLYING SURFACE, SIDE FORM AND FILL IN LANE CONSTRUCTION. Prior to paving, the underling surface course shall be sprayed with 2 coats ofwhite pigmented curing compound, in accordance with paragraph 50l-4.14a. There shaH be a minimum of 2 days between the coats, to allow for curing, and the second coat shall be applied a minimum of 2 days prior to top paving. The prepared underlying surface shall be moistened with water, without saturating, immediately ahead of concrete placement to prevent rapid loss of moisture from the concrete. Damage caused by hauling or usage of other equipment shall be corrected and retested at the option of the Engineers. Ifdamage occurs to a stabilized subbase, it shall be corrected full depth by the Contractor. A template shall be provided and operated on the forms immediately in advance of the placing of all concrete. The template shall be propelled only by hand and not attached to a tractor or other power unit. Templates shall be adjustable so that they may be set and maintained at the correct contour of the underlying surface. The adjustment and operation of the templates shall be such as will provide an accurate retest of the grade before placing the concrete thereon. All excess material shall be removed and wasted. Low areas shall be . filled and compacted to a condition similar to that ofthe surrounding grade. The underlying surface shall be protected so that it will be entirely free from frost when the concrete is placed. The use of chemicals to eliminate frost in the underlying surface shall not be permitted. The template shall be maintained in accurate adjustment, at all times by the Contractor, and shall be checked daily. 501-4.5 HANDLING, MEASURING, AND BATCHING MATERIAL. The batch plant site, layout, equipment, and provisions for transporting material shall assure a continuous supply of material to the the work. Stockpiles shall be constructed in such a manner that prevents segregation and intermixing of deleterious materials. Aggregates that have become segregated or mixed with earth or foreign material shall not be used. All aggregates produced or handled by hydraulic methods, and washed aggregates, shall be stockpiled or binned for draining at least 12 hours before being batched. Rail shipments requiring more than 12 hours will be accepted as adequate binning only ifthe car bodies permit free drainage. Batching plants shall be equipped to proportion aggregates and. bulk cement, by weight, automatically using interlocked proportioning devices of an approved type. When bulk cement is used, the Contractor shall use a suitable method of handling the cement from weighing hopper to transporting container or into the batch itself for transportation to the mixer, such as a chute, boot, or other approved device, to prevent loss of cement. The device shall be arranged to provide positive assurance that the cement content specified is present in each batch. 501-4.6 MIXING CONCRETE. The concrete may be mixed at the work site, in a central mix plant or in truck mixers. The mixer shall be of an approved type and capacity. Mixing time shall be measured from the time all materials, except water, are emptied into the drum. All concrete shall be mixed and delivered to the site in accordance with the requirements of ASTM C P-501-9 94. Mixed concrete from the central mixing plant shall be transported in truck mixers, truck agitators, or nonagitating trucks. The elapsed time from the addition ofcementitious material to the mix until the concrete is deposited in place at the work site shall not exceed 30 minutes when the concrete is hauled in non agitating trucks, nor 90 minutes when the concrete is hauled in truck mixers or truck agitators. Retempering concrete by adding water or by other means will not be permitted, except when concrete is delivered in transit mixers. With transit mixers additional water may be added to the batch materials and additional mixing performed to increase the slump to meet the specified requirements provided the addition of water is performed within 45 minutes after the initial mixing operations and provided the water/cementitious ratio specified in the mix design is not exceeded. 501-4.7 LIMITATIONS ON MIXING AND PLACING. No concrete shall be mixed, placed, or fmished when the natural light is insufficient, unless an adequate and approved artificial lighting system is operated. -a. Cold Weather. Unless authorized in wntmg by the Engineer, mixing and concreting operations shall be discontinued when a descending air temperature in the shade and . away from artificial heat reaches 40 degrees F (4 degrees C) and shall not be resumed until an ascending air temperature in the shade and away from artificial heat reaches 35 degrees F (2 degrees C). The aggregate shall be free of ice, snow, and frozen lumps before entering the mixer. The temperature ofthe mixed concrete shall not be less than 50 degrees F (10 degrees C) at the time of placement. Concrete shall not be placed on frozen material nor shall frozen aggregates be used in the concrete. When concreting is authorized during cold weather, water andlor the aggregates may be heated to not more than 150 degrees F (66 degrees C). The apparatus used shall heat the mass uniformly and shall be arranged to preclude the possible occurrence of overheated areas which might might be detrimental to the materials. b. Hot Weather . . During periods of hot weather when the maximum daily air temperature exceeds 85 degrees F (30 degrees C), the following precautions shall be taken. The forms andlor the underlying surface shall be sprinkled with water immediately before placing the concrete. The concrete shall be placed at the coolest temperature practicable, and in no case shall the temperature of the concrete when placed exceed 90 degrees F (35 degrees C). The aggregates andlor mixing water shall be cooled as necessary to maintain the concrete temperature at or not more than the specified maximum. The finished surfaces of the newly laid pavement shall be kept damp by applying a water-fog or mist with approved spraying equipment until the pavement is covered by the curing medium. If necessary, wind screens shall be provided to protect the concrete from an evaporation rate in excess of 0.2 psf per hour as determined in accordance with Figure 2.1.5 in ACI 305R, Hot Weather Concreting, Concreting, which takes into consideration relative humidity, wind velocity, and air temperature. P-501-10 When conditions are such that problems with plastic cracking can be expected, and particularly if any plastic cracking begins to occur, the Contractor shall immediately take such additional measures as necessary to protect the concrete surface. Such measures shall consist ofwind screens, more effective fog sprays, and similar measures commencing immediately behind the paver. If these measures are not effective in preventing plastic cracking, paving operations shall be immediately stopped. 501-4.8 PLACING CONCRETE. The Contractor has the option of side (fixed) fonn or slip fOlID paving. At any point in concrete conveyance, the free vertical drop of the concrete from one point to another or to the underlying surface shall not exceed 3 feet (1 m). Hauling equipment or other mechanical equipment can be pennitted on adjoining previously constructed pavement when the concrete strength reaches a flexural strength of 550 psi, based on the average of four field cured specimens per 2,000 cubic yards of concrete placed. Subgrade and subbase planers, concrete pavers, and concrete fInishing equipment may be permitted to ride upon the edges of previously constructed pavement when the concrete has attained a minimum flexural . strength of400 psi. a. Side-form Method. For the side form method, the concrete shall be deposited on the moistened grade to require as little rehandling as possible. Unless truck mixers, truck agitators, or nonagitating hauling equipment are equipped with means for discharge of concrete without segregation of the materials, the concrete shall be placed and spread using an approved mechanical spreading device that prevents segregation of the materials. Placing shall be continuous between transverse joints without the use of intennediate bulkheads. Necessary hand spreading shall be done with shovels, not rakes. Workers shall not be allowed to walk in the freshly mixed concrete with boots or shoes coated with earth or foreign substances. Concrete shall be deposited as near to expansion and contraction joints as possible without disturbing them but shall not be dumped from the discharge bucket or hopper onto a joint assembly unless the hopper is centered above the joint assembly. Concrete shall be thoroughly consolidated against and along the faces of all fonns and previously placed concrete and along the full length and on both sides of all joint assemblies by means of vibrators inserted in the concrete. Vibrators shall not be pennitted to come in contact with a joint assembly, the grade, or a side form. In no case shall the vibrator be operated longer than 20 seconds in anyone location, nor shall the vibrators be used to move the concrete. b. Slip form Method. For the slip form method, the concrete shall be placed with an approved crawler mounted, slip form paver designed to spread, consolidate and shape the freshly placed concrete in one complete pass of the machine so that a minimum of hand finishing will be necessary to provide a dense and homogeneous pavement in confonnance with requirements ofthe plans and specifications. The concrete shall be placed directly on top of the joint assemblies to prevent them from moving when the paver moves over them. Side forms and finishing screeds shall be adjustable to the extent required to produce the specified pavement edge and surface P-501-11 tolerance. The side forms shall be of ilimensions, shape, and strength to support the concrete laterally for a sufficient length of time so that no edge slumping exceeds the requirements of paragraph 501 5.2e(5). Final finishing shall be accomplished while the concrete is still in the plastic state. In the event that slumping or sloughing occurs behind the paver or if there are any other structural or surface defects which, in the opinion of the Engineer, cannot be corrected within permissible tolerances, paving operations shall be innnediately stopped until proper adjustment of the equipment or procedures have been made. In the event that satisfactory procedures and pavement are not achieved after not more than 2,000 lineal feet (600 m) of single lane paving, the Contractor shall complete the balance of the work with the use of standard metal forms and the formed method of placing and curing. Any concrete not corrected to permissible tolerances shall be removed and replaced at the Contractor's expense. 501-501-4.9 STRIKE OFF OF CONCRETE AND PLACEMENT OF REINFORCEMENT. Following the placing of the concrete, it shall be struck off to conform to the cross section shown on the plans and to an elevation such that when the concrete is properly consolidated and finished, the surface ofthe pavement shall be at the elevation shown on the plans. When reinforced concrete pavement is placed in two layers, the bottom layer shall be struck offto such length and depth that the sheet of reinforcing steel fabric or bar mat may be laid full length on the concrete in its final position without further manipUlation. The reinforcement shall then be placed directly upon the concrete, after which the top layer of the concrete shall be placed, struck off, and screeded. If any portion of the bottom layer of concrete has been placed more than 30 minutes without being covered with the top layer or if initial set has taken place, it shall be removed and replaced with freshly mixed concrete at the Contractor's expense. When reinforced concrete is placed in one layer, the reinforcement may be positioned in advance of concrete placement or it may be placed in plastic concrete by mechanical or vibratory means after spreading. Reinforcing steel, at the time concrete is placed, shall be free of mud, oil, or other organic matter that may adversely affect or reduce bond. Reinforcing steel with rust, mill scale or a combination of both will be considered satisfactory, provided the minimum dimensions, weight; and tensile properties of a hand wire brushed test specimen are not less than the applicable ASTM specification requirements. 501-4.10 JOINTS. Joints shall be constructed as shown on the plans and in accordance with these requirements. All joints shall be constructed with their faces perpendicular to the surface of the pavement and finished or edged as shown on the plans. Joints shall not vary more than 112 inch (13 mm) from their designated position and shall be true to line with not more than 1/4 inch (6 mm) variation in 10 feet (3 m). The surface across the joints shall be tested with a Contractor furnished 10 foot (3 m) straightedge as the joints are finished and any irregularities in excess of 114 inch (6 mm) shall be corrected before the concrete has hardened. All joints shall be so prepared, finished, or cut to provide a groove of uniform width and depth as shown on the plans. a. Construction. Longitudinal construction joints shall be slip formed or formed against side forms without keyways, as shown in the plans. P-50l-12 Transverse construction joints shall be installed at the end of each day's placing operations and at any other points within a paving lane when concrete placement is interrupted for more than 30 minutes or it appears that the concrete will obtain its initial set before fresh concrete arrives. The installation ofthe joint shall be located at a planned contraction or expansion joint. Ifplacing ofthe concrete is stopped, the Contractor shall remove the excess concrete back to the previous planned joint. b. Contraction. Contraction joints shall be installed at the locations and spacing as shown on the plans. Contraction joints shall be installed to the dimensions required by forming a gmove or cleft in the top of the slab while the concrete is still plastic or by sawing a gmove into the concrete surface after the concrete has hardened. When the groove is formed in plastic concrete the sides of the grooves shall be finished even and smooth with an edging tool. Ifan insert material is used, the installation and edge firiish shall be according to the manufacturer's instructions. The gmove shall be finished or cut clean so that spalling will be avoided at intersections with other joints. Grooving or sawing shall produce a slot at least 118 inch (3 rum) wide and to the depth shown on the plans. c. Expansion. Expansion joints shall be installed as shown on the plans. The premolded filler of the thickness as shown on the plans, shall extend for the full depth and width of the slab at the joint, except for space for sealant at the top of the slab. The filler shall be securely staked or fastened into position perpendicular to the proposed finished surface. A cap shall be provided to protect the top edge of the filler and to permit the concrete to be placed and finished. After the concrete has been placed and struck off, the cap shall be carefully withdrawn leaving the space over the premolded filler. The edges of the joint shall be finished and tooled while the concrete is still plastic. Any concrete bridging the joint space shall be removed for the full width and depth of the joint. d. Keyways. Keyways shall not be used. e. Tie Bars. Tie bars shall consist of deformed bars installed in joints as shown on the plans. Tie bars shall be placed at right angles to the centerline of the concrete slab and shall be spaced at intervals shown on the plans. They shall be held in position parallel to the pavement surface and in the middle of the slab depth. When tie bars extend into an unpaved lane, they may be bent against the form at longitudinal construction joints, unless threaded bolt or other assembled tie bars are specified. These bars shall not be painted, greased, or enclosed in sleeves. f. Dowel Bars. Dowel bars or other load transfer units of an approved type shall be placed across joints in the manner as shown on the plans. They shall be of the dimensions and spacings as shown and held rigidly in the middle of the slab depth in the proper horizontal and vertical alignment by an approved assembly device to be left permanently in place. The dowel or load-transfer and joint devices shall be rigid enough to permit complete assembly as a unit ready to be lifted and placed into position. A metal, or other type, dowel expansion cap or sleeve shall be furnished for each dowel bar used with expansion joints. These caps shall be substantial enough to prevent collapse and shall be placed on the ends of the dowels as shown on the plans. The caps or P-501-13 sleeves shall fit the dowel bar tightly and the closed end shall be watertight The portion of each dowel painted with rust preventative paint, as required under paragraph 5012.7, and as shown on the plans to receive a debonding lubricant, shall be thoroughly coated with asphalt MC 70, or an approved lubricant, to prevent the concrete from bonding to that portion of the dowel. If free sliding plastic coated or epoxy coated steel dowels are used, a lubrication bond breaker shall be used except when approved pullout tests indicate it is not necessary. Where butt type joints with dowels are designated, the exposed end ofthe dowel shall be oiled. Dowel bars at contraction joints may be placed in the full thickness of pavement by a mechanical device approved by the Engineer. The device shall be capable of installing dowel bars within the maximum permissible alignment tolerances. Dowels bars at longitudinal construction joints shall be bonded in drilled holes. g. Installation of Join! Devices. All joint devices shall be approved by the Engineer. The top of an assembled joint device shall be set at the proper distance below the pavement surface and the elevation shall be checked. Such devices shall be set to the required position and line and 'shall be securely held in place by stakes or other means to the maximum permissible tolerances during the placing and finishing ofthe concrete. Where premolded joint material is used, it shall be placed and held in a vertical position; if constructed in sections, there shall be no offsets between adjacent units. Dowel bars and assemblies shaH be checked for position and alignment. The maximum permissible tolerances on dowel bar alignment shall be in accordance with paragraph 501 5.2e(6). During the concrete placement operation, it is advisable to place plastic concrete directly on dowel assemblies immediately prior to passage of the paver to help maintain dowel position and alignment within maximum permissible tolerances. When concrete is placed using slip form pavers, dowels and tie bars shall be placed in longitudinal construction joints by bonding the dowels or tie bars into holes drilled into the hardened concrete. Holes approximately 118 inch to Yo inch (3 to 6 mm) greater in diameter than the dowel or tie bar shall be drilled with rotary type core drills that must be held securely in place to drill perpendicularly into the vertical face of the pavement slab. Rotary type percussion drills may be used provided that spalling of concrete does not occur. Any damage of the concrete shall be repaired by the Contractor in a method approved by the Engineer. Dowels or tie bars shall be bonded in the drilled holes using an ePoxy resin material. Installation procedures shall be adequate to insure that the area around dowels is completely filled with epoxy grout. Epoxy shall be injected into the back of the hole and displaced by the insertion of the dowel bar. Bars shall be completely inserted into the hole and shall not be withdrawn and reinserted creating air pockets in the epoxy around around the bar. The Contractor shall furnish a template for checking the position and alignment of the dowels. Dowel bars shall not be less than 10 inches (25 cm) from a transverse joint and shall not interfere with dowels in the transverse direction. h. Sawing of Joints. Joints shall be cut as shown on the plans. Equipment shall be as described in paragraph 501 4.1. The circular cutter shall be capable ofcutting a groove in a straight P-501-14 line and shall produce a slot at least 118 inch (3 mm) wide and to the depth shown on the plans. The top portion ofthe slot shall be widened by sawing to provide adequate space for joint sealers as shown on the plans. Sawing shall commence as soon as the concrete has hardened sufficiently to pennit cutting without chipping, spalling, or tearing and before uncontrolled shrinkage cracking of the pavement occurs. Sawing shall be carned on both during the day and night as required. The joints shall be sawed at the required spacing, consecutively in sequence ofthe concrete placement. 501-4.11 FINAL STRIKE OFF, CONSOLIDATION, AND FINlSIDNG. a. Sequence. The sequence of operations shall be the strike off, floating and removal of laitance, straightedging, and final surface finish. The addition ofsuperficial water to the surface of the concrete to assist in finishing operations will not be permitted. b. Finishing at Joints. The concrete adjacent to joints shall be compacted or firmly placed without voids or segregation against the joint material; it shall be firmly placed without voids or segregation under and around all load transfer devices, joint assembly units, and other features designed to extend into the pavement. Concrete adjacent to joints shall be mechanically vibrated as required in paragraph 501 4.8a. After the concrete has been placed and vibrated adjacent to the joints, the finishing machine shall be operated in a manner to avoid damage or misalignment ofjoints. If uninterrupted operations of the finishing machine, to, over, and beyond the joints, cause segregation of concrete, damage to, or misalignment of the joints, the finishing machine shall be stopped when the screed is approximately 8 inches (20 cm) from the joint. Segregated concrete shall be removed from the front ofand offthe joint; and the furward motion of the finishing machine shall be resumed. Thereafter, the finishing machine may be run over the joint without lifting the screed, provided there is no segregated concrete immediately between the joint and the screed or on top ofthe joint. c. Machine Finishing. The concrete shall be spread as soon as it is placed, and it shall be struck off and screeded by a finishing machine. The machine shall go over each area as many times and at such intervals as necessary to give to proper consolidation and to leave a surface of uniform texture. Excessive operation over a given area shall be avoided. When side forms are used, the tops of the forms shall be kept clean by an effective device attached to the machine, and the travel ofthe machine on the forms shall be maintained true without lift, wobbling, or other variation tending to affect the precision finish. During the first pass of the finishing machine, a uniform ridge of concrete shaH be maintained ahead of the front screed for its entire length. When in operation, the screed shall be moved forward with a combined longitudinal and transverse shearing motion, always moving in the direction in which the work is progressing, and so manipulated that neither neither end is raised from the side forms during the striking offprocess. Ifnecessary, this shall be repeated until the surface is ofuniform texture, true to grade and cross section, and free from porous areas. d. Hand Finishing. Hand finishing methods will not be permitted, except under the following conditions: in the event of breakdown of the mechanical equipment, hand methods may be used to fmish the concrete already deposited on the grade; in areas of narrow widths or of irregular dimensions where operation of the mechanical equipment is impractical. Concrete, as soon as placed, shall be struck off and screeded. An approved portable screed shall be used. A P-501-15 second screed shall be provided for striking off the bottom layer ofconcrete when reinforcement is used. The screed for the surface shall be a least 2 feet (0.6 m) longer than the maximum width ofthe slab to be struck off. It shall be of approved design, sufficiently rigid to retain its shape, and shall be constructed either ofmetal or of other suitable material covered with metal. Consolidation shall be attained by the use of suitable vibrators. e. Floating. After the concrete has been struck off and consolidated, it shall be further smoothed and trued by means ofa longitudinal float using one ofthe following methods: (1) Hand Method. Long handled floats shall not be less than 12 feet (3.6 m) in length and 6 inches (15 em) in width, stiffened to prevent flexibility and warping. The float shall be operated from foot bridges spariiUng but not touching the concrete or from the edge of the pavement. Floating shall pass gradually from one side of the pavement to the other. Forward movement along the centerline of the pavement shall be in successive advances of not more than one half the length of the float. Any excess water or laitance in excess of 118 inch (3 mm) thick shall be removed and wasted. (2) Mechanical Method. The Contractor may use a machine composed of a cutting and smoothing float(s), suspended from and guided by a rigid frame and constantly in contact with, the side forms or underlying surface. Ifnecessary, long handled floats having blades not less than 5 feet (1.5 m) in length and 6 inches (15 cm) in width may be used to smooth and fill in open textured areas in the pavement. When the crown of the pavement will not permit the use of the mechanical float, the surface shall be floated transversely by means of a long handled float. Care shall be taken not to work the crown out ofthe pavement during the operation. After floating, any excess water and laitance in excess of 1/8 inch (3 mm) thick shall be removed and wasted. Successive drags shall be lapped one-half the length ofthe blade. f. Straight edge Testing and Surface Correction. After the pavement has been struck off and while the concrete is still plastic, it shall be tested for trueness with a Contractor furnished 16-foot (4.8 m) straightedge swung from handles 3 feet (1 m) longer than one-half the width ofthe slab. The straightedge shall be held in contact with the surface in successive positions parallel to the centerline and the whole area gone over from one side of the slab to the other, as necessary. Advancing shall be in successive stages of not more than one half the length of the straightedge. Any excess water and laitance in excess of 1/8 inch (3 mm) thick shall be removed from the surface of the pavement and wasted. Any depressions shall be immediately filled with freshly mixed concrete, struck off, consolidated, and refInished. High areas shall be cut down and refinished. Special attention shall be given to assure that the surface across joints meets the smoothness requirements of paragraph 501 -5.2e(3). Straightedge testing and surface corrections shall continue until the entire surface is found to be free from observable departures from the straightedge and until the slab conforms to the required grade and cross section. The use of long handled wood floats shall be confmed to a minimum; they may be used only in emergencies and in areas not accessible to fInishing equipment. P-501-16 501-4.12 SURFACE TEXTURE. The surface of the pavement shall be finished with either a broom, burlap drag, or artificial turf finish for all newly constructed concrete pavements. a. Brush or Broom Finish. Ifthe pavement surface texture is to be a type ofbrush or broom finish, it shall be applied when the water sheen has practically disappeared. The eqnipment shall operate transversely across the pavement surface, providing corrugations that are uniform in appearance and approximately 1/16 of an inch (2 rnrn) in depth. It is important that the texturing equipment not tear or unduly roughen the pavement surface during the operation. Any imperfections resulting from the texturing operation shall be corrected. b. Burlap Drag Finish. Ifa burlap drag is used to texture the pavement surface, it shall be at least IS ounces per square yard (555 grams per square meter). To obtain a textured surface, the transverse threads ofthe burlap shall be removed approximately 1 foot (0.3 m) from the trailing edge. A heavy buildup of grout on the burlap threads produces the desired wide sweeping longitudinal striations on the pavement surface. The corrugations shall be uniform in appearance and approximately 1/16 ofan inch (2 rnrn) in depth. c. Artificial Turf Finish. If artificial turf is used to texture the surface, it shall be applied by dragging the surface of the pavement in the direction of concrete placement with an approved full-width drag made with artificial turf. The leading transverse edge of the artificial turf drag ,vill be securely fastened to a lightweight pole on a traveling bridge. At least 2 feet of the artificial turf shall be in contact with the concrete surface during dragging operations. A variety of different types of artificial turf are available and approval ofanyone type will be done only after it has been demonstrated by the Contractor to provide a satisfactory texture. One type that has provided satisfactory texture consists of 7,200 approximately 0.85 inches long polyethylene turf blades per square foot. The corrugations shall be uniform in appearance and approximately 1/16 of an inch (2 rnrn) in depth. 501-4.13 Not Used. 501-4.14 CURING. Immediately after finishing operations are completed and marring ofthe concrete will not occur, the entire surface of the newly placed concrete shall be cured in accordance with one of the methods below. Failure to provide sufficient cover material ofwhatever kind the Contractor may elect to use, or lack of water to adequately take care of both curing and other requirements, shall be cause for immediate suspension ofconcreting operations. The concrete shall not be left exposed for more than 112 hour during the curing period. a. Impervious Membrane Method. The entire surface of the pavement shall be sprayed uniformly with white pigmented curing compound immediately after the finishing of the surface and before the set of the concrete has taken place. The curing compound shall not be applied during rainfall. Curing compound shall be applied by mechanical sprayers under pressure at the rate of 1 gallon (4 liters) to not more than 150 square feet (14 square meters). The spraying equipment shall be ofthe fully atomizing type equipped with a tank agitator. At the time ofuse, the compound shaH be in a thoroughly mixed condition with the pigment uniformly dispersed throughout the vehicle. During application the compound shall be stirred continuously by P-501-17 mechanical means. Hand spraying of odd widths or shapes and concrete surfaces exposed by the removal of furms will be permitted. The curing compound shall be ofsuch character that the film will harden within 30 minutes after application. Should the film become damaged from any cause, including sawing operations, within the required curing period, the damaged portions shall be repaired immediately with additional compound or other approved means. Upon removal of side forms, the sides of the exposed slabs shall be protected immediately to provide a curing treatment equal to that provided for the surface. b. Polyethylene Films. Not Used. c. Waterproof Paper. Not Used. d. White Burlap-Polyethylene Sheets. Not Used. e. Curing in Cold Weather. The concrete shall be maintained at a temperature of at least 50 degrees F (10 degrees C) for a period of 72 hours after placing and at a temperature above freezing for the remainder of the curing time. The Contractor shall be responsible for the quality and strength of the the concrete placed during cold weather, and any concrete injured by frost action shall be removed and replaced at the Contractors expense. 501-4.15 REMOVING FORMS. Unless otherwise specified, forms shall not be removed from freshly placed concrete until it has hardened sufficiently to permit removal without chipping, spalling, or tearing. After the forms have been removed, the sides of the slab shall be cured as outlined in one of the methods indicated in parsgraph 501 -4.14. Major honeycombed areas shall be considered as defective work and shall be removed and replaced in accordance with paragraph 501-S.2(f). 501-4.16 SEALING JOINTS. The joints in the pavement shall be sealed in accordance with Item P-605. 501-4.17 PROTECTION OF PAVEMENT. The Contractor shall protect the pavement and its appurtenances against both public traffic and traffic caused by the Contractor's employees and agents. This shall include workers to direct traffic and the erection and maintenance of warning signs, lights, pavement bridges, crossovers, and protection of unsealed joints from intrusion of foreign material, etc. Any damage to the pavement occurring prior to final acceptance shall be repaired or the pavement replaced at the Contractors expense. The Contractor shall have available at all times; materials for the protection of the edges and surface ofthe unhardened concrete. Such protective materials shall consist of rolled polyethylene sheeting at least 4 mils (0.1 mm) thick of sufficient length and width to cover the plastic concrete slab and any edges. The sheeting may be mounted on either the paver or a separste movable bridge from which it can be unrolled without dragging over the plastic concrete surface. When rain appears imminent, all paving operations shall stop and all available personnel shall begin covering the surface ofthe unhardened concrete with the protective covering. 501-4.18 OPENING TO TRAFFIC. The pavement shall not be opened to traffic until test specimens molded and cured in accordance with ASTM C 31 have attained a flexural strength of P-501-18 SSO pounds per square inch (3792 kPa) when tested in accordance with ASTM C 78. Ifsuch tests are not conducted, the pavement shall not be opened to traffic until 14 days after the concrete was placed. Prior to opening the pavement to construction or aircraft traffic the pavement shall be cleaned, and all joints shall either be sealed or protected from damage to the joint edge and intrusion of foreign materials into the joint. As a minimum, backer rod or tape may be used to protect the joints from foreign matter intrusion. MATERIAL ACCEPTANCE 501-5.1 ACCEPTANCE SAMPLING AND TESTING. All acceptance sampling and testing, with the exception of coring for thickness detellnination, necessary to determine conformance with the requirements specified in this section will be performed by the Engineer. Concrete shall be accepted for strength and thickness on a lot basis. A lot shall consist of800 cubic yards. Testing organizations performing these tests shall meet the requirements of ASTM C 1077. The . Contractor shall bear the cost of providing curing facilities for the strength specimens, per paragraph SOI-S.la(3), and coring and filling operations, per paragraph SOl-S.lb(1). a. Flexural Strength. (1) Sampling. Each lot shall be divided into four equal sublots and may consist of more than one days production (see Paragraph S.l.c., Partial Lots.) One sample shall be taken for each sublot from the plastic concrete delivered to the job site. Sampling locations shall be determined by the Engineer in accordance with random sampling procedures contained in ASTM D 3665. The concrete shall be 􀁳􀁡􀁭􀁰􀁬􀁾􀁤􀀠in accordance with ASTM C 172 (2) Testing. Two (2) specimens shall be made from each sample. Specimens shall be made in accordance with ASTM C 31 and the flexural strength ofeach specimen shall be determined in accordance with ASTM C 78. The flexural strength for each sub lot shall be computed by averaging the results of the two test specimens representing that sublot. (3) Curing. The Contractor shall provide adequate facilities for the initial curing of bearns. During the 24 hours after molding, the temperature immediately adjacent to the specimens must be maintained in the range of 60 to 80 degrees F (16 to 27 degrees C), and loss of moisture from the specimens must be prevented. The specimens may be stored in tightly constructed wooden boxes, damp sand pits, temporary buildings at construction sites, under wet burlap in favorable weather or in heavyweight closed plastic bags, or use other suitable methods, provided the temperature and moisture loss requirements are met. (4) Acceptance. Acceptance of pavement for flexural strength will be determined by the Engineer in accordance with paragraph SOl-S.2b. b. Pavement Thickness. P-SOl-19 (1) Sampling. Each lot shall be divided into four equal sublots and one core sha\I be taken by the Contractor for each sublot. Sampling locations shall be determined by the Engineer in accordance with random sampling procedures contained in ASTM D 3665. Areas, such as thickened edges, with planned variable thickness, shall be excluded from sample locations. Cores shall be neatly cut with a core drill. The Contractor shall furnish all tools, labor, and materials for cutting samples and filling the cored hole. Core holes shall be filled by the Contractor with anonshrink grout approved by the Engineer within one day after sampling. (2) Testing. The thickness of the cores shall be determined by the Engineer by the average caliper measurement 􀁾􀁡􀁣􀁣􀁯􀁲􀁤􀁡􀁮􀁣􀁥􀀠with ASTM C 174. (3) Acceptance. Acceptance ofpavement for thickness shall be determined by the Engineer in accordance with paragraph SOI-S.2c. c. Partial Lots. When operational conditions cause a lot to be terminated before the specified number oftests have been made for the lot, or when the Contractor and Engineer agree in writing to allow overages or minor placements to be considered as partial lots, the following procedure will be used to adjust the lot size and the number oftests for the lot. Where three sublots have been produced, they shall constitute a lot. Where one or two sublots have been produced, they shall be incorporated into the next lot or the previous lot and the total number ofsublots sha\I be used in the acceptance criteria calculation, i.e., n=S or n=6. d. Outliers. All individual flexural strength tests within a lot shall be checked for an outlier (test criterion) in accordance with ASTM E 178, at a significance level of S percent. Outliers shall be discarded, and the PWL shall be determined using the remaining test values. 501-5.2 ACCEPTANCE CRITERIA. a. General. Acceptance will be based on the following characteristics of the completed pavement: (1) Flexural strength (2) Thickness (3) Smoothness (4) Grade (5) Edge slump (6) Dowel Dowel bar alignment Flexural strength and thickness shall be evaluated for acceptance on a lot basis using the method of estimating percentage of material within specification limits (PWL). Acceptance using PWL considers the variability (standard deviation) ofthe material and the testing procedures, as well as P-501-20 the average (mean) value of the test results to calculate the percentage of material that is above the lower specification tolerance limit (L). Acceptance for flexural strength will be based on the criteria contained in paragraph 501-5.2e(1). Acceptance for thickness will be based on the criteria contained in paragraph 501-5.2e(2). Acceptance for smootlmess will be based on the criteria contained in paragraph 501-5.2e(3). Acceptance for grade will be based on the criteria contained in paragraph 501-5.2e(4). The Engineer may at any time, not withstanding previous plant acceptance, reject and require the Contractor to dispose of any batch of concrete mixture which is rendered unfit for use due to contamination, segregation, or improper slump. Such rejection may be based on only visual inspection. In the event of such rejection, the Contractor may take a representative sample of the rejected material in the presence of the Engineer, and ifhe can demonstrate in the laboratory, in the presence ofthe Engineer, that such material was erroneously rejected, payment will be made for the material at the contract unit price. b. Flexural Strength. Acceptance of each lot of in-place pavement for flexural strength shall be based on PWL. The Contractor shall target production quality to achieve 90 PWL or higher. c. Pavement Thickness. Acceptance of each lot of in-place pavement shall be based on PWL. The Contractor shall target production quality to achieve 90 PWL or higher. d. Percentage of Material Within Specification Limits (PWL). The percentage of material \vithin specification limits shall be determined in accordance with procedures specified in Section 110 ofthe General Provisions. The lower specification limit (L) for flexural strength and thickness shall be: Lower Specification Limit (L) Flexural Strength 0.93 x strength specified in paragraph 501-3.1. Thickness Lot Plan Thickness in inches -0.50 inches e. Acceptance Criteria. (1) Flexural Strength. Ifthe PWL ofthe lot equals or exceeds 90 percent, the lot shall be acceptable. Acceptance and payment for the lot shall be detennined in accordance with paragraph 501-8.1.. (2) Thickness Ifthe PWL of the lot equals or exceeds 90 percent, the lot shall be acceptable. Acceptance and payment for the lot shall be determined in accordance with paragraph 501-8.1. P-501-21 (3) Smoothness. As soon as the concrete has hardened sufficiently, the pavement surface shall be tested in the transverse direction with a 16 foot straightedge or other specified device. Surface smoothness deviations shall not exceed 1/4 inch from a 16 foot straightedge at any location, including placement along and spanning any pavement joint or edge. Areas in the slab showing high spots of more than 114 inch but not exceeding 112 inch in 16 feet shall be marked and immediately ground down with an approved grinding machine to an elevation that falls within the tolerance of 1/4 inch or less. Where the departure from the correct cross section exceeds 1/2 inch, the pavement shall be removed and replaced at the expense of the Contractor when so directed by the Engineer. (4) Grade. An evaluation of the surface grade shall be made by the Engineer for compliance to the tolerances cOlltained below. Lateral Deviation. Lateral deviation from established alignment of the pavement edge shall not exceed plus or minus 0.10 foot (30 mm) in any lane. Vertical Deviation. Vertical deviation from established grade shall not exceed plus or minus 0.04 foot (12 mm) at any point. (5) Edge Slump. When slip form paving is used, not more than 15 percent of the total free edge of each five hundred feet (500) (152 m) of pavement, or fraction thereof, shan have an edge slump exceeding 1/4 inch (6 mm), and none of the free edge of the pavement shall have an edge slump exceeding 3/8 inch (10 mm). (The total free edge of 500 feet (152 m) of pavement will be considered the cumulative total linear measurement of pavement edge originally constructed as nonadjacent to any existing pavement; i.e., 500 feet (152 m) of paving lane originally constructed as a separate lane will have 1,000 feet (305 m) of free edge, 500 feet (152 m) of fill-in lane will have no free edge, etc.) The area affected by the downward movement of the concrete along the pavement edge shall be limited to not more than 18 inches (457 mm) from the edge. When excessive edge slump cannot be corrected before the concrete has hardened, the area with excessive edge slump shall be removed and replaced at the expense of the Contractor when so directed by the Engineer. (6) Dowel Bar Alignment. Dowel bars and assemblies shall be checked for position and alignment. The maximum permissible tolerance on dowel bar alignment in each plane, horizontal and vertical, shall not exceed 2 percent or 1/4 inch (6 mm) per foot ofdowel bar. f. Removal and Replacement of Concrete. Any area or section of concrete that is removed and replaced shall be removed and replaced back to planned joints. The Contractor shall replace damaged dowels and the requirements for doweled longitudinal construction joints in paragraph 50 I -4.10 shall apply to all contraction joints exposed by concrete removal. P-501-22 CONTRACIOR QUALITY CONTROL 501-6.1 QUALITY CONTROL PROGRAM. The Contractor shall develop a Quality Control Program in accordance with Section 100 of the General Provisions. The program shall address all elements which effect the quality of the pavement including, but not limited to: a. Mix Design b. Aggregate Gradation c. Quality ofMaterials d. Stockpile Management e. Proportioning f. Mixing and Transportation g. Placing and Consolidation b. Joints i. Dowel Placement and Alignment j. Flexural or Compressive Strength k. Finishing and Curing I. Surface Smoothness 501-6.2 QUALITY CONTROL TESTING. The Contractor shall perform all quality control tests necessary to control the production and construction processes applicable to this specification and as set forth in the Quality Control Program. The testing program shall include, but not necessarily be limited to, tests for aggregate gradation, aggregate moisture content, slump, and air content. A Quality Control Testing Plan shall be developed as part of the Quality Control Program. a. Fine Aggregate. (1) Gradation. A sieve analysis shall be made at least twice daily in accordance with ASTM C 136 from randomly sampled material taken from the discharge gate of storage bins or from the conveyor belt. (2) Moisture Content. Ifan electric moisture meter is used, at least two direct measurements of moisture content shall be made per week to check the calibration. If direct measurements are made in lieu of using an electric meter, two tests shall be made per day. Tests shall be made in accordance with ASTM C 70 or ASTM C 566. b. Coarse Aggregate. (1) Gradation. A sieve analysis shall be made at least twice daily for each size of aggregate. Tests shall be made in accordance with ASTM C 136 from randomly sampled material taken from the discharge gate ofstorage bins or from the conveyor belt. P·501-23 (2) Moisture Content. Ifan electric moisture meter is used, at least two direct measurements of moisture content shall be made per week to check the calibration. If direct measurements are made in lieu of using an electric meter, two tests shall be made per day. Tests shall be made in accordance with ASTM C 566. c. Slump. Four slump tests shall be performed for each lot of material produced in accordance with the lot size defined in Section 501-5.1. One test shall be made for each sublot. Slump tests shall be performed in accordance with ASTM C 143 from material randomly sampled from material discharged from trucks at the paving site. Material samples shall be taken in accordance with ASTM C 172. d. Air Content. Four air content tests, shall be performed for each lot of material produced in accordance with the lot size defined in Section 501-5.1. One test shall be made for each sub lot. Air content tests shall be performed in accordance with ASTM C 231 for gravel and stone coarse aggregate and ASTM C 173 for slag or other porous coarse aggregate, from material . randomly sampled from trucks at the paving site. Material samples shall be taken in accordance with ASTM C 172. 501-6.3 CONTROL CHARTS. The Contractor shall maintain linear control charts for fine and course aggregate, gradation, slump, and air content. Control charts shall be posted in a location satisfactory to the Engineer and shall be kept up to date at all times. As a minimum, the control charts shall identify the project number, the contract item number, the test number, each test parameter, the Action and Suspension Limits, or Specification limits, applicable to each test parameter, and the Contractor's test results. The Contractor shall use the control charts as part of a process control system for identifying potential problems and assignable causes before they occur. Ifthe Contractor's projected data during production indicates a potential problem and the Contractor is not taking satisfactory corrective action, the Engineer may halt production or acceptance ofthe material. a. Fine and Coarse Aggregate Gradation. The Contractor shall record the running average of the last five gradation tests for each control sieve on linear control charts. Specification limits contained in Tables I and 2 shall be superimposed on the Control Chart for job control. b. Slump and Air Content. The Contractor shall maintain linear control charts both for individual measurements and range (i.e., difference between highest and lowest measurements) for slump and air content in accordance with the following Action and Suspension Limits. The individual measurement control charts shall use the mix design target values as indicators of central tendency. · ..··1 P-501-24 CONTROL CHART LIMITS 􀀬􀁾􀀦􀁑􀁾􀁾􀁾􀁯􀀮􀁬Panulleter' 􀀮􀀱􀀺􀀺􀀻􀁴􀁾􀁃􀀬􀀧􀁜􀀳􀀱􀀱􀁤􀁩􀁖􀁾􀁤􀁾􀀱􀁬􀀱􀁊􀁜􀁦􀀺􀀻􀁬􀁬􀁳􀀬􀁵􀁲􀁥􀀣􀁪􀁾􀁾􀁾􀀻􀁪􀀻􀀺􀀬􀀿􀀺􀀺􀀩􀁾􀀮􀁡􀁮􀁧􀁾􀀠􀁓􀀻􀁾􀁳􀁾􀁥􀁮􀁾􀁩􀁯􀁊􀁾􀁾􀁾.", .,.... ,. . .,,, .. .' .... ction 􀁌􀁬􀁮􀁮􀁴􀂷􀀮􀀺􀀬􀀮􀀢􀀢􀁓􀁵􀁳􀂷􀁾􀀧􀁥􀁮􀁓􀁬􀁯􀁮􀀠Llmlt''i·h ..........Lumt ..:..•..•..,,'.."'---·c..' " . __ 􀀧􀂷􀂷􀂷􀁩􀀮􀁾􀀠__ 􀁾􀁴􀀢􀀠_ __.'.__ "_'.. ' __ 􀁾..-__􀀢􀀷􀁬􀁾􀀠Slump + I inch (25mm) + 1.5 inch (38mm) + 2.4 inch (6Imm) Air Content ± 1.2% ± 1.8% +2.8% 501-6.4 CORRECTIVE ACTION. The Quality Control Plan shall indicate that appropriate action shall be taken when a process is believed to be out of control. The Plan shall detail what action will be taken to bring a process into control and shall contain sets of rules to gauge when a process is out of control. As a minimum, a process shall be deemed out of control and corrective action taken if anyone ofthe following conditions exists. a. Fine and Coarse Aggregate Gradation. When two consecutive averages of five tests are outside of the Tables 1 or 2 specification limits, immediate steps, including a halt to production, shall be taken to correct the gradation. b. Fine and Coarse Aggregate Moisture Content. Whenever the moisture content of the fine or coarse aggregate changes by more than 0.5 percent, the scale settings for the aggregate batcher(s) and water batcher shall be adjusted. c. Slump. The Contractor shall halt production and make appropriate adjustments whenever: (1) one point falls outside the Suspension Limit line for individual measurements or range; or (2) two points in a row fall outside the Action Limit line for individual measurements. d. Air Content. The Contractor shall halt production and adjust the amount of air entraining admixture whenever: (1) one point falls outside the Suspension Limit line for individual measurements or range; or (2) two points in a row fall outside the Action Limit line for individual measurements. Whenever a point fulls outside the Action Limits line, the air-entraining admixture dispenser shall be calibrated to ensure that it is operating correctly and with good reproducibility. P-501-25 METHOD OF MEASUREMENT 501-7.1 Portland cement concrete pavement shall be measured by the number of square yards (square meters), of each thickness, of either reinforced or non-reinforced pavement as specified in place, completed and accepted. BASIS OF PAYMENT 501-8.1 GENERAL. Payment for accepted concrete pavement shall be made at the contract unit price per square yard (square meter) adjusted in accordance with paragraph 5018.1a, subject to the limitation that: The total project payment for concrete pavement shall not exceed 106 percent of the product ofthe contract unit price and the total number ofcubic yards (cubic meters) of concrete pavement used in the accepted work (See Note 2 under Table 3) . . Payment shall be full compensation for all labor, materials, tools, equipment, and incidentals required to complete the work as specified herein and on the drawings, except for saw-cut grooving. a. Basis of Adjusted Payment. The pay factor for each individual lot shall be calculated in accordance with Table 3. A pay factor shall be calculated for both flexural strength and thickness. The lot pay factor shall be the higher ofthe two values when calculations for both flexural strength and thickness are 100 percent or higher. The lot pay factor shall be the product of the two values when only one of the calculations for either flexural strength or thickness is 100 percent or higher. The lot pay factor shall be the lower of the two values when calculations for both flexural strength and thickness are less than 100 percent. For each lot accepted, the adjusted contract unit price shall be the product ofthe lot pay factor for the lot and the contract unit price. Payment shall be subject to the total project payment limitation specified in paragraph 501-8.1. Payment in excess of 100 percent for accepted lots of concrete pavement shall be used to offset payment for accepted lots of concrete pavement that achieve a lot pay factor less than 100 percent. P-501-26 TABLE 3 PRICE ADJUSTMENT SCHEDULE 1 􀁣􀁾􀁾􀁾􀁃􀁾􀀢􀁾􀁾􀁊􀁾􀁴􀁡􀁦􀁩􀁾􀀩􀁾􀁴􀁾􀁾􀀦􀁩􀀦􀁾􀁾􀁓􀁐􀀻􀁾􀁃􀀡􀁧􀁽􀁾􀁴􀁩􀁯􀁮􀀻􀀺􀀧􀀡􀀬􀀺􀁾􀁩􀁐􀀡􀁴􀁾􀁩􀁾􀁗􀁍􀁩􀀾􀀻􀁾􀀺􀀺􀁲􀁏􀁦􀁃􀁾􀁾􀁾􀁪􀁾􀁴􀁉􀁻􀀿􀁾􀁬􀀬􀁪􀀠 96-100 106 90 95 PWL+ 10 75 90 0,5PWL + 55 55-74 I.4PWL-12 Below 55 Reject 2 1 ALTHOUGH IT IS THEORETICALLY POSSIBLE TO ACHIEVE A PAY FACTOR OF 106 PERCENT FOR EACH LOT, ACTUAL PAYMENT IN EXCESS OF 100 PERCENT SHALL BE SUBJECT TO THE TOTAL PROJECT PAYMENT LIMITATION SPECIFIED IN PARAGRAPH 501-8.1. 2 The lot shall be removed and replaced. However, the Engineer may decide to allow the rejected lot to remain. In that case, if the Engineer and Contractor agree in writing that the lot shall not be removed, it shall be paid for at 50 percent of the contract unit price AND THE TOTAL PROJECT PAYMENT LIMITATION SHALL BE REDUCED BY THE AMOUNT WITHHELD FOR THE REJECTED LOT. Payment will be made under: P-501-1 12 Inch PCC Pavement, Non-Reinforced .."." ................ " ............ per square yard P-501-2 12 Inch PCC Pavement, Reinforced ............................................. per square yard P-501-3 12-15 Inch PCC Pavement, Non-Reinforced ............................... per square yard P-501-4 12-15 Inch PCC Pavement, Reinforced ............................... , .... " .. per square yard P-501-5 8 Inch PCC Pavement, Non-Reinforced ....................................... per square yard P-501-6 8 Inch PCC Pavement, Reinforced ............................................... per square yard P-501-7 8-10 Inch PCC Pavement, Non-Reinforced ........ " .... " ................. per square yard P-501-8 8-10 Inch PCC Pavement, Reinforced ................... " ........ " ........... per square yard P-501-27 ASTMC31 ASTMC39 ASTMC70 ASTMC78 ASTM C 131 ASTM C 136 ASTMC 138 ASTMC 143 ASTM C 172 ASTMC 173 ASTMC 174 ASTMC227 ASTM C 231 ASTMC289 ASTM C 295 ASTM C 311 ASTMC 535 ASTMC566 ASTMC 1077 ASTMD3665 ASTM D 4791 AASHTOT26 TESTING REQUIREMENTS Making and Curing Concrete Test Specimens in the Field Compressive Strength of Cylindrical Concrete Specimens Surface Moisture in Fine Aggregate Test for Flexural Strength of Concrete (Using Simple Beam with Third-Point Loading) Test for Resistance to Abrasion ofSmall Size Coarse Aggregate by Use of the Los Angeles Machine Sieve Analysis ofFine and Coarse Aggregates Test for Unit Weight, Yield, and Air Content (Gravimetric) ofConcrete Test for Slump ofPortland Cement Concrete Sampling Freshly Mixed Concrete Test for Air Content of Freshly Mixed Concrete by the Volumetric Method Measuring Length ofDrilled Concrete Cores Potential Alkali Reactivity ofCement-Aggregate Combinations (Mortar-Bar Method) Test for Air Content ofFreshly Mixed Concrete by the Pressure Method Potential Reactivity of Aggregates (Chemical Method) Petrographic Examination ofAggregates for Concrete Sampling and Testing Fly Ash for Use as an Admixture in Portland Cement Concrete Test for Resistance to Abrasion ofLarge Size Coarse Aggregate by Use of the Los Angeles Machine Total Moisture Content ofAggregates by Drying Standard Practice for Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory Evaluation Random Sampling of Construction Materials Test Method for Flat or Elongated Particles in Coarse Aggregate Quality ofWatei to be Used in Concrete P-501-28 ASTMA184 ASTMA 185 ASTMA497 ASTMA615 ASTMA616 ASTMA617 ASTMA 704 ASTMA 714 ASTMC33 ASTMC94 ASTMC 150 ASTMC 171 ASTM C 260 ASTM C 309 ASTMC494 ASTMC595 ASTM C 618 ASTMC 881 ASTM C 989 I . I ASTMD 1751 ASTMD 1752 AASHTOM254 ACI305R ACI306R TT-P-644 (Rev. D) MATERIAL REQUIREMENTS Specification for Fabricated Deformed Steel Bar Mats for Concrete Reinforcement Specification for Welded Steel Wire Fabric for Concrete Reinforcement Specification for Welded Deformed Steel Wire Fabric for Concrete Pavement Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement Specification for Rail-Steel Deformed and Plain Bars for Concrete Reinforcement Specification for Axle-Steel Deformed and Plain Bars for Concrete Reinforcement Specification for Welded Steel Plain Bar or Rod Mats for Concrete Reinforcement Specification for High-Strength Low-Alloy Welded and Seamless Steel Pipe Specification for Concrete Aggregates Specification for Ready-Mixed Concrete Specification for Portland Cement Specification for Sheet Materials for Curing Concrete Specification for Air-Entraining Admixtures for Concrete Specification for Liquid Membrane-Forming Compounds Specification for Chemical Admixtures for Concrete Specification for Blended Hydraulic Cements Specification for Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Portland Cement Concrete Specification for Epoxy-Resin Base Bonding System for Concrete Specification for Ground Granulated Blast-Furnace Slag for Use in Concrete and Mortars Specification for Preformed Expansion Joint Fillers for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types) Specification for Preformed Sponge Rubber and Cork Expansion Joint Fillers for Concrete Paving and Structural Construction Specification for Coated Dowel Bars Hot Weather Concreting Cold Weather Concreting Federal Specification for Primer Coating, Alkyd, Corrosion-Inhibiting, Lead and Chromate Free, VOC-Compliant END OF ITEM P-501 P-501-29 ITEM P-603 BITUMINOUS TACK COAT DESCRIPTION 603-1.1 This item shall consist of preparing and treating a bituminous or concrete surface with bituminous material in accordance with these specifications and in reasonably close conformity to the lines shown on the plans. MATERIALS 603-2.1 BITUMINOUS MATERIALS. The bituminous material shall be either cutback asphalt, emulsified asphalt, or tar and shall conform to the requirements of Table 1. The type, grade, controlling specification, and application temperature ofbituminous material to be used shall . be specified by the Engineer. Table 1 Bituminous Material .•.. '.. .:". , 􀁾􀀮􀀠'A "II .·A/.:'c···/.", ...• --", Temperature•'.' PP. cation . .. . " :.....,, . . , , •'i' ',".;.·.',M:.,Li! 'r,.'):",.". :;!?peciQc:iti6l1'. .\1)pe and 􀁇􀁩􀁡􀁤􀁥􀁴􀁩􀁾􀀠.. ,.';"(,',: '; c' :,"-,.". '.'. , . A';:;",,,: ""', . '. '>\.:":""': '. " ··:'····(3"./.. :·Deg.F Deg;C,-.'.;... .. 􀁾􀀠," ., Emulsified Asphalt i 88-1, SS·lh ASTMD977 75-130 25-55 CSS-I, CSS-Ih 25-55ASTMD2397 75-130 I Cutback Asphalt RC-70 120-160 50-70 Tar RTCB 5, RTCB 6 ASTMD2028 AASHTOM52 60-120 15-50 CONSTRUCTION METHODS 603-3.1 WEATHER LIMITATIONS. The tack coat shall be applied only when the existing surface is dry and the atmospheric temperature is above 60°F (15°C). The temperature requirements may be waived, but only when so directed by the Engineer. 603-3.2 EQUIPMENT. The Contractor shall provide equipment for heating and applying the bituminous material. The distributor shall be designed, equipped, maintained, and operated so that bituminous material at even heat may be applied uniformly on variable widths of surface at the specified rate. The allowable variation from the specified rate shall not exceed 10 percent. Distributor equipment shall P-603-10f4 include a tachometer, pressure gages, volume-measuring devices or a calibrated tank, and a thermometer for measuring temperatures of tank contents. The distributor shall be self-powered and shall be equipped with a power unit for the pump and full circulation spray bars adjustable laterally and vertically. A power broom andlor blower shall be provided for any required cleaning of the surface to be treated. 603-3.3 APPLICATION OF BITUMINOUS MATERIAL. Immediately before applying the tack coat, the full width of surface to be treated shall be swept with a power broom andlor airblast to remove all loose dirt and other objectionable material. Emulsified asphalt shall be diluteA.by the addition ofwater when directed by the Engineer and shall be applied a sufficient time in advance of the paver to ensure that all water has evaporated before any ofthe overlying mixture is placed on the tacked surface . . The bituminous material including vehicle or solvent shall be uniformly applied with a bituminous distributor at at the rate of 0.05 to 0.15 gallons per square yard depending on the condition of the existing surface. The type of bituminous material and application rate shall be approved by the Engineer prior to application. Following the application, the surface shall be allowed to cure without being disturbed for such period of time as may be necessary to permit drying out and setting of the tack coat. This period shall be determined by the Engineer. The surface shall then be maintained by the Contractor until the next course has been placed. Suitable precautions shall be taken by the Contractor to protect the surface against damage during this interval. 603-3.4 BITUlVUNOUS MATERIAL-CONTRACTOR'S RESPONSIBILITY. Samples of the bituminous material that the Contractor proposes to use, together with a statement as to its source and character, must be submitted and approved before use of such material begins. The Contractor shall require the manufacturer or producer of the bituminous material to furnish material subject to this and all other pertinent requirements of the contract. Only satisfactory materials so demonstrated by service tests, shall be acceptable. The Contractor shall furnish the vendor's ce:rtified test reports for each carload, or equivalent; of bituminous material shipped to the project. The report shall be delivered to the Engineer before permission is granted for use of the material. The furnishing ofthe vendor's certified test report for the bituminous material shall not be interpreted as a basis for final acceptance. All such test reports shall be subject to verification by testing samples ofmaterial received for use on the project. 603-3.5 FREIGHT AND WEIGH BILLS. Before the fmal estimate is allowed, the Contractor shall file with the Engineer receipted bills when railroad shipments are made, and certified weigh bills when materials are received in any other manner, of the bituminous materials actually used in the construction covered by the contract. The Contractor shall not remove bituminous material material from the tank car or storage tank until the initial outage and temperature P-603-20f4 measurements have been taken by the Engineer, nor shall the car or tank be released until the final outage has been taken by the Engineer. Copies of freight bills and weigh bills shall be furnished to the Engineer during the progress ofthe work. METHOD OF MEASUREMENT 603-4.1 The bituminous material for tack coat shall be measured by the gallon. Volume shall be corrected to the volume at 60°F (l5°C) in accordance with ASTM D1250 for cutback asphalt, ASTM D 633 for tar, and Table N-3 of The Asphalt Institute's Manual MS-6 for emulsified asphalt. Water added to emulsified asphalt will not be measured for payment. BASIS OF PAYMENT 603-5-1 Payment shall be made at the contract unit price per gallon ofbiturninous materiaL This price shall be full compensation for furnishing all materials, for all preparation, delivery, and application of these materials, and for all labor, equipment, tools, and incidentals necessary to complete the item. Payment will be made under: Item P-603-1 Bituminous Tack Coat .................................................... per gallon P-603-30f4 ASTMD633 ASTMD977 ASTMD 1250 ASTMD2028 ASTMD2397 AASHTOM52 Asphalt Institute Manual MS-6 TableIV-3 MATERIAL REQUIREMENTS Volume Correction Table for Road Tar Emulsified Asphalt Petroleum Measurement Tables Liquid Asphalt (Rapid-Curing Type) Cationic Emulsified Asphalt Tar for Use in Road Construction Temperature-Volume Corrections for Emulsified Asphalts END OF ITEM P-603 P-603-40f4 DEVIATIONS FROM STANDARD FAA TECHNICAL SPECIFICATIONS ITEM P-612 -MILLING 􀁂􀁉􀁔􀁕􀁍􀁬􀁴􀁾􀁏􀁕􀁓􀀠PAVEMENT This specification was developed from previous projects for the specific need of this project which is not addressed by the FAA Technical Specifications. SP-P-612-1of2 ITEM P-612 MILLING BITUMINOUS PAVEMENT DESCRIPTION 612-1.1 The work covered by this section consists of milling bitwninous pavement at locations, depths, widths, and typical sections indicated in the plans and special provisions or as directed by the Engineer. The work also includes disposing of excess milled material and cleaning the milled pavement surface. The milled material shall become the property of the Contractor. All milled material shall be disposed ofby the Contractor in areas which are outside Airport property. EQUIPMENT 612-2.1 Equipment shall include a self-propelled unit capable of removing the existing bitwninous pavement to the depths, widths, and typical sections shown in the plans. The equipment shall have been designed and built exclusively for pavement milling operations and shall have a past history of satisfactory performance. The milling machine shall be equipped with a grade control system which will automatically control the longitudinal profile and cross slope of the milled surface by the use of one or more skid sensors moving along the pavement surface. The machine shall be capable of leaving a uniform surface suitable for handling traffic without excessive damage to the underlying pavement structure. The milling machine and other loading equipment shall be capable of loading milled material to be used in other parts of the work without excessive segregation. Additional equipment necessary to satisfactorily remove the pavement in the area of manholes, water valves, curb and gutter, and other obstructions shall be provided. The milling equipment shall be equipped with a means of effectively limiting the amount of dust escaping from the removal operation in accordance with local, State, and Federal air pollution control laws and regulations. CONSTRUCTION REQUIREMENTS 612-3.1 The existing pavement shall be milled in a manner which will restore the pavement srice to a uniform longitudinal profile and cross section at the locations and in accordance with typical sections shown in the plans. Where indicated in the plans, removal shal1 be to a specified depth and shall produce a specified cross slope. The Contractor may elect to make multiple cuts to achieve the required depth of cut or cross slope required by the plans. P-612-10f4 The longitudinal profile ofthe milled surface shall be established by a mobile string line on the side of the cut nearest the centerline of the road. The cross slope of the milled surface shall be established by an automatic cross slope control mechanism or by a second skid sensing device located on the outside edge of the cut. The Engineer may waive the requirement for automatic grade and cross slope controls where conditions warrant. The milling equipment shall be operated in such a manner as to prevent damage to the underlying pavement structure, utilities, drainage facilities, curb and gutter, paved surfaces outside the milled area, and any other appurtenances. The milled pavement surface shall be reasonably smooth and free of excessive scarification marks or other damage as determined by the Engineer. Any leveling or patching required as a result of negligence by the Contractor shall be repaired with hot bituminous plant mix at no cost to the Owner and in a manner acceptable to the Engineer. The Contractor shall coordinate the adjustment of manholes, meter boxes, and valve boxes with the milling operation. The Engineer may require remilling any area where surface laminations or defects resulting from . the Contractor's operations cause a non-uniform surface to occur. The milled pavement surface shaH be thoroughly cleaned of all loose aggregate particles, dust, and .other objectionable material by the use of power brooms, power blowers, power vacuums, or other means. Disposal or wasting of oversize pieces of pavement or loose aggregate material will not be permitted within the right of way. The pavement removal operations shall be conducted to effectively minimize the amount of dust being emitted. The operation shall be planned and conducted so that it is safe for persons and property adjacent to the work including the traveling pUblic. METHOD OF MEASUREMENT 612-4.1 The quantity ofmilled bituminous pavement to be paid for will be the actual number of square yards of pavement surface which has been milled in accordance with the requirements of this section. In measuring this quantity, the length will be the actual length milled, measured along the pavement surface. The width will be the width required by the plans or directed by the Engineer, measured along the pavement surface. No additional measurement will be made for pavement milled beyond the depth specified. BASIS OF PAYMENT 612-5.1 The quantity of milled bituminous pavement, measured as provided above, will be paid for at the contract unit price per square yard for "Milling Bituminous Pavement, 1-112 Inch Depth". The above price and payment will be full compensation for all work covered by this section, including but not limited to milling the pavement, cleaning the milled surface, loading, hauling, and disposal of all milled material. P-612-20f4 Pavement will be made under: Item P-612-1 Milling Bituminous Pavement, 1-1/2 Inch Depth ........ per square yard. END OF ITEM P-612 P-612-30f4 DEVIATIONS FROM STANDARD FAA TECHNICAL SPECIFICATIONS ITEMP-620 RUNWAY, TAXIWAY AND APRON PAINTING (a) Section 2.3 -Reflective Media. Paragraph changed to not allow reflective media (b) Section 3.4, Layout ofMarkings, paragraph is revised to requiring Contractor to have an experienced technician supervise all work related to this item. SP-P-620-l of2 ITEM P-620 RUNWAY AND TAXIW AY PAINTING DESCRIPTION 620-1.1 This item shall consist of the painting of numbers, markings, and stripes on the surface of runways and taxiways applied in accordance with these specifications and at the locations shown on the plans, or as directed by the Engineer. MATERIALS 620-2.1 MATERIALS ACCEPTANCE. The Contractor shall furnish manufacturer's certified test reports for the materials shipped to the project. The certified test reports shall include a statement that the materials meet the specification requirements. The reports can be used for material acceptance or the Engineer may perform verification testing. The reports shall not be interpreted as a basis for payment. The Contractor shall notify the Engineer upon arrival of a . shipment ofmaterials to the site 620-2.2 PAINT. Paint shall be Waterborne meeting the requirements of Federal Specification IT-P-1952 or Solvent Based meeting the requirements ofFederal Specification IT-P85 or IT-P-IIO. Paint shall be furnished in White -37925, Yellow -33538 or 33655, and Black37038 in accordance with Federal Standard No. 595. Paint shall be furnished in Type I -Standard Drying time for no-pick-up when tested in accordance with ASTM D 711. 620-2.3 REFLECTIVE MEDIA. Reflective media will not be allowed. CONSTRUCTION METHODS 620-3.1 WEATHER LIMITATIONS. The painting shall be performed only when the surface is dry, when the atmospheric temperature is above 45 degrees F (7 degrees C), and when the weather is not foggy or windy. Markings will not be applied when the pavement temperature is greater than 120 degrees F. 620-3.2 EQUIPMENT. All equipment for the work shall be approved by the Engineer and shall include the apparatus necessary to properJyclean the existing surface, a mechanical marking machine, a bead dispensing machine, and such auxiliary hand-painting equipment as may be necessary to satisfactorily complete the job. The mechanical marker shall be an atomizing spray-type marking machine suitable for application of traffic paint. It shall produce an even and uniform film thickness at the required coverage and shall be designed so as to apply markings of uniform cross sections and clear-cut edges without running or spattering and without over spray. 620-3.3 PREPARATION OF SURFACE. Immediately before application ofthe paint, the surface shall be dry and free from dirt, grease, oil, iaitance, or other foreign material which would P-620-1 of4 reduce the bond between the paint and the pavement The area to be painted shall be cleaned by sweeping and blowing or by other methods as required to remove all dirt, laitance, and loose materials. Paint shall not be applied to portland cement concrete pavement until the concrete in the areas to be painted is clean of curing material. Sandblasting or high pressure water shall be used to remove curing material from concrete surfaces. 620-3.4 LAYOUT OF MARKINGS. On those sections of pavement where no previously applied markings are available to serve as a guide, the proposed markings shall be laid out in advance ofthe paint application. The Contractor shall provide an experienced technician to supervise the location, alignment, layout, dimensions, and application of all paint marking. 620-3.5 APPLICATION. Markings shall be applied at the locations and to the dimensions . and spacing shown on the plans. All paint, except black, shall have glass beads applied at the rate of 7 pounds/gallon. Paint shall not be applied until the layout and condition of the surface have been approved by the Engineer. The paint shall be mixed in accordance with the manufacturer's instructions and applied to the pavement with a marking machine at the rate of 100 to 110 square feet (9 to \0 square meters) per gallon (liter). The addition of thinner will not be permitted. A period of 30 days shall elapse between placement of a bituminous surface course or seal coat and application of the paint. If the pavement requires marking prior to the recommended waiting period, the paint may be applied in two applications. The flISt application may be applied immediately with the second application occurring after the appropriate waiting period. The two applications should be applied at fifty percent of the specified coverage. The edges of the markings shall not vary from a straight line more than 112 inch (12 mm) in 50 feet (15 m), and the dimensions shall be within a tolerance ofplus or minus 5 percent. Glass beads shall be distributed upon the markings immediately after application of the paint. A dispenser shall be furnished which is properly designed for attachment to the marking machine and suitable for dispensing glass beads. Glass beads shall be applied at. the rate of 7' pounds/gallon. Glass beads shall not be applied to black paint.. Glass beads shall adhere to the cured paint or all marking operations shall cease until corrections are made. 620-3.6 PROTECTION. After application of the paint, all markings shall be protected from damage until the paint is dry. All surfaces shall be protected from disfiguration by spatter, splashes, spillage, or drippings ofpaint. P-620-2 of4 METHOD OF MEASUREMENT 620-4.1 The quantity of Apron markings to be paid for shall be the number ofsquare feet of painting performed in accordance with the specifications and accepted by the Engineer. No separate measurement will be made for removal of temporary or existing pavement markings. Such work shall be considered included as incidental to the items for which direct payment is made. BASIS OF PAYMENT 620-5.1 Payment shall be made at the contract unit price per square foot for Apron painting. This price shall be full compensation for furnishing all materials, (including glass beads) for removing pavement markings, and for all labor, equipment, tools, and incidentals necessary to complete the item. Payment will be made under: Item P-620-1 Pavement Marking, Non-Reflective 4" yellow ..................... per square foot P-620-3 of 4 i ASTMC-146 ASTMD711 Federal Test Method Standard No. 141 Fed. Spec. TT-B-1l25 Fed. Spec. TT-P-85 Fed. Spec. TT-P-110 Fed. Spec. TT-P-1952 . Federal Standard 595 TESTING REQUIREMENTS Chemical Analysis ofGlass Sand No-Pick-Up Time ofTraffic Paint Paint, Vamish, Lacquer and Related Materials; Methods of Inspection, Sampling and Testing MATERIAL REQUIREMENTS Beads (Glass Spheres) Retroreflective Paint, Traffic and Airfield Marking, Solvent Base Paint, Traffic Black (Nonreflectorized) Paint, Traffic and Airfield Marking, Waterborne Colors used in Government Procurement END OF ITEM P-620 P-620-4of4 MAS-TEK ENGINEERING & ASSOCIATES, INC. GEOTECHNICAL CONSULTING AND MATERIALS TESTING 2550 Bekleymeede, Suite 105 Dallas, Texas 75237 Phone: (972) 709-7384 CALIFORNIA BEARING RATIO (CBR) TEST CLIENT: PROJECT: The HNTB Companies Addison Airport Improvements AGG REPORT #: E02-1111 REPORT DATE: 02l03f2003 CBR TEST RESULTS Sample Location: Boring B-4 (12" \0 18" below grade) Sample Description: Dark Gray CLAY Plastic Limit: 77 Liquid Limit: 26 Plasticity Index: 51 Initial M.C. 30.6 Final M.C. (top 1") 33.8 Initial P.P. 2.25 1.25Final P.P. CBR: . 3.6 Sample Location: Boring B-9 (10" to 18" below grade) Sample Description: Dark Grayish Brown CLAY Plastic Limit: 71 Liquid Limit: 24 Plasticity Index: 47 Initial M.C. 27.5 Final M.C. (top 1") 29.7 Initial P.P. 1.75 Final P.P. 1.0 CBR: 3.3 Surcharge Load: 90 psf Remolded Condition: Samples remolded to approximately 95% of Standard Proctor at approximately +3% above optimum moisture (see Figures 13 and 14). FIGURE 15 MOISTURE DENSITY RELATIONSHIP REPORT I' I i L_ [\ I 11"+-+-1I ,rr--r-'--+:-+-+-++--1-+-+-1+-1+--1􀁴􀀭􀀫􀀭􀀭􀀭􀀨􀁉􀁾􀀱􀀠I 􀁾􀀳􀀡􀀭􀀭􀁩􀀮-t-t--,-+-+-1 91 f---+-11----i,--+-+-1:-+-+-+1-1-1 􀁾-: I +1-+:'-,\.1.-+--+-+:-1-+-1 :11 I'll I Ii m iI I 􀀢􀀧􀁾􀀠I '\ I I-t-f---i-J +-+----;--+-+-+-+--ir-+-+--,J-r" ! i I I L 1'\1 1 /+--, ,I InI Ii ,l\.􀁈􀁉􀀭􀀭􀀭􀁬􀁉􀀭􀀫􀀭􀀫􀀭􀀫􀀫􀀭􀀫􀀭􀀱􀁉􀀭􀀫􀀭􀁾� �􀀭􀀱􀀠' !' I, --11i-'\.+,--1---1 􀀸􀀹􀁾􀀡􀀭􀀭􀀱􀀭􀀫􀀭􀀫􀀭􀀫􀀫􀀭􀀭􀀱􀀭􀀭􀀱􀁉􀀭􀁾􀁾􀀫􀀭􀀫􀀭􀀭􀁈􀀭􀀫􀀭􀀫􀀭􀀫􀀫􀁾􀀴􀀭􀀴􀀭􀀫􀀭􀀫􀀭􀀫􀀭􀁾􀁈􀁈􀁾􀀭􀀴􀀠'0 ! • II I I :'\ I !" 1 ,I 93 . 􀁾􀀠-ii J I !' '\J I r.c j '\ 􀁾􀀠I I ", II ii, 􀁾􀀬􀁔􀁬􀀭􀀡􀀠􀁾􀁾􀁾􀁯􀁾􀀠i!' /; \ '1 􀁾􀁉􀁉􀀠I 2.72 o III I I IT:-, '\. I ' 􀁾􀁈􀀭􀀫􀀭􀀫􀀭􀀫􀀭􀀫􀀫􀁾􀀴􀀭􀀫􀀭􀀫􀀭􀀫􀀭􀀭􀁈􀀭􀀫􀀭􀀫􀀭􀀫􀀫􀀫􀁾􀀴􀀭􀀫􀀭􀀫􀀭􀁾􀀫􀀭􀀫 􀀭􀀭􀁈􀀭􀀫􀀭􀀫􀀭􀀭􀁉􀀠􀁉􀀭􀀭􀀫􀀭􀀫􀁟􀁾􀁉+I_I_J" li'll -! -H I i I !\J. 1 -flT· ,I -rT-I i I 1'\ , I H-l---I-+-Iii! I r 1 1 I 􀀭􀁾􀀭􀀧􀁖􀀭􀀡_l'--t--,--!-I 􀁾􀁊􀁔􀀧􀀭,1-f1_1 'I LJ_,t---1_1-1-.i i, )I ; os' IT 1 ! I I II I I I! I i I I I I " I I I 1+#, I I I I iiiI ' : I ,i I ! l' -, I I i 1---'TI Ii I I i -I I Iii I Iii l 'III-+--111 ! I I' 􀀢􀁾􀁉􀀠iii II', 83 r-m--riii I! I I 􀁾􀀠I I I r--r,I : 22 24 26 28 30 32 Water content, % Test specification: ASTM D 698-91 Procedure A Slandard Elevl Depth 12" -18" Classification USCS i AASHTO Nat. Moist. Sp.G. LL PI 74 48 %> No.4 'Yo" No.200 TEST RESULTS MATERIAL DESCRIPTION Maximum dry density = 90.8 pef Optimum moisture = 27.6 % Project No. E02·11 II Client: THE HNTB COMPANIES ,project: ADDISON AIRPORT IMPROVEMENTS I. Location: BORING B-4 (12" TO 18" DEPTH) MOISTURE DENSITY RELATIONSHIP REPORT DARK ORAY CLAY I! Remarks: i -I i I Figure 13 􀁾􀁾􀀭􀀽􀀽􀀽􀀽􀀽􀀽􀀽􀀭􀀽􀀽􀀽􀀭􀀽􀀽􀀽􀁾􀀽􀀽􀀽􀀭􀀽􀀽􀀽 􀀽􀀽􀀽􀀽􀀽􀁌􀀭______􀁾􀁾􀁾􀁾􀁟􀀮􀁟􀀠 MAS-TEK ENGINEERING & ASSOCIATES, INC. GEOTECHNICAL CONSULTING AND MATERIALS TESTING 2550 Bekleymeade, Suita105 Dallas, Taxas 75237 Phone: (972) 709-7384 LIME SERIES RESULTS CLIENT: The HNTB Companies PROJECT: Addison Airport Improvements AGG REPORT NO.: E02-1111 REPORT DATE: 02/03/2003 BORING NUMBER DEPTH (feet) % LIME ADDED LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX B-6 2-3 0 85 29 56 B-6 2-3 4 68 46 22 B-6 2·3 6 66 50 16 B-6 2-3 8 63 51 12 FIGURE 12 .,, ! Project: Addison Airport -Addison, Texas Date: 1117103 Elev.: na Depth to water at completion of boring: Dry Depth to water when checked: End of Day Depth 10 caving when checked: ELEVATIOW D"(reeij" &. Ri!lO TEST DATA .. •• % .. PGI': tsr "" .. '. c-:= -f=== f:== -. 􀁾􀀠h,3" ASPHALT ./f--..1-[-􀁾􀀭5 3/4" tan crushed slone IBASEl .-1-....-t----.Tan and gray broken LlM!;STONE wi clay seams (FILL) --f--I-.,rt----.Dark gray Q.8l: 􀁾􀀠., " ,." 2.'... . 􀁾􀀠31 ,., Moderately hard to hard tan WEATHERED -I-.l-I--1---1---;---r-i . r LlME$TQN!;. fractured, wi clay seamsf-5 I .--1---1----.Hard gray LIMESTONE1.' 􀁉􀁾􀀠--I;-_. --T--r-Moderately hard to hard tan WEATHERED 􀁌􀁬􀁍􀁅􀁓􀁔􀁑􀁾􀁅􀀮􀀠fractured. wi clay seams 10 Boring terminated at 10 feet .. 1>3 I '5 , ; I 11.5 -, i Notes: Completion Depth: 10' FIGURE:6 --lOG OF BORING B-4 Project: Addison Airport· Addison, Texas Project No.: E02·1111 Date: 1/11103 n'a Elev.: Location: See Figure 1 Depth to water at oomplelion of boring: Dry Depth to waten'men checked: End of Day was: 3' Depth to caving when checked: was: SOIlS'iMllOlSEl..£VA1lONIJ Me LLO""lH SAMPLER SY'4aOLS PI. -200 OD P.PEN : U:-''CON s_DESCRIPTION Pl􀁾􀀨􀁥􀁥􀀡􀁬􀀠&; FIElOTEST OAl'A .. % % 'IS' i ..'" """" , 􀁾􀀠􀁾􀀠2.5 '" --0 ..-t-f-,;-f---I-Dark gray CLAY w/soffie tan broken 􀁾􀁓􀁔􀁏􀁎􀁅􀀠(FILL) .. I --f--i'.9-1---1--n '26 51Dark gray Qb8Y u -" -. f-1:5-1---1--'--I-Tan and gray CLAY, calcareous wi limestone seams .--t_. f---1---t--:-Moderately hard to hard tan WEATHERED LIMESTONE, fractured. wi clay seams and gray ,I limestone layers• u, I 􀁉􀁾􀁾,0• Boring terminated at 10 feet t 'M 15 11-5 . ,i i !I i i Notes: Completion Depth: 10' FIGURE:5 , • " LOG OF BORING B·3 Project Addison AIrport. Addison, Texas Project No.: E02-1111 Date: 1/17/03 Elev.: na Location: See Figure 1 Depth to water at completion of boring: Dry Depth to water when checked: End of Day was: Dry Depth to caving when checked: was: 􀁾􀁾􀀠DESCRIPTION 􀀮􀁾􀀠\l" 'i .. ·200 00 P.PEN UNCON .% .... '" ... " • 􀁾􀀠1\1 1/4" J: I it> :=r":• • t\6 1/4" Ian I sand wi 􀁡􀁲􀁡􀁶􀁥􀁾􀀠J .-1--r: ;-,.. .-r􀁾Tan broken 􀁾wI ",,,,, 􀀮􀀢􀁾􀁲􀁮􀀧􀀠,L J I"" 62 i'" ," .-1---,;:;" r -r-'􀁾􀀠Darl gray Q.8Y wi some tan broken I (FILL) Dark gray .cJ.8Y I"" 1--1--1-i;:O t--r􀀲􀁾􀀠􀁾􀀠--1.9 􀁾􀀠131 1.15 " 􀁾􀀠.. "..l.-r-Oark brownish gray.cJ.8Y Wi "ace calcareous 2:ZS 􀁾􀀠􀁾􀁬􀀠I" 2-' -. 1.5 􀁾􀀠􀁾􀀠""'8SI. Boring I I at 10 feet • 12, -..,. 11.5 Noles: Completion Depth: 10' FIGURE:4 ! , ! i I i , 1 i i , I , I i, i , LOG OF BORING B.2 Project: Addison Airport· Addison, Texas Project No.: E02-1111 Date: 1/17/03 Elev.: na Location: See Figure 1 Depth to water at completion of boring: Dry Depth 10 water when .checked: End of Day was: S' Depth to caving when checked: was: ElEVA110NJ I SOll SYMBOLS Me LL PI. ·200 DO P,PaN ",,<:oNDEPm SAMPlER SYMBOl.S DESCRIPTION F! .....lrmll\ &. FIElD TeST DATA. .. " " " pd tv '" " ,.:r-r-􀁾􀀺---==1--􀁾􀀽􀀺• k.2 314" ASP HAL T 􀁾􀀠_. 1--􀁾􀀧tan ll!!!llegt-stabilil!:!lQ grnvel!:ls!!m! (BASE) _. f---.-'---1---r-'i\;an Q!llcareous CLAY and dark gray clayw/limestoneJt.-􀁾􀀭1---1-f",gments (FILL) 􀁾􀀵􀀠􀁾􀀠Dark gray k.LAY l5 73 25 •• ,.. ,.. .35 U 􀁾􀀠••1.-1.4-1---Olive gray 􀁾wI limestone seams 5 􀁾􀀠1.75 i 1--r1-----f---r-Soft to moderately hard tan extremely WEATHERED LIMESTONE, highly fractured wi clay layers 4.5+'1'1.' -Hard gray L1MESTQNE .--I----.j--f--. i Baring terminated at 10 fee! -, " Completion Depth: 10' FIGURE:3 ALLIANCE GEOTECHNICAL GROUP 􀁾􀀠 10 12.5 ,. ".5 Notes: 􀁾􀀠 , LOG OF BORING B-1 Project; Addison Airport. Addison, Texas Project No.: E02-1111 Date: 1/17103 Efev.: na location: See Figure 1 Depth to water at completion of boring: Dry Depth to water when checked: End of Day was: Dry Depth to caving when checked: was: ELEVATIONI I $on•• SVVSOlS LIe ".... -00 P.PeN UNConDEPTH 􀀤􀁁􀁍􀀿􀁌􀁥􀁾SYMBOl.S DESCRIPTION PI """"-iiaotl 􀁾􀀠FiElD TESt OAlA .. .. .. " pd '" "" .. 0 ,,2 1/4" ASPHALT :: r= r==-;::==f--􀁾􀀠t--6 3/4" tan r.sment-stabili7R $ 2. D-7SJ-2 2 EA Inlet Type B and DOLLARS cents $ $ 3. SP-23 2 EA Neenah R-3475 and DOLLARS cents $ $ ISub Total Additive Alternate No.3 Sub Total Base Bid I $_----Sub Total Additive Alternate No.1 $_----Sub Total Additive Alternate No.2 $_----Sub Total Additive Alternate No.3 $_---Sub Total Ineligible Items $_---􀁾􀁔􀁏􀁾􀁔􀁾􀁁􀁌􀁾􀁾􀁂􀁾􀁉􀁄􀁌􀁟_______________􀁾􀀤􀀠______ P9 It is understood the quantities of work to be done at unit prices are approximate and are intended for bidding purposes only. Amounts are to be shown in both words and figures. In case of discrepancy the amount shown in words shall govern. The Bidder shall fill out the Base Bid as well as all three Additive Alternate Bids. Failure to fill out all the bid schedules and additive alternates will be a reason to reject the bid. Funding availability will be considered in selecting the bid schedules and alternates to be awarded. Bidder hereby agrees to commence work under this contract on or before a date to be specified in a written "Notice to Proceed" and to fully complete the project within 154 calendar days thereafter. Bidder further agrees to pay as liquidated damages the sum of $1000.00 for each consecutive calendar day to complete the work beyond the allotted time or as extended by an approved Change Order. Bidders understand the Owner/Agent reserves the right to reject any and all bids and to waive any information in the bidding. The bidder agrees this bid shall be good and may not be withdrawn for a period of 60 calendar days after the scheduled closing time for receiving bids. Upon receipt of the written "Notice of Award", the bidder will execute the formal contract agreement within 14 days and deliver a surety bond or bonds as required under the contract documents. The bid security attached, two percent (2%) of the total bid price stated in the proposal, in the sum of "'___________-:-.>0 to become the property of the Owner/Agent in the event the contract is not executed as set forth in the contract documents as liquidated damages for the delay and additional expense caused thereby. Receipt is hereby acknowledged of the following addenda to the contract documents. Addendum No.1 dated ___ Received ____ Addendum No.2 dated ___ Received ____ Addendum No.3 dated __ Received ____ Addendum No.4 dated ___ Received ____ Respectfully suhrnitted By:___________Titie:________________ Address: Agents must provide evidence of authority to Bind Corporation PIO PLANS FOR DEMOLITION. GRADING. PAVING, DRAINAGE AND STORM WATER POLLUTION PREVENTION ADDISON AIRPORT PAVEMENT RECONSTRUCTION OF APRON 'A' AND HANGARS 'A', '8' AND 'C' 11££1 N:). I 2 , ,, , , T , " " " " " IT.. " " " " " " ,." ,. ,. ,." '''' " I 􀁾􀀠" J1 " 􀁾􀁾􀀠􀁾􀁾􀀠INDO:: OF S&eTS TxDOT CSJ No. 0318ADDON CO'£R SH!U I 􀁌􀀡􀁃􀁁􀁔􀁬􀁾􀀠loW' PROJ£er 1."''1oor GEHERH... NOTES CEIIEIW. NOr.rS 􀁡􀁊􀁾􀁔􀁲􀁔􀁬􀁅􀁓􀀠MIOJECT PHASI NG 􀁦􀀾􀁌􀁾􀀠APRON AND HAHOAR T'r'P Jc.aJ.. SECT I OIlS 􀁁􀁐􀁾􀀠'A' COHSTRLlCTlOO PHASIH': PLAN IAPR<:« 'A' OEI-Q. I TlCH ANO ElCRING PlAN APRO« 'A' PAVING #10 JOINT I.A'fO,IT PLAN N'R'CW 'A' GRADING/DAAINAcE.IS'0(3F Pl..AM A.PRO'I '''' HE [)OI,N !.AYOOT PLN1 IWlCAR • A' CONSTRUCTtCH PHASING Pl.,M{ HANGAR 't.' OEMO..ITICN NlD BORING Pl.Nt HANG,IiR .,." "AVIMa Nro JOIN'!" L,\YOOT PLNi HNlom ',,' GRAElING/OAAIMACo£/SI4P P1JI.I HAAGAA 'S' COItSTRUC:TIOO f'ttASfNG PLAH 􀁈􀁎􀁴􀁾􀀯􀀧􀁉􀁒􀀠'6' C€ta..1 TfClf oVID SMINCi PLAN HANGAR' B' P,WIN<,: NO JOINT I....'I"OOT f'l..AK 􀁈􀁁􀁎􀁃􀁾􀀠'8' GRADII'tO/OAAINAGE/SW5P PUN 􀁾·c' CQNSTRUCTIOO 􀁾􀁪􀁜􀀤􀁉􀁈􀁃􀀠Pl.MI twiOAA 'C' OEICt.ITlOO AUO BOIWtG PUH 􀁩􀁦􀁾􀀠• C' PAVINO AND .JOINT LAYOOT PlAN HANGAR 'C' ClUI)IHCAlI(AINJr.CE!SVlP PUH 􀁮􀁁􀁁􀁉􀁕􀁾􀀠DETAILS PAVING .JOlliT O(TAILS PAVING OETAIt.S TYPE • A' HiI.EY OETAU.S TYPE • S' INLET £)(r,o,a:s ORAINM"iE O£TAILS $TMM '4T£R fJ«.VJTION IlRE'lEHTlON OOT€S 􀁓􀁔􀁾*1"(1': POt,I,,(,ITiQi 􀁍􀀡􀁾􀁎􀁔􀁬􀁑􀁩􀀠DETAILS FEltCIHG D£l'All$ . '* 􀀧􀀠􀁾􀁾􀀠LOCATION MAP PRMCT MAP NOl' TO SC.oJ..G;: !'fOT fO SC.oJ..£􀁾􀀺􀀣􀁾􀁾􀁉􀀧􀀽􀁬􀁩􀁦􀀢􀁩􀁩􀀽􀁊􀀺􀀺􀀺􀀺􀁭􀀭 􀁾􀁬􀀠-=, DESCRIPT!CN 􀁾􀀠AC'A()N 'A' BASE BID OESCRl?T tON 􀁾􀀠HANGNiS 's' ,t.OOITl\IE M.. TERNATE NO. 2 BASIS f$ ESTIMATESPEC I OESCRIPTION lSASIS P-40t 􀁾􀁾􀀡􀁾􀁔􀁕􀁍􀁉􀁎􀁏􀁕􀀤􀀠$uRFAC£ COORSE; ItO t/$YflN X 􀁾􀁔􀀠THICKNESS (UO X AREA tSYJ 2:000 (LB/T&b P-155 11..11-£ 36 L8/SY PEA THE SOILS REPORT , $V 2:000 (L8ITON) P...eOl I BITUMINOVS TAO< CQAT 0.15 CM.I$Y OF PVMT X SY IUNIT T<>l TCH CAl. .FOR C()iTRACTOR INFOfiHI\TlON ONI..Y, EXAWU!S SHOWN 00 HOT NECESSMILY REFLECT ACTUAL PROJECT QUANTITiES. BUT AlIE SHO'oIIII TO O£H:)NSTRATE. HOW THOSE OUANTlTlES \l£R£ DERIVED. OESCR IP nON -􀁾􀁎􀁴􀁓􀀠'A' flllOfTIVE PJ.TERNATE MO. 1 DESCRIPTION 􀁾􀀠HANGARS 'c' flllDllIVE M..TERNATE NO. 3 DESCRIPTION 8 INELIGIBLE ITEMS I TEMI SPEC 􀁾􀀠I, OEseRIPT 10M Z" CI.,ASSIV'""RCP B INLET Ali A-3415 OUNHITY UNIT 20<1 I.,F 2 A , EA 􀁬􀁾􀀠 o 􀁾􀀽􀀠􀁵􀁾􀁲􀀨􀀩􀀠􀁾􀀠􀁜fL.-J N\m\ \, \ . \\)\ \ \ \ \. \\ \ \ 􀁾􀀠􀁜􀁾􀁦􀁾􀀾__􀁾􀀢􀀭􀀢􀀠􀁾􀀠􀀬􀀳􀀡􀁾􀀭􀀯􀀧􀀺􀀢􀀠",' /\ """" /."-* """, .' '.' ·····.'0· :.Co·. ':::"':':'o':'::'r,'::,w:;,:,,;>\;'eC:":'',:':"1 P-.vp1)tI Vj!lJtt 􀁖􀁾􀀡􀁅􀀧􀀻􀀾􀀭􀀭􀀱􀀠p"YD£Nr 'Wllll'H VAltItS C. 'ltv 􀀮􀁾􀀠I ! APRON 'A'PAVEt-£NT OETAlL' f()lTO$CJU: Q!PN(SIOH JOINT SEE CEfA!!. ,J'lAVIN(:.IOINr IIETM.S K!f 􀀱􀁬􀁉􀀱􀁾􀁾􀀯􀁴􀁦􀀮􀀧􀂣􀀮􀀠 􀁃􀁏􀁕􀁒􀁓􀂣􀁲􀁬􀁬􀁐􀁾􀀠 ,.""".PAV(KII' "'''''' ..J!, TACK COAT «US Ci#VSYJ 11''''031 􀁾􀀲􀂣􀁴􀀺􀁩􀁦􀁚􀁊􀀮􀀻􀀲􀀢􀀧􀀢􀀢􀀢􀀧􀁩􀀺􀀡􀀺􀀺􀀺􀀺􀀺􀁾􀀧􀀳􀀻􀀺􀀻􀀻􀀻􀀻􀀢􀀭􀀬􀀢􀀢􀀴!11i"r SMfCUT EXI$TU(1 PJ.'ltKMJ UHN.«MK \5'1 􀁩􀁉􀁬􀁾􀀠\.1Mi mt'J.TtO W/dJCl£ 􀀿􀁾􀁥􀁡􀀠RI:MJ'It II MIN. r:I Iii" II$I"M.T SECTION 􀁥􀁾􀁥􀀠􀁁􀁓􀁐􀁴􀁦􀁾􀀮􀀺􀀺􀁲􀀠OVERLAY mrr TO OOH.! .. t r" e-COENt TRl..UII'l Art" ..􀁟􀀬􀀮􀁾􀀮􀀠SECTION A-A EXISTING ASPHAlT I PROPOSED CONCRETE PAVEt-£NT DETAIL SEt l'fOIU I ANI) 2 NOr TO stIU 3· 􀁾􀁬􀀺􀀢􀀠NON-REJNF'OOCED PAVEt-£NT so: I'(lT£S IN«! : NOT TO $UI..E w ,. CONSi'Ol'lJiC1't!H JOINT sa; I"AViNO JOINT !l(TUI. 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Will there be any building demolition in the project (referencing general structure demolition language in the speCification)? .> No . • :. Discrepancy in liquidated damages in specifications and plans, which is correct? .> Liquidated damages will be $1000.00 per day . •:. Will materials testing be through TxDOT? ? Materials testing will be contracted through the engineer . • :. Will there be night work? .> Yes, all night work will need to be coordinated with the air traffic control tower. .:. There are two proposals on the web site -which is correct? P The proposal has changed per these addenda and the updated version is on the web site . • :. Schedule allows for 154 days does this include the additive alternates? ? Yes. 154 days is for all apron and hangar work. -:. How will rock undercut be paid for? Change order? .> Rock undercut, if􀁥􀁮􀁣􀁾􀁵􀁮􀁴􀁥􀁲􀁥􀁤􀀬􀀠will be subsidiary to other bid items in the·project. .:. Who will be providing the quality control program? .> The quality control program will be the contractor's responsibility . • :. How will work inside the AOA be handled? .> Contrnctgr to be in continuous contact with the tower . .> All personnel who will operate motorized vehicles will be required to take a driving class Pllt on through the Addisoll Airport . .> Fences to be either locked or watched by workers on a continuous basis. » Refer to the general notes in the plans for additional information. I 1 Texas Department of Transportation AVIATION DIVISION 125 E.11TH STREET· AUSTIN, TEXAS 78701·2483' 5121416-4500' FAX 5121416-4510 Addendum No.4 ADDISON AIRPORT TxDOT CSJ No. 0318ADDON Issued October 8, 2003 THIS ADDENDUM SHALL BE ATTACHED TO AND BECOME A PART OF TIlE SUBJECT PLANS AND SPECIFICATIONS AND ALL REFERENCES INCONSISTENT OR IN CONFLICT WITH THESE ADDITIONS AND CHANGES ARE HEREBY MODIFIED The bid opening date has changed FROM 2:00 pm, October 16, 2003 TO 2:00 pm, October 23, 2003, at the same location. Any questions concerning this Addendum may be directed to Edie Stimach@512-416-4518. An Equal Opportunity Employer Addison Airport Addison Texas TxDOT CSJ No. 0318 ADDON Addendum #5 To: All Bidders This addendum becomes a part ofthe TxDOT CSJ # 03 I8ADDON "ADDISON AIRPORT PAVEMENT RECONSTRUCTION OF APRON 'A' AND HANGRS 'A', 'B' AND 'C'" plans and specifications. Page P-9 of the contract documents must be filled out by the bidder acknowledging the receipt of this addendum. Bids will not be accepted if the above instructh:lDS are not followed. All provisions of the original "ADDISON AIRPORT PAVEMENT RECONSTRUCTION OF APRON 'A' AND HANGRS 'A', 'B' AND 'C'" plans and specifications shall remain in full force and effect, except as modified by this addendum No.5 Changes To The Specifications: Technical Specification P-50l -Replace in its entirety Technical Specification P-605 -has been added to this project. . . For clarification purposes only: 1. Spec p-50 I and plan sheet 26 refer to P605 spec for silicone sealant. No spec P605 was included. Please list the type ofsilicone sealant required. a. Spec P-605 has been added to the project per this addendum. Refer to that specification for sealant type. 2. Spec PSO I requires a two coat membrane cure "bond breaker" on the subgrade before the concrete pavement operations commence. For the san1e surface, Spec P304 requires a bituminous curing seal application. It would appear hat one of these applications is not needed a. The bond breaker has been removed from the P501 spec per this addendum. 3. Sheet 26. detail 3 shows use "if required" ofa backer rod or rope in the botlo!11 of the initial saw cut. Will this backer rod or rope be required? a. The back rod will be required ifthe saw cut is required. 4. How will the owner determine the basis ofawarding the additive alternates? a. The award ofthe base bid and any alternative alternates will be dependant on funding availability and sponsor selection. DEVIATIONS FROM STANDARD FAA TECHNICAL SPECIFICATIONS ITEM P-501 PORTLAND CEMENT CONCRETE PAVEMENT (a) Section 2.9 -Deleted polyethylene film, burlap and paper from use as curing material. (b) Section 3.1 -References acceptance criteria contained in paragraph SOl-S.2b. Require mix . design less than 90 days old. (c) Section 3.4, Testing laboratory -Request evidence that the laboratory is accredited, for the test methods required herein, by a nationally recognized laboratory accreditation organization. (d) Section 4.10 -Keyways not allowed. Note added to require dowel and/or tie bar installation procedures shall be adequate to insure that the area around dowels is completely filled with epoxy grout. (e) Section 4.13 -Deleted requirement for skid resistant saw-cut grooving. (f) Section 4.14 -Deleted polyethylene film, burlap and paper from use as curing material. P-SOI-I ITEM P-501 PORTLAND CEMENT CONCRETE PAVEMENT DESCRIPTION 501-1.1 This work shall consist of pavement composed of portland cement concrete, with and without reinforcement constmcted on a prepared underlying surface in accordance with these specifications and shall conform to the lines, grades, thickoess, and typical cross sections shown on the plans. MATERIALS 501-2.1 AGGREGATES. a. Reactivity. Aggregates shall be tested for deleterious reactivity with alkalies in the cement in an amount sufficient to cause expansion ofthe concrete. Acceptance of aggregates shall be based on satisfactory evidence furnished by the Contractor that the aggregates, combined with other mixture constituents, do not produce excessive expansion in the concrete. This evidence shall include service records of concrete of comparable properties under similar conditions of exposure and/or certified records of tests by a testing laboratory that meets the requirements of ASTM C 1077 Tests shall be made in accordance with ASTM C 295 and ASTM C 289]. b. Fine Aggregate. Fine aggregate shaH conform to the requirements ofASTM C 33. Gradation shall meet the requirements of Table I when tested in accordance with ASTM C 136, except as may otherwise be qualified under Section 5 of ASTM C 33. TABLE 1. GRADATION FOR FINE AGGREGATE ASTM C 33 . ... 􀁾􀁾􀁾􀁊􀁬􀁾􀁴􀁊􀁭􀁾􀁬􀁾􀁊􀁾􀁩􀁾􀁴􀀪􀁾􀁾􀂷􀂷􀀺􀁩􀀧􀀠􀂱􀁾􀁾􀁾􀂥􀀻􀀺􀁾􀁾􀁉􀁾􀁾􀁾􀁾􀁾􀁾 i 3i8 in. (9.5 rnrn) 100· No.4 (4.75mrn) 95-100 No.8 (2.36 rnrn) 80-100 I No. 16 (1,18 rnrn) 50-85 􀁾􀁯􀀮30 (600 micro-m) 25-60 . N(), 50 (300 micro-m) 10-30 No. 100 (l50micro-m) 2-10 c. Coarse Aggregate. Coarse aggregate shall conform to the requirements of ASTM C 33. Gradation, within the separated size groups, shall meet the requirements of Table 2 when tested in accordance with ASTM C 136. When the nominal maximum size of the aggregate is greater than I inch, the aggregates shall be furnished in two size groups. P-501-2 Aggregates delivered to the mixer shall consist of crushed stone, crushed or uncrushed gravel, aircooled blast furnace slag, or a combination thereof. The aggregate shall be composed of clean, hard, uncoated particles and shall meet the requirements for deleterious substances contained in ASTM C 33, Class 4M. Dust and other coating shall be removed from the aggregates by washing. The aggregate in any size group shall not contain more than 8 percent by weight of flat or elongated pieces when tested in accordance with ASTM D 4791. A flat or elongated particle is one having a ratio between the maximum and the minimum dimensions ofa circumscribing rectangular prism exceeding 5 to 1. The percentage ofwear shall be no more than 40 percent when tested in accordance with ASTM C 131 or ASTM C 535. TABLE 2. 501-2.2 CEMENT. Cement shall confonn to the requirements of AS1M C ISO, Type I or Type II. If for any reason, cement becomes partially set or contains lumps of caked cement, it shall be rejected. Cement salvaged from discarded or used bags shall not be used. 501-2.3 CEMENTlTIOUS MATERIALS. a. Fly Ash. Fly ash shall meet the requirements of ASTM C 618, Class C, F, or N with the exception of loss of ignition, where the maximum shall be less than 6 percent for Class F or N. The supplementary optional chemical and physical properties of Tables lA and 2A contnined in ASTM C618 shall apply. b. Blast Furnace Slag. Ground blast furnace slag shall meet the requirements of AS1M C 989, Grade 100 or 120. P-501-3 501-2.4 PREMOLDED JOINT FILLER. Premoldedjoint filler for expansion joints shall conform to the requirements of ASTM D 1752, Type II or III and shall be punched to admit the dowels where called for on the plans. The filler for each joint shall be furnished in a single piece for the full depth and width required for the joint, unless otherwise specified by the Engineer. When the use of more than one piece is required for a joint, the abutting ends shall be fastened securely and held accurately to shape by stapling or other positive fastening means satisfactory to the Engineer. 501-2.5 JOINT SEALER. The joint sealer for the joints in the concrete pavement shall meet the requirements ofItem P-605 and shall be of the type(s) specified in the plans. 501-2.6 STEEL REINFORCEMENT. Reinforcing shall consist of welded deformed steel fabric conforming to the requirements of ASTM A 497 or bar mats conforming to the requirements ofASTM A 184. 501-2.7 DOWEL AND TIE BARS. Tie bars shall be deformed steel bars and conform to the requirements of ASTM A 615, ASTM A 616, or ASTM A 617, except that rail steel bars, Grade 50 or 60, shall not be used for tie bars that are to be bent or restraightened during construction. Tie bars designated as Grade 40 in ASTM A 615 can be used for construction requiring bent bars. Dowel bars shall be plain steel bars conforming to ASTM A 615, ASTM A 616 or ASTM A 617 and shall be free from burring or other deformation restricting slippage in the concrete. High strength dowel bars shaH conform to ASTM A 714, Class 2, Type S, Grade I, II or III, Bare Finish. Before delivery to the construction site each dowel bar shall be painted on all surfaces with one coat of paint meeting Federal Specification TI-P-664. If plastic or epoxy coated steel dowels are used no paint coating is required, except when specified for a particular situation on the contract plans. Coated dowels shall conform to the requirements ofAASHTO M 254. The sleeves for dowel bars used in expansion joints shall be metal or other type of an approved design to cover 2 to 3 inches (50 rum to 75 rum) of the dowel, with a closed end and with a suitable stop to hold the end of the bar at least 1 inch (25 rum) from the closed end of the sleeve. Sleeves shall be ofsuch design that they will not collapse during construction. 501-2.8 WATER. Water used in mixing or curing shall be clean and free of oil, salt, acid, alkali, sugar, vegetable, or other substances injurious to the finished product. Water will be tested in accordance with the requirenients ofAASHTO T 26. Water known to be ofpotable quality roay be used without testing. 501-2.9 COVER MATERIAL FOR CURING. Curing materials shall conform to one of the following specifications: a. Liquid membrane forming compounds for curing concrete shall conform to the requirements of ASTM C 309, Type 2, Class B. b. White polyethylene filin -NOT ALLOWED. P-50l-4 c. White burlap polyethylene sheeting -NOT ALLOWED. d. Waterproof paper -NOT ALLOWED. 501-2.10 ADMIXTURES. The use of any material added to the concrete mix shall be approved by the Engineer. The Contractor shall submit certificates indicating tbat the material to be furnished meets all ofthe requirements indicated below. In addition, the Engineer may require the Contractor to submit complete test data from an approved laboratory showing that the material to be furnisbed meets all of the requirements of the cited specifications. Subsequent tests may be made ofsamples taken by the Engineer from the supply of material being furnished or proposed for use on the work to determine whether the admixture is uniform in quality with that approved. a. Air-Entraining Admixtures. Air entraining admixtures shall meet the requirements of ASTM C 260 and shall consistently entrain the air content in the specified ranges under field conditions. The air entrainment agent and any chemical admixtures shall be compatible. b. Chemical Admixtures. Water reducing, set retarding, and set accelerating admixtures shall meet the requirements ofASTM C 494, including the flexural strength test. 501-2.11 EPOXY-RESIN. Epoxy resin used to anchor dowels and tie bars in pavements shall conform to the requirements of ASTM C 881, Type 1, Grade 3, Class C. Class A or B shall be used when the surface temperature of the hardened concrete is below 60 degrees F (16 degrees C). 501-2.12 MATERIAL ACCEPTANCE. Prior to use of materials, the Contractor shall submit certified test reports to the Engineer for those materials proposed for use during construction. The certification shall show the appropriate ASTM test(s) for each material, the test results, and a statement that the material passed or failed. The Engineer may request samples for testing, prior to and during production, to verify the quality ofthe materials and to ensure conformance with the applicable specifications. MIX DESIGN 501-3.1 PROPORTIONS Concrete shall be designed to achieve a 28-day flexural strength that meets or exceeds the acceptance criteria contained in paragraph 501-5.2 for a flexural strength of 650 psi. The mix shall be designed using the procedures contained in Chapter 7 ofthe Portland Cement Association's manual, "Design and Control of Concrete Mixtures." The Contractor shall note that to ensure that the concrete actually produced will meet or exceed the acceptance criteria for the specified strength, the mix design average strength must be higher than the specified strength. The amount of over-design necessary to meet specification P-501-5 requirements depends on the producer's standard deviation of flexural test results and the accuracy which that value can be estimated from historic data for the same or similar materials. The minimum cementitious material (cement plus fly ash) shall be 517 pounds per cubic yard. The ratio of water to cementitious material, including free surface moisture on the aggregates but not including moisture absorbed by the aggregates shall not be more than 0.45 by weight Prior to the start of paving operations and after approval of all material to be used in the concrete, the Contractor shall submit a mix design showing the proportions and flexural strength obtained from the concrete at 7 and 28 days. The mix design shall include copies of test reports, including test dates, and a complete list of materials including type, brand, source, and amount of; cement, fly ash, ground slag, coarse aggregate, fme aggregate, water, and admixtures. The fineness modulus of the fine aggregate and the air content shall also be shown. The mix design shall be submitted to the Engineer at least 15 days prior to the start of operations. The submitted mix design shall not be more than 90 days old. Production shall not begin until the mix design is approved in writing by the Engineer. Should a change in sources be made, or admixtures added or deleted from the mix, a new mix design must be submitted to the Engineer for approval. Flexural strength test specimens shall be prepared in accordance with AS1M C 31 and tested in accordance with ASTM C 78. The mix determined shall be workable concrete having a slump for side form concrete between I and 2 inches (25 rom and 50 rom) as determined by ASTM C 143. For vibrated slip form concrete, the slump shall be between 112 inch (13 rom) and 1-1/2 inches (38 rom). 501-3.2 CEMENTITlOUS MATERIALS. a. Fly Ash. Fly ash may be used in the mix design. When fly ash is used as a partial replacement for cement, the minimum cement content may be met by considering portland cement plus fly ash as the total cementitious material. The replacement rate shall be determined from laboratory trial mixes, but shall not exceed 20 percent by weight ofthe total cementitious material. b. Ground Slag. Ground blast furnace slag may be used in a mix design containing Type I or Type n cement. The slag, or slag plus fly ash ifboth are used, may constitute between 25 to 55 percent of the total cementitious material by weight. If the concrete is to be used for slipforming operations and the' air temperature is expected to be lower than 55 degrees F (13 degrees C) the percent slag shall not exceed 30 percent by weight. 501-3.3 ADMIXTURES. a. Air Entraining. Air entraining admixture shall be added in such a manner that will insure uniform distribution of the agent throughout the batch. The air content of freshly mix air entrained concrete shall be based upon trial mixes with the materials to be used in the work adjusted to produce concrete of the required plasticity and workability. The percentage of air in the P-501-6 mix shall be 4.5 ±1.5 percent. Air content shall be detennined by testing in accordance with ASTM C 231 for gravel and stone coarse aggregate and ASTM C 173 for slag and other highly porous coarse aggregate. b. Chemical. Water reducing, set controlling, and other approved admixtures shall be added to the mix in the manner recommended by the manufacturer and in the amount necessary to comply with the specification requirements. Tests shall be conducted on trial mixes, with the materials to be used in the work, in accordance with ASTM C 494. 501-3.4 TESTING LABORATORY. The laboratory used to develop the mix design shall meet the requirements of ASTM C 1077. A certification that it meets these requirements shall be submitted to the Engineer prior to the start ofmix design and shall contain as a minimum: a. Qualifications of personnel; laboratory manager, supervising technician, and testing technicians. b. A statement that the equipment used in developing the mix design is in calibration. c. A statement that each test specified in developing the mix design is offered in the scope of the laboratory's services. d. A copy ofthe laboratory's quality control system. e. Evidence that the laboratory is accredited, for the test methods required herein, by a nationally recognized laboratory accreditation organization. CONSTRUCTION METHODS 501-4.1 EQUIPMENT. The Contractor shall furnish all equipment and tools necessary for handling materials and perfonning all parts ofthe work. a. Batch Plant and Equipment. The batch pian! and equipment shall confurm to the requirements ofASTM C 94. b. Mixers and Tra!lsportatlon Equipment. (1) General. Concrete may be mixed at a central plant, or wholly or in part in truck mixers. Each mixer shall have attached in a prominent place a manufacturer's nameplate showing the capacity ofthe drum in terms of volume ofmixed concrete and the speed ofrotation of the mixing dmm or biades. (2) Central Plant Mixer. Central plant mixers shall conform to the requirements ofASTM C 94. P-501-7 The mixer shall be examined daily for changes in condition due to accumulation of hard concrete or mortar or wear of blades. The pickup and throwover blades shall be replaced when they have worn down 3/4 inch (\9 mm) or more. The Contractor shall have a copy of the manufacturer's design on hand showing dimensions and arrangement of blades in reference to original height and depth. (3) Truck Mixers and Truck Agitators. Truck mixers used for mixing and hauling concrete and truck agitators nsed for hauling central mixed concrete shall conform to the requirements of ASTM C 94. (4) Nonagitator Trucks. Nonagitating hauling equipment shall conform to the requirements ofASTM C 94. Co Finishing Equipment. The finishing equipment shall be of sufficient weight and power for proper finishing of the concrete. The finishing machine shall be designed and operated to strike off, screed and consolidate the concrete such that laitance on the surface is less than 118 inch (3 rum) thick. d. Vibrators. Vibrator shall be either internal type with immersed tube or multiple spuds, or surface type vibrating pan or screed. For pavements 8 inches (20 em) or more thick internal vibrators shall be used. They may be attached to the spreader or the finishing machine, or they may be mounted on a separate carriage. Operating frequency for internal vibrators shall be between 8,000 and 12,000 vibrations per minute. Average ainplitude for internal vibrators shall be 0.025-0.05 inches (0.06-0.13 em). For pavements less than 8 inches (20 cm) thick, vibrating surface pans or screeds shall be allowed. Operating frequencies for surface vibrators shall be between 3,000 and 6,000 vibrations per minute. The number, spacing, and frequency shall be as necessary to provide a dense and homogeneous pavement. Adequate power to operate aU vibrators shall be available on the paver. The vibrators shall be automatically controlled so that they shall be stopped as forward motion ceases. Hand held vibrators may be used in irregular areas. e. Concrete Saws. The Contractor shall provide sawing equipment adequate in number of units and power to complete the sawing to the required dimensions. The Contractor shall provide at least one standby saw in good working order and a supply of saw blades at the site ofthe work at all times during sawing operations. f. Side Forms. Straight side forms shall be made of steel and shall be furnished in sections not less than 10 feet (3 m) in length. Forms shall have a depth equal to the pavement thickness at the edge. Flexible or curved forms of proper radius shall be used for curves of 100 foot (31 m) radius or less. Forms shall be provided with adequate devices for secure settings so that when in place they will withstand, without visible spring or settlement, the impact and vibration of the consolidating and finishing equipment. Forms with battered top surfaces and bent, twisted or broken forms shall not be used. Built up forms shall not be used, except as approved by P-501-8 the Engineer. The top face of the form shall not vary from a true plane more than 118 inch (3 mm) in 10 feet (3 m), and the upstanding leg shall not vary more than 114 inch (6 mm). The forms shall contain provisions for locking the ends of abutting sections together tightly for secure setting. Wood forms may be used under special conditions, when approved by the Engineer. g. Pavers. The paver shall be fully energized, self propelled, and designed for the specific purpose of placing, consolidating, and finishing the concrete pavement, true to grade, tolerances, and cross section. It shall be of sufficient weight and power to construct the maximum specified concrete paving lane width as shown in the plans, at adequate forward speed, without transverse, longitudinal or vertical instability or without displacement. The paver shall be equipped with electronic or hydraulic horizontal and vertical control devices. 501-4.2 FORM SETTING. Forms shall be set sufficiently in advance of the concrete placement to insure continuous paving operation. After the forms have been sct to correct grade, the underlying surface shall be thoroughly tamped, either mechanically or by hand, at both the inside and outside edges of the base of the forms. Forms shall be staked into place sufficiently to maintain the form in position for the method of placement. Form sections shall be tightly locked and shall be free from play or movement in any direction. The forms shall not deviate from true line by more than 118 inch (3 mm) at any joint. Forms shall be so set that they will withstand, without visible spring or settlement, the impact and vibration of the consolidating and finishing equipment. Forms shall be cleaned and oiled prior to the placing of concrete. The alignment and grade elevations of the forms shall be checked and corrections made by the Contractor immediately before placing the concrete. 501-4.3 CONDITIONING OF UNDERLYING SURFACE, SLIP FORM CONSTRUCTION. The compacted underlying surface on which the pavement will be placed shall be widened approximately 3 feet (I m) to extend beyond the paving machine track to support the paver without any noticeable displacement. After the underlying surface has been placed and compacted to the required density, the areas which will support the paving machine and the area to be paved shall be trimmed or graded to the plan grade elevation and profile by means of a properly designed machine. The grade of the underlying surface shall be controlled by a positive grade control system using lasers, stringlines, or guide wires. If the density of the underlying surface is disturbed by the trimming operations, it shall be corrected by additional compaction and retested at the option of the Engineer before the concrete is placed except when stabilized subbases are being constructed. If damage occurs on a stabilized subbase, it shall be corrected full depth by the Contractor. Iftraffic is allowed to use the prepared grade, the grade shall be checked and corrected immediately before the placement of concrete. The prepared grade shall be well moistened with water, without saturating, immediately ahead ofconcrete placement to prevent rapid loss of moisture from concrete. The underlying surface shan be protected so that it will be entirely free of frost when concrete is placed. P-501-9 501-4A CONDITIONING OF UNDERLYING SURFACE, SIDE FORM AND FILL IN LANE CONSTRUCTION. The prepared underlying surface shall be well moistened with water, without saturating, immediately ahead ofconcrete placement to prevent rapid loss ofmoisture from the concrete. Damage caused by hauling or usage of other equipment shall be corrected and retested at the option of the Engineers. Ifdamage occurs to a stabilized subbase, it shall be corrected full depth by the Contractor. A template shall be provided and operated on the forms immediately in advance of the placing of all concrete. The template shall be propelled only by hand and not attached to a tractor or other power unit. Templates shall be adjustable so that they may be set and maintained at the correct contour of the underlying surface. The adjustment and operation of the templates shall be such as will provide an accurate retest of the grade before placing the concrete thereon. All excess material shall be removed and wasted. Low areas may be filled and compacted to a condition similar to that of the surrounding grade. The underlying surface shall be protected so that it will be entirely free from frost when the concrete is placed. The use of chemicals to eliminate frost in the underlying surface will not be permitted. The template shall be maintained in accurate adjustment, at all times by the Contractor, and shall be checked daily. 501-4.5 HANDLING, MEASURING, AND BATCHING MATERIAL. The batch plant site, layout, equipment, and provisions for transporting material shall assure a continuous supply of material to the work. Stockpiles shall be constructed in such a manner that prevents segregation and intennixing ofdeleterious materials. Aggregates that have become segregated or mixed with earth or foreign material shall not be used. All aggregates produced or handled by hydraulic methods, and washed aggregates, shall be stockpiled or binned for draining at least 12 hours before being hatched. Rail shipments requiring more than 12 hours will be accepted as adequate binning only if the car bodies permit free drainage. Batching plants shall be equipped to proportion aggregates and bulk cement, by weight, automatically using interlocked proportioning devices of an approved type. When bulk cement is used, the Contractor shall use a suitable method of handling the cement from weighing hopper to transporting container or into the batch itself for transportation to the mixer, such as a chute, boot, or other approved device, to prevent loss of cement. The device shall be arranged to provide positive assurance that the cement content specified is present in each batch. 501-4.6 MIXING CONCRETE. The concrete may be mixed at the work site, in a central mix plant or in truck mixers. The mixer shall be of an approved type and capacity. Mixing time shall be measured froro the lime all materials, except water, are emptied into the doom. All concrete shall be mixed and delivered to the site in accordance with the requirements of ASTM C 94. Mixed concrete from the central mixing plant shall be transported in truck mixers, truck agitators, or nonagitating trucks. The elapsed time from the addition ofcementitious material to the mix until the concrete is deposited in place at the work site shall not exceed 30 minutes when the concrete is hauled in nonagitating trucks, nor 90 minutes when the concrete is hauled in truck mixers or truck agitators. Retempering concrete by adding water or by other means will not be P-501-1O pennitted, except when concrete is delivered in transit mixers. With transit mixers additional water may be added to the batch materials and additional mixing performed to increase the slump to meet the specified requirements provided the addition ofwater is performed within 45 minutes after the initial mixing operations and provided the water/cementitious ratio specified in the mix design is not exceeded. 501-4.7 LIMITATIONS ON MIXING AND PLACING. No concrete shall be mixed, placed, or finished when the natural light is insufficient, unless an adequate and approved artificial lighting system is operated. a. Cold Weather. Unless authorized in writing by the Engineer, mixing and concreting operations shall be discontinued when a descending air temperature in the shade and away from artificial heat reaches 40 degrees F (4 degrees C) and shall not be resumed until an ascending air temperature in the shade and away from artificial heat reaches 35 degrees F (2 degrees C). The aggregate shall be free of ice, snow, and frozen lumps before entering the mixer. The temperature of the mixed concrete shall not be less than 50 degrees F (10 degrees C) at the time of placement. Concrete shall not be placed on frozen material nor shall frozen aggregates be used in the concrete. When concreting is authorized during cold weather, water andlor the aggregates may be heated to not more than 150 degrees F (66 degrees' C). The apparatns used shall heat the mass uniformly and shall be arranged to preclude the possible occurrence of overheated areas which might be detrimental to the materials. b. Hot Weather. During periods of hot weather when the maximum daily air temperature exceeda 85 degrees F (30 degrees C), the following precautions shall be taken. The forms andlor the underlying surface shall be sprinkled with water immediately before placing the concrete. The concrete shan be placed at the coolest temperature practicable, and in no case shall the temperature of the concrete when placed exceed 90 degrees F (35 degrees C). The aggregates andlor mixing water shall be cooled as necessary to maintain the concrete temperature at or not more than the specified maximum. The fmished surfuces of the newly laid pavement shall be kept damp by applying a water-fog or mist with approved spraying eqilipment until the pavement is covered by the curing medium. If necessary, wind screens shall be provided to protect the concrete from an evaporation rate in excess of 0.2 psf per hour as determined in accordance with Fignre 2.1.5 in ACI 305R, Hot Weather Concreting, which takes into consideration relative humidity, wind velocity, and air temperature. When conditions are such that problems with plastic cracking can be expected, and particularly if any plastic cracking begins to occur, the Contractor shall immediately take such additional measures as necessary to protect the concrete surfuce. Such measures shall consist ofwind screens, more effective fog sprays, and similar measures commencing immediately behind the paver. If P-501-11 these measures are not effective in preventing plastic cracking, paving operations shall be immediately stopped. 501-4.8 PLACING CONCRETE. The Contractor has the option of side (fixed) form or slip form paving. At any point in concrete conveyance, the free vertical drop ofthe concrete from one point to another or to the underlying surface shall not exceed 3 reet (1 m). Hauling equipment or other mechanical equipment can be permitted on adjoining previonsly constructed pavement when the concrete strength reaches a flexural strength of 550 psi, based on the average of four field cured specimens per 2,000 cubic yards ofconcrete placed. Subgrade and subbase planers, concrete pavers, and concrete finishing equipment may be permitted to ride upon the edges of previously constructed pavement when the concrete has attained a minimum flexural strength of 400 psi. fl. Side-form Method. For the side form method, the concrete shall be deposited on the moistened grade to require as little rehandling as possible. Unless truck mixers, truck agitators, or nonagitating hauling equipment are equipped with means for discharge of concrete without segregation of the materials, the concrete shall be placed and spread using an approved mechanical spreading device that prevents segregation of the materials. Placing shall be continuous between transverse joints without the use of intermediate bulkheads. Necessary hand spreading shall be done with shovels, not rakes. Workers shall not be allowed to walk in the freshly mixed concrete with boots or shoes coated with earth or foreign substances. Concrete shall be deposited as near to expansion and contraction joints as possible without disturbing them but shall not be dumped from the discharge bucket or hepper onto a joint essembly uuless the hepper is centered above the joint assembly. Concrete shall be thoroughly consolidated against and along the faces of all forms and previously placed concrete and along the full length and on both sides of all joint assemblies by means of vibrators inserted in the concrete. Vibrators shall not be permitted to come in contact with a joint assembly, the grade, or a side form. In no case shall the vibrator be operated longer than 20 seconds in anyone location, nor shall the vibrators be used to move the concrete. b. Slip form Method. For the slip form method, the concrete shall be placed with an approved crawler mounted, slip form paver designed to spread, consolidate and shape the freshly placed concrete in one complete pass of the machine so that a minimum of hand finishing will be necessary to provide a dense and homogeneous pavement in conformance with requirements ofthe plans and specifications. The concrete shall be placed directly on top of the joint assemblies to prevent them from moving when the paver moves over them. Side forms and finishing screeds shall be adjustable to the extent required to produce the specified pavement edge and surface tolerance. The side forms shall be of dimensions, shape, and strength to support the concrete laterally for a sufficient length of time so that no edge slumping exceeds the requirements of paragraph 501 5.2e(5). Final finishing shall be accomplished while the concrete is still in the plastic state. P-501-12 In the event that slumping or sloughing occurs behind the paver or if there are any other structural or surface defects which, in the opinion of the Engineer, cannot be corrected within pennissible tolerances, paving operations shall be inunediately stopped until proper adjustment of the equipment or procedures have been made. In the event that satisfactory procedures and pavement are not achieved after not more than 2,000 lineal feet (600 m) of single lane paving, the Contractor shall complete the balance ofthe work with the use ofstandard metal forms and the formed method of placing and curing. Any concrete not corrected to pennissible tolerances shall be removed and replaced at the Contractor's expense. 501-4.9 STRIKE OFF OF CONCRETE AND PLACEMENT OF REINFORCEMENT. Following the placing ofthe concrete, it shall be struck off to conform to the cross section shown on the plans and to an elevation such that when the concrete is properly consolidated and finished, the surface ofthe pavement shall be at the elevation shown on the plans. When reinforced concrete pavement is placed in two layers, the bottom layer shall be struck off to such length and depth that the sheet ofreinforcing steel fabric or bar mat may be laid full length on the concrete in its final position without further manipulation. The reinforcement shall then be placed directly upon the concrete, after which the top layer of the concrete shall be placed, struck off, and screeded. If any portion of the bottom layer of concrete has been placed more than 30 minutes without being covered with the top layer or if initial set has taken place, it shall be removed and replaced with freshly mixed concrete at the Contractor's expense. When reinforced concrete is placed in one layer, the reinforcement may be positioned in advance of concrete placement or it may be placed in plastic concrete by mechanical or vibratory means after spreading. Reinforcing steel, at the time concrete is placed, shall be free of mud, oil, or other organic matter that may adversely affect or reduce bond. Reinforcing steel with rust, mill scale or a combination of both will be considered satisfactory, provided the minimum dimensions, weight, and tensile properties of a hand wire brushed test specimen are not less than the applicable ASTM specification requirements. 501-4.10 JOINTS. Joints shall be constructed as shown on the plans and in accordance with these requirements. All joints shall be constructed with their faces perpendicular to the surface of the pavement and finished or edged as shown on the plans. Joints shall not vary more than 1f2 inch (13 mrn) from their designated position and shall be true to line with not more than 114 inch (6 mrn) variation in 10 feet (3 m). The surface across the joints shall be tested with a Contractor furnished 10 foot (3 m) straightedge as the joints are fmished and any irregularities in excess of 1/4 inch (6 mrn) shall be corrected before the concrete has hardened. All joints shall be so prepared, finished, or cut to provide a groove ofuniform ofuniform width and depth as shown on the plans. a. Construction. Longitudinal construction joints shall be slip formed or formed against side forms without keyways, as shown in the plans. Transverse construction joints shall be installed at the end of each day's placing operations and at any other points within a paving lane when concrete placement is interrupted for more than 30 minutes or it appears that the concrete will obtain its initial set before fresh concrete arrives. The installation of the joint shall be located at a planned contraction or expansion joint. If placing of P-501-13 '.' the concrete is stopped, the Contractor shall remove the excess concrete back to the previous planned joint. b. Contraction. Contraction joints shall be installed at the locations and spacing as shown on the plans. Contraction joints shall be installed to the dimensions required by fonning a groove or cleft in the top of the slab whlle the concrete is still plastic or by sawing a groove into the concrete surface after the concrete has hardened. When the groove is fonned in plastic concrete the sides of the grooves shall be fInished even and smooth with an edging tool. If an insert material is used, the installation and edge fInish shall be according to the manufacturers instructions. The groove shall be finished or cut clean so that spalling will be avoided at intersections with other joints. Grooving or sawing shall produce a slot at least 1/8 inch (3 mm) wide and to the depth shown on the plans. c. Expansion. Expansion joints shall be installed as shown on the plans. The premolded filler of the thickness as shown on the plans, shall extend for the full depth and width of the slab at the joint, except for space for sealant at the top of the slab. The fIller shall be securely staked or fastened into position perpendicular to the proposed fInished surface. A cap shall be provided to protect the top edge of the fIller and to permit the concrete to be placed and finished. After the concrete has been placed and struck off, the cap shall be carefully withdrawn leaving the space over the premolded filler. The edges of the joint shall be finished and tooled whlle the concrete is still plastic. Any concrete bridging the joint space shall be removed for the full width and depth of the joint. d. Keyways. Keyways shall not be used. e. Tie Bars. Tie bars shall consist ofdeformed bars installed injoints as shown on the plans. Tie bars shall be placed at right angles to the centerline of the concrete slab and shall be spaced at intervals shown on the plans. They shall be held in position parallel to the pavement surface surface and in the middle of the slab depth. When tie bars extend into an unpaved lane, they may be bent against the form at longitudinal construction joints, unless threaded bolt or other assembled tie bars are specified. These bars shall not be painted, greased, or enclosed in sleeves. f. Dowel Bars. Dowel bars or other load transfer units of an approved type shall be placed across joints in the manner as shown on the plans. They shall be of the dimensions and spacings as shown and held rigidly in the middle of the slab depth in the proper horizontal and vertical aiigranent by an approved assembly device to be. left pennanently in place. The dowel or load-transfer and joint devices snail be rigid enough to permit complete assembly as a unit ready to be lifted and placed into position. A metal, or other type, dowel expansion cap or sleeve shall be furnished for each dowel bar used with expansion joints. These caps shall be substantial enough to prevent collapse and shall be placed on the ends ofthe dowels as shown on the plans. The caps or sleeves shall fit the dowel bar tightly and the closed end shall be watertight. The portion of each dowel painted with rust preventative paint, as required under paragraph 501 2.7, and as shown on the plans to receive a debonding lubricant, shall be thoroughly coated with asphalt MC 70, or an approved lubricant, to prevent the concrete from bonding to that portion of the dowel. If free sliding plastic coated or epoxy coated steel dowels are used, a lubrication bond breaker shall be P-501-14 used except when approved pullout tests indicate it is not necessary. Where butt type joints with dowels are designated, the exposed end ofthe dowel shall be oiled. Dowel bars at contraction joints may be placed in the full thickness of pavement by a mechanical device approved by the Engineer. The device shall be capable of installing dowel bars within the maximum permissible alignment tolerances. Dowels bars at longitudinal construction joints shall be bonded in drilled holes. g. InstaUation of Joint Devices. All joint devices shall be approved by the Engineer. The top of an assembled joint device shall be set at the proper distance below the pavement surface and the elevation shall be checked. Such devices shall be set to the required positiou and line and shall be securely held in place by stakes or other means to the maximum permissible tolerances during the placing and finishing of the concrete. Where premolded joint material is used, it shall be placed and held in a vertical position; if constructed in sections, there shall be no offsets between adjacent units. Dowel bars and assemblies shall be checked for position and alignment. The maximum permissible tolerances on dowel bar alignment shall be in accordance with parsgraph 501 5.2e(6). During the concrete placement operation, it is advisable to place plastic concrete directly on dowel assemblies immediately prior to passage of the paver to help maintain dowel position and alignment within maximum permissible tolerances. When concrete is placed using slip fonn pavers, dowels and tie bars shall be placed in longitudinal construction joints by bonding the dowels or tie bars into holes drilled into the hardened concrete. Holes approximately 118 inch to Y. inch (3 to 6 mm) greater in diameter than the dowel or tie bar shall be drilled with rotary type core drills that must be held securely in place to drill perpendicularly into the vertical face of the pavement slab. Rotary type percnssion drills may be used provided that spalling of concrete does not occur. Any damage of the concrete shall be repaired by the Contractor in a method approved by the Engineer. Dowels or tie bars shall be bonded in the drilled holes using an epoxy resin material. Installation procedures shall be adequate to insure that the area around dowels is completely filled with epoxy grout. Epoxy shall be injected into the back ofthe hole and displaced by the insertion of the dowel bar. Bars shall be completely inserted into the hole and shall not be withdrawn and reinserted creating air pockets in the epoxy around the bar. The Contractor shall furnish a template for checking the position and alignment of the dowels. Dowel bars shall not be less than 10 inches (25 ern) from a transverse joint and shall not interfere with dowels in the transverse direction. h. Sawing of Joints. Joints shall be cut as shown on the plans. Equipment shall be as described in paragraph 50 I 4.1. The circular cutter shall be capable ofcutting a groove in a straight line and shall produce a slot at least 1/8 inch (3 3 nun) wide and to the depth shown on the plans. The top portion ofthe slot shall be widened by sawing to provide adequate space for joint sealers as shown on the plans. Sawing shall commence as soon as the concrete has hardened sufficiently to permit cutting without chipping, spalling, or tearing and before uncontrolled shrinkage cracking of P-501-15 the pavement occurs. Sawing shaH be carried on both during the day and night as required. The joints shall be sawed at the required spacing, consecutively in sequence ofthe concrete placement. 501-4.11 FINAL STRIKE OFF, CONSOLIDATION, AND FINISIUNG. a. Sequence. The sequence of operations shall be the strike off, floating and removal of laitance, straightedging, and final surface finish. The addition of superficial water to the surface ofthe concrete to assist in finishing operations will not be permitted. b. Finishing at Joints. The concrete adjacent to joints shall be compacted or fmy placed without voids or segregation against the joint material; it shall be fmy placed without voids or segregation under and around all load transfer devices, joint assembly units, and other features designed to extend into the pavement. Concrete adjacent to joints shall be mechanically vibrated as required in paragraph 501 4.8a. After the concrete has been placed and vibrated adjacent to the joints, the fmishing machine shall be operated in a manner to avoid damage or misalignment ofjoints. If uninterrupted operations of the fmishing machine, to, over, and beyond the joints, cause segregation of concrete, damage to, or misalignment of the joints, the finishing machine shall be stopped when the screed is approximately 8 inches (20 em) from the joint. Segregated concrete shall be removed from the front of and offthe joint; and the forward motion of the fmishing machine shall be resumed. Thereafter, the finishing machine may be run over the joint without lifting the screed, provided there is no segregated concrete immediately between the joint and the screed or on top ofthe joint. c. Machine Finishing. The concrete shaH be spread as soon as it is placed, and it shall be struck off and screeded by a finishing machine. The machine shall go over each area as many times and at such intervals as necessary to give to proper consolidation and to leave a surface of uniform textore. Excessive operation over a given area shall be avoided. avoided. When side forms are . used, the tops of the forms shall be kept clean by an efrective device attached to the machine, and the travel of the machine on the furms shall be maintained true without lift, wobbling, or other variation tending to affect the precision finish. During the first pass of the finishing machine, a uniform ridge of concrete shall be maintained ahead ofthe front screed for its entire length. When in operation, the screed shall be moved forward with a combined longitudinal and transverse shearing motion, always moving in the direction in which the work is progressing, and so manipulated that neither end is raised from the side forms during the striking off process. If necessary, this shall be repeated until the surface is of uniform textore, true to grade and cross section, and free from porous areas. d. Hand Finishing. Hand fmishing methods will not be permitted, except under the following conditions: in the event of breakdown of the mechanical equipment, hand methods may be used to finish the concrete already deposited on the grade; in areas of narrow widths or of irregular dimensions where operation' of the mechanical equipment is impractical. Concrete, as soon as placed, shall be struck off and screeded. An approved portable screed shall be used. A second screed shall be provided for striking offthe bottom layer ofconcrete when reinforcement is used. P-50l-l6 The screed for the surface shall be a least 2 feet (0.6 m) longer than the maximum width of the slab to be struck off. It shall be of approved design, sufficiently rigid to retain its shape, and shall be constructed either ofmetal or ofother suitable material covered with metal. Consolidation shall be attained by the use ofsuitable vibrators. e. Floating. After the concrete has been struck offand consolidated, it shall be further smoothed and trued by means of a longitudinal float using one ofthe following methods: (1) Hand Method. Long handled floats shall not be less than 12 feet (3.6 m) in length and 6 inches (15 em) in width, stiffened to prevent flexibility and warping. The float shall be operated from foot bridges spanning but not touching the concrete or from the edge of the pavement. Floating shall pass gradually from one side of the pavement to the other. Forward movement along the centerline of the pavement shall be in successive advances of not more than one half the length of the float. Any excess water or laitance in excess of 118 inch (3 mm) thick shall be removed and wasted. (2) Mechanical Method. The Contractor may use a machine composed of a cutting and smoothing float(s), suspended from and guided by a rigid frame and constantly in contact with, the side forms or underlying surface. If necessary, long handled floats having blades not less than 5 feet (1.5 m) in length and 6 inches (15 cm) in width may be used to smooth and fill in open textured areas in the pavement. When the crown ofthe pavement will not pennit the use of the mechanical float, the surface shall be floated transversely by means of a long handled float. Care shall be taken not to work the crown out ofthe pavement during the operation. After floating, any excess water and laitance in excess of 118 inch (3 mm) thick shall be removed and wasted. Successive drags shall be lapped one-half the length ofthe blade. f. Straight edge Testing and Surface Correction. After the pavement has been struck off and while the concrete is still plastic, it shall be tested for trueness with a Contractor furnished 16-foot (4.8 m) straightedge swung from handles 3 feet (\ m) longer than one-half the width of the slab. The straightedge shall be held in contact with the surface in successive positions parallel to the centerline and the whole area gone over from one side of the slab to the other, as necessary. Advancing shall be in successive stages of not more than one half the length of the straightedge. Any excess water and laitance in excess of 118 inch (3 mm) thick shall be removed from the surface of the pavement and wasted. Any depressions shall be immediately filled with freshly mixed concrete, struck off; consolidated, and refinished. High areas shall be cut down and refinished. Special attention shall be given to assure that the sur:fuce across joints meets the smoothness requirements of paragraph 501 -5.2e(3). Straightedge testing and surface corrections shall continue until the entire surface is found to be free from observable departures from from the straightedge and until the slab conforms to the required grade and cross section. The use of long handled wood floats shall be confined to a minimum; they may be used only in emergencies and in areas not accessible to finishing equipment 501-4.12 SURFACE TEXTURE. The surface ofthe pavement shall be fInished with either a broom, burlap drag, or artifIcial turffInish for all newly constructed concrete pavements. P-501-l7 a. Brush or Broom Finish. If the pavement surface texture is to be a type ofbrush or broom fInish, it shall be applied when the water sheen has practically disappeared. The equipment shall operate transversely across the pavement surface, providing corrugations that are uniform in appearance and approximately 1116 of an inch (2 mm) in depth. It is important that the texturing equipment not tear or unduly roughen the pavement surface during the operation. Any imperfections resulting from the texturing operation shall be corrected. b. Burlap Drag Finish. If a burlap drag is used to texture the pavement surface, it shall be at least 15 ounces per square yard (555 grams per square meter). To obtain a textured surface, the transverse threads of the burlap shall be removed approximately 1 foot (0.3 m) from the trailing edge. A heavy buildup of grout on the burlap threads produces the desired wide sweeping longitudinal striations on the pavement surface. The corrugations shall be uniform in appearance and approximately 1116 ofan inch (2 mm) in depth. c. Artificial Turf Finish. If artificial turf is used to texture the surface, it shall be applied by dragging the surface of the pavement in the direction of concrete placement with an approved full-width drag made with artificial turf. The leading transverse edge ofthe artificial turf drag will be securely fastened to a lightweight pole on a traveling bridge. At least 2 feet of the artificial turfshall be in contact with the concrete surface during dragging operations. A variety of different types ofartificial turf are available and approval of anyone type will be done only after it has been demonstrated by the Contractor to provide a satisfactory texture. One type that has provided satisfactory texture consists of 7,200 approximately 0.85 inches long polyethylene turf blades per square foot. The corrugations shall be uniform in appearance and approximately 1116 of an inch (2 mm) in depth. 501-4.13 Not Used. 501-4.14 CURING. Immediately after fInishing operations are completed and marring ofthe concrete will not occur, the entire surface ofthe newly placed concrete shall be cured in accordance with one of the methods below. Failure to provide sufficient cover material of whatever kind the Contractor may elect to use, or lack of water to adequately take care of both curing and other requirements, shall be cause for immediate suspension ofconcreting operations. The concrete shall not be left exposed for more than 112 hour during the curing period. a. Impervious Membrane Method. The entire surface of the pavement shall be sprayed uniformly with white pigmented curing compound immediately after the fInishing of the surface and before the set of the concrete has taken place. The curing compound shall not be applied during rainfall. Curing compound shall be applied by mechanical sprayers under pressure at the .rate of I gallon (4 liters) to not more than 150 square feet (14 square meters). The spraying equipment shall be of the fully atomizing type equipped with a tank agitator. agitator. At the time ofuse, the compound shall be in a thoroughly mixed condition with the pigment unifonnly dispersed throughout the vehicle. During application the compound shall be stirred continuously by mechanical means. Hand spraying of odd widths or shapes and concrete surfaces exposed by the removal of forms will be permitted. The curing compound shall be of such character that the fIlm will harden within 30 minutes after application. Should the film become damaged from any cause, P-501-18 including sawing operations, within the required curing period, the damaged portions shall be repaired immediately with additional compound or other approved means. Upon removal of side forms, the sides of the exposed slabs shall be protected immediately to provide a curing treatment equal to that provided for the surface. b. Polyethylene Films. Not Used. c. WaterproofPaper. Not Used. d. White Burlap-Polyethylene Sheets. Not Used. e. Curing in Cold Weather. The concrete shall be maintained at a temperature of at least 50 degrees F (10 degrees C) for a period of 72 hours after placing and at a temperature above freezing for the remainder of the curing time. The Contractor shall be responsible for the quality and strength of the concrete placed during cold weather, and any concrete injured by frost action shall be removed and replaced at the Contractor's expense. 501-4.15 REMOVING FORMS. Unless otherwise specified, forms shall not be removed from freshly placed concrete until it has hardened sufficiently to permit removal without chipping, spalling, or tearing. After the forms have been removed, the sides of the slab shall be cured as outlined in one of the methods indicated in paragraph 501 -4.14. Major honeycombed areas shall be considered as defective work and shall be removed and replaced in accordance with paragraph 501-5.2(t). 501-4.16 SEALING JOINTS. The joints in the pavement shall be sealed in accordance with ItemP-605. 501-4.17 PROTECTION OF PAVEMENT. The Contractor shall protect the pavement and its appurtenances against both public traffic and traffic caused by the Contractor's employees and agents. This shall include workers to direct traffic and the erection and maintenance of warning signs, lights, pavement bridges, crossovers, and protection of unsealed joints from intrusion of foreign material, etc. Any damage to the pavement occurring prior to final acceptance shall be repaired or the pavement replaced at the Contractor's expense. The Contractor shall have available at all times, materials for the protection ofthe edges and surface of the unhardened concrete. Such protective materials shall consist of rolled polyethylene sheeting at least 4 mils (0.1 mm) thick of sufficient length and width to cover the plastic concrete slab and any edges. The sheeting may be mounted on either the paver or a separate movable bridge from which it can be unrolled without dragging over the plastic concrete surface. When rain appears iriuninent, all paving operations shall stop and all available personnel shall begin covering the surface of the unhardened concrete with the protective covering. 501-4.18 OPENING TO TRAFFIC. The pavement shall not be opened to traffic until test specimens molded and cured in accordance with ASTM C 31 have attained a flexural strength of 550 pounds per square inch (3792 kPa) when tested in accordance with ASTM C 78. If such tests are not conducted, the pavement shall not be opened to traffic until 14 days after the concrete was placed. Prior to opening the pavement to construction or aircraft traffic the pavement shall be cleaned, and all joints shall either be sealed or protected from damage to the joint edge and P-501-19 intrusion of foreign materials into the joint. As a minimum, backer rod or tape may be used to protect the joints from foreign matter intrusion. MATERIAL ACCEPTANCE 501-5.1 ACCEPTANCE SAMPLING AND TESTING. All acceptance sampling and testing, with the exception of coring for thickness determination, necessary to detennine confonnance with the requirements specified in this section will be performed by the Engineer. Concrete shall be accepted for strength and thickness on a lot basis. A.lot shall consist of800 cubic yards. Testing organizations performing these tests shall meet the requirements of ASTM C 1077. The Contractor shall bear the cost of providing curing facilities for the strength specimens, per paragraph 501-5.1 a(3), and coring and filling operations, per paragraph 501-5.1 b(1). a. Flexural Strength. (1) Sampling. Each lot shall be divided into four equal sublots and may consist of more than one days production (see Paragraph 5.I.c" Partial Lots.) One sample shall be taken for each sublot from the plastic concrete delivered to the job site. Sampling locations shall be determined by the Engineer in accordance with random sampling procedures contained in ASTM D 3665. The concrete shall be sampled in accordance with ASTM C 172 (2) Testing. Two (2) specimens shall be made from each sample. Specimens shall be made in accordance with ASTM C 31 and the flexural strength of each specimen shall be determined in accordance with ASTM C 78. The flexural strength for each sublot shall be computed by averaging the results ofthe two test specimens representing that sublot. (3) Curing. The Contractor shall provide adequate facilities for the initial curing of beams. During the 24 hours after molding, the temperature immediately adjacent to the specimens must be maintained in the range of 60 to 80 degrees F (16 to 27 degrees C), and loss of moisture from the specimens must be prevented. The specimens may be stored in tightly constructed wooden boxes, damp sand pits, temporary buildings at construction sites, under wet burlap in favorable weather or in heavyweight closed plastic bags, or use other suitable methods, provided the temperature and moisture loss requirements are met. (4) Acceptance. Acceptance of pavement for flexural strength will be detennined by the Engineer in accordance with paragraph 501-S.2b. b. Pavement Thickness. (1) Sampling. Each lot shall be divided into four equal sublots and one core shall be taken by the Contractor for each sublot. Sampling locations shall be determined by the Engineer in accordance with random sampling procedures contained in ASTM D 3665. Areas, P-SOl-20 such as thickened edges, with planned variable thickness, shall be excluded from sample locations, Cores shall be neatly cut with a core drill, The Contractor shall furnish all tools, labor, and materials for cutting samples and filling the cored hole, Core holes shall be filled by the Contractor with a nonshrink grout approved by the Engineer within one day after sampling, (2) Testing. The thickness of the cores shall be determined by the Engineer by the average caliper measurement in accordance with ASTM C 174, (3) Acceptance. Acceptance of pavement for thickness shall be determined by the Engineer in accordance with paragraph 501-5,2c, c. Partial Lots, When operational conditions cause a lot to be terminated before the specified number of tests have been made for the lot, or when the Contractor and Engineer agree in writing to allow overages or minor placements to be considered as partial lots, the following procedure will be used to adjust the lot size and the number oftests for the lot. Where three sub sub lots have been produced, they shall constitute a lot Where one or two sublots have been produced, they shall be incorporated into the next lot or the previous lot and the total number ofsublots shall be used in the acceptance criteria calculation, i,e" n=5 or n=6, d. Outliers. All individual flexural strength tests within a lot shall be checked for an outlier (test criterion) in accordance with ASTM E 178, at a significance level of 5 percent. Outliers shall be discarded, and the PWL shall be determined using the remaining test values, 501-5.2 ACCEPTANCE CRITERIA. a. General. Acceptance will be based on the following characteristics of the completed pavement: (1) Flexural strength (2) Thickness (3) Smoothness (4) Grade (5) Edge shupp (6) Dowel bar alignment Flexural strength and thickness shall be evaluated for acceptance on a lot basis using the method ofestimating percentage of material within specification limits (PWL). Acceptance using PWL considers the variability (standard deviation) of the material and the testing procedures, as well as the average (mean) value of the test results to calculate the percentage of material that is above the lower specification tolerance limit (L). P-501-21 Acceptance for flexural strength will be based on the criteria contained in paragraph 501-5.2e(l). Acceptance for thickness will be based on the criteria contained in paragraph 501-5.2e(2). Acceptance for smoothness will be based on the criteria contained in paragraph 501-S.2e(3). Acceptance fur grade will be based on the criteria contained in paragraph 501-5.2e(4). The Engineer may at any time, not withstanding previous plant acceptance, reject and require the Contractor to dispose of any batch of concrete nrixture which is rendered unfit for use due to contamination, segregation, or improper slump. Such rejection may be based on only visual inspection. In the event of such rejection, the Contractor may take a representative sample of the rejected material in the presence of the Engineer, and ifhe can demonstrate in the laboratory, in the . presence of the Engineer, that such material was erroneously rejected, payment will be made for the material at the contract unit price. b. Flexnral Strength. Acceptance of each lot of in-place pavement for flexural strength shall be based on PWL. The Contractor shall target production quality to achieve 90 PWL or higher. c. Pavement Thickness. Acceptance of each lot of in-place pavement shall be based on PWL. The Contractor shall target production quality to achieve 90 PWL or higher. d. Percentage of Material Within Specification Limits (PWL). The percentage of material within specification limits shall be determined in accordance with procedures specified in Section 110 ofthe GeneralProvisions. The lower specification limit (L) for flexural strength and thickness shall be: Lower Specification Limit (L) Flexural Strength 0.93 x strength specified in paragraph 501-3.1. Thickness Lot Plan Thickness in inches -0.50 inches e. Acceptance Criteria. (1) Flexural Strength. If the PWL ofthe lot equals or exceeds 90 percent, the lot shall be acceptable. Acceptance and payment for the lot shall be determined in accordance with paragraph 501-8.1.. (2) Thickness If the PWL of the lot equals or exceeds 90 percent, the lot shall be acceptable. Acceptance and payment for the lot shall be determined in accordance with paragraph 501-8.1. (3) Smoothness. As soon as the concrete has hardened sufficiently, the pavement surface shal1 be tested in the transverse direction with a 16 foot straightedge or other specified device. Surface smoothness deviations shall not exceed 1/4 inch from a 16 foot straightedge at any location, including placement along and spanning any pavement joint or edge. P-501-22 Areas in the slab showing high spots of more than 1/4 inch but not exceeding 112 inch in 16 feet shall be marked and immediately ground down with an approved grinding machine to an elevation that falls within the tolerance of 114 inch or less. Where the departure from the correct cross section exceeds 112 inch, the pavement shall be removed and replaced at the expense ofthe Contractor when so directed by the Engineer. (4) Grade. An evaluation of the surface grade shall be made by the Engineer for compliance to the tolerances contained below. Lateral Deviation. Lateral deviation from established alignment of the pavement edge shall not exceed plus or minus 0.10 foot (30 mm) in any lane. Vertical Deviation. Vertical deviation from established grade shall not exceed plus or minus 0.04 foot (12 mm) at any point. . (5) Edge Slump. When slip form paving is used, not more than 15 percent of the total free edge of each five huodred feet (500) (\52 m) of pavement, or fraction thereof, shall have an edge slump exceeding \14 inch (6 mm), and none of the free edge of the pavement shall have an edge slump exceeding 3/8 inch (10 mm). (The total free edge of 500 feet (152 m) of pavement will be considered the cumulative total linear measurement of pavement edge originally constructed as nonadjacent to any existing pavement; i.e., 500 feet (152 m) of paving lane originalIy constructed as a separate lane will have 1,000 teet (305 m) offree edge, 500 feet (152 m) of fill-in lane will have no free edge, etc.) The area atrected by the downward movement of the concrete along the pavement edge shall be limited to not more than 18 inches (457 mm) from the edge. When excessive edge slump cannot be corrected before the concrete has hardened, the area with excessive edge slump shall be removed and replaced at the expense of the Contractor when so directed by the Engineer. (6) Dowel Bar Alignment. Dowel bars and assemblies shalI be checked for position and alignment. The maximum permissible tolemnce on dowel bar alignment in each plane, plane, horizontal and vertical, shall not exceed 2 percent or 1/4 inch (6 mm) per foot ofdowel bar. f. Removal and Replacement of Concrete. Any area or section of concrete that is removed and replaced shall be removed and replaced back to planned joints. The Contractor shall replace damaged dowels and the requirements for doweled longitudinal construction joints in paragraph 50 I -4.10 shall apply to all contraction joints exposed by concrete removal. CONTRACTOR QUALITY CONTROL 501-6.1 QUALITY CONTROL PROGRAM. The Contractor shall develop a Quality Control Program in accordance with Section 100 of the General Provisions. The program shall address all elements which effect the quality of the pavement including, but not limited to: a. Mix Design P-501-23 b. Aggregate Gradation c. Quality of Materials d. Stockpile Management e. Proportioning f. Mixing and Transportation g. Placing and Consolidation h. Joints i. Dowel Placement and Alignment j. Flexural or Compressive Strength k. Finishing and Curing I. Surface Smoothness 501-6.2 QUALITY CONTROL TESTING. The Contractor shall perform all quality control tests necessary to control the production and construction processes applicable to this specification and as set forth in the Quality Control Program. The testing program shall include, but not necessarily be limited to, tests for aggregate gradation, aggregate moisture content, slump, and air content. A Quality Control Testing Plan shall be developed as part ofthe Quality Control Program. a. Fine Aggregate. (1) Gradation. A 'sieve analysis shall be made at least twice daily in accordance with AS1M C 136 from randomly sampled material taken from the discharge gate of storage bins or from the conveyor belt. (2) Moisture Content. Ifan electric moisture meter is used, at least two direct measurements of moisture content sball be made per week to check the calibration. If direct measurements are made in lieu of using an electric meter, two tests shall be made per day. Tests shall be made in accordance with AS1M C 70 or AS1M C 566. b. Coarse Aggregate. (1) Gradation. A sieve analysis shall be made at least twice daily for each size of aggregate. Tests shall be made in accordance with ASTM C 136 from randomly sampled material taken from the discharge 􀁧􀁡􀁾􀁥􀀠of storage bins or from the conveyor belt. (2) Moistnre Content. If an electric moisture meter is used, at least two direct measurements of moisture content shall be made per week to check the calibration. If direct measurements are made in lieu of using an electric meter, two tests shall be made per day. Tests shall be made in accordance with ASTM C 566. c. Slump. Four slump tests shall be performed for each lot of material produced in accordance with the lot size defined in Section 501-5.1. One test shall be made for each sublot. Slump tests shall be performed in accordance with ASTM C 143 from material randomly sampled P-50l-24 from material discharged from trucks at the paving site. Material samples shall be taken in accordance with ASTM C 172. d. Air Content. Four air content tests, shall be perfonned for each lot of material produced in accordance with the lot size defined in Section 501-5.1. One test shall be made for each sublot. Air content tests shall be perfonned in accordance with ASTM C 23 I for gravel and stone coarse aggregate and ASTM C 173 for slag or other porous coarse aggregate, from material randomly sampled from trucks at the paving site. Material samples shall be taken in accordance with ASTM C 172. 501-63 CONTROL CHARTS. The Contractor shall maintain linear control charts for fine and course aggregate, gradation, slump, and air content. Control charts shall be posted in a location satisfactory to the Engineer and shaH be kept up to date at all times. As a minimum, the control charts shall identify the project number, the contract item number, the test number, each test parameter, the Action and Suspension Limits, or Specification limits, applicable to each test parameter, and the Contractor's test results. The Contractor shall use the control charts as part of a process contml system for identifying potential problems and assignable causes before they occur. If the Contractor's projected data during production indicates a potential problem and the Contractor is not taking satisfilctory corrective action, the Engineer may halt production or acceptance ofthe material. a. Fine and Coarse Aggregate Gradation. The Contractor shall record the running average ofthe last five giadation tests for each control sieve on linear control charts. Specification limits contained in Tables I and 2 shall be superimposed on the Control Chart for job control. b. Slump and Air Content. The Contractor shall maintain linear control charts both for individual measurements and range (i.e., difference between highest and lowest measurements) for slump and air content in accordance with the following Action and Suspension Limits. The individual measurement control charts shall use the mix design target values as indicators of central tendency. CONTROL CHART LIMITS O>.ntrol Parameter . .. '.􀀧􀁉􀁮􀁤􀁩􀁖􀁩􀁤􀁵􀁡􀁬􀁍􀁾􀁩􀁬􀁵􀁲􀁥􀁮􀁩􀁥􀁮􀁴􀁳􀀠Action Limit 􀂷􀀧􀁓􀁾􀁳􀁰􀁥􀁄􀁳􀁩􀁯􀁮􀀠Liinit' Range Susp!!nsio"\f;'c ./•. )." LiQ;iitFi;:j' Slump -f 1 inch (2Smm) + 1.5 inch (38mm) + 2.4 inch (61mm) Air Content + 1.2% +1.8% +2.8% 501-6.4 CORRECTIVE ACTION. The Quality Control Plan shall indicate that appropriate action shall be taken when a process is believed to be out of control. The Pian shall detail what action will be taken to bring a process into control and shall contain sets of rules to gauge when a process is out of control. As a minimum, a process shall be deemed out of control and corrective action taken ifanyone ofthe following conditions exists. P-501-25 a. Fine and Coarse Aggregate Gradation. When two consecutive averages of five tests are outside of the Tables 1 or 2 specification limits, immediate steps, including a halt to production, shall be taken to correct the gradation. b. Fine and Coarse Aggregate Moisture Content. Whenever the moisture content of the fme or coarse aggregate changes by more than 0.5 percent, the scale settings for the aggregate batcher(s) and water batcher shall be adjusted. c. Slump. The Contractor sball halt production and make appropriate adjustments whenever: (1) one point falls outside the Suspension Limit line for individual measurements or range; or (2) two points in a row fall outside the Action Limit line for individual measurements. d. Air Content. The Contractor shall halt production and adjust the amount of air entraining admixture whenever: (1) one point falls outside the Suspension Limit line for individual measurements or range; or (2) two points in a row fall outside the Action Limit line for individual measurements. Whenever a point falls outside the Action Limits line, the air-entraining admixture dispenser shall be calibrated to ensure that it is operating correctly and with good reproducibility. METHOD OF MEASUREMENT 501-7.1 Portland cement concrete pavement shall be measured by the number of square yards (square meters), of each thickness, of either reinforced or non-reinforced pavement as specified in place, completed and accepted. BASIS OF PAYMENT P-50l-26 501-8.1 GENERAL. Payment for accepted concrete pavement shall be made at the contract unit price per square yard (square meter) adjusted in accordance with paragraph 5018.1 a, subject to the limitation that: The total project payment for concrete pavement shall not exceed 106 percent of the product of the contract unit price and the total number of cubic yards (cubic meters) of concrete pavement used in the accepted work (See Note 2 under Table 3). Payment shall be full compensation for all labor, materials, tools, equipment, and incidentals required to complete the work as specified herein and on the drawings, except for saw-cut grooving. a. Basis of Adjusted Payment. The pay factor for each individual lot shall be calculated in accordance with Table 3. A pay factor shall be calculated for both flexural strength and thickness. The lot pay factor shall be the higher of the two values when calculations for both flexural strength and thickness are 100 percent or higher. The lot pay factor shall be the product product of the two values when only one of the calculations for either flexural strength or thickness is 100 percent or higher. The lot pay factor shall be the lower of the two values when calculations fur both flexural strength and thickness are less than 100 percent. For each lot accepted, the adjusted contract unit price shall be the product of the lot pay metor for the lot and the contract unit price. Payment shall be subject to the total project payment limitation specified in paragraph 501-8.1. Payment in excess of 100 percent for accepted lots of concrete pavement shall be used to offset payment for accepted lots of concrete pavement that achieve a lot pay mctor less than 100 percent. P-501-27 TABLE 3 PRICE ADJUSTMENT SCHEDULE I . Lot Pay Factor (percen{of Contract Unit .Percentage ofMaterial Within Specification. . Limits (PWL) ..... . . .' .. ·Price)<:·..• < 96-100 1061 90-95 PWL+ 10 15-90 0.5PWL+55 55-14 1.4PWL-12 Below 55 􀁒􀁾􀁥􀁣􀁴􀀲􀀠I Although It IS theoretically possible to achieve a pay factor of 106 percent for each lot, actual payment in excess of 100 percent shall be subject to the total project payment limitation specified in paragraph 501-8.1. 2 The lot shall be removed and replaced. However, the engineer may decide to allow the rejected lot to remain. In that case, ifthe engineer and contractor agree in writing that the lot shall not be removed, it shall be paid for at 50 percent of the contract unit price and the total project payment limitation shall be reduced by the amount withheld for the rejected lot. Payment will be made under: P-501-1 12 Inch PCC Pavement, Non-Reinforced ....................... .............. per square yard P-501-2 12 Inch PCC Pavement, Reinforced ............................................. per square yard P-501-3 12-15 Inch PCC Pavement, Non-Reinforced ............................... per square yard P-501-4 12-15 Inch PCC Pavement, Reinforced ....................................... per square yard P-501-5 8 Inch PCC Pavement, Non-Reinforced ....................................... per square yard P-501-6 8 Inch PCC Pavement, Reinforced ............................................... per square yard P-501-1 8-10 Inch PCC Pavement, Non-Reinforced ................................. per square yard P-501-8 8-10 Inch PCC Pavement, Reinforced ; ........................................ per square yard P-501-28 ASTMC31 ASTMC39 ASTMC70 ASTMC78 ASTMC 131 ASTMC 136 ASTM C 138 ASTMC 143 ASTMC 172 ASTMC 173 ASTM C 174 ASTMC227 ASTM C231 ASTM C 289 ASTM C 295 ASTMC311 ASTMC535 ASTMC566 ASTM C 1077 ASTMD3665 ASTMD4791 AASHTOT26 TESTING REQUIREMENTS Making and Curing Concrete Test Specimens in the Field Compressive Strength ofCylindrical Concrete Specimens Surface Moisture in Fine Aggregate Test for Flexural Strength ofConcrete (Using Simple Beam with Third-Point Loading) Test for Resistance to Abrasion of Small Size Coarse Aggregate by Use of the Los Angeles Machine Sieve Analysis afFine and Coarse Aggregates Test for Unit Weight, Yield, and Air Content (Gravimetric) ofConcrete Test for Slump ofPortland Cement Concrete Sampling Freshly Mixed Concrete Test for Air Content ofFreshly Mixed Concrete by the Volumetric Method Measuring Length ofDrilled Concrete Cores Potential Alkali Reactivity of Cement-Aggregate Combinations (Mortar-Bar Method) Test for Air Content ofFreshly Mixed Concrete by the Pressure Method Potential Reactivity ofAggregates (Chemical Method) Petrographic Examination ofAggregates for Concrete Sampling and Testing Fly Ash for Use as an Admixture in Portland Cement Concrete Test for Resistance to Abrasion of Large Size Coarse Aggregate by Use of the Los Angeles Machine Total Moisture Content ofAggregates by Drying Standard Practice for Laboratories Testing Concrete and Concrete Aggregates f-Type, for Portland Cement Concrete Pavements Joint 􀁓􀁥􀁡􀁬􀁡􀁮􀁾􀀠Hot-Poured, Elastomeric, Jet-Fuel-Resistant Type, for Portland Cement Concrete Pavements Joint Sealant, Hot-Poured, Jet-Fuel-Resistant Type, for Portland Cement Concrete and Tar-Concrete Pavements Sealing Compounds, Two Component, Etastomeric, Polymer Type, Jet-Fuel Resistant, Cold Applied END OF ITEM