NOVEMBER 28, 2018 RELOCATION OF I-91 NB … · preferred detour route is I-91 SB to Route 3 NB via I-91 SB Exit 25N, to the left exits to I- 91 NB, to I-91 NB, to Brainard Road via

63-703 & 159-191 ADDENDUM NO. 3

NOVEMBER 28, 2018 RELOCATION OF I-91 NB INTERCHANGE 29

AND WIDENING OF I-91 NB AND ROUTE5/15 NB TO I-84 EB &

RESURFACING, BRIDGE AND SAFETY IMPROVEMENTS ON I-91 FEDERAL AID PROJECT NOS. 1063(143) & 0912(136)

STATE PROJECT NOS. 63-703 & 159-191 TOWNS OF HARTFORD, EAST HARTFORD, WETHERSFIELD

ADDENDUM NO. 3

This Addendum addresses the following questions and answers contained on the “CT DOT QUESTIONS AND ANSWERS WEBSITE FOR ADVERTISED CONSTRUCTION PROJECTS”:

Question and Answer Nos.: 17, 19, 20, 25, 26, 29, 30, 31, 34, 35, 36, 37, 39, 42, 43, 44, 46, 47, 48, 54, 55, 56, 57, 58, 62, 64, 66, 76, 77, 78, 79, 80, 84, 86, 91, 92, 93, 95, 96, 97, 99, 104, 105, 106, 107

SPECIAL PROVISIONS NEW SPECIAL PROVISIONS The following Special Provisions are hereby added to the Contract:

ITEM NO. 0506020A – PERMANENT ANCHOR TIEBACK SYSTEM ITEM NO. 0819002A – PENETRATING SEALER PROTECTIVE COMPOUND ITEM NO. 1201801A – MONOTUBE BRIDGE SIGN STRUCTURE ITEM NO. 1202999A – DRILLED SHAFT TRAFFIC STRUCTURE FOUNDATION ITEM NO. 1203109A – SIDE MOUNTED SIGN FOUNDATION

REVISED SPECIAL PROVISIONS The following Special Provisions are hereby deleted in their entirety and replaced with the

attached like-named Special Provisions:

NOTICE TO CONTRACTOR – HAZARDOUS MATERIALS INVESTIGATIONS SECTION 1.08 – PROSECUTION AND PROGRESS ITEM NO. 0020905A – LEAD COMPLIANCE FOR ABRASIVE BLAST CLEANING

AND MISCELLANEOUS TASKS ITEM NO. 0101117A – CONTROLLED MATERIALS HANDLING ITEM NO. 0401154A – CONCRETE PAVEMENT UNDERSEALING

1

63-703 & 159-191 ADDENDUM NO. 3

ITEM NO. 0601270A – FULL DEPTH PATCH (HIGH EARLY STRENGTH CONCRETE)

ITEM NO. 0603222A – DISPOSAL OF LEAD DEBRIS FROM ABRASIVE BLAST CLEANING

ITEM NO. 0603802A – STRUCTURAL STEEL-SIGN SUPPORTS ITEM NO. 0651649A – CURED-IN-PLACE PIPE LINING ITEM NO. 0901005A – BOLLARD ITEM NO. 0916111A – NOISE BARRIER WALL (STRUCTURE)

ITEM NO. 0916123A – NOISE BARRIER WALL-TRANSPARENT (STRUCTURE) ITEM NO. 0916126A – NOISE BARRIER WALL ITEM NO. 0950040A – CONSERVATION SEEDING FOR SLOPES ITEM NO. 1201802A – 4 CHORD TRUSS BRIDGE SIGN STRUCTURE ITEM NO. 1201804A – 4 CHORD TRUSS CANTILEVER SIGN STRUCTURE ITEM NO. 1207034A – SIGN FACE – EXTRUDED ALUMINUM (TYPE IV

RETROREFLECTIVE SHEETING) ITEM NO. 1207039A – SIGN FACE – EXTRUDED ALUMINUM (TYPE IX RETROFLECTIVE SHEETING)

The Special Provision for ITEM NO. 1202239A – OVERHEAD TRUSS SIGN SUPPORT FOUNDATION & ITEM NO. 1202250A – CANTILEVER TRUSS SIGN SUPPORT FOUNDATION is hereby deleted and replaced with the Special Provision entitled ITEM NO. 1202239A – OVERHEAD TRUSS SIGN SUPPORT FOUNDATION. DELETED SPECIAL PROVISIONS The following Special Provisions are hereby deleted in their entirety:

ITEM NO. 0209013A – UNDERPINNING (SITE NO. 3)

ITEM NO. 0209016A – UNDERPINNING (SITE NO. 6) ITEM NO. 0601192A – SURFACE PATCH ITEM NO. 0653002A – CLEAN DRAINAGE SYSTEM

CONTRACT ITEMS NEW CONTRACT ITEMS ITEM NO. DESCRIPTION UNIT QUANTITY 0586771.01 0603801 0819002A 0911927 1201801A 1202999A 1203902

TYPE “C-M” CATCH BASIN TOP DOUBLE GRATE TYPE I STRUCTURAL STEEL PENETRATING SEALER PROTECTIVE COMPOUND ANCHOR IN EARTH CUT SLOPE 10GA. MONOTUBE BRIDGE SIGN STRUCTURE DRILLED SHAFT TRAFFIC STRUCTURE FOUNDATION STRUCTURE MOUNTED SIGN SUPPORT

EA.

CWT S.Y.

EA. EA. EA.

EA.

4 EA.

130 CWT. 42,875 S.Y.

1 EA. 14 EA. 35 EA.

6 EA.

2

63-703 & 159-191 ADDENDUM NO. 3

REVISED CONTRACT ITEMS ITEM NO. DESCRIPTION ORIGINAL

QUANTITY REVISED

QUANTITY 0202522 0202529 0207150A 0209001 0304002 0406125A 0406170 0406171 0586101.10 0586600 0586750 0586751 0586770 0586771.02 0603729A 0603802A 0653001 0653010 0653100 0702081A 0702109A 0728030 0811101 0813012 0815200 0821189A 0821393 0821409 0821501 0821502 0821513

REMOVAL OF BITUMINOUS TYPE PAVEMENT CUT BITUMINOUS CONCRETE PAVEMENT LIGHTWEIGHT FILL FORMATION OF SUBGRADE PROCESSED AGGREGATE BASE BITUMINOUS CONCRETE SURFACE PATCH HMA S1 HMA S0.5 TYPE “C-M” CATCH BASIN (4’ SUMP) – 0’ – 10’ DEEP RESET CATCH BASIN TYPE “C” CATCH BASIN TOP TYPE “C” CATCH BASIN TOP DOUBLE GRATE TYPE I TYPE “C-M” CATCH BASIN TOP TYPE “C-M” CATCH BASIN TOP DOUBLE GRATE TYPE II LOCALIZED PAINT REMOVAL AND FIELD PAINTING OF EXISTING STEEL STRUCTURAL STEEL - SIGN SUPPORTS CLEAN EXISTING CATCH BASIN CLEAN EXISTING MANHOLE CLEAN EXISTING CULVERT - 12'' TO 42'' DIAMETER BITUMINOUS COATING FOR STEEL PILES PRE-AUGERING OF PILES NO. 3 CRUSHED STONE CONCRETE PARK CURBING 5”X18” GRANITE STONE CURBING BITUMINOUS CONCRETE PARK CURBING CONCRETE BARRIER TRANSITION SECTION JERSEY SHAPE TRANSITION TO F-SHAPE PRECASE CONCRETE BARRIER CURB SINGLE - SLOPE PRECAST CONCRETE BARRIER F-SHAPE PRECAST CONCRETE BARRIER CURB (30”X45”) F-SHAPE PRECAST CONCRETE BARRIER CURB (21”X45”) VERTICAL FACE PRECAST CONCRETE BARRIER CURB (21”X54”)

18,670 S.Y. 165,520 L.F. 14,150 C.Y. 165,875 S.Y. 49,540 C.Y. 3,450 S.Y. 8,310 TON 4,050 TON 77 EA. 319 EA. 135 EA. 3 EA. 128 EA. 4 EA. 23,577 S.F. 56 CWT. 70 EA. 1 EA. 480 L.F. 32,510 S.F. 13,450 L.F. 1,455 C.F. 1,035 L.F. 430 L.F. 56,660 L.F. 900 L.F. 220 L.F. 15,830 L.F. 4,800 L.F. 24,000 L.F. 2,000 L.F.

19,260 S.Y. 166,330 L.F. 14,050 C.Y. 166,465 S.Y. 49,670 C.Y. 4,325 S.Y. 8,450 TON 4,120 TON 78 EA. 791 EA. 134 EA. 4 EA. 140 EA. 6 EA. 26,477 S.F. 194 CWT. 245 EA. 5 EA. 5,718 L.F. 25,430 L.F. 9,190 L.F. 39,285 C.F. 1,100 L.F. 110 L.F. 61,685 L.F. 1,010 L.F. 280 L.F. 15,380 L.F. 4,620 L.F. 22,800 L.F. 3,700 L.F.

3

63-703 & 159-191 ADDENDUM NO. 3

0822001 0822002 0822005A 0822006A 0910300 0910301 0910302 0944000 0945005A 0949000 0949142 0949145 0949149 0949274 0949410 0949828 0949832 0949957 0950040A 0974001A 1014131 1015001 1019053A 1201802A 1201804A 1202239A 1203109A

TEMPORARY PRECAST CONCRETE BARRIER CURB RELOCATED TEMPORARY PRECAST CONCRETE BARRIER CURB TEMPORARY PRECAST CONCRETE BARRIER CURB (STRUCTURE) RELOCATED TEMPORARY PRECAST CONCRETE BARRIER CURB METAL BEAM RAIL (TYPE R-B MASH) METAL BEAM RAIL (R-B MASH HALF POST SPACING) METAL BEAM RAIL (R-B MASH QUARTER POST SPACING) FURNISHING AND PLACING TOPSOIL WILDFLOWER ESTABLISHMENT WOOD CHIP MULCH QUERCUS PALUSTRIS, PIN OAK, 24" - 36" HT. NO. 3 CONTAINER QUERCUS RUBRA, NORTHERN RED OAK, 1 3/4" - 2" CAL. B.B. QUERCUS RUBRA, NORTHERN RED OAK, 24" - 36" HT. NO. 3 CONTAINER SYRINGA PATULA "MISS KIM", MISS KIM LILAC, 18" - 24" HT. CONTAINER RHUS AROMATICA, FRAGRANT SUMAC 18" - 24" HT. B.B. ACER RUBRUM, RED MAPLE, 3' - 4' HT. WHIPS B.R. ACER RUBRUM, RED MAPLE 2" - 2 1/2" CAL B.B. LIRIODENDRON TULIPIFERA, TULIPTREE, 1 3/4" - 2" CAL. B.B. CONSERVATION SEEDING FOR SLOPES REMOVAL OF EXISTING MASONARY CABLE IN DUCT (THREE NO. 2 CONDUCTORS) NO. 8 BARE COPPER GROUNDING CONDUCTOR AERIAL CABLE (3 NO. 2) 4 CHORD TRUSS BRIDGE SIGN STRUCTURE 4 CHORD TRUSS CANTILEVER SIGN STRUCTURE OVERHEAD TRUSS SIGN SUPPORT FOUNDATION SIDE MOUNTED SIGN FOUNDATION

64,096 L.F. 138,940 L.F. 9,716 L.F. 7,222 L.F. 77,160 L.F. 410 L.F. 120 L.F. 40,000 S.Y. 8,420 LB. 4,875 S.Y. 85 EA. 9 EA. 85 EA. 120 EA. 84 EA. 100 EA. 18 EA. 9 EA. 29,190 S.Y. 2,201 C.Y. 48,088 L.F. 61,613 L.F. 5,300 L.F. 12 EA. 4 EA. 24 EA. 37 EA.

66,112 L.F. 140,242 L.F. 7,700 L.F. 5,920 L.F. 77,432 L.F. 200 L.F. 80 L.F. 59,000 S.Y. 48 LB. 5,100 S.Y. 110 EA. 16 EA. 110 EA. 145 EA. 109 EA. 125 EA. 35 EA. 14 EA. 48,190 S.Y. 2,301 C.Y. 15,473 L.F. 10,648 L.F. 2,250 L.F. 4 EA. 7 EA. 8 EA. 48 EA.

4

63-703 & 159-191 ADDENDUM NO. 3

1207039A 1803300 1803336

SIGN FACE-EXTRUDED ALUMINUM (TYPE IX RETROREFLECTIVE SHEETING) IMPACT ATTENUATION SYSTEM (TANGENTIAL) IMPACT ATTENUATION SYSTEM (NON-GATING)

20,230 S.F. 12 EA. 5 EA.

17,413 S.F. 13 EA. 4 EA.

DELETED CONTRACT ITEMS

ITEM NO. DESCRIPTION ORIGINAL QUANTITY

REVISED QUANTITY

0209013A 0209016A 0601192A 0653002A 0701051 1202250A

UNDERPINNING (SITE NO. 3) UNDERPINNING (SITE NO. 6) SURFACE PATCH CLEAN DRAINAGE SYSTEM TIMBER DECK CANTILEVER TRUSS SIGN SUPPORT FOUNDATION

L.S. L.S.

875 S.F. L.S.

170 S.F. 4 EA,

0 0 0 0 0 0

PERMITS The following Permit is hereby deleted in its entirety and replaced with the attached like-named

Permit:

ENVIRONMENTAL LAND USE RESTRICTION (ELUR) The following Permit Approval is hereby added to the Contract:

CTDEEP STORMWATER CONSTRUCTION GENERAL PERMIT PLANS NEW PLANS The following Plan Sheets are hereby added to the Contract:

01.02.01.02.A3 01.03.03.15-1.A3 01.03.03.15-2.A3 01.04.17.01.A3 01.04.17.02.A3 01.04.17.03.A3 01.04.17.04.A3 01.04.17.05.A3 01.04.17.06.A3 01.04.17.07.A3 01.04.17.08.A3

01.04.17.09.A3 01.04.17.10.A3 01.04.17.11.A3 01.04.17.12.A3 01.04.17.13.A3 01.04.17.14.A3 02.02.03.09-1.A3 02.02.03.10-1.A3 02.04.06.07-1.A3 02.04.06.07-2.A3 02.04.06.07-3.A3

02.04.06.07-4.A3 02.04.06.07-5.A3 02.04.06.07-6.A3 02.04.06.07-7.A3 02.04.06.07-8.A3 02.04.06.07-9.A3 02.04.06.07-10.A3 02.04.06.07-11.A3 02.04.06.07-12.A3 02.04.06.07-13.A3 02.04.06.07-14.A3 02.04.07.001.A3 02.04.07.002.A3

5

63-703 & 159-191 ADDENDUM NO. 3

02.04.07.003.A3 02.04.07.004.A3 02.04.07.005.A3 02.04.07.006.A3

02.04.08.001.A3 02.04.08.002.A3 02.04.08.003.A3 02.04.08.004.A3

HW-0821-01a HW-0821-01b HW-0821-01c

REVISED PLANS The following Plan Sheets are hereby deleted and replaced with the like-numbered Plan Sheets:

01.02.01.01.A3 01.03.03.11.A3 01.03.03.15.A3 01.03.10.03.A3 01.03.10.04.A3 01.03.10.05.A3 01.03.10.06.A3 01.03.10.07.A3 01.03.10.08.A3 01.03.10.10.A3 01.03.10.13.A3 01.03.10.15.A3 01.03.12.02.A3 01.03.12.03.A3 01.03.12.04.A3 01.03.12.07.A3 01.03.12.08.A3 01.03.12.09.A3 01.03.12.12.A3 01.03.12.15.A3 01.03.12.16.A3 01.03.12.17.A3 01.03.12.19.A3 01.03.12.20.A3 01.03.12.21.A3 01.03.13.02.A3 01.03.13.07.A3 01.03.13.11.A3 01.03.13.12.A3 01.03.13.16.A3 01.03.14.06.A3 01.04.07.009.A3 01.04.07.010.A3 01.04.08.009.A3 01.04.08.010.A3 01.04.09.009.A3

01.04.09.010.A3 01.04.09.015.A3 01.04.10.006.A3 01.04.10.009.A3 01.04.10.010.A3 01.04.10.015.A3 01.04.11.006.A3 01.04.11.010.A3 01.04.11.015.A3 01.04.12.002.A3 01.04.12.003.A3 01.04.12.004.A3 01.04.12.005.A3 01.04.12.006.A3 01.04.12.007.A3 01.04.12.008.A3 01.04.12.009.A3 01.04.12.010.A3 01.04.12.011.A3 01.04.12.012.A3 01.04.12.013.A3 01.04.12.014.A3 01.04.12.015.A3 01.04.12.018.A3 01.04.12.019.A3 01.04.12.020.A3 01.04.12.021.A3 01.04.12.023.A3 01.04.12.024.A3 01.04.12.025.A3 01.04.12.026.A3 01.04.15.003.A3 01.04.15.004.A3 01.04.15.005.A3 01.04.15.006.A3 01.04.15.007.A3 01.04.15.010.A3 01.04.15.012.A3

01.04.15.016.A3 01.04.15.017.A3 01.04.15.018.A3 01.05.02.004.A3 01.06.04.33.A3 01.06.07.25.A3 01.06.07.26.A3 01.06.07.45.A3 01.06.08.22.A3 01.06.08.23.A3 01.06.08.38.A3 01.06.11.24.A3 01.06.12.070.A3 01.06.12.073.A3 01.06.12.074.A3 01.06.12.075.A3 01.06.12.080.A3 01.06.12.089.A3 01.07.03.02.A3 01.07.03.03.A3 01.07.07.05.A3 01.07.07.09.A3 01.07.08.02.A3 01.08.05.05.A3 01.08.05.07.A3 01.08.05.08.A3 01.08.06.05.A3 01.08.06.07.A3 01.08.06.08.A3 01.08.07.07.A3 01.08.07.08.A3 01.08.08.07.A3 01.08.08.08.A3 01.08.08.09.A3

6

63-703 & 159-191 ADDENDUM NO. 3

01.08.08.10.A3 01.08.09.07.A3 01.08.09.08.A3 01.08.10.07.A3 01.08.10.08.A3 01.08.11.04.A3 01.08.12.02.A3 01.09.02.013.A3 01.09.02.014.A3 01.09.02.023.A3 01.09.02.025.A3 01.09.02.026.A3 01.09.02.027.A3 01.09.02.038.A3 01.09.02.039.A3 01.09.02.046.A3 01.09.02.145.A3 01.14.02.04.A3 01.14.02.13.A3 02.02.03.02.A3 02.02.03.03.A3 02.02.03.10.A3 02.02.03.15.A3 02.02.03.18.A3 02.02.05.02.A3 02.02.05.04.A3 02.02.05.05.A3

02.02.05.06.A3 02.02.05.07.A3 02.02.05.12.A3 02.02.05.15.A3 02.02.05.18.A3 02.02.05.21.A3 02.02.05.23.A3 02.02.05.24.A3 02.02.05.25.A3 02.04.02.002.A3 02.04.02.003.A3 02.04.02.004.A3 02.04.02.005.A3 02.04.02.006.A3 02.04.02.007.A3 02.04.02.010.A3 02.04.02.011.A3 02.04.02.012.A3 02.04.02.013.A3 02.04.02.015.A3 02.04.02.016.A3 02.04.02.017.A3 02.04.02.018.A3 02.04.02.019.A3 02.04.02.021.A3 02.04.02.023.A3 02.04.02.024.A3 02.04.02.025.A3 02.04.02.026.A3

02.04.03.034.A3 02.04.03.035.A3 02.04.03.037.A3 02.04.03.042.A3 02.04.03.043.A3 02.04.03.045.A3 02.04.03.048.A3 02.04.03.051.A3 02.04.03.053.A3 02.04.03.054.A3 02.04.03.055.A302.04.06.02.A3 02.04.06.03.A3 02.04.06.04.A3 02.04.06.05.A3 02.04.06.06.A3 02.04.06.07.A3 02.04.06.08.A3 02.06.02.023.A3 02.06.02.024.A3 02.06.02.047.A3 02.06.02.048.A3 02.06.02.189.A3 02.06.02.190.A3

DELETED PLANS The following Plan Sheets are hereby deleted in their entirety:

01.04.15.002.A3 01.04.15.008.A3 01.04.15.009.A3

The Bid Proposal Form has been revised to reflect these changes. The Detailed Estimate Sheets do not reflect these changes. There will be no change in the number of calendar days due to this Addendum. The foregoing is hereby made a part of the contract.

7

Rev. Date 11/06/18

63-703 & 159-191 NOTICE TO CONTRACTOR ADDENDUM NO.3

NOTICE TO CONTRACTOR - HAZARDOUS MATERIALS INVESTIGATIONS Limited hazardous materials site investigations have been conducted at the following sites in Hartford, East Hartford & Wethersfield, Connecticut. The scope of inspections were limited to the representative components projected for impact: Bridges Bridge Nos. 00480, 00813, 01456, 01457, 01459, 01460, 01466, 05796, 05922, 6000A, 6000B, 6000C, 06043A, 06043B & 06289; Culverts Culvert Nos. 02555, 03244, 03613, 03614, 06654; Sign Supports

Sign Support Nos. 21460, 21510, 21349, 21002, & 21004 “Hartford City Line” Sign “Exit 27-Hartford Regional Market” Sign, I-91 NB STA. 585+34 (21487) I-91 NB STA. 377+50 (21460) I-91 NB STA. 646+56 (21510) I-91 SB STA. 519-47 (21458) I-91 SB STA. 546+65 (21457) I-91 NB STA. 153+00 (21511) I-91 NB STA. 317+45 (21512) Rte. 15 NB STA. 245+72 (21314) Rte. 5/15 SB Exit 87 STA. 60+66 (21353) Rte. 5/15 SB STA. 905+21 (21009) Rte. 5/15 NB STA. 414+55 (21007) I-91 NB STA. 125+91 (21350) Rte. 5/15 NB STA. 704+19 (21014) Rte. 5/15 NB STA. 401+76 (21010) I-91 NB STA. 359+77 (21461) I-91 NB Exit 25-26 (Ramp N) STA. 244-97 (21488) I-91 SB STA. 399+14 (21318) I-91 NB STA. 670+38 (21349) I-91 SB STA. 466+88 (21352) I-91 SB STA. 493+14 (21351) I-91 NB STA. 109+05 (21319)

8

Rev. Date 11/06/18


Results of the survey identified lead paint to be present on the structural steel/metal/railing bridge components of Bridge Nos. 00480, 00813, 01466 and the painted metal support surfaces of Sign Nos. 21460 & 21510. No detectable amounts of lead in paint were identified on the concrete abutments/piers/walls or structural metal surfaces of Bridge Nos. 05922, 6000A, 6000B, 6000C & 06289; Sign Nos. 21002, 21004 “Hartford City Line” Sign & “Exit 27-Hartford Regional Market” Sign. Bridge Nos. 06043A & 06043B were constructed entirely of unpainted concrete. All concrete/metal surfaces of Bridge No. 05922 were not painted. All bridge railing systems were not painted except for Bridge Nos. 00480, 00813 & 01466. Culvert Nos. 02555, 03244, 03613, 03614, 06654 & Sign Nos. 21349, “Hartford City Line” Sign & “Exit 27-Hartford Regional Market” Sign were not painted. Lead paint is presumed to be present on all sign support components and any painted non-metallic debris and/or paint waste to be generated is presumed as RCRA/CT DEEP hazardous waste at:

I-91 NB STA. 585+34 (21487) I-91 NB STA. 377+50 (21460) I-91 NB STA. 646+56 (21510) I-91 SB STA. 519-47 (21458) I-91 SB STA. 546+65 (21457) I-91 NB STA. 153+00 (21511) I-91 NB STA. 317+45 (21512) Rte. 15 NB STA. 245+72 (21314) Rte. 5/15 SB Exit 87 STA. 60+66 (21353) Rte. 5/15 SB STA. 905+21 (21009) Rte. 5/15 NB STA. 414+55 (21007) I-91 NB STA. 125+91 (21350) Rte. 5/15 NB STA. 704+19 (21014) Rte. 5/15 NB STA. 401+76 (21010)

Results obtained from TCLP waste stream sampling and analysis for leachable lead from the paint on the structural steel/metal bridge components at Bridge Nos. 00480, 00813 & 01466 characterized the paint waste streams as CTDEEP/RCRA hazardous waste. Results obtained from TCLP waste stream sampling and analysis for leachable lead from the paint on the metal support components of Sign Nos. 21460 & 21510 characterized those paint waste streams as non-hazardous, non-RCRA waste. Also, since no detectable amounts of lead in paint were identified on the structural metal components of Bridge Nos. 05922, 6000A, 6000B, 6000C & 06289 any paint waste debris generated would be non-hazardous, non-RCRA waste. **Note: Detectable levels of lead were also identified on the structural steel/metal bridge components at Bridge Nos. 01456, 01457, 01459 & 01460, however they are not projected to be impacted by the bridge rehabilitation project. Should lead painted metal bridge components at these bridges be required to be impacted during construction, work shall

9

Rev. Date 11/06/18


cease immediately until the Engineer can determine the extent of any lead paint impact and implement proper procedures. Further, any paint waste generated from the structural steel/metal bridge components at the bridges would be characterized as RCRA/CTDEEP hazardous waste. All steel and metal generated from work tasks (painted or not) shall be segregated and recycled as scrap metal at a scrap metal recycling facility. The recycling of scrap metal (regardless of lead paint concentration) is exempt from USEPA RCRA and CTDEEP Hazardous Waste Regulation. Silver/grey and white caulks around the base supports of the railing systems at Bridge Nos. 00480, 00813 & 01466 were sampled and found to contain asbestos. Also, hard grey/tan caulking where abutment meets main bridge at Bridge No. 01459 and presumed caulking on the storm drains in the concrete deck of Bridge No. 01460 were identified/presumed to contain asbestos. Light grey caulking at the abutments of Bridge No. 01456 was also identified as ACM, however is not projected to be impacted by the rehabilitations. Other various caulks, tar pipe coatings, expansion joint materials, cloth/paper bearing pads, seam sealants, drain pipes and vapor barriers were sampled and found to contain no detectable levels of asbestos. Bird/pigeon guano accumulations were observed in accessible areas of Bridge Nos. 00480, 01459, 01460, 05796, 05922, 6000A, 6000B, 06043A, 06043B & 06289. No bird/pigeon guano accumulations were observed in the accessible areas of Bridge Nos. 01456, 01457, 6000C, 00813 & 01466 or in any of the accessible areas of the culverts and signs. Universal Waste/Connecticut Regulated Waste in the forms of fluorescent/mercury vapor/halogen bulbs with ballasts were observed at multiple bridge locations and will be impacted by the rehabilitation work. Evidence of homeless activity was observed at Bridge Nos. 6000A & 6000B. The Contractor is hereby notified that these hazardous materials requiring special management or disposal procedures will be encountered during various construction activities conducted within the project limits. The Contractor will be required to implement appropriate health and safety measures for all construction activities impacting these materials. These measures shall include, but are not limited to, air monitoring, engineering controls, personal protective equipment and decontamination, equipment decontamination and personnel training. WORKER HEALTH AND SAFETY PROTOCOLS WHICH ADDRESS POTENTIAL AND/OR ACTUAL RISK OF EXPOSURE TO SITE SPECIFIC HAZARDS ARE SOLELY THE RESPONSIBILITY OF THE CONTRACTOR. The Department, as Generator, will provide an authorized representative to sign all manifests and waste profile documentation required by disposal facilities for disposal of hazardous materials. The Sections which shall be reviewed by the Contractor include, but are not limited to, the following:

10

Rev. Date 11/06/18


Item No. 0020801A – Asbestos Abatement Item No. 0020765A- Guano Abatement Item No. 0020905A – Lead Compliance for Abrasive Blast Cleaning & Miscellaneous

Tasks Item No. 0603222A – Disposal of Lead Debris from Abrasive Blast Cleaning Item No. 0101143A- Handling and Disposal of Regulated Items

The Contractor is alerted to the fact that a Department environmental consultant may be on site for abatement and related activities, to collect environmental samples (if necessary), and to observe site conditions for the State. Information pertaining to the results of the limited hazardous materials investigation discussed can be found in the document listed below. These documents shall be available for review electronically.

HazMat Inspection Letter, Bridge Nos. 00480, 00813, 01466, 05796, 05922, 6000A, 6000B, 6000C; Culvert Nos. 02555, 03244, 03613, 03614, 06654 and Sign Nos. 21460, 21510, 21349, 21002, 21004, “Hartford City Line” I91 NB & “Hartford Regional MKT” I91 NB, Hartford, East Hartford, CT, November 1, 2017.

HazMat Inspection Letter, Bridge Nos. 01456, 01457, 01459, 01460 & 06289, Wethersfield, CT, April 16, 2018.

HazMat Inspection – Additional Sign Support Removal Sites, Twenty One (21) Sign Supports, I-91 & Route 5/15, Wethersfield, Hartford & East Hartford, CT, November 6, 2018.

11

Rev. 11/14/2018

63-703 & 159-191 SECTION 1.08 ADDENDUM NO. 3

SECTION 1.08 - PROSECUTION AND PROGRESS Article 1.08.03 – Prosecution of Work - Add the following: The Contractor shall notify the Traffic Signal Lab at Telephone (860) 258-0346 or (860) 258-0349 forty-five (45) days prior to starting work on computer controlled signalized intersections only. This notice will initiate work to be completed by others. The Contractor shall be responsible for any timely updates that need to be reported to this Unit for the successful coordination of work by others. The Contractor shall notify the project engineer on construction projects, or the district permit agent on permit jobs, when all traffic signal work is completed. This will include all work at signalized intersections including loop replacements, adjusting existing traffic signals or any relocation work including handholes. The project engineer or district permit agent will notify the Division of Traffic Engineering to coordinate a field inspection of all work. Refer to Section 10.00 – General Clauses for Highway Illumination and Traffic Signal Projects, Article 10.00.10 and corresponding special provision. UTILITY RELOCATIONS The following utility relocations will be necessary to accommodate full Contractor access for the

construction of the I-91 NB Interchange 29 and Route 5/15 work from Wethersfield to East Hartford. After award, the Contractor shall be responsible for coordination and scheduling with the utility companies to ensure the relocation work is performed prior to proceeding with the Contract.

Comcast Airport Road (Hartford) -- Comcast will disconnect approximately 2450 LF of fiber optic cable

for the relocation of Eversource Pole No. 390 and install an underground vault and split duct to route fiber optic cable to the relocated location for Pole No. 390. Comcast will reconnect 2450 LF of fiber after the new underground duct and vault is in place.

Eversource Reserve Road (Hartford) -- An existing 20 conduit distribution duct bank will be relocated in the

vicinity of the Charter Oak Bridge Pier 3 to clear an area required for the construction of the pier substructure. This will consist of 3 manholes and approximately 500’ of duct bank.

Airport Road (Hartford) – Eversource will relocate Poles 386, 390, 390-S, 391 and 9585 and shift all utilities. The poles will be relocated to facilitate staging and reconstruction operations. Eversource will also install approximately 275 LF of cable from MH No. 1718 to Pole 386. Pole 9585 and a new pole 11173 will be installed after Airport Road construction is completed. Service to an existing IMS cabinet will need to be relocated to accommodate relocation of Pole 386.

Main Street (East Hartford) – Eversource will relocate two poles, 6083 and 6084 and shift facilities to facilitate widening of Bridge No. 06043. Service to an existing illumination meter cabinet will need to be relocated to accommodate relocation of Pole 6084.

12

Rev. 11/14/2018


Light Tower (Castle Crown) Main Street (East Hartford) – Light Tower will extend an existing underground conduit to

Eversource relocated pole 6083. Metropolitan District Commission (MDC) Main Street (East Hartford) – There are water mains running in the north south direction along

Main Street that will not be directly impacted by reconstruction of Bridge No. 06043, however there will be shoring towers installed on the pavement surface directly above at least one of these lines. MDC will be performing valve installation and potential shutoff services to avoid potential impacts. The Contractor shall be responsible for installing a monitoring system and coordinating with MDC.

Other Aerial Utilities Each of the pole relocations on Airport Road and Main Street will include facility relocations by other utility companies who lease the Eversource poles. These facilities will be relocated as part of the pole relocations.

13

Rev. 11/14/2018


PROJECT NO. 63-703 STAGE CONSTRUCTION RESTRICTIONS The staging plans identify a suggested sequence of operations. Modifications to the suggested

staging sequence shall be proposed to the Engineer for prior approval for the purpose of maintaining safety, efficiency and operational capacity of all facilities. Changes to staging that initiate work in an area, leaving the area unfinished for long periods of time then completing the work later will not be allowed. Work, once started, should be progressed to completion in a timely manner as directed by the Engineer.

Maintain the existing number of lanes as required in the Limitations of Operations. Utility (overhead and underground) relocations and detailed above will be advanced as in

accordance with the staging plans and prior to the stage in which construction is to occur in the respective area.

Noise barrier walls shall be installed as soon as possible to help mitigate noise. Where possible, the new walls shall be constructed prior to removing the existing walls. When this is not possible, the Contractor shall include the removal of existing noise barrier and the installation of new noise barrier in the project schedule for review.

Reserve Road at-grade track crossing shall be installed in Stage 1A. The profile of the roadways under Bridge Nos. 00813, 01466 and 00480 shall be lowered

prior to constructing the superstructure to maintain minimum vertical clearances. Steel strengthening improvements for Bridges 06000A/B shall commence in Stage 1A and

proceed to completion. Maintain continuous and uninterrupted service for all IMS and Illumination facilities in

accordance with the specifications. The construction staging shown on the plans depict simultaneous work in both Hartford and

East Hartford. However, work in East Hartford may begin at an earlier stage than shown in the plans, with approval of the Engineer. The Contractor may be required to make slight modifications to lane layouts and traffic shifts on the Charter Oak Bridge to ensure smooth traffic flow between the work on each side of the river.

The establishment and opening of four (4) lanes to traffic on Route 15 Northbound on the Charter Oak Bridge shall not occur until all work in East Hartford is complete. The new lane and all lanes of Route 15 Northbound in East Hartford shall be complete, accepted, and functional (in service).

There is no winter shutdown for this project. The Contractor shall coordinate all lane closures to ensure snow removal maintenance operations can proceed unimpeded by construction activities. The Contractor shall also coordinate all traffic shifts to ensure and maintain adequate delineation of pavement markings and pavement conditions.

Temporary Ramp and Roadway Closures Prior to the commencement of any roadway closures, the Contractor must notify and coordinate with the appropriate Local and/or State emergency response agencies and provide them with the detour routes and temporary traffic patterns. Stage construction plans have been developed for the entire project with the goal of identifying the sequence of how the project can be constructed while maintaining the existing number of travel lanes throughout construction phase. This goal was achieved in all but three (3) locations I-91NB at Exit 28 (to ROUTE 5/15SB), ROUTE 5/15SB at Exit 87 (to I-91 SB only) and Route 5 Entrance Ramp to ROUTE 15NB at Interchange 90, which will require closure.

14

Rev. 11/14/2018


DETOUR (DTR)-01 – Closure at Exit 28 (91NB to Route 5/15SB) - Currently under Bridge No. 00813, there are four travel lanes, 2 lanes for Route 5/15 NB, 1 lane for 5/15 SB and 1 lane from the Exit 28 Ramp. To stage the lowering of Route 5/15 under Bridge No. 00813, the entrance ramp lane from Exit 28 onto Route 5/15 SB requires closure. The closure of this connection allows the Contractor enough work area to lower Route 5/15 in four Stages, while maintaining the existing number of travel lanes on Route 5/15. The volume of traffic on this ramp is low and will result in minimal inconvenience. The detour route for this closure is 91NB to Exit 29, Route 5/15 (Charter Oak Bridge) to Exit 90, Route 2 WB, to East River Drive, Right onto ROUTE 5/15SB.. Exit 87 (Route 5/15 SB to I-91 SB only) – This exit ramp provides connections to both the Brainard Road and a secondary connection from Route 5/15 SB to I-91 SB. While the connection from Route 5/15 SB to Brainard Road will remain open at all times, the connection to I-91 SB will be closed during Stages 1A through 1D for the lowering of the ramp under Bridge No. 01466. The closure of the secondary connection to I-91 SB can be expected only after the completion of the shoulder modifications on Exit 86 (expected completion within 2 or 3 off-peak periods). Exit 86 serves as the main connection from Route 5/15 SB to I-91 SB. Exit 86 cannot be closed during this detour as Exit 87 serves as a secondary access to I-91 SB from Route 5/15 SB. Work requiring the closure of Exit 86 shall be staged either in advance or following construction of Bridge No. 01466. DTR-02 – Main Street (Route 5) On-Ramp to Route 15 NB/I-84 EB – This entrance ramp closure is required during Stage 4 to maintain access to Silver Lane Exit Ramp during Route 15 NB shift to the median for completion of Bridge No. 06043 deck repairs and expansion joint installation. The preferred detour route for traffic north of the on-ramp is Main Street northbound, Silver Lane eastbound, and Roberts Street to the I-84 EB on-ramp. The preferred detour route for traffic south of the on-ramp is Main Street southbound, Willow Street westbound, Route 2 WB using Exit 4 to East River Drive, Silver Lane eastbound, and Roberts Street to the I-84 EB on-ramp. DTR-03 – Route 15 SB Exit 90 (East River Drive) Off-Ramp – This exit-ramp closure is required during Stage 1B and expected to be completed in 3 weeks during off-peak periods. The preferred detour route is Route 5/15 SB to I-91 SB using Exit 86, to Great Meadow Road using Exit 26, to Route 5/15 NB via I-91 NB Exit 29, to Route 2 WB via Route 5/15 NB Exit 90, to East River Drive via Route 2 WB Exit 4. DTR-04 – East River Drive On-Ramp to Route 5/15 SB – This entrance-ramp closure is required during Stage 1B and expected to be completed in 3 weeks during off-peak periods. The preferred detour route is East River Drive eastbound to Silver Lane eastbound, to the Route 5/15 SB on-ramp. DTR-05 – Reserve Road – The Reserve Road closure is required to replace the existing at-grade rail crossing. The preferred detour route for traffic using Reserve Road southbound is Wawarme Avenue westbound, Locust Street southbound, Airport Road eastbound, and Maxim Road northbound to Reserve Road northbound. The preferred detour route for traffic using Reserve Road northbound is Reserve Road southbound, Maxim Road southbound, Airport Road westbound, Locust Street northbound to Wawarme Avenue eastbound. DTR-06 – Main Street Northbound – This roadway closure is required during off-peak periods. The expected duration of these periodic closures is approximately 15 days. The preferred detour route is

15

Rev. 11/14/2018


the Route 5/15 NB on-ramp to Silver Lane, via the Route 15 NB Off-Ramp at Exit 91. This closure cannot be incorporated while DTR-02 is in effect. DTR-07 – Main Street Southbound – This roadway closure is required during off-peak periods. The expected duration of these periodic closures is approximately 15 days. The preferred detour route is East River Drive westbound to Route 2 EB, to Willow Street eastbound via Route 2 EB Exit 5, to Main Street northbound. DTR-08 – Silver Lane Westbound – This roadway closure is required during off-peak periods. The expected duration of these periodic closures is approximately 5 days. The preferred detour route is Roberts Street to the I-84 WB on-ramp, to Governor Street eastbound via I-84 WB Exit 56, to Main Street southbound. DTR-09 – Silver Lane Eastbound – This roadway closure is required during off-peak periods. The expected duration of these periodic closures is approximately 5 days. The preferred detour route is Main Street northbound to Pitkin Street, to I-84 EB, to Roberts Street via I-84 EB Exit 58. DTR-10 – Main Street Pedestrian Access – This pedestrian detour is required until the shoring towers are removed for the construction of Bridge No. 06043. DTR-11 – Route 15 SB Exit 86 (to I-91 SB) Off-Ramp – This off-ramp closure is required early in Stage 1A for installation/removal of TPCBC, resurfacing and Bridge No. 06947 construction and expected to be completed during off-peak periods. The preferred detour route is Route 5/15 SB to I-91 SB using Exit 87. DTR-12 – Route 15 NB Exit 87 (to Brainard Road) Off-Ramp – This off-ramp closure is required during off-peak periods in Stages 1A, 1B and 1D. The preferred detour route is Route 5/15 NB to Exit 90 to East River Road (via Route 2 WB) to Route 15 SB to Exit 87. DTR-13 – Route 15 SB to Route 15 SB Exit 86 (to I-91 SB) – This closure is required during off-peak periods for the placement of girders (Bridge No. 06947) in Stage 3. The preferred detour route is Route 5/15 SB to Exit 86 to 91SB to Exit 26 (Great Meadow Road) to 91NB to Exit 28 to Route 15 SB or to Exit 27 for Brainard Road

16

Rev. 11/14/2018


OTHER CLOSURES Materials Innovation and Recycling Authority (MIRA) Driveway, Reserve Road, Hartford

The existing driveway on the MIRA property which provides access through the facilities Gate 20 is within a construction easement obtained for the project. Access along this driveway shall be maintained at all times except for the following allowable driveway closures: Stage 2 Construction: 4 month maximum driveway closure Stage 4 Construction: 6 month maximum driveway closure The driveway closures are anticipated for the staging of equipment (i.e. cranes) and work overhead during removal of the existing Exit 29 ramp structure and widening of the Charter Oak Bridge. Every effort shall be made to minimize the driveway closure durations. The work requiring the driveway closures shall be coordinated to include consecutive days thereby minimizing the number of individual closures needed during each stage. The Contractor shall provide 30 day notice to the Owner prior to initiating the driveway closures. See other special provisions related to property access and rights of way for additional information. The MIRA driveway (Gate 20) is the emergency access point for local emergency response agencies (i.e. fire, police and ambulance) responding to incidents at the Power Block Facility and South Meadow Station Jet Turbine Facility. The Contractor shall notify these agencies and attend meetings (as required) prior to closing the driveway.

FINAL STAGE MILL AND OVERLAY After all work is complete and the traffic control devices have been removed, the Contractor shall mill and pave a final course of pavement; install final joint on Bridge Nos. 00813, 01466 and 00480; place permanent pavement markings on I-91, SR 5/15 and ramps in accordance with the Signing and Pavement Marking Plans. This operation shall not be performed until traffic can be permanently placed in its final locations.

17

Rev. 11/14/2018


PROJECT NO. 159-191 STAGE CONSTRUCTION RESTRICTIONS The staging plans identify a suggested sequence of operations. Modifications to the suggested

staging sequence shall be proposed to the Engineer for prior approval for the purpose of maintaining safety, efficiency and operational capacity of all facilities.

Maintain the existing number of lanes as required in the Limitations of Operations. Noise barrier walls shall be installed immediately when walls and highway work permit to

mitigate noise. Work zones with Temporary Precast Concrete Barrier Curb shall be limited to one mile

continuous maximum sections in each direction unless approved by the Engineer. The intent of this project is to commence and complete the repairs and improvements to the

pavement structure, bridge decks, storm drainage, median barrier and roadside safety within the first two full construction seasons to restore the highway and ramps to full serviceability.

Stage number designations do not correlate to stage numbers from Project 63-703. Work on interchange ramps may occur independent of the staging of work on I-91 unless the

work and detour conflicts with other work or detours. There is no winter shutdown for this project. The Contractor shall coordinate all lane

closures to ensure snow removal maintenance operations can proceed unimpeded by construction activities. The Contractor shall also coordinate all traffic shifts to ensure and maintain adequate delineation of pavement markings and pavement conditions.

Temporary Ramp and Roadway Closures DTR-01 – I-91 NB Exit 26 On-Ramp – This on-ramp closure is required during overnight work. The preferred detour route is Great Meadow Road westbound to I-91 SB, to Route 3 NB via I-91 SB Exit 25N, to the left exit to I-91 NB. DTR-02 – I-91 SB Exit 26 Off-Ramp – This off-ramp closure is required during overnight work. The preferred detour route is I-91 SB to Route 3 NB via I-91 SB Exit 25N, to the left exit to I-91 NB, to the exit to Great Meadow Road. DTR-03 – I-91 SB Exit 26 On-Ramp – This on-ramp closure is required during overnight work. The preferred detour route is Great Meadow Road westbound to Marsh Street southbound, to Main Street southbound, to Wells Road westbound, to the I-91 SB on-ramp at Exit 24 via Route 99 southbound (Silas Deane Highway). DTR-04 – I-91 SB Exit 27 Off-Ramp – This off-ramp closure is required during overnight work. The preferred detour route is I-91 SB to Route 3 NB via I-91 SB Exit 25N, to the left exits to I- 91 NB, to I-91 NB, to Brainard Road via I-91 NB Exit 27, to Airport Road. DTR-05 – I-91 NB Exits 25 and 26 Off-Ramp – This off-ramp closure is required during overnight work. The preferred detour route is I-91 NB, to Brainard Road via I-91 NB Exit 27, to I-91 SB via Airport Road and the cheater ramp, to I-91 SB Exit 25N to Route 3 NB. DTR-06 – Route 3 SB to I-91 NB Off-Ramp – This off-ramp closure is required during overnight work. The preferred detour route is I-91 SB via Route 3 SB, I-91 SB Exit 24 to Route 99 southbound (Silas Deane Highway), to I-91 NB via Route 99 southbound (Silas Deane Highway), to Great

18

Rev. 11/14/2018


Meadow Road via I-91 NB Exit 26. DTR-07 – Route 3 SB to I-91 SB Off-Ramp – This off-ramp closure is required during overnight work. The preferred detour route is Route 3 SB (Maple Street), to I-91 SB on-ramp at Exit 24 via Route 99 southbound (Silas Deane Highway). DTR-08 – Route 3 NB/SB Off-Ramp to Great Meadow Road – This off-ramp closure is required during overnight work. The preferred detour route is I-91 NB, to Brainard Road via I-91 NB Exit 27, to Brainard Road, to Airport Road to the entrance ramp to I-91 SB to Exit 26. DTR-09 – Route 15 NB Exit 86 Off-Ramp to I-91 SB – This off-ramp closure is required during overnight work. The preferred detour route is RTE 15 NB Exit 87, to Brainard Road, to Airport Road to the entrance ramp to I-91 SB. DTR-10 – I-91 SB Exit 25S Off-Ramp – This off-ramp closure is required during overnight work. The preferred detour route is I-91 SB Exit 24, to Route 99 northbound (Silas Deane Highway). DTR-11 – I-91 SB Exit 25N Off-Ramp to Route 3 NB – This off-ramp closure is required during overnight work. The preferred detour route is I-91 SB Exit 24 to Route 99 southbound (Silas Deane Highway), to I-91 NB via Route 99 southbound (Silas Deane Highway), to Route 3 NB via I-91 NB Exit 25. I-91 Final Mill and Overlay After all work is complete and the temporary traffic control devices have been removed, the Contractor shall pave the final pavement course and place final pavement markings on I-91 in Wethersfield in accordance with the Signing and Pavement Marking Plans. Following the median construction on I-91 in Hartford (Project 63-703), the Contractor shall perform final mill and overlay operations on I-91 SB within the project limits in Hartford. In conjunction with this work, the Contractor will replace temporary bridge joints with permanent bridge joints on Bridge Nos. 00480, 01466 and 00813. This operation shall not be performed until traffic can be indefinitely placed in their final locations.

19

Rev. 11/14/2018


Article 1.08.04 - Limitation of Operations - Add the following: In order to provide for traffic operations as outlined in the Special Provision "Maintenance and Protection of Traffic," the Contractor will not be permitted to perform any work, which will interfere with the described traffic operations on all project roadways as follows: Route I-91/US Route 5/Route 15/Route 2

On the following State observed Legal Holidays:

New Year's Day Good Friday, Easter* Memorial Day Independence Day Labor Day Columbus Day Thanksgiving Day** Christmas Day The following restrictions also apply: On the day before and the day after any of the above Legal Holidays. On the Friday, Saturday, and Sunday immediately preceding any of the above Holidays celebrated on a Monday. On the Saturday, Sunday, and Monday immediately following any of the above Holidays celebrated on a Friday. On the Thursday through Sunday during the Travelers Championship Golf Tournament. In East Hartford, on the day of any event at Rentschler Field. * From 6:00 a.m. the Thursday before the Holiday to 8:00 p.m. the Monday after the Holiday.

** From 6:00 a.m. the Wednesday before the Holiday to 8:00 p.m. the Monday after the Holiday.

During all other times The Contractor shall maintain and protect traffic as shown on the accompanying "Limitation of Operations" charts, which dictate the minimum number of lanes that must remain open for each day of the week. The Contractor shall refer to the Notice to Contractor – Special Events and coordinate with the Engineer in advance of all events to ensure disruptions to the traveling public are mitigated or eliminated.

The Contractor will be allowed to halt traffic on Route I-91 and Ramps, US 5/Route 15, Reserve Road, Airport Road, Main Street, Silver Lane and Route 2 for a period not to exceed 15 minutes to perform necessary work for the erection and installation of overhead sign supports and signs,

20

Rev. 11/14/2018


superstructure elements for Bridge No. 06947, Bridge No. 00813, Bridge No. 01466, Bridge No. 00480, Bridge No. 06043, Bridge No. 05796, Bridge No. 06000A and 06000B and for the removal of the existing bridge superstructure, as approved by the Engineer, between 12:01 a.m. and 5:00 a.m. on all non-Holiday days.

Ramps and Turning Roadways

Monday through Friday between 6:00 a.m. and 9:00 a.m. & between 3:00 p.m. and 6:00 p.m. Airport Road (Hartford) and Main Street (East Hartford)

Monday through Friday between 6:00 a.m. and 7:00 p.m. Saturday and Sunday between 10:00 a.m. and 6:00 p.m. All Other Roadways

Monday through Friday between 6:00 a.m. and 9:00 a.m. & between 3:00 p.m. and 6:00 p.m. Saturday and Sunday between 10:00 a.m. and 6:00 p.m. Additional Lane Closure Restrictions

It is anticipated that work on adjacent projects will be ongoing simultaneously with this project. The Contractor shall be aware of those projects and anticipate that coordination will be required to maintain proper traffic flow at all times on all project roadways, in a manner consistent with these specifications and acceptable to the Engineer. The Contractor will not be allowed to perform any work that will interfere with traffic operations on a roadway when traffic operations are being restricted on that same roadway, unless there is at least a one mile clear area length where the entire roadway is open to traffic or the closures have been coordinated and are acceptable to the Engineer. The one mile clear area length shall be measured from the end of the first work area to the beginning of the signing pattern for the next work area. Weekend Lane Closures The Contractor shall be permitted to close one lane on I-91 for a total of four (4) weekends between the hours of 9:00 p.m. on Friday to 6:00 a.m. on Monday for the purpose of performing contract operations. During these 4 weekend periods all 3’s called out on the I-91 Limitation of Operations Charts as the minimum number of lanes to remain open shall be replaced by 2’s, however in no case is the Contractor permitted to close the highway to traffic. The Contractor shall always keep at least one lane of traffic through these weekend lane closures. The Contractor shall propose weekend closures at least thirty-two (32) days in advance of the scheduled closure for review and approval. The proposal shall consist of a plan that details public relations strategy; highway operations and advance messaging; incorporation of Smart Work Zone applications; proposed detours, alternate routes and traffic control plans; nature of the work, including equipment and labor resources; specific locations of construction activity and length of the work zone; and specific proposed hours of operation.

21

Rev. 11/14/2018


Weekend Reserve Road Closure The Contractor shall be permitted to close Reserve Road to all vehicular traffic for the replacement of the Market Industrial Spur railroad crossing. This single closure is to be scheduled during Stage 1A Phase 3 and is limited to the period from Thursday 6:00 pm through Monday 6:00 am. Traffic shall be detoured in accordance with the Reserve Road detour plan. The Contractor shall coordinate the closure weekend with the Engineer, City of Hartford and Railroad providing a minimum of 4 weeks’ notice of the planned closure. The closure shall not be scheduled for any weekend with any significant events scheduled for the park at Charter Oak Landing. INCIDENT MANAGEMENT SYSTEM The Contractor will not be allowed to perform any work that will disrupt the normal operation of the Incident Management System (IMS) as follows: On Monday through Friday from 5:00 a.m. to 9:00 p.m. On Saturday and Sunday. On the day before or after any of the Legal Holidays listed below:

New Years Day Good Friday Memorial Day Independence Day Labor Day Thanksgiving Day Christmas Day

On the Saturday, Sunday and Monday following Thanksgiving Day. On the Friday, Saturday and Sunday immediately preceding any of the above Legal holidays celebrated on a Monday. On the Saturday, Sunday and Monday immediately following any of the above Legal holidays celebrated on a Friday.

22

Rev. 11/14/2018


Route: Interstate 91 NB Location: Between Rte 99 (Silas Deane Hwy) On-Ramp and Exit 25-26 Off-Ramp (Route 3)

Number of Through Lanes: 4

Hour Beginn-

ing Mon Tue Wed Thu Fri Sat Sun

Mid 1 1 1 1 1 1 1

1 AM 1 1 1 1 1 1 1

2 AM 1 1 1 1 1 1 1

3 AM 1 1 1 1 1 1 1

4 AM 1 1 1 1 1 1 1

5 AM 2 2 2 2 2 1 1

6 AM E E E E E 1 1

7 AM E E E E E 2 1

8 AM E E E E E 2 2

9 AM 3 3 3 3 3 3 2

10 AM 3 3 3 3 3 3 3

11 AM 3 3 3 3 3 3 3

Noon 3 3 3 3 3 3 3

1 PM 3 3 3 3 E 3 3

2 PM 3 3 3 3 E 3 3

3 PM E E E E E 3 3

4 PM E E E E E 3 3

5 PM E E E E E 3 3

6 PM 3 3 3 3 3 3 3

7 PM 3 3 3 3 3 3 3

8 PM 2 2 2 2 3 2 2

9 PM 2 2 2 2 2 2 2

10 PM 2 1 1 1 2 2 2

11 PM 1 1 1 1 2 2 2 On Holidays and within Holiday Periods, all Hours shall be ‘E.’ ‘E’ = maintain existing traffic operations = all available travel lanes, including exit only lanes, climbing lanes and all available shoulder widths shall be open to traffic during this period. During stage construction the existing number of lanes of traffic will be considered to be the number of lanes shown on the Maintenance and Protection of Traffic plans contained in the contract documents.

23

Rev. 11/14/2018


Route: Interstate 91 NB

Location: Between Exit 26-26 Off-Ramp (Route 3) and Route 3 On-Ramp


Hour Beginn-


Mid 1 1 1 1 1 1 1

1 AM 1 1 1 1 1 1 1

2 AM 1 1 1 1 1 1 1

3 AM 1 1 1 1 1 1 1

4 AM 1 1 1 1 1 1 1

5 AM 2 2 2 2 2 1 1

6 AM E E E E E 1 1

7 AM E E E E E 2 1

8 AM E E E E E 2 2

9 AM 3 3 3 3 3 3 2

10 AM 3 3 3 3 3 3 3

11 AM 3 3 3 3 3 3 3

Noon 3 3 3 3 3 3 3

1 PM 3 3 3 3 E 3 3

2 PM 3 3 3 3 E 3 3

3 PM E E E E E 3 3

4 PM E E E E E 3 3

5 PM E E E E E 3 3

6 PM 3 3 3 3 3 3 3

7 PM 3 3 3 3 3 3 3

8 PM 2 2 2 2 3 2 2

9 PM 2 2 2 2 2 2 2

10 PM 2 1 1 1 2 2 2

11 PM 1 1 1 1 2 2 2 On Holidays and within Holiday Periods, all Hours shall be ‘E.’ ‘E’ = maintain existing traffic operations = all available travel lanes, including exit only lanes, climbing lanes and all available shoulder widths shall be open to traffic during this period. During stage construction the existing number of lanes of traffic will be considered to the number of lanes shown on the Maintenance and Protection of Traffic plans contained in the contract documents.

24

Rev. 11/14/2018



Location: Between Route 3 On-Ramp and Exit 27 Off-Ramp


Hour Beginn-


Mid 1 1 1 1 1 1 1

1 AM 1 1 1 1 1 1 1

2 AM 1 1 1 1 1 1 1

3 AM 1 1 1 1 1 1 1

4 AM 1 1 1 1 1 1 1

5 AM 2 2 2 2 2 1 1

6 AM E E E E E 1 1

7 AM E E E E E 2 1

8 AM E E E E E 2 2

9 AM 3 3 3 3 3 3 2

10 AM 3 3 3 3 3 3 3

11 AM 3 3 3 3 3 3 3

Noon 3 3 3 3 3 3 3

1 PM 3 3 3 3 E 3 3

2 PM 3 3 3 3 E 3 3

3 PM E E E E E 3 3

4 PM E E E E E 3 3

5 PM E E E E E 3 3

6 PM 3 3 3 3 3 3 3

7 PM 3 3 3 3 3 3 3

8 PM 2 2 2 2 3 2 2

9 PM 2 2 2 2 2 2 2

10 PM 2 1 1 1 2 2 2

11 PM 1 1 1 1 2 2 2 On Holidays and within Holiday Periods, all Hours shall be ‘E.’ ‘E’ = maintain existing traffic operations = all available travel lanes, including exit only lanes, climbing lanes and all available shoulder widths shall be open to traffic during this period. During stage construction the existing number of lanes of traffic will be considered to the number of lanes shown on the Maintenance and Protection of Traffic plans contained in the contract documents.

25

Rev. 11/14/2018



Location: Hartford – Exit 27 Off-Ramp to Route 15 NB On-Ramp Merge


Hour Beginn-

ing

Mon

Tue

Wed

Thu

Fri

Sat

Sun

Mid

1 AM

2 AM

3 AM

4 AM

5 AM

6 AM

7 AM

8 AM

9 AM

10 AM

11 AM

Noon

1 PM

2 PM

3 PM

4 PM

5 PM

6 PM

7 PM

8 PM

9 PM

10 PM

11 PM

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

E E E E E 1 1

E E E E E 2 1

E E E E E 2 2

3 3 3 3 3 3 2

3 3 3 3 3 3 3

3 3 3 3 3 3 3

3 3 3 3 3 3 3

3 3 3 3 3 3 3

3 3 3 3 3 3 3

E E E E E 3 3

E E E E E 3 3

E E E E E 3 3

3 3 3 3 3 3 3

2 2 2 2 3 2 2

2 2 2 2 2 2 2

2 2 2 2 2 2 2

1 1 1 2 2 2 2

1 1 1 1 1 1 1

On Holidays and within Holiday Periods, all Hours shall be ‘E.’ ‘E’ = maintain existing traffic operations = all available travel lanes, including exit only lanes, climbing lanes and all available shoulder widths shall be open to traffic during this period. During stage construction the existing number of lanes of traffic will be considered to be the number of lanes shown on the Maintenance and Protection of Traffic plans contained in the contract documents.

26

Rev. 11/14/2018



Location: Hartford – After Route 15 NB On-Ramp Merge


Hour Beginn-

ing

Mon

Tue

Wed

Thu

Fri

Sat

Sun

Mid

1 AM

2 AM

3 AM

4 AM

5 AM

6 AM

7 AM

8 AM

9 AM

10 AM

11 AM

Noon

1 PM

2 PM

3 PM

4 PM

5 PM

6 PM

7 PM

8 PM

9 PM

10 PM

11 PM

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

E E E E E 1 1

E E E E E 2 1

E E E E E 2 2

3 3 3 3 3 3 2

3 3 3 3 3 3 3

3 3 3 3 3 3 3

3 3 3 3 3 3 3

3 3 3 3 3 3 3

3 3 3 3 3 3 3

E E E E E 3 3

E E E E E 3 3

E E E E E 3 3

3 3 3 3 3 3 3

2 2 2 2 3 2 2

2 2 2 2 2 2 2

2 2 2 2 2 2 2

1 1 1 2 2 2 2

1 1 1 1 1 1 1


27

Rev. 11/14/2018


Route: Interstate 91 SB Location: Wethersfield– Between Rte 99 (Silas

Deane Hwy) Off-Ramp and Elm Street Overpass Number of Through Lanes: 4

Hour Beginn-


Mid 1 1 1 1 1 1 1

1 AM 1 1 1 1 1 1 1

2 AM 1 1 1 1 1 1 1

3 AM 1 1 1 1 1 1 1

4 AM 1 1 1 1 1 1 1

5 AM 2 2 2 2 2 1 1

6 AM E E E E E 1 1

7 AM E E E E E 2 1

8 AM E E E E E 2 2

9 AM 3 3 3 3 3 3 2

10 AM 3 3 3 3 3 3 3

11 AM 3 3 3 3 3 3 3

Noon 3 3 3 3 3 3 3

1 PM 3 3 3 3 E 3 3

2 PM 3 3 3 3 E 3 3

3 PM E E E E E 3 3

4 PM E E E E E 3 3

5 PM E E E E E 3 3

6 PM 3 3 3 3 3 3 3

7 PM 2 2 2 2 3 3 3

8 PM 2 2 2 2 3 3 3

9 PM 2 2 2 2 2 2 2

10 PM 1 1 1 2 2 2 2

11 PM 1 1 1 1 1 1 1 On Holidays and within Holiday Periods, all Hours shall be ‘E.’ ‘E’ = maintain existing traffic operations = all available travel lanes, including exit only lanes, climbing lanes and all available shoulder widths shall be open to traffic during this period. During stage construction the existing number of lanes of traffic will be considered to be the number of lanes shown on the Maintenance and Protection of Traffic plans contained in the contract documents.

28

Rev. 11/14/2018


Route: Interstate 91 SB Location: Wethersfield/Hartford – Between Elm

Street Overpass and Exit 27 Off-Ramp Number of Through Lanes: 3

Hour Beginn-

ing

Mon

Tue

Wed

Thu

Fri

Sat

Sun

Mid

1 AM

2 AM

3 AM

4 AM

5 AM

6 AM

7 AM

8 AM

9 AM

10 AM

11 AM

Noon

1 PM

2 PM

3 PM

4 PM

5 PM

6 PM

7 PM

8 PM

9 PM

10 PM

11 PM

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

2 2 2 2 2 1 1

E E E E E 1 1

E E E E E 2 1

E E E E E 2 2

3 3 3 3 3 3 2

3 3 3 3 3 3 3

3 3 3 3 3 3 3

3 3 3 3 3 3 3

3 3 3 3 E 3 3

3 3 3 3 E 3 3

E E E E E 3 3

E E E E E 3 3

E E E E E 3 3

3 3 3 3 3 3 3

2 2 2 2 3 3 3

2 2 2 2 3 3 3

2 2 2 2 2 2 2

1 1 1 2 2 2 2

1 1 1 1 1 1 1


29

Rev. 11/14/2018


Route: Interstate 91 SB Location: Hartford – Between Exit 27 Off-Ramp

and On-Ramp from Whitehead Hwy Number of Through Lanes: 4

Hour Beginn-

ing

Mon

Tue

Wed

Thu

Fri

Sat

Sun

Mid

1 AM

2 AM

3 AM

4 AM

5 AM

6 AM

7 AM

8 AM

9 AM

10 AM

11 AM

Noon

1 PM

2 PM

3 PM

4 PM

5 PM

6 PM

7 PM

8 PM

9 PM

10 PM

11 PM

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

E E E E E 1 1

E E E E E 2 1

E E E E E 2 2

3 3 3 3 3 3 2

3 3 3 3 3 3 2

3 3 3 3 3 3 3

3 3 3 3 3 3 3

3 3 3 3 3 3 3

3 3 3 3 3 3 3

E E E E E 3 3

E E E E E 3 3

E E E E E 3 3

3 3 3 3 3 3 3

2 2 2 2 2 2 2

2 2 2 2 2 2 2

2 2 2 2 2 2 2

1 1 1 1 2 2 1

1 1 1 1 1 1 1


30

Rev. 11/14/2018


Route: Route 15 NB Location: Wethersfield/Hartford – Between End of

Berlin Turnpike and Exit 87 Off-Ramp Number of Through Lanes: 2

Hour Beginn-

ing

Mon

Tue

Wed

Thu

Fri

Sat

Sun

Mid

1 AM

2 AM

3 AM

4 AM

5 AM

6 AM

7 AM

8 AM

9 AM

10 AM

11 AM

Noon

1 PM

2 PM

3 PM

4 PM

5 PM

6 PM

7 PM

8 PM

9 PM

10 PM

11 PM

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

E E E E E 1 1

E E E E E 1 1

E E E E E 1 1

2 2 2 2 2 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 2 2 1

1 1 1 1 2 2 1

1 1 2 2 2 2 1

E E E E E 1 1

E E E E E 1 1

E E E E E 1 1

2 2 2 2 2 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1


31

Rev. 11/14/2018


Route: Route 15 NB Location: Hartford/East Hartford – Between Exit 87

Off-Ramp and I-84 Merge Number of Through Lanes: 2

Hour Beginn-

ing

Mon

Tue

Wed

Thu

Fri

Sat

Sun

Mid

1 AM

2 AM

3 AM

4 AM

5 AM

6 AM

7 AM

8 AM

9 AM

10 AM

11 AM

Noon

1 PM

2 PM

3 PM

4 PM

5 PM

6 PM

7 PM

8 PM

9 PM

10 PM

11 PM

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

E E E E E 1 1

E E E E E 1 1

E E E E E 1 1

2 2 2 2 2 2 1

2 2 2 2 2 2 1

2 2 2 2 2 2 2

2 2 2 2 2 2 2

2 2 2 2 2 2 2

2 2 2 2 2 2 2

E E E E E 2 2

E E E E E 2 2

E E E E E 2 2

2 2 2 2 2 2 2

2 2 2 2 2 2 1

1 1 2 2 2 2 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1


32

Rev. 11/14/2018


Route: Route 15 SB Location: Wethersfield/Hartford – Between End of

Berlin Turnpike and On-Ramp from 91SB/Airport Rd.Number of Through Lanes: 2

Hour Beginn-

ing

Mon

Tue

Wed

Thu

Fri

Sat

Sun

Mid

1 AM

2 AM

3 AM

4 AM

5 AM

6 AM

7 AM

8 AM

9 AM

10 AM

11 AM

Noon

1 PM

2 PM

3 PM

4 PM

5 PM

6 PM

7 PM

8 PM

9 PM

10 PM

11 PM

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

E E E E E 1 1

E E E E E 1 1

E E E E E 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 2 2 1

1 1 1 1 2 2 1

E E E E E 1 1

E E E E E 1 1

E E E E E 1 1

2 2 2 2 2 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1


33

Rev. 11/14/2018


Route: Route 15 SB Location: Hartford – Between On-Ramp from

91SB/Airport Rd. and Exit 87 Off-Ramp Number of Through Lanes: 1

Hour Beginn-

ing

Mon

Tue

Wed

Thu

Fri

Sat

Sun

Mid

1 AM

2 AM

3 AM

4 AM

5 AM

6 AM

7 AM

8 AM

9 AM

10 AM

11 AM

Noon

1 PM

2 PM

3 PM

4 PM

5 PM

6 PM

7 PM

8 PM

9 PM

10 PM

11 PM

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

E E E E E 1 1

E E E E E 1 1

E E E E E 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

E E E E E 1 1

E E E E E 1 1

E E E E E 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1


34

Rev. 11/14/2018


Route: Route 15 SB Location: Hartford/East Hartford – Between Exit 87

Off-Ramp and On-Ramp from I-84WB Number of Through Lanes: 2

Hour Beginn-

ing

Mon

Tue

Wed

Thu

Fri

Sat

Sun

Mid

1 AM

2 AM

3 AM

4 AM

5 AM

6 AM

7 AM

8 AM

9 AM

10 AM

11 AM

Noon

1 PM

2 PM

3 PM

4 PM

5 PM

6 PM

7 PM

8 PM

9 PM

10 PM

11 PM

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

E E E E E 1 1

E E E E E 1 1

E E E E E 1 1

2 2 2 2 2 2 1

2 2 2 2 2 2 1

2 2 2 2 2 2 2

2 2 2 2 2 2 2

2 2 2 2 2 2 2

2 2 2 2 2 2 2

E E E E E 2 2

E E E E E 2 2

E E E E E 2 2

2 2 2 2 2 2 2

2 2 2 2 2 2 1

1 1 1 2 2 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1


35

Rev. 11/14/2018


Route: Route 2 EB Location: East Hartford – East of Charter Oak

Bridge Overpass (MP 1.49 - 5.31) Number of Through Lanes: 2

Hour Beginn-

ing

Mon

Tue

Wed

Thu

Fri

Sat

Sun

Mid

1 AM

2 AM

3 AM

4 AM

5 AM

6 AM

7 AM

8 AM

9 AM

10 AM

11 AM

Noon

1 PM

2 PM

3 PM

4 PM

5 PM

6 PM

7 PM

8 PM

9 PM

10 PM

11 PM

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

2 2 2 2 2 1 1

2 2 2 2 2 1 1

2 2 2 2 2 2 2

2 2 2 2 2 2 2

2 2 2 2 2 E 2

2 2 2 2 2 E 2

2 2 2 2 2 E 2

2 2 2 2 E E 2

2 2 2 2 E E 2

E E E E E E 2

E E E E E E 2

E E E E E E 2

2 2 E E E E 2

1 1 1 1 2 2 2

1 1 1 1 2 2 2

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1


36

Rev. 11/14/2018


Route: Route 2 EB Location: East Hartford – West of Charter Oak

Bridge Overpass (MP 0.93 - 1.49) Number of Through Lanes: 3

Hour Beginn-

ing

Mon

Tue

Wed

Thu

Fri

Sat

Sun

Mid

1 AM

2 AM

3 AM

4 AM

5 AM

6 AM

7 AM

8 AM

9 AM

10 AM

11 AM

Noon

1 PM

2 PM

3 PM

4 PM

5 PM

6 PM

7 PM

8 PM

9 PM

10 PM

11 PM

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

2 2 2 2 2 1 1

2 2 2 2 2 1 1

2 2 2 2 2 2 2

2 2 2 2 2 2 2

2 2 2 2 2 3 2

2 2 2 2 2 3 2

2 2 2 2 2 3 2

2 2 2 2 3 3 2

2 2 2 2 3 3 2

3 3 3 3 E 3 2

3 3 3 3 E 3 2

3 3 3 3 E 3 2

2 2 3 3 E 3 2

1 1 1 1 2 2 2

1 1 1 1 2 2 2

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1


37

Rev. 11/14/2018


Route: Route 2 WB Location: East Hartford – At Charter Oak Bridge

Overpass (MP 0.92 - 1.85) Number of Through Lanes: 3

Hour Beginn-

ing

Mon

Tue

Wed

Thu

Fri

Sat

Sun

Mid

1 AM

2 AM

3 AM

4 AM

5 AM

6 AM

7 AM

8 AM

9 AM

10 AM

11 AM

Noon

1 PM

2 PM

3 PM

4 PM

5 PM

6 PM

7 PM

8 PM

9 PM

10 PM

11 PM

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

1 1 1 1 1 1 1

E E E E E 1 1

E E E E E 2 1

3 3 3 3 3 2 1

2 2 2 2 2 2 2

2 2 2 2 2 2 2

2 2 2 2 2 2 2

2 2 2 2 2 2 2

2 2 2 2 2 2 2

2 2 2 2 2 2 2

3 3 3 3 3 2 2

3 3 3 3 3 2 2

2 2 2 2 3 2 3

2 2 2 2 2 2 3

2 2 2 2 2 2 2

1 1 1 1 1 2 2

1 1 1 1 1 2 1

1 1 1 1 1 2 1

1 1 1 1 1 2 1


38

Rev. 11/14/2018


Article 1.08.07 - Determination of Contract Time: Delete the second, third and fourth paragraphs and replace them with the following:

When the contract time is on a calendar day basis, it shall be the number of consecutive calendar days stated in the contract, INCLUDING the time period from December 1 through March 31 of each year. The contract time will begin on the effective date of the Engineer’s order to commence work, and it will be computed on a consecutive day basis, including all Saturdays, Sundays, Holidays, and non-work days.

1.08.08 - Extension of Time:

Delete the sixth paragraph, “If an approved extension of Contract time…. the following April 1”.

Article 1.08.09 - Failure to Complete Work on Time: Delete the second paragraph, "If the last day...the project is substantially completed" and replace it with "Liquidated damages as specified in the Contract shall be assessed against the Contractor per calendar day from that day until the date on which the project is substantially completed.".

39

Rev. Date 11/06/18

63-703 & 159-191 ITEM #0020905A ADDENDUM NO.3

ITEM #0020905A - LEAD COMPLIANCE FOR ABRASIVE BLAST CLEANING AND MISCELLANEOUS TASKS Description: Work under this item shall include the special handling measures and work practices required for abrasive blast cleaning activities and other miscellaneous tasks, principally involved in bridge coating removal/painting and other renovation operations, which impact materials containing or covered by lead paint. Examples of typical miscellaneous exterior tasks includes: work impacting signs, guiderails, minor bridge rehabilitation, catenary structures, canopy structures, spot/localized paint removal, etc. Lead paint includes paint found to contain any detectable amount of lead by Atomic Absorption Spectrophotometry (AAS) or X-Ray Fluorescence (XRF). All activities shall be performed in accordance with the OSHA Lead in Construction Regulations (29 CFR 1926.62), the USEPA RCRA Hazardous Waste Regulations (40 CFR Parts 260 through 274), the CTDEEP Hazardous Waste Regulations (RCSA 22a-209-1 and 22a-449(c)), and SSPC Guide 6 – Guide for Containing Debris Generated During Paint Removal Operations. All activities shall be performed by individuals with appropriate levels of OSHA lead awareness and hazard communication training, supervised at all times by the Contractor’s Competent Person, and periodically inspected by personnel working for an industrial hygiene firm (IH firm), retained by the Contractor, under the direct supervision of a Certified Industrial Hygienist (CIH). Periodic inspections shall be conducted at least weekly while work impacting lead is occurring, but shall be as frequent as necessary to maintain Contractor compliance with the OSHA Lead Construction Standards. The Contractor’s Competent Person shall be on-Site at all times that the work impacting lead is being performed and shall be capable of identifying existing and predictable hazards in the surroundings or working conditions which are unsanitary, hazardous or dangerous to employees, and has authorization to take prompt corrective measures to eliminate them. Deviations from these Specifications require the written approval of the Engineer. This item does not include the work to remove existing paint. Refer to other Contract items for paint removal special provisions. Materials: All materials shall be delivered to the Site in the original packages, containers, or bundles bearing the name of the manufacturer, the brand name and product technical description, with MSDS sheets as applicable.

40

Rev. Date 11/06/18


No damaged or deteriorating materials shall be used. If material becomes contaminated with lead, the material shall be decontaminated or disposed of as lead-containing waste material. The cost to decontaminate and dispose of said material shall be at the Contractor’s expense. The following material requirements shall be met, where applicable: Fire retardant polyethylene sheet shall be in roll size to minimize the frequency of joints, with factory label indicating minimum six (6) mil thickness. Polyethylene disposable bags shall be minimum six (6) mils thick. Tape (or equivalent product) capable of sealing joints in adjacent polyethylene sheets and for the attachment of polyethylene sheets to finished or unfinished surfaces must be capable of adhering under both dry and wet conditions. Cleaning Agents and detergent shall be lead specific, such as TriSodium Phosphate (TSP). Chemical strippers and chemical neutralizers shall be compatible with the substrate as well as with each other. Such chemical stripper shall contain less than 50% volatile organic compounds (VOCs) by weight in accordance with RCSA 22a-174-40 Table 40-1. Labels and warning signs shall conform to 29 CFR 1926.62, 40 CFR 260 through 274 and 49 CFR 172 as appropriate. Air filtration devices and vacuum units shall be equipped with High-Efficiency Particulate Air (HEPA) filters. Construction Methods: (1) Pre-Abatement Submittals and Notices A. Prior to the start of any work that will generate hazardous lead waste above conditionally exempt small quantities (greater than 100 kg/month or greater than 1000 kg stored at any time), the Contractor shall obtain from the Engineer, on a contiguous per Site basis, a temporary EPA Hazardous Waste Generators ID number, in accordance with Item #0603222A “Disposal of Lead Debris from Abrasive Blast Cleaning,” unless otherwise directed by the Engineer. Temporary EPA ID numbers are good for six (6) months from the date they are issued and can be extended once, for a maximum of six (6) months and shall not be used for longer than one (1) year. The Contractor shall notify the Engineer when an extension is needed. B. Fifteen (15) working days prior to beginning work that impacts lead paint, the Contractor shall submit four (4) copies of each of the following to the Engineer:

41

Rev. Date 11/06/18


1. A written Site-specific Lead Compliance Work Plan, prepared and stamped by a Certified Industrial Hygienist (CIH) that covers all workers on the Project (Contractor, Subcontractor and CTDOT representatives). The Lead Compliance Work Plan shall be prepared in accordance with 29 CFR 1926.62(e), and shall include: descriptions of each activity impacting lead; procedures for engineering controls, methods of containment, work practices, and administrative controls to be employed; daily on-Site inspections by the Competent Person; periodic on-Site inspections by IH firm personnel (describe frequency and inspection criteria); hazard communication/training; medical surveillance; biological monitoring; exposure assessment; air monitoring; personal protective equipment (PPE); respiratory protection; housekeeping; decontamination; procedures for waste containment, storage, handling and disposal; contents of the job completion close-out report; and all other procedures that may be necessary to comply with 29 CFR 1926.62 and 40 CFR 260 – 274 and minimize employee exposure and prevent the spread of lead contamination outside the Regulated Area, as defined herein.

2. Copies of all employee certificates, dated within the previous twelve (12) months, relating to OSHA lead awareness and hazard communication training and training in the use of lead-safe work practices. SSPC training programs, such as SSPC C-5 Deleading of Industrial Structures may be accepted as meeting these requirements if it can be demonstrated that such training addressed all required OSHA topics.

This information shall be updated and resubmitted annually, or as information changes, for the duration of lead removal work in order to verify continued compliance.

3. Name and qualifications of Contractor’s OSHA Competent Person, as defined under 29 CFR 1926.62, who will be on-Site at all times that the work impacting lead paint is being performed.

4. Name and qualifications of IH firm personnel that will be performing the periodic on-Site inspections. Such personnel shall work under the direct supervision of the same CIH who stamped the Lead Compliance Work Plan and have training within the previous twelve (12) months for OSHA lead awareness and the use of lead-safe work practices or equivalent. Such personnel shall also have a minimum of two (2) years’ work experience related to the OSHA Lead in Construction Standard and be capable of recognizing the hazards associated therewith.

5. Documentation from the Contractor, on company letterhead and signed by the

Contractor, certifying that all employees listed therein have received the following, and are medically fit to perform the work impacting lead:

a. medical monitoring within the previous twelve (12) months, as required in 29 CFR

1926.62;

42

Rev. Date 11/06/18


b. biological monitoring within the previous six (6) months, as required in 29 CFR 1926.62;

c. respirator fit testing within the previous twelve (12) months, as required in 29 CFR 1910.134 (for employees who wear a tight-fitting face piece respirator)

This information shall be updated and resubmitted every six (6) months, or as information changes, for the duration of lead removal work in order to verify continued compliance.

6. Name(s) of the proposed non-hazardous, non RCRA lead debris waste disposal facility.

7. Name(s) of the proposed scrap metal recycling facility. The Contractor shall submit to the Engineer all documentation necessary to demonstrate the selected facility is able to accept lead-painted metal.

8. Name(s) of the proposed hazardous waste disposal facility (selected from the Department-approved list provided under Item #0603222A), and copies of each facilities’ acceptance criteria and sampling frequency requirements.

9. Copies of the proposed hazardous waste transporters’ current USDOT Certificate of

Registration for Hazardous Materials Transport, and the proposed transporters’ current Hazardous Waste Transporter Permits for the State of Connecticut and the waste destination State.

10. Negative exposure assessments conducted within the previous twelve (12) months

documenting that employee exposure to lead for each task is below the OSHA Action Level of 30 μg/m3. If a negative exposure assessment has not been conducted, the Contractor shall submit its air monitoring program for the work tasks as part of the Lead Compliance Work Plan. Until a negative exposure assessment is developed for each task impacting lead paint, the Contractor shall ensure that all workers and authorized persons entering the Regulated Area wear protective clothing and respirators in accordance with OSHA 29 CFR 1926.62.

No activity shall commence until all required submittals have been received and found acceptable to the Engineer. Those employees added to the Contractor's original list will be allowed to perform work only upon submittal of acceptable documentation to, and review by, the Engineer. The Contractor shall provide the Engineer with a minimum of 48 hours’ notice in advance of scheduling, changing or canceling work activities.

(2) Lead Abatement Provisions A. General Requirements:

43

Rev. Date 11/06/18


All employees of the Contractor who perform work impacting lead paint shall be properly trained to perform such duties. In addition, the Contractor shall instruct all workers in all aspects of personnel protection, work procedures, emergency evacuation procedures and use of equipment including procedures unique to this Project. The Contractor shall provide all labor, materials, tools, equipment, services, testing, and incidentals which are necessary or required to perform the work in accordance with applicable governmental regulations, industry standards and codes, and these Specifications. Prior to beginning work, the Engineer and Contractor shall perform a visual survey of each work area and review conditions. As necessary, the Contractor shall: Shut down and lock out electrical power, including all receptacles and light fixtures, where

feasible. The use or isolation of electrical power will be coordinated with all other ongoing uses of electrical power at the Site.

Coordinate all power and fire alarm isolation with the appropriate representatives.

If adequate electrical supply is not available at the Site, the Contractor shall supply temporary power. Such temporary power shall be sufficient to provide adequate lighting and power the Contractor’s equipment. The Contractor is responsible for proper connection and installation of electrical wiring and shall ensure safe installation of electrical equipment in compliance with applicable electrical codes and OSHA requirements. If water is not available at the Site for the Contractor’s use, the Contractor shall supply sufficient water for each shift to operate the wash facility/decontamination shower units in addition to the water needed at the work area. The Engineer may provide a Project Monitor to monitor compliance of the Contractor and protect the interests of the Department. In such cases, no activity impacting lead paint shall be performed until the Project Monitor is on-Site. Where no Project Monitor is provided, Contractor shall proceed at the direction of the Engineer. Environmental sampling, including ambient air sampling, TCLP waste stream sampling, and dust wipe sampling, will be conducted by the State as it deems necessary throughout the Project. Any Project Monitor provided by the Engineer is supplementary to the requirement for the Contractor to have periodic inspections performed at a frequency to ensure/document Contractor compliance with the regulations and the requirements of the Contractor’s Lead Compliance Work Plan. Air monitoring to comply with the Contractor’s obligations under OSHA remains solely the responsibility of the Contractor.

44

Rev. Date 11/06/18


If at any time, procedures for engineering, work practice, administrative controls or other topics are anticipated to deviate from those documented in the submitted and accepted Lead Compliance Work Plan, the Contractor shall submit a modification of its existing plan for review and acceptance by the Engineer prior to implementing the change. If air samples collected outside of the Regulated Area during activities impacting lead paint indicate airborne lead concentrations greater than original background levels or 30 ug/m3, whichever is larger, or if at any time visible emissions of lead paint extend out from the Regulated Area, an examination of the Regulated Area shall be conducted and the cause of such emissions corrected. Cleanup of surfaces outside the Regulated Area using HEPA vacuum equipment or wet cleaning techniques shall be done prior to resuming work. Work outside the initial designated area(s) will not be paid for by the Engineer. The Contractor will be responsible for all costs incurred from these activities including repair of any damage. B. Regulated Area: The Contractor shall establish a Regulated Area through the use of appropriate barrier tape or other means to control unauthorized access into the area where activities impacting lead paint are occurring. Warning signs meeting the requirements of 29 CFR 1926.62 shall be posted at all approaches to Regulated Areas. These signs shall read:

DANGER LEAD WORK AREA

MAY DAMAGE FERTILITY OR THE UNBORN CHILD CAUSES DAMAGE TO THE CENTRAL NERVOUS SYSTEM

DO NOT EAT, DRINK, OR SMOKE IN THIS AREA The Contractor shall also implement appropriate engineering controls, such as poly drop cloths, local exhaust ventilation, wet dust suppression methods, etc., as necessary, or where Abrasive Blast Cleaning is to be performed, a full negative pressure enclosure, in accordance with Item #0603XXXA “Class I Containment & Collection of Surface Preparation Debris (Site No. X),” and wet dust suppression methods, etc., as necessary, and as approved by the Engineer, to prevent the spread of lead contamination beyond the Regulated Area in accordance with the Contractor’s approved Lead Compliance Work Plan. Should the previously submitted plan prove to be insufficient to contain the contamination, the Contractor shall submit a modified plan for review by the Engineer. Any air exhausted from the containment enclosure, abrasive-recycling equipment or vacuum equipment shall be passed through a HEPA filtering system. The Contractor is responsible for the design, effectiveness and maintenance of this filtering system. No discharge of debris dust shall be allowed.

45

Rev. Date 11/06/18


C. Wash Facilities: The Contractor shall provide handwash facilities in compliance with 29 CFR 1926.51(f) and 29 CFR 1926.62 regardless of airborne lead exposure. If employee exposure to airborne lead exceeds the OSHA Permissible Exposure Limit of 50 micrograms per cubic meter (μg/m3), shower rooms must be provided. The Shower Room shall be of sufficient capacity to accommodate the number of workers. One (1) shower stall shall be provided for each eight (8) workers. Showers shall be equipped with hot and cold or warm running water. Shower water shall be collected and filtered using best available technology and disposed of in accordance with all Federal, State and local laws, regulations and ordinances. D. Personal Protection: The Contractor shall initially determine if any employee performing construction tasks impacting lead paint may be exposed to lead at or above the OSHA Action Level of 30 μg/m3. Assessments shall be based on initial air monitoring results as well as other relevant information. The Contractor may rely on historical air monitoring data obtained within the past twelve (12) months under workplace conditions closely resembling the process, type of material, control methods, work practices and environmental conditions used and prevailing in the Contractors current operations to satisfy the exposure assessment requirements. Monitoring shall continue as specified in the OSHA standard until a negative exposure assessment is developed. Until a negative exposure assessment is developed for each task impacting lead paint, the Contractor shall ensure that all workers and authorized persons entering the Regulated Area wear protective clothing and respirators in accordance with OSHA 29 CFR 1926.62. Protective clothing shall include impervious coveralls with elastic wrists and ankles, head covering, gloves and foot coverings. Sufficient quantities shall be provided to last throughout the duration of the Project. Protective clothing provided by the Contractor and used during chemical removal operations shall be impervious to caustic materials. Gloves provided by the Contractor and used during chemical removal shall be of neoprene composition with glove extenders. Respiratory protective equipment shall be provided and selection shall conform to 42 CFR Part 84, 29 CFR Part 1910.134, and 29 CFR Part 1926.62. A formal respiratory protection program must be implemented in accordance with 29 CFR Part 1926.62 and Part 1910.134. E. Air Monitoring Requirements: The Contractor shall:

46

Rev. Date 11/06/18


1. Provide air monitoring equipment including sample filter cassettes of the type and quantity required to properly monitor operations and personnel exposure surveillance throughout the duration of the Project.

2. Conduct initial exposure monitoring to determine if any employee performing construction tasks impacting lead paint may be exposed to lead at or above the OSHA Action Level of 30 micrograms per cubic meter. Monitoring shall continue as specified in the OSHA standard until a negative exposure assessment is developed.

3. Conduct personnel exposure assessment air sampling, as necessary, to assure that

workers are using appropriate respiratory protection in accordance with OSHA Standard 1926.62 or the approved Lead Compliance Work Plan. Documentation of air sampling results must be recorded at the work Site within twenty-four (24) hours and shall be available for review until the job is complete.

F. Periodic Inspections of Abrasive Blast Cleaning Operations: Where Abrasive Blast Cleaning Operations are to take place, the Contractor shall retain the services of IH firm personnel, working under the direct supervision of the same CIH who stamped the Lead Compliance Work Plan, to perform periodic inspections of the Site work practices and engineering controls, on a frequency to ensure/document Contractor compliance with the regulations. Periodic inspections shall be performed at least weekly while work impacting lead is occurring, but shall be at the frequency necessary to maintain Contractor compliance with the OSHA Lead in Construction Standard. Any exceptions to 29 CFR 1926.62 or the accepted Lead Compliance Work Plan shall be reported to the Contractor and the Engineer prior to the IH firm personnel leaving the Site and corrected immediately. All findings of such periodic inspections shall be documented in writing to the Engineer no later than ten (10) days following the Site visit. At a minimum, the inspection report shall document the following:

1. Description of current work activities 2. Description of engineering controls being implemented 3. Description of PPE being utilized 4. Description of visual review of containment system effectiveness 5. Results of all air sampling received since date of last report 6. Narrative interpreting sample results and making recommendations as necessary 7. Description of waste management practices being utilized 8. Descriptions of exceptions noted and corrective action taken

The report shall include a signature from the IH firm employee that performed the Site inspection verifying that the Contractor’s work practices are in compliance with 29 CFR 1926.62 and the

47

Rev. Date 11/06/18


previously submitted and accepted Lead Compliance Work Plan. The CIH shall sign verifying their concurrence. G. Lead Abatement Procedures: The Contractor’s Competent Person shall be at the Site at all times during work impacting lead. Work impacting lead paint shall not begin until authorized by the Engineer, following a pre-work visual inspection by the Project Monitor or Engineer to verify existing conditions. Any activity impacting lead painted surfaces shall be performed in a manner which minimizes the spread of lead dust contamination and generation of airborne lead. The Contractor shall conduct exposure assessments for all tasks which impact lead paint in accordance with 29 CFR 1926.62(d) and shall implement appropriate personal protective equipment until negative exposure assessments are developed. All work impacting the lead containing/coated materials shall be conducted within an established Regulated Area with a remote wash facility/decontamination system in accordance with “C. Wash Facilities” and the OSHA Lead in Construction Standard. In accordance with 29 CFR 1926.62, engineering controls and work practices shall be utilized to prevent the spread of lead dust and debris beyond the Regulated Area and limit the generation of airborne lead. For Abrasive Blast Cleaning Operations, such engineering controls shall include the use of a full negative pressure enclosure (NPE) in accordance with SSPC Guide 6 and Item #0603XXXA. All wastes containing lead paint shall be properly contained and secured for storage, transportation and disposal. The Contractor shall ensure proper entry and exit procedures for workers and authorized persons who enter and leave the Regulated Area. All workers and authorized persons shall leave the Regulated Area and proceed directly to the wash or shower facilities where they will HEPA vacuum gross debris from work suit, remove and dispose of work suit, wash and dry face and hands, and vacuum clothes. Lead chips and dust must not be removed by blowing or shaking of clothing. Wash water shall be collected, filtered, and disposed of in accordance with Federal, State and local water discharge standards. Any permit required for such discharge shall be the responsibility of the Contractor. Personnel shall be advised that they must not eat, drink, smoke, chew gum or tobacco, nor apply cosmetics while in the Regulated Area. Data from the limited lead testing performed by the Engineer is documented in the reports listed in the “Notice to Contractor – Hazardous Materials Investigations” or is presented herein. Under no circumstances shall this information be the sole means used by the Contractor for determining

48

Rev. Date 11/06/18


the extent of lead painted materials. The Contractor shall be responsible for verification of all field conditions affecting performance of the work as described in these Specifications in accordance with OSHA, USEPA, USDOT and CTDEP standards. Compliance with the applicable requirements is solely the responsibility of the Contractor. BRIDGES Bridge No. 00480, I-91 over Airport Road, Hartford, CT Detectable amounts of lead were identified on the painted metal bridge surfaces of

Bridge No. 00480. No paint identified on concrete surfaces of Bridge No. 00480.

Girders, Cross Beams, Beam Ends, Bearings, Rockers, Diaphragms, Connection Plates, Columns, Railing Supports, Railings, etc.

Metal Tan, Silver 9.6-24.5 mg/cm2

TCLP waste stream sampling/analysis of the paint associated with the structural

steel/metal bridge surfaces and railings characterized the paint waste as RCRA/CTDEEP hazardous waste.

Paint debris (railings) 250 mg/l

Paint debris (structural) 250 mg/l Bridge No. 00813, I-91 over US Routes 5 & 15, Hartford, CT Detectable amounts of lead were identified on the painted metal bridge surfaces of



Metal Tan, Grey 0.0-30.7 mg/cm2



49

Rev. Date 11/06/18


Paint debris (railings) 360 mg/l Paint debris (structural) 440 mg/l

Bridge No. 01466, I-91 over I-91 TR 827, Hartford, CT Detectable amounts of lead were identified on the painted metal bridge surfaces of



Metal Tan, Grey 14.4-27.0 mg/cm2



Paint debris (railings) 320 mg/l

Paint debris (structural) 270 mg/l Bridge No. 05796, U.S. Route 15 over Silver Lane, East Hartford, CT No paint identified on metal surfaces of Bridge No. 05796. No paint identified on concrete surfaces of Bridge No. 05796.

Girders, Cross Beams, Beam Ends, Bearings, Rockers, Diaphragms, Connection Plates, Columns, Railing Supports, Railings, Fencing Abutments etc.

Metal/Concrete - Not Painted

Bridge No. 05922, I-91 NB over U.S. Route 15, Hartford, CT No detectable amounts of lead were identified on the painted structural metal bridge

surfaces of Bridge No. 05922.

50

Rev. Date 11/06/18


No paint identified on concrete surfaces or metal railing surfaces of Bridge No. 05922.

Girders, Cross Beams, Beam Ends, Bearings, Rockers, Diaphragms, Connection Plates, Columns, etc.

Metal Tan 0.0 mg/cm2

ND < 0.1 %

TCLP analysis not warranted. Paint waste streams considered non-hazardous, non-

RCRA waste. Bridge No. 6000A, U.S. Route 15 NB over I-91 NB, Route 2, CT River, and Railroad, Hartford, East Hartford, CT No detectable amounts of lead were identified on the painted structural metal bridge

surfaces of Bridge No. 6000A. No paint identified on concrete surfaces or metal railing/fencing surfaces of Bridge

No. 6000A.

Girders, Cross Beams, Beam Ends, Bearings, Rockers, Diaphragms, Connection Plates, Columns etc.

Metal Green 0.0 mg/cm2

ND < 0.1%


RCRA waste. Bridge No. 6000B, U.S. Route 15 SB over I-91 NB, Route 2, CT River, and Railroad, Hartford, East Hartford, CT No detectable amounts of lead were identified on the painted structural metal bridge

surfaces of Bridge No. 6000B. No paint identified on concrete surfaces or metal railing/fencing surfaces of Bridge

No. 6000B.

Girders, Cross Beams, Beam Ends, Bearings, Rockers, Diaphragms, Connection Plates, Columns, etc.


ND < 0.1%


RCRA waste.

51

Rev. Date 11/06/18


Bridge No. 6000C, I-91 NB to U.S. Route 15 NB On Ramp over Reserve Road and Railroad, Hartford, CT No detectable amounts of lead were identified on the painted structural metal bridge

surfaces of Bridge No. 6000C. No paint identified on concrete surfaces or metal railing surfaces of Bridge No. 6000C.



ND < 0.1%

TCLP analysis not warranted. Paint waste streams considered non-hazardous non-

RCRA waste. Bridge Nos. 06043A, 06043B, U.S. Route 15 NB, SB over Main Street, East Hartford, CT No paint identified on metal surfaces of Bridge No. 06043A & 06043B. No paint identified on concrete surfaces of Bridge No. 06043A & 06043B

Girders, Cross Beams, Beam Ends, Bearings, Rockers, Diaphragms, Connection Plates, Columns, Railing Supports, Railings, Abutments etc.

Metal/Concrete - Not Painted

Bridge No. 06289, Route 3 NB over I-91, Wethersfield, CT No detectable amounts of lead were identified on the painted structural bridge

surfaces of Bridge No. 06289.

Box Girders (Interior/Exterior), Cross Beams, Beam Ends,

Metal Blue & White

0.0 mg/cm2

ND < 0.1%

52

Rev. Date 11/06/18


Bearings, Rockers, Diaphragms, Connection Plates, Columns, etc.


RCRA waste. CULVERTS Culvert No. 02555, 1-91 over Clark Dike Service Road, Hartford, CT No painted metal/concrete surfaces identified

Culvert No. 03244, I-91 & TR 827 over drainage, Hartford, CT No painted metal/concrete surfaces identified

Culvert No. 03613, I-91 & TR 827 over drainage, Hartford, CT No painted metal/concrete surfaces identified

Culvert No. 03614, TR 828 & Route 15 SB Exit 87 over drainage, Hartford, CT No painted metal/concrete surfaces identified

Culvert No. 06654, Airport Road over drainage, Hartford, CT No painted metal/concrete surfaces identified

SIGNS Fourteen (14) Sign Supports, I-91 & Route 5/15, Wethersfield, Hartford & East Hartford Lead paint is presumed at the following Sign Support Structures

53

Rev. Date 11/06/18


I-91 NB STA. 585+34 (21487) I-91 NB STA. 377+50 (21460) I-91 NB STA. 646+56 (21510) I-91 SB STA. 519-47 (21458) I-91 SB STA. 546+65 (21457) I-91 NB STA. 153+00 (21511) I-91 NB STA. 317+45 (21512) Rte. 15 NB STA. 245+72

(21314) Rte. 5/15 SB Exit 87 STA. 60+66 (21353)

Rte. 5/15 SB STA. 905+21 (21009)

Rte. 5/15 NB STA. 414+55 (21007)

I-91 NB STA. 125+91 (21350)

Rte. 5/15 NB STA. 704+19 (21014)

Rte. 5/15 NB STA. 401+76 (21010)

Any painted non-metallic debris and/or paint waste to be generated is presumed as

RCRA/CT DEEP hazardous waste. Sign No. 21460, I-91 SB, Hartford, CT Detectable amounts of lead were identified on the painted metal support surface of

Sign No. 21460.

Sign Support Metal Tan 0.1-0.2 mg/cm2

TCLP waste stream sampling/analysis of the paint associated with the metal sign

support surfaces and railings characterized the paint waste as non-hazardous, non-RCRA waste.

Paint debris (sign support) 1.2 mg/l Sign No. 21510, I-91 NB, Hartford, CT Detectable amounts of lead were identified on the painted metal support surface of

Sign No. 21510.

Sign Support Metal Tan 0.1-0.2 mg/cm2

TCLP waste stream sampling/analysis of the paint associated with the metal sign

support surfaces and railings characterized the paint waste as non-hazardous, non-RCRA waste.

Paint debris (sign support) 1.0 mg/l Sign No. 21349, I-91 NB, Hartford, CT

54

Rev. Date 11/06/18


No painted surfaces identified on Sign No. 21349 Sign “Hartford-City Line”, I-91 NB, Hartford, CT No painted surfaces identified on Sign “Hartford-City Line”

Sign “Exit 27-Regional Market-Food, Phone Gas, Lodging, Diesel”, I-91 NB, Hartford, CT No painted surfaces identified on Sign “Exit 27-Regional Market-Food, Phone Gas,

Lodging, Diesel” Sign No. 21004, U.S. Route 5/15 NB, East Hartford, CT No detectable amounts of lead were identified on the painted metal support surfaces

of Sign No. 21004. Sign Support Metal Light Brown ND < 0.1% TCLP analysis not warranted. Paint waste streams considered non-hazardous non-

RCRA waste. Sign No. 21002, U.S. Route 5/15 NB, East Hartford, CT No detectable amounts of lead were identified on the painted metal support surfaces

of Sign No. 21002. Sign Support Metal Light Brown ND < 0.1% TCLP analysis not warranted. Paint waste streams considered non-hazardous non-

RCRA waste. **Note: Detectable levels of lead were also identified on the structural steel/metal bridge/railing components at Bridge Nos. 01456, 01457, 01459 & 01460, however they are not projected to be impacted by the bridge rehabilitation project. Should lead painted metal bridge components at these bridges be required to be impacted during construction, work shall cease immediately until the Engineer can determine the extent of any lead paint impact and implement proper procedures. Further, any paint waste generated from the structural

55

Rev. Date 11/06/18


steel/metal bridge/railing components at the bridges would be characterized as RCRA/CTDEEP hazardous waste. The Contractor shall submit a Lead Compliance Work Plan to CTDOT outlining the exact procedures that will be used to perform the work, contain the spread of lead debris and protect the employees performing the required renovation work impacting the lead paint. No work shall be started by the Contractor until the Work Plan is approved by the Engineer. All work impacting the lead paint materials shall be conducted within an established Regulated Area with a remote wash facility/decontamination system in accordance with “C. Wash Facilities” and the OSHA Lead in Construction Standard. In accordance with 29 CFR 1926.62, engineering controls and work practices shall be utilized to prevent the spread of lead dust and debris beyond the Regulated Area and limit the generation of airborne lead. All wastes containing lead paint shall be properly contained and secured for storage, transportation and disposal. Where abrasive blast cleaning techniques are to be utilized on surfaces coated with lead paint they must be conducted in accordance with the OSHA worker protection and USEPA RCRA/CTDEEP waste disposal standards, and shall be conducted in accordance with Item #0603XXXA “Abrasive Blast Cleaning and Field Painting of Structure (Site No. X)” following SSPC-SP10 “Near White Blast Cleaning” procedures and utilizing a full negative pressure enclosure (NPE) in accordance with SSPC Guide 6 and Item #0603XXXA. At Bridge Nos. 00480, 00813, 01466, the Engineer has previously characterized the projected paint waste stream associated with the structural steel/metal bridge components as RCRA/CTDEEP Hazardous waste. If the paint is to be removed from the substrate surfaces by abrasive blast cleaning and/or miscellaneous tasks, the paint shall be handled and disposed of in accordance with USEPA/CTDEEP Hazardous Waste Regulations and Item #0603222A “Disposal of Lead Debris from Abrasive Blast Cleaning.” The Engineer has presumed all painted non-metallic debris and/or paint waste streams at fourteen (14) sign support structures along I-91 & Route 5/15 (see above table list) as RCRA hazardous waste. These waste materials shall be handled and disposed of in accordance with USEPA/CTDEEP Hazardous Waste Regulations as described under Item #0603222A “Disposal of Lead Debris from Abrasive Blast Cleaning.”. Any scrap metal components generated shall be segregated and recycled as scrap metal at the Contractor’s previously submitted scrap metal recycling facility. The recycling of scrap metal (regardless of lead paint concentration) is exempt from USEPA RCRA and CTDEEP Hazardous Waste Regulation.

56

Rev. Date 11/06/18


Should lead contamination be discovered outside of the Regulated Area, the Contractor shall immediately stop all work in the Regulated Area, eliminate causes of such contamination and take steps to decontaminate non-work areas. Special Requirements for miscellaneous renovation activities impacting lead (other than abrasive blast cleaning operations):

1. Demolition/Renovation: a. Demolish/renovate in a manner which minimizes the spread of lead contamination and

generation of lead dust. b. Implement dust suppression controls, such as misters or local exhaust ventilation, to

minimize the generation of airborne lead dust. c. Segregate work areas from non-work areas through the use of barrier tape or drop cloths. d. Clean up immediately after renovation/demolition has been completed.

2. Chemical Removal (if allowed by the Engineer):

a. Apply chemical stripper in quantities and for durations specified by manufacturer. b. Where necessary, scrape lead paint from surface down to required level of removal (such

as stabilized surface or bare substrate with no trace of residual pigment). Use sanding, hand scraping, and dental picks to supplement chemical methods as necessary.

c. Apply neutralizer compatible with substrate and chemical agent to substrate following

removal in accordance with manufacturer's instructions. d. Protect adjacent surfaces from damage from chemical removal.

e. Maintain a portable eyewash station in the work area. f. Require that workers wear respirators that protect them from chemical vapors. g. Do not apply caustic agents to aluminum surfaces.

3. Mechanical Paint Removal: a. Provide sanders, grinders, rotary wire brushes, or needle gun removers equipped with a

HEPA filtered vacuum dust collection system. Cowling on the dust collection system

57

Rev. Date 11/06/18


for orbital-type tools must be capable of maintaining a continuous tight seal with the surface being abated. Cowling on the dust collection system for reciprocating-type tools shall promote an effective vacuum flow of loosened dust and debris. Inflexible cowlings may be used on flat surfaces only. Flexible contoured cowlings are required for curved or irregular surfaces.

b. Provide HEPA vacuums that are high performance designed to provide maximum static

lift and maximum vacuum system flow at the actual operating vacuum condition with the shroud in use. The HEPA vacuum shall be equipped with a pivoting vacuum head.

c. Remove lead paint from surface down to required level of removal (i.e. stabilized surface, bare substrate with no trace of residual pigment, etc.). Use chemical methods, hand scraping, and dental picks to supplement abrasive removal methods as necessary.

d. Protect adjacent surfaces from damage from abrasive removal techniques. e. “Sandblasting” or other abrasive blast cleaning type removal techniques shall not be

allowed unless in accordance with methods as specified within this Item.

4. Component Removal/Replacement:

a. Wet down components which are to be removed to reduce the amount of dust generated during the removal process.

b. Remove components utilizing hand tools, and follow appropriate safety procedures

during removal. Remove the components by approved methods which will provide the least disturbance to the substrate material. Do not damage adjacent surfaces.

c. Clean up immediately after component removals have been completed. Remove any dust located behind the component removed.

H. Prohibited Removal Methods: The use of heat guns in excess of 700 °Fahrenheit to remove lead paint is prohibited. The use of sand, steel grit, air, CO2, baking soda, water jet, or any other blasting media to remove lead or lead paint without the use of a HEPA ventilated contained negative pressure enclosure is prohibited. Power/pressure washing shall not be used to remove lead paint, unless explicitly specified for use by the Engineer. Compressed air shall not be utilized to remove lead paint, unless explicitly specified for use by the Engineer.

58

Rev. Date 11/06/18


Power tool assisted grinding, sanding, cutting, or wire brushing of lead paint without the use of cowled HEPA vacuum dust collection systems is prohibited. Lead paint burning, busting of rivets painted with lead paint, welding of materials painted with lead paint, and torch cutting of materials painted with lead paint is prohibited. Where cutting, welding, busting, or torch cutting of materials is required, lead paint in the affected area must be removed first. Chemical stripping of coatings from bridge components is prohibited in areas where Abrasive Blast Cleaning is to be performed, and is generally prohibited in all areas unless specifically allowed by the Engineer. Chemical strippers containing Methylene Chloride are always prohibited. I. Clean-up and Visual Inspection: The Contractor shall remove and containerize all lead waste material and visible accumulations of debris, paint chips and associated items. During clean-up the Contractor shall use rags and sponges wetted with lead-specific detergent and water as well as HEPA filtered vacuum equipment. The Engineer will conduct a visual inspection of the work area(s) in order to document that all surfaces have been maintained as free as practicable of accumulations of lead in accordance with 29 CFR 1926.62(h). If visible accumulations of waste, debris, lead paint chips or dust are found in the work area, the Contractor shall repeat the cleaning, at the Contractor's expense, until the area is in compliance. The visual inspection will detect incomplete work, damage caused by the abatement activity, and inadequate clean up of the work Site. During Abrasive Blast Cleaning Operations: All debris shall be contained and vacuum collected daily or more frequently as directed by the Engineer, due to debris buildup. Such debris, abrasive blast residue, rust and paint chips shall be stored in leakproof storage containers in the secured storage area, or as directed by the Engineer. The storage containers and storage locations shall be reviewed by and be acceptable to the Engineer and shall be located in areas not subject to ponding. All storage containers (roll offs or drums) shall have a protective liner and removable lid. These containers shall not have any indentations or damage that would allow seepage of the contained material.

59

Rev. Date 11/06/18


If 55 gallon barrels are used, staging is required: 55 gallon barrels shall be stored together in two (2) rows of five (5). The Contractor shall maintain a minimum lane clearance of 36 inches between each (barrel lot of ten (10)). The Contractor shall maintain a secure storage area, which shall be large enough to handle all debris. The Contractor shall store debris only in the secured storage area. During abrasive blast cleaning operations, all surface preparation debris shall be vacuum collected from the containment enclosure and removed to the abrasive recycling reclaimer unit, and the coating debris shall be conveyed to the secured storage area at the conclusion of the work shift. The Contractor shall account for all coating debris conveyed to the secured storage area and all coating debris transported from the Project for disposal. The secure storage area shall consist of an eight- (8-) foot high fenced-in area with a padlocked entrance. Storage containers shall not be used on the Project until and unless they have been reviewed and approved by the Engineer. Storage containers and areas shall be located so as not to cause any traffic hazard. Container storage areas shall be in locations that are properly drained, where runoff water shall not be allowed to pool, and shall be out of the 100-year flood plain. The containers shall be placed on pallets or other approved material and not directly on the ground. Storage containers shall be closed and covered with a waterproof tarpaulin at all times except during placement, sampling and disposal of debris. J. Post-Work Regulated Area Deregulation: Following an acceptable visual inspection, any engineering controls implemented may be removed. A final visual inspection of the work area shall be conducted by the Competent Person and the Project Monitor or Engineer to ensure that all visible accumulations of suspect materials have been removed and that no equipment or materials associated with the lead paint removal remain. If this final visual inspection is acceptable, the Contractor will reopen the Regulated Area and remove all associated signs. The Contractor shall restore all work areas and auxiliary areas used during work to conditions equal to or better than original. Any damage caused during the performance of the work activity shall be repaired by the Contractor at no additional expense to the State. K. Waste Disposal/Recycling: Metallic debris shall be segregated and recycled as scrap metal at an approved metal recycling facility. Concrete, brick, etc. coated with any amount of lead paint cannot be crushed, recycled or buried

60

Rev. Date 11/06/18


on-site to minimize waste disposal unless tested and found to meet the RSR GA/Residential standards. All hazardous lead debris shall be disposed of in accordance with Item 0603222A “Disposal of Lead Debris from Abrasive Blast Cleaning.” L. Project Closeout Data: Provide the Engineer, within thirty (30) days of completion of the work under this item, a compliance package which shall include, but not be limited to, the following:

1. Competent person’s (supervisor) job log; 2. Certification that all requirements of the Lead Compliance Work Plan and OSHA Lead in

Construction Standards, including training, medical surveillance, biological monitoring and medical removal protection, have been followed;

3. Copies of each periodic inspection report; 4. Report on regulatory compliance prepared by the CIH based on the periodic inspections

performed. 5. OSHA-compliant personnel air sampling data; 6. Completed waste shipment papers for non-hazardous lead debris waste disposal or recycling

and scrap metal recycling.

M. Non Compliance: Failure of the Contractor to implement the requirements of 29 CFR 1926.62, its Lead Compliance Work Plan, or any other requirement of this item will, at the sole discretion of the Engineer, result in the suspension of all Contract work until such deficiencies are corrected. Method of Measurement: This item will include all noted services, equipment, facilities, testing and other associated work, including up to three (3) CTDOT Project representatives. Services provided to any CTDOT Project representatives in excess of three (3) representatives will be measured for payment in accordance with Article 1.09.04 – “Extra and Cost-Plus Work.” 1. Within thirty (30) calendar days of the award of the Contract, the Contractor shall submit to the Engineer for acceptance a breakdown of its lump sum bid price for this item detailing:

a. The development costs associated with preparing the Lead Compliance Work Plan in accordance with these Specifications.

61

Rev. Date 11/06/18


b. The cost per month for the duration of the Project to implement the Lead Compliance Work Plan and provide the services of the CIH and IH firm.

2. If the lump sum bid price breakdown is unacceptable to the Engineer; substantiation showing that the submitted costs are reasonable shall be required. 3. Upon acceptance of the payment schedule by the Engineer, payments for work performed will be made as follows:

a. The lump sum development cost will be certified for payment. b. The Contractor shall demonstrate to the Engineer monthly that the Lead Compliance

Work Plan has been kept current and is being implemented and the monthly cost will be certified for payment.

c. Any month where the Lead Compliance Work Plan is found not to be current or is not

being implemented, the monthly payment for this item will be deferred to the next monthly payment estimate. If the Lead Compliance Work Plan is not current or being implemented for more than thirty (30) calendar days, there will be no monthly payment.

d. Failure of the Contractor to implement the Lead Compliance Work Plan in accordance

with this Specification will result in the withholding of all Contract payments. Basis of Payment: The lump sum price bid for this item shall include: services, materials, equipment, all permits, notifications, submittals, personal air sampling, personal protection equipment, incidentals, temporary enclosures, fees and labor incidental to activities impacting lead removal, treatment and handling of lead contaminated materials and the transport and disposal of any non-hazardous, non RCRA lead debris waste and scrap metal. Final payment will not be made until all Project closeout data submittals have been completed and provided to the Engineer. Once the completed package has been received in its entirety and has been accepted by the Engineer, final payment will be made to the Contractor.

Pay Item Pay Unit Lead Compliance for Abrasive Blast Cleaning & Miscellaneous Tasks Lump Sum

62

Rev. Date 11/09/18

63-703 & 159-191 ITEM #0101117A ADDENDUM NO. 3

ITEM #0101117A - CONTROLLED MATERIALS HANDLING Description: Work under this Item is intended to provide specific procedural requirements to be followed by the Contractor during the excavation of Controlled Materials from within any Area of Environmental Concern (AOEC), as shown on the Project Plans. This supplements Specification Sections 2.02, 2.03, 2.06, and 2.86, and Contract Special Provisions for excavation wherever contaminated materials are encountered. Work under this item shall include transporting and stockpiling materials at the Waste Stockpile Area (WSA); and covering, securing, and maintaining the stockpiled materials throughout the duration of the Project. All materials, excluding the existing pavement structure (asphalt and subbase), rock, ledge, and concrete, excavated within AOECs are to be considered Controlled Materials. Controlled Materials consisting of non-hazardous levels of regulated substances have been documented to exist within the Project. Such contamination is documented in the reports listed in the “Notice to Contractor – Environmental Investigations.” Where contaminated soil is excavated, special handling, disposal, and documentation procedures will be required. All suitable Controlled Materials excavated within the AOECs may be reused as fill/backfill within its originating AOEC or another AOEC with similar contaminants (i.e. AOECs 2-1, 2-2, and 2-3 have similar contaminants). Excess or unsuitable Controlled Materials from the AOEC 1, AOEC 2-1, AOEC 2-2, AOEC 2-3, AOEC 4, AOEC 5-1, AOEC 5-2, and AOEC 6 that cannot be reused in the AOEC from which it was excavated, another AOEC with similar contaminants, or the Temporary Reuse Stockpile Area (TRSA), as determined by the Engineer, must be transported to and stockpiled in the WSA, sampled by the Engineer, and transported off-site for disposal, if necessary. Excess or unsuitable Controlled Materials from AOEC 3-1 and 3-2 that cannot be reused in the AOEC from which it was excavated or another AOEC with similar contaminants, as determined by the Engineer, must be transported to and stockpiled in the WSA, sampled by the Engineer, and transported off-site for disposal, if necessary. Materials: The required materials are detailed on the Project Plans. All materials shall conform to the requirements of the Contract. Plastic Sheet: Polyethylene plastic sheeting for underlayment shall be at least 30 mil thick. Polyethylene plastic sheeting for covering excavated material shall be a thickness of 10 mil. Both shall be at least 10 feet wide.

63

Rev. Date 11/09/18


Covers for roll-off/storage containers shall be made of polyethylene plastic, or similar water-tight material, that is of sufficient size to completely cover top opening and can be securely fastened to the container. Sand Bags: Sandbags used to secure polyethylene covers shall be at least 30 pounds. Sorbent Boom: Shall be 8 inches in diameter and 10 feet long and possess petrophilic and hydrophobic properties. Sorbent booms shall also have devices (i.e. clips, clasps, etc.) for connection to additional lengths of boom. Construction Methods: A. General When Controlled Materials are encountered during the course of the work, health and safety provisions shall conform to the appropriate sections of the Contract. Provisions may include implementation of engineering controls, air and personal monitoring, the use of chemical protective clothing (CPC), personal protective equipment (PPE), and decontamination procedures. All suitable Controlled Materials excavated from the AOECs may only be reused within its originating AOEC or another AOEC with similar contaminants, as determined by the Engineer. Controlled Materials that are to be immediately reused within its originating AOEC or another AOEC with similar contaminants shall be temporarily stockpiled adjacent to the excavation for reuse. Controlled Materials that are to be reused at a later date within its originating AOEC or another AOEC with similar contaminants may be temporarily stockpiled at another location within the Project limits, as allowed by the Engineer. Only the volume of Controlled Material that is reasonably estimated to be reused shall be temporarily stockpiled in this way. Individual stockpiles of Controlled Materials that are to be reused at a later date shall be covered with polyethylene plastic sheeting at all times, except when the piles are being worked, and shall have proper erosion and sedimentation controls. Excess Controlled Materials from the AOECs that cannot be reused within the Project limits or the TRSA must be transported directly to the WSA and placed within a designated storage bin for disposal characterization sampling by the Engineer. The stockpiles of excavated Controlled Materials shall be maintained as shown on the Project plans. The Contractor shall plan excavation activities within the AOECs in consideration of the capacity of WSA and the material testing and disposal requirements of the applicable Contract item. No claims for delay shall be considered based on the Contractor’s failure to coordinate excavation activities as specified herein.

64

Rev. Date 11/09/18


The Engineer will sample the stockpiled Controlled Materials at a frequency and for the constituents to meet the acceptance criteria of the treatment/recycling/disposal facilities submitted by the Contractor. The Contractor is hereby notified that laboratory turnaround time is expected to be fifteen (15) working days. Turnaround time is the period of time beginning when the Contractor notifies the Engineer which facility it intends to use and that the stockpile is ready for sampling and ending with the Contractor’s receipt of the laboratory analytical results. Any change of intended treatment/recycling/disposal facility may prompt the need to resample and will therefore restart the time required for laboratory turnaround. The laboratory will furnish such results to the Engineer. Upon receipt, the Engineer will make available to the Contractor the results of the final waste characterization determinations. No delay claim will be considered based upon the Contractor’s failure to accommodate the laboratory turnaround time as identified above. B. Transportation and Stockpiling In addition to following all pertinent Federal, State and local laws or regulatory agency policies, the Contractor shall adhere to the following precautions during transport of non-hazardous materials: Transported Controlled Materials are to be covered prior to leaving the point of generation

and are to remain covered until the arrival at the WSA; All vehicles departing the site are properly logged to show the vehicle identification, driver’s

name, time of departure, destination, and approximate volume and content of materials carried;

All vehicles shall have secure, watertight containers free of defects for material

transportation; No material shall leave the site until there is adequate lay down area prepared in the WSA;

and, Documentation must be maintained indicating that all applicable laws have been satisfied and

that the materials have been successfully transported and received at the WSA. Construction of the WSA shall be completed prior to the initiation of construction activities generating Controlled Materials. Plastic polyethylene sheeting shall underlay all excavated Controlled Materials. Measures shall be implemented to divert rainfall away from the WSA. No Controlled Materials shall be excavated or transported to the WSA until registration under the “General Permit for Contaminated Soil and/or Sediment Management (Staging and Transfer)” has been obtained by ConnDOT.

65

Rev. Date 11/09/18


Placement of sorbent boom along the perimeter of the WSA shall be conducted when soil is saturated with petroleum product. Excavated materials shall be staged as shown on the Project Plans or as directed by the Engineer. C. WSA Maintenance The Contractor shall provide all necessary materials, equipment, tools and labor for anticipated activities within the WSA. Such activities include, but are not limited to, handling and management of stockpiles and drummed CPC/PPE; uncovering and recovering stockpiles; maintenance of WSA; replacement of damaged components (i.e. sand bags, plastic polyethylene sheeting, etc.); and waste inventory record management. The Contractor shall manage all materials in the WSA in such a way as to minimize tracking of potential contaminated materials across the site and off-site, and minimize dust generation. Each stockpile shall be securely covered when not in active use with a cover of sufficient size to prevent generation of dust and infiltration of precipitation. The cover shall be to prevent wind erosion. The staged stockpiles shall be inspected at least daily by the Contractor to ensure that the cover and containment have not been damaged and that there is no apparent leakage from the pile. If the cover has been damaged, or there is evidence of leakage from the piles, the Contractor shall immediately replace the cover or containment as needed to prevent the release of materials to the environment from the piles. An inventory of stockpiled materials and drummed CPC/PPE shall be conducted on a daily basis. Inventory records shall indicate the approximate volume of material/drums stockpiled per day; the approximate volume of material/drums stockpiled to date; material/drums loaded and transported off-site for disposal; any materials loaded and transported for on-site reuse; and identification of stockpiles relative to their points of generation. Following the removal of all stockpiled Controlled Materials, residuals shall be removed from surfaces of the WSA as directed by the Engineer. This operation shall be accomplished using dry methods such as shovels, brooms, mechanical sweepers or a combination thereof. Residuals shall be disposed of as Controlled Materials. D. Dewatering Dewatering activities shall conform to Items in pertinent articles of the Contract. E. Decontamination All equipment shall be provided to the work site free of contamination. The Engineer may prohibit from the site any equipment that in his opinion has not been thoroughly decontaminated prior to arrival. Any decontamination of the Contractor’s equipment prior to arrival at the site

66

Rev. Date 11/09/18


shall be at the expense of the Contractor. The Contractor is prohibited from decontaminating equipment on the Project that has not been thoroughly decontaminated prior to arrival. The Contractor shall furnish labor, materials, tools and equipment for decontamination of all equipment and supplies that are used to handle Controlled Materials. Decontamination shall be conducted at an area designated by the Engineer and may be required prior to equipment and supplies leaving the Project, between stages of the work, or between work in different AOECs. Dry decontamination procedures are recommended. Residuals from dry decontamination activities shall be collected and managed as Controlled Materials. If dry methods are unsatisfactory as determined by the Engineer, the Contractor shall modify decontamination procedures as required subject to the Engineer’s approval. F. Dust Control The Contractor shall implement a fugitive dust suppression program in accordance with the Contract to prevent the off-site migration of particulate matter and/or dust resulting from excavation, loading and operations associated with Controlled Materials. It shall be the Contractor’s responsibility to supervise fugitive dust control measures and to monitor airborne particulate matter. The Contractor shall:

1. Employ reasonable fugitive dust suppression techniques. 2. Visually observe the amounts of particulate and/or fugitive dust generated during the

handling of Controlled Materials. If the apparent amount of fugitive dust and/or particulate matter is not acceptable to the Engineer, the Engineer may direct the Contractor to implement corrective measures at his discretion, including, but not limited to, the following:

(a) apply water to pavement surfaces (b) apply water to equipment and excavation faces; and (c) apply water during excavation, loading and dumping.

G. Permit Compliance The Contractor shall comply with the terms and conditions of the CTDEEP “General Permit for Contaminated Soil and/or Sediment Management (Staging and Transfer),” including the General Operating Conditions and the Specific Operating Conditions, except that the Engineer will conduct all soil/sediment characterization and perform all record keeping. In particular, the Contractor shall: 1. Operate, maintain and repair the WSA in conformance with the requirements of the General

Permit. 2. Maintain a communications system capable of summoning fire, police, and/or other

emergency service personnel.

67

Rev. Date 11/09/18


3. Prevent unauthorized entry onto the stockpiles by the use of fences, gates, or other natural or artificial barriers.

4. Separate incidental excavation waste to the satisfaction of the receiving facility or to an extent that renders the contaminated soil and/or sediment suitable for its intended reuse.

5. Isolate and temporarily store incidental waste in a safe manner prior to off-site transport to a facility lawfully authorized to accept such waste.

6. Not store more that 100 cubic yards of incidental waste at any one time. 7. Sort, separate and isolate all hazardous waste from contaminated soil and/or sediment. 8. Prevent or minimize the transfer or infiltration of contaminants from the stockpiles to the

ground as detailed in “B. Transportation and Stockpiling” above. 9. Securely cover each stockpile of soil as detailed in “C. WSA Maintenance” above. 10. Minimize wind erosion and dust transport as detailed in “F. Dust Control” above. 11. Use anti-tracking measures at the WSA to ensure the vehicles do not track soil from the

WSA onto a public roadway at any time. 12. Instruct the transporters of contaminated soil and/or sediment of best management practices

for the transportation of such soil (properly covered loads, removing loose material from dump body, etc.).

13. Control all traffic related to the operation of the facility in such a way as to mitigate the queuing of vehicles off-site and excessive or unsafe traffic impact in the area where the facility is located.

14. Ensure that except as allowed in section 22a-174-18(b)(3)(C) of the Regulations of Connecticut State Agencies, trucks are not left idling for more than three (3) consecutive minutes.

Method of Measurement: The work of Controlled Material Handling will be measured for payment by the number of cubic yards of Controlled Material excavated within the AOECs and taken to the WSA. This measurement shall be in accordance with and in addition to the quantity measured for payment of the applicable excavation item in Specification Sections 2.02, 2.03, 2.06, and 2.86, or the Contract Special Provisions, as applicable. Excess excavations made by the Contractor beyond the payment limits specified in the Contract will not be measured for payment and the Contractor assumes all costs associated with the appropriate handling, management and disposal of this material. Equipment decontamination, the collection of residuals, and the collection and disposal of liquids generated during equipment decontamination activities will not be measured separately for payment. Basis of Payment: This work shall be paid for at the Contract unit price, which shall include all transportation from the excavation site to the final WSA, including any intermediate handling steps; stockpiling Controlled Materials at the WSA; covering, securing, and maintaining the individual stockpiles

68

Rev. Date 11/09/18


within the WSA throughout the duration of the Project; and all tools, equipment, material and labor incidental to this work. This price shall also include equipment decontamination; the collection of residuals generated during decontamination and placement of such material in the WSA; and the collection and disposal of liquids generated during equipment decontamination activities. All materials, labor and equipment associated with compliance with the General Permit for Contaminated Soil and/or Sediment Management (Staging and Transfer) will not be measured separately, but will be considered incidental to the item “Controlled Materials Handling.” Securing, construction and dismantling of the WSA shall be paid for under Item 101128A. Handling and disposal of contaminated groundwater will be paid for under Item 0204213A. Payment for dust control activities shall be made under the appropriate Contract items.

Pay Item Pay Unit

Controlled Materials Handling CY

69

Rev. 11/08/2018


ITEM #0401154A - CONCRETE PAVEMENT UNDERSEALING Description: The work under this item shall consist of pressure insertion of flowable, high-density polyurethane (HDP) material beneath the concrete pavement slabs where indicated on the plans, verified in the field and as ordered by the Engineer. The intent of this procedure is to fill voids directly beneath the slab for the purpose of slab stabilization. The Contractor shall verify void locations and determine the completeness of void repairs by performing Falling Weight Deflectometer (FWD) deflection testing before and after the operation. Materials: The material shall be a high density polyurethane. The Contractor shall submit material certifications in conformance with Section 1.06. The high density polyurethane material shall reach 90% of full compressive strength within 15 minutes of being injected. The high density polyurethane shall exhibit the following physical characteristics and properties: PROPERTY TEST RESULTS Density (pcf) ASTM D-1622 5.65 – 5.90 Compressive Strength (psi) ASTM D-1621 65 – 95 Tensile Core (psi) ASTM D-1623 70 – 100 Shear Strength (psi) ASTM C-273 40 – 85 Closed Cell Content % ASTM D-2858 85 – 95 K-Factor (BTU in/hr ft2) ASTM C-518 0.130 – 0.140 Percent Volume Change ASTM D-2126 Humid Age-28 Days (158oF, 95% Humidity) +5.0 to +11.0 Freeze-5 Days (-20o F, Dry) -0.1 to –0.9 The Contractor shall certify that the materials will not shrink or deteriorate for a period of ten (10) years from the date of injection. Equipment: The minimum equipment for slab stabilization shall conform to the following: Pumps and Pump Calibration. A truck-mounted pumping unit capable of injecting high density polyurethane into the non-stabilized open graded drainage layer directly beneath the concrete pavement at a controlled rate. The pumping unit shall be equipped with a certified meter to measure the amount of high density polyurethane injected at each location and capable of instantaneous control of the material flow to avoid lifting of the pavement slabs. Each pumping unit shall be equipped with a digital output device capable of recording pump strokes. The pump strokes shall be converted to pounds using a calibration chart obtained from the pump manufacturer. Each digital output device shall also be equipped with a manual reset button.

70

Rev. 11/08/2018


Deflection Testing Equipment The Contractor shall furnish a falling weight deflectometer that can apply at least 12,000 lbs. force to test joints, cracks and mid-span deflections. The deflectometer shall have been calibrated (absolute) within six months prior to performing any work and shall have a relative calibration within 30 days of the proposed use. Calibration certificates shall be submitted to the Engineer prior to commencement of testing work. Temperature sensors shall have its accuracy verified monthly. Drills. Drills for injection holes shall be pneumatic or hydraulic rotary percussion types with carbide or diamond tips. Drill hole diameter shall not exceed 5/8 inch. The equipment shall produce a clean, round, vertical hole with no surface spalling or breakouts on the underside of the slab. The downward force of any drill shall not exceed 200 lbs. to avoid conical spalling and break-through of the slab. Lift Monitoring Equipment. The Contractor shall supply dial gauges and a laser leveling unit to measure slab lift. The equipment shall be capable of measuring vertical uplift or deflection of 0.001 inch to ensure that the concrete is not raised or maintains an even plane with the adjacent slabs. Contractor’s Experience A technical representative, certified by the material manufacturer and experienced using high density polyurethane to stabilize concrete slabs shall be on site during all high density polyurethane stabilization installations. This experience shall consist of a minimum of five (5) completed projects and a list of these projects shall be submitted to the Engineer. Any Contractor which the Engineer determines does not have sufficient experience with HDP material will be replaced with a Contractor possessing the required experience at no additional cost to the State. The Contractor shall also propose a Testing Technician with applicable FWD experience. Construction Methods: The Contractor shall submit an FWD Test Plan to verify areas to be sealed. Three types of testing may be required for composite pavements. These locations will be: Basin Testing – will be conducted near the middle of the slab (i.e. mid-point between two joints) in wheel path closest to the nearest shoulder. If necessary, the test point can be moved slightly to be at least 10 ft from nearest active transverse crack. Joint/Crack Testing – will be conducted in the wheel path closest to the free edge of the slab Corner Testing - will be conducted at the slab’s free edge corner, i.e. the right edge corner for outside lanes and the left edge corner for inside lanes. The testing shall be conducted on the leave side of the joint, where voids are typically located.

71

Rev. 11/08/2018


After performing the FWD field verification operations, the Contractor shall submit a working drawing that will identify materials and methods for stabilization operations, hole pattern spacing, hole diameter and depth, all equipment necessary for the operation, quantity control to monitor potential losses, environmental monitoring plan, proof testing for refusal and slab grade control. The working drawing submittal shall also include the Contractor’s experience performing high density polyurethane injection for concrete slab repairs. The Contractor shall monitor and measure slab movements during injection to minimize upward lift. The upward movement of the pavement shall not exceed the elevation of adjacent slabs. Uplift of slabs due to injection of material shall be corrected at no additional expense to the State. Traffic shall remain off slabs for a period equal to initial set time plus one hour, or as per manufacturer’s recommendations, whichever is longer. When adjacent travel lanes are scheduled for stabilization, the work shall be performed within twenty-four hours to ensure uniform slab support. Twenty-four (24) to forty-eight (48) hours after stabilization, the Contractor shall test the stabilized slabs using FWD to check the effectiveness of the injection operation. Any areas deemed to be insufficiently filled, shall be reinjected and another FWD test run will be performed. Deflection testing of joints and slabs shall be performed as directed by the Engineer and shall be preliminary to and subsequent to the undersealing operation. Deflection testing shall be performed during overnight work periods or in appropriate periods to minimize temperature impacts. The Engineer may stop testing earlier if there is evidence of slab lockup due to thermal expansion of the slabs, and testing may be allowed to continue after the specified period if the slabs are not interlocked or under compression. Post testing (after stabilization) shall be used to determine success of injection. The applied load shall be in range 7,500 to 9,500 lbs. force. The center of the loading plate shall be placed within 9 inches of the slab corner. The deflections shall be normalized to a 9,000 lbs. nominal load. Joints and cracks with deflection values greater that 0.01 inch shall be reinstalled one additional time in an attempt to reduce deflection to below 0.01 inch. Weather and seasonal limitation - slab stabilization shall not be performed when pavement surface temperatures are below 32° F or if the subgrade or base course is frozen. If proper slab stabilization cannot be achieved due to excessive temperatures or direct sunlight, work shall be performed at night. Method of Measurement: This work will be measured by the number of square feet of concrete pavement undersealing measured at the top of slab area determined by 3 feet on the outside of the hole pattern as accepted by the Engineer. Overlapping areas will be

72

Rev. 11/08/2018


measured only once for payment. Adjustments may be considered for volumes exceeding 0.25 cubic feet/square foot for the total bid quantity area. For adjustments to be considered, the Contractor shall keep calibrated pumping equipment for every installation and provide records to the Engineer daily at the end of each operation. These adjustments will be handled in accordance with Sub-Articles 1.04.02, 1.04.03 and 1.04.04. The adjustments will not be considered for a day’s production, but for the project totals only after the project limits have been installed and the Contractor has complied with providing daily records for all of the Concrete Pavement Undersealing installed and accepted. Basis of Payment: This work will be paid for at the Contract unit price per square feet for “Concrete Pavement Undersealing” which price shall include all mobilization, pre-and post-injection FWD testing, submittal of working drawings and injection plan, furnishing and installation of materials, equipment, tools, and labor incidental thereto. The cost will also include the FWD Test Plan and testing to verify void locations and sufficiency of void repairs. No additional payment will be made for mobilization and FWD tests as a result of insufficient filling of voids, but the cost will be included in the bid price of the work.

Pay Item Pay Unit Concrete Pavement Undersealing s.f.

73


ITEM #0506020A - PERMANENT ANCHOR TIEBACK SYSTEM Description: Work under this item shall consist of furnishing and installing the permanent anchor tieback system for Bridge No. 00480 as shown on the plans and in accordance with these specifications. Materials: Materials for this work shall conform to the following requirements: Tie-rods: Tie-rods shall be #7 hot rolled steel thread bar, conforming to the requirements of ASTM A615 Grade 60, with a minimum cross-sectional area of 0.60 in2. Tie-rods shall be provided with corrosion protection consisting of epoxy coating applied in accordance with ASTM A775. All damaged epoxy coating shall be touched up in the field with an approved material. All bearing plates, couplers and hardware for the tie-rods shall be sourced from the manufacture of the tie-rod supplied under this Item. If required, tie-rods shall be spliced with standard couplers. Couplers shall be capable of developing 100% of the ultimate strength of the tie-rod supplied under this Item. All bearing plates, couplers and hardware for the tie-rods shall be epoxy coated. Nuts shall be hex nuts conforming to ASTM A108. Construction Methods: Before fabricating any materials, the Contractor shall submit shop drawings, material lists, and material designations to the Engineer for approval in accordance with Article 1.05.02. All materials shall be stored on skids or other support above the ground and shall be protected from injury and surface contamination which will impair its bonding qualities. The tie-rods shall not be flame cut. Tie-rods shall be cut per Manufacturer’s specifications. The tie-rods shall be installed with the bearing plate oriented perpendicular to the tie-rod. The tie-rod shall not be pretensioned but shall be constructed so that the nut and bearing plates are in full bearing with the existing wall. The tie-rods, nuts and bearing plates shall be cast in concrete as shown on the plans. The tie-rod shall be constructed level with a slope no more than 10 degrees from horizontal. Prior to placement of concrete, the tie-rods shall be cleaned of dirt, paint, oil, grease or other foreign materials. PVC centralizers shall be used within the concrete encasement to maintain alignment and concrete cover over the proposed bars. Tiebacks shall be constructed following the Construction Sequence shown on the plans for this Item. The fill below the tieback shall be adequately compacted per the special provision for “Lightweight Fill” prior to construction of the tieback.

74


Method of Measurement: This work will be measured for payment by the number of permanent anchor tiebacks installed, complete and accepted by the Engineer. Basis of Payment: This work will be paid for at the contract unit price per each for "Permanent Anchor Tieback System" which price shall include furnishing, fabricating, constructing, and all materials, equipment, tools, labor and work incidental thereto. This price includes the tie-rods, couplers, bearing plates, hardware, pvc centralizers, and drilling through the existing wingwall for installation of the tie-rods. The cost of the concrete for the tie-rod and connection pour shall be paid for under the Item “Class ‘A’ Concrete”. The cost of the reinforcing steel shall be paid for under the Item “Deformed Steel Bars – Epoxy Coated”. The cost of drilling and grouting bars in the tieback cap is paid for under the Item “Drilling and Grouting Reinforcing Bars”.

Pay Item Pay Unit Permanent Anchor Tieback System EA.

75

Rev. Date 11-26-18


ITEM #0601270A - FULL DEPTH PATCH (HIGH EARLY STRENGTH CONCRETE) Description: This item shall consist of the saw cutting concrete, removal of all deteriorated concrete for the full depth of the deck slab, furnishing and installing deformed steel bars, and reconstructing the slab with new concrete, where directed by the Engineer and as hereinafter specified. Work under this item shall also include the providing of a safe access to the structure for the delineation of the repair locations and review of the performed work. The Contractor shall not perform any repair work without prior approval of the Engineer for location, limits and types of repairs. Materials: The materials shall conform to the following requirements: 1. High Early Strength Concrete – The high early strength concrete shall conform to one of the

following: A. The Contractor shall design and submit to the Engineer for approval a high early strength

concrete mix. This mix shall be air-entrained, and shall be composed of Portland cement, fine and coarse aggregates, approved admixtures and additives, and water. The mix shall contain between 4% and 7% entrained air, and shall attain a 6-hour compressive strength of 2,500 psi. Additionally, the mix shall contain shrinkage compensating additives such that there will be no separation of the patched area from the parent concrete. This shrinkage-compensating additive shall be utilized so as to produce expansion in the high early strength concrete of no more than 0.3%.

B. In lieu of the above high early strength concrete mix, the Contractor may propose the use of a proprietary type mix that will meet the same physical requirements as those stated above. A mix design shall be submitted for this material, stating the percentage of each component to be utilized.

2. Regardless of the type of high early strength concrete proposed by the Contractor, substantive data that demonstrates the ability of the material to meet the specification requirements shall be submitted with the proposed mix design at least 2 weeks prior to its use.

3. Deformed Steel Bars: Section 6.02. Construction Methods: Construction methods shall conform to the following requirements: 1. Inspection of the Structural Slab: Before any existing concrete is removed from the

structural slab, the Contractor will provide the Engineer clear access to the bridge deck. During this time, the Engineer will perform an inspection of the structural slab and designate areas where concrete removal will be required. Due to the nature of the operations, the inspection can be performed only after some existing materials, notably overlays and waterproofing systems, have first been removed from the structural slab. It shall be the responsibility of the Contractor to arrange the construction schedule so that the required operations may be performed without causing delay to the work. No operations will be performed by the Engineer until after the following construction work has been completed:

76

Rev. Date 11-26-18


a) The existing bituminous overlay or concrete wearing course, if present, has been removed. b) The existing waterproofing system, if present, has been removed.

The removal of these materials will be paid for under other applicable items. It shall be the responsibility of the Contractor to inform the Engineer, in writing, of the date that a structure will be available for inspection operations. Notification shall be given to the Engineer at least 7 days prior to the date that the area in question will be in a condition acceptable to the Engineer. The Contractor is hereby informed that the following time period will be necessary to perform the required inspection operations:

One (1) working day with suitable weather conditions per each 6,000 square feet, or portion thereof, of structural slab area.

The Contractor will not be allowed to do any further work to the structural slab, until all necessary inspection operations have been performed, unless given permission by the Engineer. The Contractor shall include any costs related to the allowance for this inspection in the general cost of the work.

2. Removal of Deteriorated Concrete: All deteriorated concrete shall be removed within the limits shown on the plans and where ordered by the Engineer. The lateral limits of each area to be repaired will be delineated by the Engineer and suitably marked. Where several areas to be repaired are very close together, the Engineer may combine these individual patches into a large area. The outlines of each such area shall first be cut to a depth of 1/2 inch with an approved power-saw capable of making straight cuts. In the event that reinforcing steel is encountered within the upper 1/2 inch depth during sawing operations, the depth of saw-cut shall immediately be adjusted to a shallower depth so as not to damage the steel bars. If so directed by the Engineer, saw cutting shall again be carried down to the 1/2 inch depth at other locations of repair provided reinforcing steel is not again encountered. Where over-breakage occurs resulting in a featheredge, the featheredge be squared up to a vertical edge in an approved manner. Where sawing is impractical, the areas shall be outlined by chisel or other approved means. The removal of concrete shall be by hydro-demolition or pneumatic hammer methods and shall be governed by the requirements set forth in the special provision Item “Partial Depth Patch” and as directed by the Engineer. The Contractor shall take adequate measures to prevent concrete debris from falling to any area below the structure and onto adjacent roadway lanes. All debris shall be promptly cleaned up and removed from the site. All material removed shall be satisfactorily disposed of by the Contractor. Where existing reinforcing steel is damaged or has insufficient cover as determined by the Engineer, it shall be cut out and replaced with new reinforcing steel the same size, with a minimum length for lap splices as indicated on the plans or as directed by the Engineer.

3. Surface Preparation: Sound reinforcing steel which is in the proper position in the slab shall be left in place and cleaned of all concrete. The smaller fragments shall be removed with hand tools or by water blast cleaning. The newly exposed reinforcing steel and concrete faces shall be cleaned of loose or powder-like rust, oil solvent, grease, dirt, dust, bitumen, loose particles, and foreign matter just prior to patching.

77

Rev. Date 11-26-18


Existing concrete surfaces against which the new patch will be placed shall be dampened. All free water shall be removed from the surface. Forms shall conform to the pertinent requirements of Subarticle 6.01.03-1. The cleaned concrete surface area to receive patching material shall be wetted for a 1 hour period immediately prior to placement of the concrete patch. Any standing water shall be blown out with compressed air prior to application of binding grout and patch material. After wetting of the deck patch area to receive patching, and removal of the standing water, cement binding grout shall be scrubbed into the concrete patch bonding surface with stiff bristled brushes. All bonding surfaces in the patch area shall receive a coating of bonding grout within a time period not to exceed 5 minutes prior to placement of the concrete patch material.

4. Mixing, Placing, and Finishing: Mixing and placing concrete shall be done in accordance with the applicable portions of Article 6.01.03. Mixing and placing shall not be executed unless the ambient temperature is above 40 °F and rising. The concrete mix shall be properly placed to insure complete contact around all reinforcing steel and against existing concrete at patch edges and compacted to a level slightly above the surrounding deck surface. Vibrators of the appropriate size shall be used for all consolidation of the concrete, regardless of the size of the patch area, with no hand tamping or rodding allowed. Concrete may be moved horizontally with the aid of hand tools, but not with the use of vibrators (excess vibration shall be avoided). Vibrating plates or vibrating screed shall be used on the surface of all patches for strike off and consolidation. After the concrete has been spread evenly and compacted to a level slightly above the adjacent concrete surface, the vibrating plate or screed shall be drawn over the surface at a uniform speed without stopping, in order to finish the surface smooth and even with adjacent concrete. The surface shall be float finished. Finishing operations shall be completed before initial set takes place.

5. Curing: Immediately after finishing of the patch area, a sheet of 4 mil polyethylene shall be placed over the repair area, in conjunction with insulating curing material. This material shall be a minimum of 2-inch thick closed cell extruded polystyrene insulation board that conforms with the requirements of ASTM C578. It shall have a minimum certified R-value of 10. The insulating material shall extend a minimum of 12 inches beyond the limits of the patch area, and shall be kept in intimate contact with the surrounding payment surface to prevent lifting of the material. It shall be weighted down with sandbags that weight at least 15 pounds each. The sandbags shall be placed a minimum of 2 feet on center around the patch area. Cured patches, having a hollow sound when chain dragged or tapped (indicating delamination), shall be replaced by the Contractor at its expense until a patch acceptable to the Engineer is in place.

6. Tolerances in Finished Patch Surfaces: The surface profile of the patched area shall not vary more than 1/8 inch in a distance of 10 feet, when a 10 foot long straightedge is placed on the surface at any angle relative to the centerline of the bridge. Humps in the patch that exceed the 1/8 inch tolerance shall be ground down by approved machinery. Sags or depressions in the surface of the patch area that exceed 1/8 inch tolerance as determined by the Engineer shall be repaired by removal of the concrete in the depression to a depth of 1 inch and repaired in the previously described manner.

78

Rev. Date 11-26-18


7. Testing: The Contractor shall form, cure and test all concrete test cylinders under supervision of a representative of the Department. The dimensions, type of cylinder mold, number of cylinders, and method of curing shall be as directed by the Engineer. The Contractor shall provide a portable compressive testing machine, on Site, for the purpose of testing all compressive strength cylinders. All testing shall be in accordance with the requirements of ASTM C39. NOTE: This compressive testing machine must be calibrated in accordance with the provisions of Section 5, ASTM C39.

8. Time Schedule: Traffic will not be allowed on any areas where the Contractor has placed and finished concrete until the material has properly cured as specified, and has developed the required strength of 2,500 psi as determined by the compressive strength test, or until the Engineer authorizes its opening to traffic. All work shall proceed as required by the “Maintenance and Protection of Traffic” and “Prosecution and Progress” specifications elsewhere within the Contract.

Method of Measurement: This work will be measured for payment by the actual volume in cubic yards of replacement concrete, complete and accepted. No deduction will be made for the volume of reinforcing steel. Removal of concrete will not be measured for payment. Basis of Payment: This work will be paid for at the Contract unit price per cubic yard for “Full Depth Patch (High Early Strength Concrete)” complete in place, which price shall include sawcutting and removal of concrete, surface preparation, furnishing and installing deformed steel bars, concrete replacement, all equipment, tools, labor and work incidental thereto.

Pay Item Pay Unit Full Depth Patch (High Early Strength Concrete) c.y.

79

Rev. Date 11/06/18


ITEM #0603222A – DISPOSAL OF LEAD DEBRIS FROM ABRASIVE BLAST CLEANING Description: Work under this item shall include the handling, loading, packing, storage, transportation and final off-site disposal of hazardous lead debris which has been generated in conjunction with work conducted under Item 0020905A – Lead Compliance For Abrasive Blast Cleaning and Miscellaneous Tasks. The Engineer previously analyzed a representative sample of the lead debris prior to generation and found leachable lead above RCRA-hazardous levels. A summation of the analytical results is included here:

Site No. TCLP Results

Bridge No. 00480 - Paint associated with the structural steel bridge/metal components

250 mg/l 250 mg/l


440 mg/l 360 mg/l


270 mg/l 320 mg/l

Sign Supports I-91 NB STA. 585+34 (21487), I-91 NB STA. 377+50 (21460), I-91 NB STA. 646+56 (21510), I-91 SB STA. 519-47 (21458), I-91 SB STA. 546+65 (21457), I-91 NB STA. 153+00 (21511), I-91 NB STA. 317+45 (21512), Rte. 15 NB STA. 245+72 (21314), Rte. 5/15 SB Exit 87 STA. 60+66 (21353), Rte. 5/15 SB STA. 905+21 (21009), Rte. 5/15 NB STA. 414+55 (21007), I-91 NB STA. 125+91 (21350), Rte. 5/15 NB STA. 704+19 (21014) Rte. 5/15 NB STA. 401+76 (21010)

Presumed

The Contractor shall comply with the latest requirements of the USEPA RCRA Hazardous Waste Regulations 40 CFR 260-274 and the DEEP Hazardous Waste Management Standards 22a-449(c).

80

Rev. Date 11/06/18


Hazardous lead debris shall be transported from the Project by a licensed hazardous waste transporter approved by the Department and disposed of at an EPA-permitted and Department-approved hazardous waste landfill within 90 days from the date of generation. The Contractor must use one or more of the following Department-approved disposal facilities for the disposal of hazardous waste:

Clean Earth of North Jersey, Inc., (CENJ) 115 Jacobus Avenue, South Kearny, NJ 07105 Phone: (973) 344-4004; Fax: (973) 344-8652

Clean Harbors Environmental Services, Inc. 2247 South Highway 71, Kimball, NE 69145 Phone: (308) 235-8212; Fax: (308) 235-4307

Clean Harbors of Braintree, Inc. 1 Hill Avenue, Braintree, MA 02184 Phone: (781) 380-7134; Fax: (781) 380-7193

Clean Harbors - Spring Grove Facility 4879 Spring Grove Ave., Cincinnati, OH 45232 Phone: (513) 681-6242; Fax: (513) 681-0869

Triumvirate (EnviroSafe Corporation Northeast) (Jones Environmental Services (NE), Inc.) 263 Howard Street, Lowell, MA 01852

Environmental Quality US Ecology Detroit, Inc. 1923 Frederick Street, Detroit, MI 48211 Phone: (800) 495-6059; Fax: (313) 923-3375

Stericycle (Republic Environmental Systems) 2869 Sandstone Drive, Hatfield, PA 19440 Phone: (215) 822-8995; Fax: (215) 997-1293

Stericycle (Northland Environmental, Inc.) (PSC Environmental Systems) 275 Allens Avenue, Providence, RI 02905 Phone: (401) 781-6340; Fax: (401) 781-9710

Environmental Quality Company: Wayne Disposal Facility 49350 North I-94 Service Drive Belleville, MI 48111 Phone: (800) 592-5489; Fax: (800) 592-5329

ACV Enviro (Cycle Chem) 217 South First Street, Elizabeth, NJ 07206 Phone: (908) 354-0210; Fax (908) 355-0562

Envirite of PA (US Ecology) 730 Vogelsong Road, York, PA 17404 Phone: (717) 846-1900; Fax: (717) 854-6757

Stablex, Canada, Inc. 760 Industrial Blvd. Blainville, Quebec J7C3V4 Phone: (451) 430-9230; Fax: (451) 430-4642

Construction Methods: A. Submittals The Contractor shall submit in writing, (1) a letter listing the names of the hazardous waste disposal facilities (from the above list) that the Contractor will use to receive hazardous material from this Project, and (2) a copy of each facility’s acceptance criteria and sampling frequency requirements.

81

Rev. Date 11/06/18


No facility may be substituted for the one(s) designated in the Contractor’s submittal without the Engineer’s prior approval. If the material cannot be accepted by any of the Contractor’s designated facilities, the Department will supply the Contractor with the name(s) of other acceptable facilities. B. EPA ID Number: Prior to the generation of any hazardous waste on a contiguous per site basis, the Contractor shall notify the Engineer of its selected hazardous waste transporter and disposal facility. The Contractor must submit to the Engineer (1) the transporter’s current US DOT Certificate of Registration and (2) the transporter’s current Hazardous Waste Transporter Permits for the State of Connecticut, the hazardous waste destination state and any other applicable states. The Engineer will then obtain on a contiguous per site basis a temporary EPA Generators ID number for the site that he will forward to the Contractor. Temporary EPA ID numbers are good for six months from the date they are issued and can be extended once, for a maximum of six months and can’t be used for longer than one year. The Contractor will be responsible for notifying the Engineer when an extension is needed. Any changes in transporter or facility shall be immediately forwarded to the Engineer for review. C. General: Handling, storage, transportation and disposal of hazardous waste materials generated as a result of execution of this project shall comply with all Federal, State and Local regulations including the USEPA RCRA Hazardous Waste Regulations (40 CFR Parts 260-271), the CTDEEP Hazardous Waste Regulations (22a-209 and 22a-449(c)), and the USDOT Hazardous Materials Regulations (49 CFR Part 171-180). All debris shall be contained and collected daily or more frequently as directed by the Engineer, due to debris buildup. Debris shall be removed by HEPA vacuum collection. Such debris, abrasive blast residue, rust and paint chips shall be stored in leak-proof storage containers in the secured storage site, or as directed by the Engineer. The storage containers and storage locations shall be reviewed by the Engineer and shall be located in areas not subject to ponding. All storage containers (roll offs or drums) shall have a protective liner and removable lid. These containers shall not have any indentations or damage that would allow seepage of the contained material. If 55 gallon barrels are used, staging is required: 55 gallon barrels shall be stored together in two rows of five. The Contractor shall maintain a minimum lane clearance of 36 inches between each (barrel lot of ten). The Contractor shall maintain a secure storage site, which shall be large enough to handle all debris. The Contractor shall store debris only in the secured storage site. All lead debris shall be conveyed to the secured storage site at the conclusion of the work shift. The Contractor shall

82

Rev. Date 11/06/18


account for all debris conveyed to the secured storage site and all debris transported from the project for disposal. The secure storage site shall consist of an 8-ft. high fenced-in area with a padlocked entrance. Storage containers shall not be used on the project until and unless they have been reviewed and approved by the Engineer. Storage containers and sites shall be located so as not to cause any traffic hazard. Container storage sites shall be in areas that are properly drained and runoff water shall not be allowed to pool and shall be out of the 100-year flood plain. The containers shall be placed on pallets or other approved material and not directly on the ground. Storage containers shall be closed and covered with a waterproof tarpaulin at all times except during placement, sampling and disposal of debris. The Engineer previously analyzed a representative sample of the lead debris prior to generation and found leachable lead above RCRA-hazardous levels. A copy of the analytical results can be supplied to the Contractor at the time of waste disposal upon request. Materials other than direct paint related debris which are incidental to the paint removal work activities (tarps, poly, plywood, PPE, gloves, decontamination materials, etc) which may be contaminated with lead, shall be stored separately from the direct paint debris, and shall be sampled by the Engineer for waste disposal characterization testing. Such materials characterized as hazardous shall be handled/disposed of as described herein, while materials characterized as non-hazardous shall be disposed of as non-hazardous, non-RCRA lead waste under Item 0020905A. Project construction waste materials unrelated to the paint removal operations shall NOT be combined/stored with paint debris waste and/or incidental paint removal materials as they are not lead contaminated and shall NOT be disposed of as hazardous waste. The Engineer’s on-site Inspectors shall conduct inspections to verify materials remain segregated. Hazardous waste materials are to be properly packed and labeled for transport by the Contractor is accordance with EPA, CTDEEP and USDOT regulations. The disposal of debris characterized as hazardous waste shall be completed within 90 calendar days of the date on which it began to be accumulated in the lined containers. Storage of containers shall be in accordance with current DEEP/EPA procedures. The Contractor shall label containers with a 6-inch square, yellow, weatherproof, Hazardous Waste sticker in accordance with USDOT regulations. The Contractor shall obtain and complete all paperwork necessary to arrange for material disposal, including disposal facility waste profile sheets. It is solely the Contractor’s responsibility to co-ordinate the disposal of hazardous materials with its selected treatment/recycling/disposal facility(s). Upon receipt of the final approval from the facility, the Contractor shall arrange for the loading, transport and treatment/recycling/disposal of the

83

Rev. Date 11/06/18


materials in accordance with all Federal and State regulations. No claim will be considered based on the failure of the Contractor’s disposal facility(s) to meet the Contractor’s production rate or for the Contractor’s failure to select sufficient facilities to meet its production rate. The Contractor shall process the hazardous waste such that the material conforms with the requirements of the selected treatment/disposal facility, including but not limited to specified size and dimension. Refusal on the part of the treatment/disposal facility to accept said material solely on the basis of non-conformance of the material to the facility’s physical requirements is the responsibility of the Contractor and no claim for extra work shall be accepted for reprocessing of said materials to meet these requirements. All DOT shipping documents, including the Uniform Hazardous Waste Manifests utilized to accompany the transportation of the hazardous waste material shall be prepared by the Contractor and reviewed/signed by an authorized agent representing ConnDOT, as Generator, for each load of hazardous material that is packed to leave the site. The Contractor shall not sign manifests on behalf of the State as Generator. The Contractor shall forward the appropriate original copies of all manifests to the Engineer the same day the material leaves the Project site. Materials not related to lead paint removal and/or characterized as non-hazardous waste shall NOT be shipped for hazardous waste disposal in accordance with USEPA RCRA hazardous waste minimization requirements. A load-specific certificate of disposal, signed by the authorized agent representing the waste disposal facility, shall be obtained by the Contractor and promptly delivered to the Engineer for each load. D. Material Transportation Materials determined to be hazardous shall be transported in compliance with the applicable federal/state regulations. Transport vehicles shall have a protective liner and removable lid, shall not have any indentations or damage and must be free from leaks, and discharge openings must be securely closed during transportation. In addition to all pertinent Federal, State and local laws or regulatory agency polices, the Contractor shall adhere to the following precautions during the transport of hazardous materials off-site:

All vehicles departing the site are to be properly logged to show the vehicle identification, driver’s name, time of departure, destination, and approximate volume, and contents of materials carried. Vehicles shall display the proper USDOT placards for the type and quantity of waste;

No materials shall leave the site unless a disposal facility willing to accept all of the

84

Rev. Date 11/06/18


material being transported has agreed to accept the type and quantity of waste;

Documentation must be maintained indicating that all applicable laws have been satisfied and that the materials have been successfully transported and received at the disposal facility; and,

The Contractor shall segregate the waste streams (i.e. concrete, wood, etc.) as directed by the receiving disposal facility.

Any spillage of debris during disposal operations during loading, transport and unloading shall be cleaned up in accordance with EPA 40 CFR 265 Subparts C & D, at the Contractors expense. The Contractor is liable for any fines, costs or remediation costs incurred as a result of their failure to be in compliance with this Item and all Federal, State and Local laws. D. Equipment Decontamination: All equipment shall be provided to the work site free of gross contamination. The Engineer may prohibit from the site any equipment that in his opinion has not been thoroughly decontaminated prior to arrival. Any decontamination of the Contractor’s equipment prior to arrival at the site shall be at the expense of the Contractor. The Contractor is prohibited from decontaminating equipment on the Project that has not been thoroughly decontaminated prior to arrival. The Contractor shall furnish labor, materials, tools and equipment for decontamination of all equipment and supplies that are used to handle Hazardous Materials. Decontamination shall be conducted at an area designated by the Engineer and shall be required prior to equipment and supplies leaving the Project, between stages of the work. The Contractor shall use dry decontamination procedures. Residuals from dry decontamination activities shall be collected and managed as Hazardous Materials. If the results from dry methods are unsatisfactory to the Engineer, the Contractor shall modify decontamination procedures as required. The Contractor shall be responsible for the collection and treatment/recycling/disposal of any liquid wastes that may be generated by its decontamination activities in accordance with applicable regulations. E. Project Closeout Documents: The Contractor shall provide the Engineer, within 30 days of completion of the work, a compliance package; which shall include, but not be limited to, the following:

1. Copies of completed Hazardous Waste Manifests (signed by authorized disposal facility representative)

85

Rev. Date 11/06/18


2. Completed Waste Shipment Records/Bills of Lading (signed by authorized disposal facility representative)

3. Completed Weigh Bills (indicating each loads net weight). Method of Measurement: The work of “DISPOSAL OF LEAD DEBRIS FROM ABRASIVE BLAST CLEANING” shall be measured for payment as the actual net weight in tons delivered to the treatment/disposal facility. Such determinations shall be made by measuring each hauling vehicle on the permanent scales at the treatment/disposal facility. Total weight shall be the summation of weigh bills issued by the facility specific to this project and waste stream. The disposal of any lead painted debris, originally anticipated to be hazardous, but determined by characterization sampling not to contain hazardous concentrations of lead will not be measured for payment under this Item. Disposal of these materials will be handled in accordance with the provisions of Item 0020905A. The collection and treatment/disposal of materials and liquids generated during equipment decontamination activities and cleaning/disposal of personal protective equipment (PPE) shall be considered incidental to work under this Item and will not be measured for separate payment. Materials incidental to the construction, which become contaminated due to the lead debris removal, such as but not limited to, gloves, coveralls, tarps and filters shall be disposed of in accordance with this specification. These incidental materials shall be kept separate from the debris. These materials will not be measured for payment, but will be included in the general cost of the work. Basis of Payment: This work shall be paid for at the contract unit price per ton, which shall include the processing, loading, storage (including containers) and transportation of said materials from the temporary storage area to the final to the treatment/disposal facility; the treatment/disposal or recycling of said materials; the preparation of all related paperwork including manifests; fees; and all equipment, materials, tools, labor and work incidental to loading, transporting, treating/recycling and disposal of materials. No separate payment shall be made under this Item for the on-site processing, transportation and treatment/disposal of materials not found to be hazardous based upon characterization sampling results. No separate payment shall be made for the disposal of wastes generated in conjunction with equipment decontamination or the disposal of personal protective equipment (PPE). The cost of such disposal shall be considered incidental to the work under this Item. Final payment will not be approved until completed copies of all Manifest(s) and Bills of Lading signed by an authorized disposal facility representative and all associated weight bills indicating

86

Rev. Date 11/06/18


each loads net weight have been provided to the Engineer. Once completed and facility-signed copies of all Manifest(s), Bills of Lading and associated weigh bills have been received in their entirety, the Engineer will review and approve the release of final payment to the Contractor.

Pay Item Pay Unit

Disposal of Lead Debris from Ton

Abrasive Blast Cleaning

87

11/07/18


ITEM #0603802A - STRUCTURAL STEEL-SIGN SUPPORTS Description: Work under this item shall conform to the requirements of Section 06.03 supplemented as follows: Work under this item shall consist of designing, fabricating, furnishing, transporting, storing, handling and installing structural steel sign supports at the locations listed below or as directed by the Engineer. The Breakaway Sign Support Sheets contained within the plan set for this project may be used as a conceptual base for the final design. The Contractor shall submit a final design for each support and their foundations signed and sealed by a Professional Engineer registered in Connecticut. This Specification is specifically for the following side mounted sign supports:

091N-159-33.24 091N-159-R822-EX25 091S-159-35.25 091S-063-R829-EX85

Breakaway couplings and hinge plates shall NOT be included for these supports. Materials: Structural steel for sign posts shall conform to the requirements of AASHTO M270 (ASTM A709), Grade 36. All new structural steel shall be hot dip galvanized in accordance with ASTM A123. All high strength bolts shall conform to ASTM F3125, Grade A325, Type 1. Nuts shall conform to ASTM A563, Grade DH. Circular, flat, hardened steel washers shall conform to ASTM F436. The bolts, nuts and washers shall be galvanized in accordance with ASTM A153, Class C or ASTM B695, Class 50. Bolting materials and galvanizing shall also conform to all requirements of Subarticle M.06.02-3. Compressible-washer-type direct tension indicators shall conform to ASTM F959, Type 325-1, and shall be galvanized in accordance with ASTM B695, Class 50. The anchor bolts, nuts and washers shall be hot dip galvanized and conform to ASTM F1554. The Contractor shall submit Certified Test Reports and Materials Certificates in conformance with Article 1.06.07 for the steel used in the supports and components, high-strength bolts (including nuts and washers), anchor bolts (including nuts and washers), and threaded rods (including nuts and washers). Construction Methods:

The design and fabrication of the structural steel sign supports, including anchorage (into the foundation) and the hardware, shall conform to the requirements of the latest edition of the AASHTO LRFD Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals, including the latest interim specifications, available prior to the advertising date of the contract, amended as follows:

88

11/07/18


The design of the supports shall consider all load effects due to the Strength I, Extreme I, Service I and Fatigue I limit states.

The unfactored dead load of the sign panels, sign panel support members and hardware shall be no less than the 8 psf.

The design shall investigate the load effects resulting from applying the maximum and minimum load factors for each applicable limit state.

The wind drag coefficient, Cd, for traffic signs shall be 1.3.

The height and exposure factor, Kz, shall be determined based on the highest elevation of the supported sign panels. The factor shall be considered constant in all pressure calculations required for the design of the supports. The height and exposure factor shall be no less than 1.05.

For any structure components subject to combined forces, the combined force interaction ratio due to each limit state shall not exceed 0.75. For any structure components not subject to combined forces, the ratio of the computed force (or stress) to the force (or stress) limit due to each limit state shall not exceed 0.75.

The anchor bolt to base plate connection shall be designed as a double-nut connection. The minimum distance from the center of the anchor bolt hole to the edge of the base plate shall be no less than 2 times the diameter of the anchor bolt. Welding to the anchor bolts is not permitted. The use of lock washers with the anchor bolt assembly is not permitted.

The supports shall be designed for the load effects due to the actual sign panels, including crown panels, as well as any future sign and crown panels that it will carry, as shown on the plans. The supports shall also be designed for the load effects of sign and crown panels during all stages of construction which may exist during the project under which the supports are installed. The load effects on the supports from the sign and crown panels shall include forces and moments due to the eccentricity of the sign and crown panels and the unbalanced lateral loads on the crown panel. The supports and its component parts shall also be designed for the load effects resulting from the transportation and erection of the supports.

The design of the supports and the anchorage shall be coordinated with the design of the foundation to ensure that the foundation is adequate for the support reactions and to avoid conflicts between the embedded anchorage and the foundation reinforcement. Before fabrication, the Contractor shall submit working drawings and design computations for each support to the Engineer for review in accordance with Article 1.05.02. The working drawings and design computations for sign supports shall conform to working drawing requirements for permanent construction.

The supports shall be securely bolted to their bases and shall be vertical after application of dead load.

The Contractor shall be responsible for all measurements and the final fit of members.

89

11/07/18


Basis of Payment: The structural steel, incorporated in the completed and accepted structure, will be paid for at the contract unit price per hundredweight for "Structural Steel-Sign Supports."

Payment shall be for new structural steel, complete in place, which price shall include obtaining field measurements, design of supports, preparation of shop and working drawings, fabricating, furnishing, transporting, storing, erecting and installing new structural steel by bolting; providing the Engineer access to the work locations indicated on the plans, and all other materials, equipment, tools and labor incidental thereto.

Pay Item Unit

Structural Steel-Sign Supports cwt

90

Rev. Date 11/5/2018

63-703 & 159-191 ITEM NO. 0651649A ADDENDUM NO. 3

ITEM #0651649A - CURED IN PLACE PIPE LINER Description:

This item shall consist of furnishing and installing a cured-in-place pipe (CIPP) liner necessary to rehabilitate storm drainage of the size specified on the plans. The work shall generally consist of design of the pipe liner, all required submittals, handling groundwater and stormwater, containment of rinse water, exposing the end of the pipe, storm drain cleaning, closed circuit television inspection throughout the operation, removal of obstructions and other pre-installation point repairs, resin impregnation, inversion using hydrostatic head, curing using circulated heated water or approved equal curing system, sealing of ends and transitions, leak control, and all required testing for acceptance.

The CIPP lining shall be a resin-impregnated, flexible polyester felt tube inserted into the

storm drain to be rehabilitated and cured-in-place by the use of circulating heated water. When cured, the liner shall form a continuous, tight fitting, hard, impermeable liner that

is resistant to contaminants, de-icing chemicals, trace amounts of gasoline and other oil products sometimes found in storm drain systems and soils adjacent to the pipe to be lined.

Point repairs to repair sections of pipe will be performed from within the pipe to be lined

prior to lining the pipe. Point repairs to repair sections of pipe through excavation from the ground surface as authorized by the Engineer will not be included in this item, but will be handled as extra work.

Handling water necessary to satisfactorily perform the cured in place pipe lining and

point repairs are included in the work under this item. Containment measures to ensure rinse waters do not discharge to the adjacent wetlands are also included in the work under this item. The Contractor shall submit working drawings for review for handling water and containment of rinse water. Materials: Tube: The tube supplied shall conform to the requirements of ASTM F 1216. The tube shall consist of one or more layers of flexible needled felt or an equivalent woven and/or non-woven material capable of carrying resin, withstanding installation pressures and curing temperatures. No single layer of the felt system shall be less than 1/16” in thickness. The material shall be able to stretch to fit irregular pipe sections and negotiate bends. The outside layer of the tube shall be constructed of an impermeable membrane with a material that is compatible with the resin used and which will isolate the curing water from the resin. The tube should be fabricated to a size that, when installed, will tightly fit the internal circumference and the length of the original conduit. Allowance should be made for circumferential stretching during inversion. Resin: A general purpose, unsaturated, styrene-based, thermoset resin and catalyst system or an epoxy resin and hardener that is compatible with the inversion process shall be used. The resin

91

Rev. Date 11/5/2018


must be able to cure in the presence of water and the initiation temperature for cure shall be less than 180 degrees F.

The CIPP system can be expected to have as a minimum, the following initial structural properties as determined by testing in accordance with ASTM D 790:

Flexural Strength 4500 psi Flexural Modulus 250,000 psi

The Contractor shall submit a certificate of compliance and a material certification in

conformance with Article 1.06.07 for the tube and resin. Construction Methods: The Contractor is responsible for the following work: Design of Pipe Liner a) Design Criteria: the cured in place pipe thickness shall be calculated and designed assuming a fully deteriorated existing pipe capable of carrying highway live loads in accordance with AASHTO HL-93 loading. b) Working Drawings: Prior to submittal of working drawings, the Contractor shall propose the type of lining and curing system to the Engineer for approval. The submittal shall include the installation Contractor with applicable project experience, appropriate reference specifications, codes and standards. After approval, the Contractor shall submit design calculations showing the thickness of the liner to be installed. This design shall be made in accordance with ASTM F-1216 and the project specifications. Designs shall indicate any assumptions made in addition to those specified, all calculations and inputs, and design output.

Measurements made by the Contractor to verify length and cross-section dimensions of the original storm drain pipe prior to ordering materials; the liner thickness to be provided for each segment to be rehabilitated; and information on the long-term flexural strength and long-term flexural modulus of the cured-in-place pipe lining system to be provided.

The Contractor shall submit a detailed procedure for installing the liner, including quantity calculations for tubing and resin, safety measures, videotaping equipment and personnel, proposed storm drain cleaning equipment and containment methods, acceptance testing methods and personnel.

If any of the assumptions used in the design are found to be different than actual field conditions, the Contractor shall resubmit the design calculations with both the original and revised computations.

Design of Containment Measures

92

Rev. Date 11/5/2018


The Contractor shall design and submit a containment measure working drawing for review. The working drawing will include discharge capacity, handling methods, containment devices and disposal plan. Bypass Flow Control Plan

The Contractor shall provide for bypass pumping of the flow of stormwater around the section designated for lining. Bypass pumping will be required for cleaning the pipe to be lined, televising the pipe, lining the pipe and final acceptance of the pipe. Bypass pumping will be included in the bid unit price of the item.

The Contractor shall protect the liner from the effects of stormwater and groundwater.

Storm Drain Cleaning The Contractor shall clean storm drain segments designated for inspection and/or

rehabilitation prior to performing the work and shall be solely responsible for his means and methods of cleaning. Cleaning of the storm drain shall consist of the removal of all contaminants, sand, silt, solids, roots, and other debris from each storm drain segment, including sags within any pipe segment and including manholes. Access for cleaning purposes shall only be via existing manhole openings or pipe outlet.

The Contractor shall be responsible for any material that flows downstream of the storm

drain being rehabilitated during construction. The Contractor shall take necessary precautions and install temporary dams at the downstream end of the lining work to prevent material from leaving the work area. All temporary devices and construction debris shall be removed prior to reinstating flow through the storm drain.

The Contractor shall take satisfactory precautions to protect the storm drain segments and

appurtenances from damage that might be inflicted upon them by the use of cleaning equipment. Any damage inflicted upon a storm drain segment or other property as a result of the Contractor’s cleaning operations shall be repaired by the Contractor at no additional cost to the State.

Selection of cleaning equipment and the method for cleaning shall be based on the

condition of pipe material of the storm drain segment at the time work commences, and shall comply with this specification. All equipment and devices shall be operated by experienced personnel so that storm drain lines are not damaged in the process of cleaning. If the Contractor‘s cleaning equipment becomes lodged in a storm drain, it shall be removed by the Contractor at no additional cost to the State. Effectiveness of equipment and operating method for cleaning shall be judged by the results obtained and subject to approval by the Engineer.

The flushing of any storm drain to facilitate the cleaning activities without the capture of

sediments, solids and debris is specifically prohibited. When hydraulic or high velocity cleaning equipment is used, a suitable sand trap, weir, or dam shall be constructed in the downstream

93

Rev. Date 11/5/2018


location in such a manner that all solids and debris are trapped and removed thereby preventing such material from passing into the next storm drain segment reach or outfall.

The Contractor shall remove all roots from the culvert walls and joints. Procedures may

include the use of mechanical equipment such as rodding machines, winches using root cutters and porcupines, and equipment such as high-velocity jet cleaners. The Contractor shall seal voids in the culvert where the root was removed as directed by the Engineer.

If cleaning of an entire storm drain section cannot be successfully performed from one

manhole, the Contractor shall immediately notify the Engineer. The Contractor shall then attempt cleaning on the other manhole or outfall. If successful cleaning cannot be performed on this reverse setup or the equipment fails to traverse entire storm drain section, it shall be assumed that a major blockage or defect exists. No additional payment allowance shall be made for reverse set-ups. The Contractor shall cease cleaning operations to avoid possible damage from continued operations.

The Contractor shall determine the location of major blockage(s) by measuring length of

hose or rod inserted from manholes or outfall at each end and immediately report location of blockage(s) to the Engineer. The Contractor shall provide a written, detailed sketch of the blockage. The Contractor may be directed to proceed with the pre-inspection videotaping at this point to properly assess the obstruction. A repair assessment will be provided to the Engineer. Repairs requiring excavation will be included in the bid unit price of this item. The repair shall include excavation and repair of the storm drain, protection of underground utilities, backfilling, and surface restoration. No additional payment will be made for videotaping the obstruction. No rehabilitation work shall proceed until the Contractor receives direction from State regarding removal of the obstruction.

The Contractor shall remove all contaminants, dirt, sand, rocks, grease and other solid or semisolid material and debris resulting from the cleaning operations from the downstream manhole or outfall of the storm drain segment being cleaned. Passing material to another storm drain segment shall not be permitted. If sludge, dirt, sand, rocks, grease and other sediment or debris resulting from the cleaning operations passes to downstream storm drain, the Contractor shall clean such downstream storm drain at no additional cost to the State.

The Contractor shall be responsible for the proper handling, hauling and disposal of all debris, silt, and accumulated solids removed from the storm drain in accordance with the environmental specifications contained elsewhere in these documents.

Determination of acceptance of storm drain cleaning will be based on inspection at manholes and viewing of video tape completed following cleaning. When the depth of debris remaining after cleaning shall be less than or equal to ¼ inch and no blockages exist, the Contractor may request to continue with the Pre-Installation Television Inspection with the mutual understanding that acceptance of the cleaning cannot occur until the videotape has been created and viewed.

94

Rev. Date 11/5/2018


Pre-Installation Television Inspection

It shall be the responsibility of the Contractor to video (TV) inspect the storm drain pipe immediately before the insertion of the impregnated tube to assure that the pipe is clean and existing pipe conditions are acceptable for lining.

Television inspection equipment shall have an accurate footage counter that displays on a remote monitor the exact distance of the camera from the centerline of the starting manhole. The camera shall be of the remotely operated pan and tilt type. The rotating camera and lighthead configuration shall provide 240 degrees of pan and tilt angle measuring centerline to centerline and 70 degree lens viewing angle.

The camera shall be color and shall provide a minimum of 460 lines of horizontal

resolution and 400 lines of vertical resolution. The image pick-up device shall contain in excess of 379,000 picture elements (pixels). Geometrical distortion of the image shall not exceed one percent. The color camera shall be equipped with the necessary circuitry to allow for the remote adjustment of the optical focus and iris from the power control unit at the viewing station.

Inspection of pipelines shall be performed by experienced personnel trained in locating

breaks, obstacles, and service connections by closed-circuit television inspection techniques. The interior of the pipeline shall be carefully inspected to determine the location and extent of all pipeline defects. The location of any conditions which may result in a limitation of rehabilitation techniques that could be used and/or prevent proper installation of designated rehabilitation materials in the pipelines shall be noted so that these conditions can be considered and, if necessary, corrected prior to actual rehabilitation.

The Contractor shall internally inspect, via closed circuit television inspection, the storm drain segments as required. Generally, inspection shall be completed one section at a time. Access for televising purposes shall only be via existing manholes. Should access to particular section be difficult and adjacent sections require television inspection, the Contractor may be allowed to complete inspection in multiple storm drain sections. When multiple storm drain sections are inspected using one setup, the Contractor shall zero the camera’s footage metering device at each subsequent manhole to establish uniform starting location of Station 0+00 for each line section televised.

At all defects and service connections, the camera shall be stopped and the pan and tilt features shall be used to obtain a clear picture. The camera shall be panned to view up each lateral or point of connection.

The Contractor shall record these inspections on DVD and on a suitable electronic log. TV inspection software shall be furnished by WinCan America or approved equal. Video shall include a visual and audio narrative noting the date, time of day, and depth of flow; storm drain segment number (segment numbers designations shall be approved by the Engineer); upstream manhole number; downstream manhole or outlet number; type and size of storm drain; closest

95

Rev. Date 11/5/2018


landmark and highway identification; beginning and ending tape counter numbers for each run (manhole to next manhole) of storm drain inspected; direction of movement of camera, heading, and direction of flow; location (start and end counter distances in feet from the beginning manhole’s centerline) and description of obstructions, structural defects, missing pieces of pipe, longitudinal and/or circumferential cracking, joint deterioration including open and/or offset joints, ovality, leakage or evidence thereof, corrosion, erosion, break-in connections, protruding connections, mineral deposits, roots, previous repairs, deposits on pipe walls, sags, and other abnormalities with respect to the storm drain’s condition with counter distance in feet from the beginning manhole’s centerline. The Contractor’s log shall contain the same information.

Video shall display at a minimum the date, pipe segment number (manhole number) and distance from the centerline of the upstream manhole. The distance between manholes shall be verified by measuring tape. If the counter distance and the taping distance differ by more than 2 feet per 100 feet, the run shall be re-televised by the Contractor at no additional cost to the State.

Video shall be maintained and delivered in a case, which shall display the project name, project number, date of inspection, manhole, segment number(s) inspected, and crew ID number. The entire length of any one storm drain segment shall be on one DVD. No segment shall be split between two DVDs. A DVD may have multiple segments, so long as an entire section is on one DVD. Original DVDs of all sections will be provided to the Engineer along with the respective television inspection field logs.

The Contractor shall perform a pre-lining television inspection to verify the quality of the preparatory work and to document that the storm drain is clean of all dirt and debris prior to lining. The Contractor shall correct non-conforming preparatory work as directed by the Engineer during the pre-lining inspection. The Contractor shall re-televise or have still digital photographs taken to verify and document the quality of the corrective work prior to lining at no additional cost to the State. The Contractor shall confirm that the conditions are suitable for lining.

The Contractor shall present on DVD a continuous image in complete conformance with these Specifications of not less than ninety percent (90%) of the internal pipe surface at all times, including sags in storm drains. The video tape shall be accompanied by a complete log. Maximum acceptable speed of camera through storm drain shall be 9.2 feet per minute. Lighting system shall be adequate for quality color picture at least 1.5 feet in front of the camera’s lens. The Contractor shall re-clean and televise any segment for which video tape does not present a clear image of at least 90% of the internal pipe surface at all times, and/or is accompanied by an incomplete log. Pre-installation Point Repairs:

The Contractor shall clear the line of obstructions such as solids and roots that will prevent the insertion of CIPP. The Contractor shall perform all necessary repairs to the storm drain.

96

Rev. Date 11/5/2018


If pre-installation inspection reveals an obstruction that will prevent the installation process, such as a dropped joint or a collapse, and cannot be removed by conventional cleaning equipment or by entering the storm drain from the manhole, then the Contractor shall make a point repair excavation to uncover and remove or repair the obstruction. Such excavation shall be approved in writing by the Engineer prior to the commencement of the work.

The Contractor shall control active leaks to the extent required to install the liner in

conformance with these specifications. If leaks are substantial enough to cause potential defects in the liner, they must be sealed with an acrylamide gel. The Contractor shall fill all void areas.

Where the storm drain to be lined changes size or shape, the Contractor shall furnish and

install tapered liner to provide smooth transition. Contractor shall fill potential void areas at transition with grout or gunite prior to lining.

Repair mortar shall be a single component, high strength polymer modified cementitious patching mortar. Material supplied shall have a set time of 15 to 30 minutes. A bonding agent shall be added to the repair mortar to reinforce the bond to the existing surface.

The epoxy coating shall be a 100% solid, corrosion resistant epoxy, capable of being applied to brick by brush or roller. The epoxy should be quick setting and specifically designed for submergence in stormwater. The epoxy shall be capable of being applied and cured in an active storm drain environment. Manholes and Liner Installation Access

Remove and replace sections of existing manholes for installation access as required for liner installation or as desired by Contractor to improve access to storm drain. The Contractor shall provide advance notice prior to the removal of brick manholes. The Contractor shall compile and submit a list of manholes that are to be modified for liner installation access well in advance of the lining work. The manholes shall be restored equal to or better than their original conditions as approved by the Engineer. The Contractor is responsible for verifying manhole dimensions. Resin Impregnation

All dimensions shall be field verified by the Contractor prior to manufacture of the liner. The lining tube fabricator shall confirm all dimensions and installation parameters with the Contractor prior to fabricating the tube and certify that tube has been fabricated to tightly fit the internal circumference of the original storm drain based on the data provided.

The length of the liner shall be that deemed necessary by the Contractor to effectively carry out installation and seal the liner at each manhole. All lengths shall be verified by the Contractor prior to fabrication.

The Contractor shall designate a location where the felt tube will be impregnated. The

quantity of resin used for tube impregnation shall be sufficient to fill the volume of air voids in

97

Rev. Date 11/5/2018


the tube with additional allowances for polymerization shrinkage and the loss of resin through cracks and irregularities in the original pipe wall. A vacuum impregnation process and a roller system shall be used to uniformly distribute the resin throughout the tube.

The resin impregnated liner shall be transported and kept in a refrigerated truck until the

time of installation. Transportation and storage of the resin impregnated liner shall be done so that the liner is not damaged, exposed to direct sunlight or creates a safety hazard. Inversion using Hydrostatic Head

Furnish and install the liner in the full length of storm drain as shown on the plans. Intermediate and end manholes shall be lined through with CIPP liner whenever possible to provide continuous rehabilitation. The resin impregnated felt tube shall be inserted into the existing storm drain via water inversion method. Methods that utilize cables and winches to invert the liner shall not be used. The hydrostatic head used during the installation process shall be as specified by the manufacturer, and shall be sufficient to hold the liner tight to the pipe wall and flared ends at the two access manholes or outfall. The same head shall be great enough to overcome or prevent infiltration from entering the pipeline during the curing process.

Curing using Circulated Heated Water

After the inversion process is completed, the Contractor shall supply a suitable heat source and water recirculation equipment to uniformly raise the water temperature to effect a cure of the resin. The Contractor shall also supply adequate equipment to monitor the temperature of the incoming and outgoing water supply. Another gage should be placed between the impregnated tube and the pipe invert at the termination to determine the temperatures during cure. The curing temperature, period of curing and cool down period shall be determined by the resin/catalyst manufacturer. The use of steam as the external heat source will not be allowed.

Initial cure will occur during temperature heat-up and is completed when exposed portions of the new pipe appear to be hard and sound and the remote temperature sensor indicates that the temperature is adequate. After the initial cure is reached, the temperature should be raised to the post-cure temperature as recommended by the manufacturer. Cool Down from Heated Water Cure

The new pipe should be cooled to a temperature below 100 degrees F (38 degrees C) before relieving the static head in the inversion standpipe. Cool-down may be accomplished by the introduction of cool water into the inversion standpipe to replace water being drained from a small hole made in the downstream end. Care should be taken in the release of static head so that a vacuum will not be developed that could damage the newly installed pipe. Sealing at Ends

All cut edges of the cured liner shall be sealed with the same resin as was used with the liner. The catalyst or hardener used shall be compatible with the resin/catalyst used in the liner previously, but shall not require an external heat source to begin the exothermic reaction

98

Rev. Date 11/5/2018


(curing). Cutting and sealing of the liner at manhole connections shall provide watertight pipe and manhole trough seals.

Any gap between installed liners in adjacent storm drain sections lined under this contract

shall be filled with the epoxy-coated repair mortar as specified. The gap shall be entirely filled to a depth equal to the height of the liner such that a smooth, uniform transition between the liners is created. Where the epoxy-coated repair mortar is applied in intermediate manholes that were not continuously lined, the mortar shall be applied to the same thickness of the liner and to the springline of the storm drain.

The gap shall be filled using repair mortar. The preparation, installation, curing, and

surface preparation of the repair mortar shall be in accordance with the manufacturer’s instructions.

The repair mortar section shall be epoxy-coated using the epoxy compound. The epoxy

coating application shall be in accordance with the instructions of the manufacturer of the epoxy. The minimum thickness of the epoxy coating shall be 20 mils.

In locations where liners have been overlapped, the top liner at the location of the overlap

shall be beveled to provide a smooth transition and reduce the height of the lip caused by the overlap to the greatest extent possible. Testing and Acceptance

Following installation of the liner, the liner shall be cleaned and debris removed. The Contractor shall then conduct a post-lining television inspection of the completed work. The post-lining television inspection shall verify the quality of the lining work, including the opening and sealing of manholes. The Contractor shall correct non-conforming lining work as noted from the post-lining inspections or otherwise noted by the Engineer. The Contractor shall re-televise or have still digital photographs taken to verify and document the quality of the corrective work at no additional cost to the State.

For each manhole-to-manhole segment, the Contractor shall prepare a written lateral log that documents accurate footages to the laterals, the date opened, and the reason for not opening laterals left closed. The lateral logs shall be signed by the Contractor’s field supervisor. The post-lining lateral logs shall be prepared and submitted to the Engineer in the field following lining for each segment.

The liner shall be evaluated by the Engineer based on a review of post-installation television recordings and certified test data for the installed pipe samples and shall be deemed acceptable if the following criteria are met:

1. No observable water infiltration. 2. All manholes are open and clear. All manhole connections are made watertight

using epoxy-coated mortar.

99

Rev. Date 11/5/2018


3. No observable evidence of splits, cracks, breaks, kinks, wrinkles larger than 1” perpendicular to storm drain flow that are not caused by the existing condition of the storm drain, delamination, or crazing in the liner.

If any defective liner is discovered after it has been installed, it shall be repaired to

achieve the specified acceptance criteria or, if that is not achievable, removed and replaced with either a sound liner or a new pipe at no additional cost to the State. Certification Testing:

The Contractor shall provide specimens from each length (inversion) of CIPP lining installed to allow an independent laboratory to conduct the tests specified below. CIPP samples shall be prepared and physical properties tested in accordance with ASTM F1216.

For each inversion, two CIPP samples shall be provided, using at least one of the

following two methods. At least one of the samples shall be a clamped mold sample as described in paragraph “ii.” below. The second sample may be taken per either paragraph “i.” or paragraph “ii.” below.

i. The sample shall be cut from a section of cured CIPP at an intermediate manhole

or at the termination point that has been inverted through a like diameter pipe which has been held in place by a suitable heat sink, such as sandbags.

ii. The sample shall be fabricated from material taken from the tube and the resin/catalyst system used and cured in a clamped mold placed in the downtube.

The samples for each of these cases shall be large enough to provide a minimum of three

specimens and a recommended five specimens. Each specimen shall be clearly marked to indicate the installed location of the liner, date of installation, pipe diameter, and the resin used.

For each specimen, the thickness shall be determined and the following test shall be

performed: Short-Term Flexural (Bending) Properties – The initial tangent flexural modulus of

elasticity and flexural yield strength in accordance with ASTM D790. Six (6) copies of the test results shall be sent directly to the Engineer by the Contractor’s

laboratory. The results shall report the actual test results for each of the properties being tested. The laboratory shall certify the reports as to the results and test method utilized.

Each individual reported value shall meet or exceed the value of that property as

specified in this Section. Should the test results not meet the minimum strength requirements, the State will have the option of rejecting the CIPP sections found to be defective. If rejected, the CIPP shall be repaired or, if that is not feasible, removed and replaced at no additional cost to the State.

100

Rev. Date 11/5/2018


Method of Measurement: This work will be measured for payment by the actual number of linear feet of cured in

place pipe liner installed and accepted. Measurement shall be made along the invert from one sealed end of the cured-in-place pipe installation to the other.

Point repairs performed from inside the pipe will not be measured for payment. External

point repairs as authorized by the Engineer are excavations from the ground surface to repair the pipe are to be performed only when inside repair is not feasible. External point repairs, when approved by the Engineer will be handled as Extra Work in accordance with Article 1.09.04.

Basis of Payment:

Cured-in-Place Pipe Lining will be paid at the contract unit price per linear feet for the storm drain of the type and size specified, complete in place, which price shall include design of the pipe liner, all required submittals, bypass pumping, groundwater and storm water handling, storm drain cleaning, pre- and post-construction videotaping, installation, dust/erosion control, containment measures, internal point repairs, testing, repairing existing manholes impacted by the liner installation, site restoration and all materials, equipment, tools and labor incidental to the installation and acceptance of the work.

101

Rev. Date 11/1/18


ITEM #0819002A - PENETRATING SEALER PROTECTIVE COMPOUND Description: Work under this item shall consist of cleaning concrete surfaces of dirt, dust and debris, and furnishing and applying a clear, penetrating sealer as noted in this specification and as directed by the Engineer, to provide a hydrophobic barrier against the intrusion of moisture. This work also includes furnishing, installing and removing platforms, scaffolding, ladders and other means of access as well as shields, as required, to protect adjacent areas from overspray. The Contractor shall apply penetrating sealer protective compound to locations noted in the table below or as directed by the engineer. These locations shall include, but not be limited to, all inside and top faces of concrete parapets on: bridges, wingwalls, and retaining walls, as well as vertical faces of abutments, piers, pier caps and wingwalls subject to roadway salt spray. Other locations include, substructure elements below a deck joint which has potential to leak, such as bridge seats, backwalls, keeper blocks and cheek walls for bridges that do not have the slab over backwall detail and pier caps. Penetrating sealer shall be applied to both new, patched, and existing concrete surfaces. Penetrating sealer shall not be applied to concrete surfaces that have been previously treated with coatings or curing compounds that would hinder penetration of the sealer into the concrete. Penetrating sealer will be required on all cast-in-place concrete highway barrier/transitions including the cast-in-place concrete cap and all existing concrete barrier and cap within the project limits. Materials: The penetrating sealer shall be a single component, 100% silane or silane siloxane from the list of materials below. The material shall be selected in anticipation of the expected ambient and surface temperature at the time of installation. The following products may be used when ambient and surface temperatures are 40°F and above:

SIL-ACT ATS-100 (Silane) Advanced Chemical Technologies, Inc. 9608 North Robinson Ave. Oklahoma City, OK 73114 405-843-2585 www.advchemtech.com

Armor SX 5000 EXT-100 or SX 5000 WB (Silane Siloxane) Foundation Armor, LLC. 472 Amherst St. STE 14 Nashua, NH 03063 866-306-0246 www.foundationarmor.com Aquinil Plus 100 (Silane) ChemMasters 300 Edwards Street Madison, OH 44057 440-428-2105, 800-486-7866 www.chemmasters.net/Aquanil100.php

102

Rev. Date 11/1/18


The following product may be used when ambient and surface temperatures are 20°F and above:

Certi-Vex Penseal 244 100% (Silane) Vexcon Chemicals 7240 State Road Philadelphia, PA 19135 888-839-2661 www.Vexcon.com

Construction Methods: Submittals: The Contractor shall submit to the Engineer Safety Data Sheets (SDS) and product literature for the selected product. The literature shall include written instructions how to apply the product to vertical and horizontal surfaces, and where required, overhead surfaces. The Contractor shall submit to the Engineer, in accordance with Article 1.05.02, written procedures for cleaning the concrete surfaces. The submittal shall include proposed equipment and materials and shall address how adjacent traffic and other areas shall be protected from dust, debris and overspray during the cleaning and application processes. Where the sealer is to be applied to parapets before pavement is placed, the submittal shall address protecting the deck and curb to which membrane waterproofing will be applied. Should the membrane already be present, the submittal shall address protecting the membrane. It shall also indicate how vegetation shall be protected from overspray. The submittal shall address the conditions under which work may proceed, including wind speed, temperature and precipitation. It shall also include procedures to be followed to protect the work should unfavorable weather conditions occur before the product has been absorbed. The Contractor shall inspect the surfaces to be sealed to identify surface cleaning needs before submitting the procedures. The Contractor shall identify conditions that need repair or surfaces that may require special attention or cleaning procedures. Such observations shall be addressed in the written procedures. Locations: The following table provides locations of areas that will require penetrating sealer protective compound:

Project No. 63-703 Bridge No. Description of Area to be Sealed 00813 Proposed Concrete Parapets NB, Proposed Concrete Parapet SB Median Only,

Existing & Proposed Wingwall Parapets, Proposed & Existing Piers and Pier Caps NB & SB, Proposed Concrete Pier Barrier, Proposed & Existing Abutment Backwalls, Cheek Walls, Keeper Blocks & Seats NB & SB

01466 Proposed Concrete Parapets NB, Proposed Concrete Parapet SB Median Only, Existing & Proposed Wingwall Parapets, Proposed and Existing Piers and Pier Caps NB & SB, Proposed Concrete Pier Barrier

103

Rev. Date 11/1/18


00480 Proposed Concrete Parapets NB, Proposed Concrete Parapet SB Median Only, Existing & Proposed Wingwall Parapets, Proposed & Existing Abutment Stems NB & SB, Proposed & Existing Wingwall Stems NB & SB

05922 Existing Concrete Parapets on Bridge and Wingwalls 06947 Proposed Concrete Bridge and Wingwall Parapets, Proposed Concrete Abutment

& Wingwall Stems, All Proposed Concrete Piers, All surfaces of vault below finger joint

06000A&B All Proposed & Existing Bridge Parapets NB & SB, Existing Wingwall Parapets NB & SB, Proposed & Existing Abutment No. 1 stem and Pier No. 1 (side facing I-91 only)

06043A&B Proposed & Existing Bridge Parapets NB & SB, Proposed & Existing Wingwall Parapets NB & SB

05796 Proposed & Existing Bridge Parapets NB & SB, Proposed & Existing Wingwall Parapets NB & SB, Proposed & Existing Backwalls, Cheek Walls, Keeper Blocks & Seats

Retaining Wall No. Description of Area to be Sealed

W103A&B Proposed Concrete Parapet W104A&B Proposed Concrete Parapet W105 Proposed Concrete Parapet W106 Proposed Concrete Parapet W107 Proposed Concrete Parapet RW 63-434-W103

Proposed Concrete Parapet

Highway Barrier - Description of Area to be Sealed

Proposed cast-in-place concrete highway barrier/transitions including cast-in-place concrete cap.Existing concrete barrier and concrete cap to remain within the project limits.

Project No. 159-191 Bridge No. Description of Area to be Sealed 00480 Existing & Proposed Concrete SB Parapet (Right Side) 00813 Existing & Proposed Concrete SB Parapet (Right Side) 01459 Existing & Proposed Concrete; Outside & Median Parapets 01460 Existing & Proposed Concrete; Outside & Median Parapets 01466 Existing & Proposed Concrete SB Parapet (Right Side)

These locations may be changed based on site conditions, as directed by the Engineer. Limits of Application: Limits of application for concrete parapets shall be the roadway facing surfaces (inside face), parapet ends and top surfaces. Sealer shall be applied starting at top edge of

104

Rev. Date 11/1/18


waterproofing membrane or top of milled bituminous if deck is not exposed, whichever is lower. Sealer shall not be applied to surfaces that are to receive a waterproofing membrane and these areas shall be adequately masked off if the sealer is applied before the membrane. Limits for abutments, piers, pier caps and wingwalls stems shall be vertical surfaces starting at final adjacent grade and continuing full height of the structure. Only vertical surfaces facing traffic or are considered leading and trailing ends are to be coated unless directed otherwise by the Engineer. Additionally, for abutments and piers with deck joints having potential to leak onto bridge seats, horizontal surfaces (abutment seats, top of pier cap, bearing pedestals, cheek walls, and keeper blocks) shall also be coated, as well as the vertical face of the backwalls, pedestals, check walls, and keeper blocks. Surface Preparation: Concrete surfaces to which penetrating sealer will be applied shall be dry, clean and free of grease, oil and other surface contaminants. New concrete and newly placed repair concrete shall be allowed to cure for at least 28 days before applying sealer. After rain or water cleaning, allow existing concrete surfaces to dry for at least 8 hours before applying sealer. Dry surfaces may be cleaned by sweeping with brushes or brooms, and blowing clean with oil-free, compressed air. The Contractor shall take care not to damage the concrete surface finish during cleaning operations. Care shall be taken so that cleaning methods do not damage joint sealant or other components of the structure. Application: Application of the sealer can only begin after the Engineer evaluates the concrete surfaces for cleanliness and moisture, and determines that conditions are appropriate for application. The sealer shall saturate the concrete surface with a rate of application of 200 square feet per gallon of sealer. The dispersion shall run six to eight inches down a vertical surface from the spray pattern. The maximum run-down is 12 inches. The Contractor shall monitor and record the number of square feet per gallon of sealer used to verify that the required application rate is being met. Additional sealer may be needed if surfaces are porous, rough or textured. The Engineer will inspect the concrete surface during application and after the sealer has had adequate time to penetrate. As a test, water sprayed from a bottle on the sealed surface shall bead up and not be absorbed. Should water be absorbed into the concrete at a test area, additional areas shall be tested to determine which areas should receive additional application of sealer. The Contractor shall apply additional sealer to the identified areas until absorption of water is prevented. Method of Measurement: This work will be measured for payment by the actual number of square yards of concrete surface, coated completely and accepted, within the limits designated by the Engineer. The area will be measured once, regardless of the number of applications required. Bevels, rustications and other surface irregularities will not be included in the measurement, but will be included in the overall measurement and shall be coated. Basis of Payment: This work will be paid for at the Contract unit price per square yard for “Penetrating Sealer Protective Compound,” complete, which price shall include all equipment tools, labor and materials, incidental thereto, including the preparation of the concrete surfaces and proper disposal of debris.

105

Rev. Date 11/1/18


Pay Item Pay Unit Penetrating Sealer Protective Compound s.y.

106

63‐703 & 159‐191 ITEM #0901005A ADDENDUM NO. 3

ITEM #0901005A - BOLLARD

Description: Work under this item shall consist of furnishing and installing steel concrete filled bollards at the locations called for on the plans, or as directed by the Engineer.

Materials: Steel bollard: Schedule 80 galvanized steel pipe, 6 inch nominal size (6.625” O.D.), conforming to the requirements of ASTM-A53.

Concrete: Shall meet the requirements of CTDOT Standard Specifications Form 817, Section M.03 Portland Cement Concrete for Class “A” Concrete.

Construction Methods: Bollards shall be installed in the locations shown on the plans. The steel pipe shall be securely set plumb in concrete and filled with concrete. The steel pipe shall be painted yellow.

Method of Measurement: This work will be measured for Payment by the actual number of bollards installed, accepted and measured in place.

Basis of Payment: This work will be paid for at the unit price for each “Bollard” complete in place, which shall include all material, tools and labor incidental thereto.

Pay Item Pay Unit Bollard EA

107

ITEM # 0916111A, ITEM # 0916123AADDENDUM 3

63-703 & 159-191

11/05/2018

ITEM #0916111A - NOISE BARRIER WALL (STRUCTURE) ITEM #0916123A - NOISE BARRIER WALL – TRANSPARENT (STRUCTURE) Description: Work under this item shall consist of designing, fabricating, furnishing and erecting a Noise Barrier Wall (Structure) and Noise Barrier Wall – Transparent (Structure) to be supported by an appurtenant structure at the locations shown on the Contract Drawings, in this specification, or as directed by the Engineer. Noise Barrier Wall (Structure) shall have a reinforced normal-weight concrete core and by virtue of its overall construction and composition, is impervious to the passage of light and has the ability to absorb noise. Noise Barrier Wall – Transparent (Structure) shall be an acrylic and rigid monolithic sheet and by virtue of its overall construction and composition, is pervious to the passage of light and has the ability to reflect noise. The structural support system of the Noise Barrier Wall (Structure) or Noise Barrier Wall – Transparent (Structure) attached to new construction as indicated in the Contract Drawings. This specialized construction of a noise barrier wall shall be fully designed, detailed and manufactured taking into account its structural adequacy and integrity with the supporting structure. The noise barrier walls shall match the existing noise barrier walls for the type depicted on the plans. The Contractor is directed to verify at the site, all dimensions and information pertaining to the existing construction that are needed in the design, preparation of Working Drawings and in the overall execution of this project. The Contract Drawings for this project contain only conceptual and schematic interpretations for the general approach of design. The Contractor shall prepare its structural design calculations and Working Drawings based on the concept and scheme as presented in the Contract Drawings, and in conformance with this specification. The structural design calculations and Working Drawings prepared by the Contractor shall be reviewed and approved by the Engineer prior to the start of fabrication of any element of the Noise Barrier Wall (Structure) and Noise Barrier Wall – Transparent (Structure). The intent is that the proposed Noise Barrier Wall (Structure) shall match the existing wall; specifically:

Color Texture Surface finish Vertical and horizontal line patterns and depth ribs (depth and spacing)

108


63-703 & 159-191

11/05/2018

Configuration of panels and posts

The Contractor is explicitly notified that no other types of Noise Barrier Wall – Transparent (Structure) shall be approved to be constructed at each specific site other than the types shown in the Contract Drawings. Materials: The materials to be used for the various components of the Noise Barrier Wall (Structure) and Noise Barrier Wall – Transparent (Structure), including all appurtenant support systems, shall be as specified in the Contract Drawings. The Noise Barrier Wall (Structure) and Noise Barrier Wall – Transparent (Structure) chosen shall be as shown on the Contract Drawings and in this Specification. The Contractor shall not commence with the production of its proposed system of Noise Barrier Wall (Structure) or Noise Barrier Wall – Transparent (Structure) without the Engineer's review and written approval. Noise Barrier Wall – Transparent (Structure) shall be:

Acrylite Soundstop CT GSCC NBS Armtec 8270 Greensboro Drive McLean, VA 22102 (860) 615-2037 www.armtec.com

The materials used for the types of noise barrier walls shall be durable, and not be prone to developing openings, cracks or gaps from loading, warping, splitting, shrinkage, expansion, delamination, weathering and other weather-related and climactic-induced deterioration. The noise barrier wall panels shall be U.V.-resistant, flame-retardant, and could resist degradation from ozone, hydrocarbons and freeze-thaw cycling. The Noise Barrier Wall (Structure) shall be able to provide a minimum Sound Transmission Class (S.T.C.) rating of 34 measured by ASTM E90. The Noise Reduction Coefficient (N.R.C.) shall have a minimum rating of 0.70, as measured by ASTM C423 and E 795. The sound- absorbing portions of the wall shall be durable and resistant against deterioration of material and damage from moderate scratch and abrasion and shall have a minimum of 20-year life cycle free from peeling, rotting or visible deterioration. The Noise Barrier Wall shall have a textured surface pattern to match the existing noise barrier wall, other patterns will not be acceptable. If both sides of the Noise Barrier Wall (Structure) contain a textured surface pattern, the side of the panels covered with the sound-absorbing material shall consistently face the roadway throughout the project. The sound-absorbing material shall be installed on the entire wall face that is exposed to the roadway.

109


63-703 & 159-191

11/05/2018

The color of the Noise Barrier Wall shall match the existing noise barrier wall, conforming to Federal Standard 595 Colors except if specified otherwise on the plans. Only one color may be used on the wall components to maintain uniformity, except where specified otherwise on the Contract plans.

Federal Standard 595 Color No. Color FS 36492 GrayFS 34230 Green FS 30215 Brown FS 36622 Gray

The Noise Barrier Wall (Structure) panels shall be integrally-pigmented to a significant depth into its cross-section in conformance with the requirements of ASTM C979, in order to produce a uniform color should the panel become scratched, chipped or otherwise surface-damaged. Variation in color or shading from panel to panel shall not be acceptable. Field-staining or painting to achieve a uniform overall color is not allowed. Individualized design panels may vary from standard wall colors, textures, and patterns, as depicted in the Contract Drawings. The Noise Barrier Wall (Structure) shall have a suitable surface for repainting, staining, sandblasting or other acceptable method of returning the panels to their original color and texture should they become damaged after construction. Touching-up, re-staining, repainting, or sandblasting portions of the panels shall not result in visible color variation. The manufacturer of the Noise Barrier Wall (Structure) and Noise Barrier Wall – Transparent (Structure) shall provide to the Department, an Aesthetic Coating Warranty of its product that covers a minimum of ten (10) years. The Contractor shall also supply the Department with two (2) full-panel sections of Noise Barrier Wall (Structure) measuring 4 feet high, as well as two (2) full-panel sections of Noise Barrier Wall – Transparent (Structure) of similar length and width as the panels to be constructed. These panels of noise barrier walls shall be of the same color and pattern as the Noise Barrier Wall (Structure) and Noise Barrier Wall – Transparent (Structure) to be constructed. These noise barrier wall panels shall be delivered and unloaded at a recommended D.O.T. Maintenance Facility that will be ultimately responsible for the maintenance of the Noise Barrier Walls. These noise barrier panels are intended to be used by the Department for future repair of damaged panels. Other: All other materials shall conform to the requirements as indicated on the approved Working

110


63-703 & 159-191

11/05/2018

Drawings of the specific system of Noise Barrier Wall (Structure) and Noise Barrier Wall – Transparent (Structure) selected for the project. Construction Methods: Design: The Noise Barrier Wall (Structure) and Noise Barrier Wall – Transparent (Structure), including all structural supports such as but not limited to, reinforced concrete parapets or retaining walls, barrier curbs, columns, piles, caissons and footings, anchor bolts, and structural steel columns, beams, bolts and plates for the framing and support of the noise barrier wall, shall be designed for the most severe combination of gravity and lateral loads in accordance with the AASHTO LRFD Bridge Design Specifications, 7th edition (2014) with the interim specifications up to and including 2016. The structural design of Noise Barrier Wall (Structure) and Noise Barrier Wall – Transparent (Structure) shall take into account any expansion and contraction movements of the various framing components and supporting structures due to changes in temperature, most especially at locations in proximity with expansion joints at the bridge deck and parapets. A thermal expansion and contraction of not less than 1 ½ inches of the bridge deck, bridge, wingwall or retaining wall parapets at all expansion joints must be accounted for in the design. Provisions to account for the localized and global effects of these temperature-induced movements in the design of the various framing components and supporting structures must be explicitly detailed in the Contractor’s Working Drawings. All steel components of the structural system supporting the Noise Barrier Wall (Structure), including but not limited to beams, columns, base plates and anchor bolts shall be galvanized after fabrication. The visible sections of the Noise Barrier Wall (Structure) shall have the same color, pattern, texture and height of individual panels as that of the adjacent sections of Noise Barrier Wall in the Highway portions of the project, unless otherwise specified in the Contract Drawings or this Specification. At a minimum, the top of the Noise Barrier Wall (Structure) and Noise Barrier Wall – Transparent (Structure) shall be at the Top of the Wall Elevations shown on the Contract Drawings. The bottom panel of the Noise Barrier Wall (Structure) shall have a minimum height of 4 feet. The Noise Barrier Wall (Structure) and Noise Barrier Wall – Transparent (Structure) shall also be designed in accordance with the manufacturer’s requirements, details and specifications for the type of wall chosen if proved that such design parameters are consistent with, or more adequate and stringent than the design requirements established in this Specification or in the

111


63-703 & 159-191

11/05/2018

Contract Drawings, and if reviewed and approved by the Engineer. The concrete Noise Barrier Wall (Structure) shall have an integral cap with a minimum height of 6” on the top panels. The caps shall not be cast with a sound-absorptive material. The Noise Barrier Wall – Transparent (Structure) of reflective type shall have a consistent smoky-brown color and uniform bird warning stripes in all panels. The manufacturer shall provide facilities and qualified personnel to perform all specification tests and maintain an acceptable quality control program meeting the requirements of ISO/TS 16949. To ensure absolute quality, the manufacturer of Noise Barrier Wall – Transparent (Structure) shall provide Proof of Compliance for the production of panels. The plastic sheet of the Noise Barrier Wall – Transparent (Structure) shall meet the following “Performance Requirements”. PERFORMANCE REQUIREMENTS

The plastic sheet of the Noise Barrier Wall – Transparent (Structure) shall meet the following: “Transparent Sheet Optical Requirements”:

TRANSPARENT SHEET OPTICAL REQUIREMENTS

After exposure to outdoor weathering for a period of 10 years or accelerated weathering in accordance with ASTM G 155, Cycle 1, for a period of 10,000 hours, the plastic sheet shall show no evidence of cracking or crazing and shall comply with the requirements for “Resistance to Weathering” as follows: RESISTANCE TO WEATHERING

PROPERTY REQUIREMENT ASTM Test Method Light Transmission >88% D 1003 Haze <10% D 1003

PROPERTY REQUIREMENT ASTM Method Tensile Strength >9,250 psi D 638Flexural Modulus >445,000 psi D 790 Rockwell Hardness >M-90 D 785STC >34 E 90 / E 413

PROPERTY REQUIREMENT ASTM Method Light Transmission >88% D 1003 Haze <1.5% D 1003 Yellowness Index <1 D 1003

112


63-703 & 159-191

11/05/2018

Yellowness Index <5 D 1003 Tensile Strength >75% of Initial Value D 638 Flexural Strength >75% of Initial Value D 790

The plastic sheet shall meet the “Flammability Requirements” as follows: FLAMMABILITY REQUIREMENTS Shatter Resistance for Noise Barrier Wall – Transparent (Structure): The panels shall have the capability to contain fragments in the event that the panel is broken during vehicle collision. The plastic sheet shall be secured in such a way that the fragments do not fall when they are deformed or broken. The acrylic sheets shall be secured in a 4-sided frame. The restraint system shall be designed to withstand the self-weight of the relevant parts multiplied by a factor of 4. There shall be a continuous upper crash rail that runs along the entire length of the Noise Barrier Wall-Transparent (Structure) to protect the noise barrier posts and panels from the cargo box of a truck. The centerline of the crash rail shall be set at elevation 10’-8” from the top of roadway at the gutter line. If not restricted by geometry or roadway profile, the crash rail shall be constructed parallel with the top of the panels throughout. The face of the crash rail facing the travel way shall be aligned with the vertical projection of the inside face of the existing traffic guard rail on the parapet. The inside face of the guardrail shall be its surface that faces the travel way. The crash rail shall be made of ASTM A500 Grade B steel. All ends of crash rails shall be transitioned within the framing system in such a way to eliminate any blunt end or protrusion that could be snagged by moving vehicles. After an impact of 53 kips (6kJ), in accordance with EN 1974-2, Annex B, fragments that are released from the plastic sheet shall meet the following requirements: Pieces of test specimen that are released shall be no larger than 0.040 square inch (25 square millimeters) and shall weigh no more than 0.22 lbs. (0.10 kg.). Pieces of specimens that are released shall be no longer than 6 inches (15 centimeters). Rigid pieces or the test specimen that are released shall have angles of less than 15 degrees and shall weigh no more than 0.22 lbs. (0.10 kg.). No pieces shall weigh more than 0.88 lbs. (0.40 kg.). These criteria shall apply only for one collision incident. Impact Resistance for Noise Barrier Wall – Transparent (Structure): In order to withstand the

PROPERTY REQUIREMENT Test Method Resistance to Brush Fire Class 2 EN 1794-2 Horizontal Burn Rate <2.5 in./min. ASTM D 635 Smoke Density <50% ASTM D 2843 Self-Ignition >650 Degrees Fahrenheit ASTM D 1929

113


63-703 & 159-191

11/05/2018

impact of stones thrown up from the road surface, the plastic sheet shall meet the requirements of EN 1794-1, Appendix C. After 10 years of outdoor exposure or 10,000 hours of xenon arc accelerated weathering, the plastic sheet shall retain at least 75% of its original impact strength when tested in accordance with ASTM D 4812, “Standard Test Method for Un-notched Cantilever Beam Impact Resistance of Plastics”. The plastic sheet shall retain at least 75% of its impact strength when tested over the temperature range of 73 degrees Fahrenheit to 0 degrees Fahrenheit, and tested in accordance with ASTM D 4812. Required Glazing for Noise Barrier Wall – Transparent (Structure): As a safety glazing material, the plastic sheet shall comply with the requirements of ANSI Z 97.1. Resistance to Roadside Chemicals for Noise Barrier Wall – Transparent (Structure): The plastic sheet shall be resistant to standard de-icing chemicals, such as calcium chloride, magnesium chloride, potassium acetate, calcium/magnesium acetate and sodium acetate. Edge Conditioning for Noise Barrier Wall – Transparent (Structure): To avoid thermal and stress cracking, all edges of the acrylic must be cut smooth in straight line and without defects. The Contractor must observe all of the Manufacturer’s instructions and guidelines in transporting, handling and storing the acrylic sheets at the jobsite, and in the eventual cleaning of the sheets after installation. The horizontal joint lines between panels in Noise Barrier Wall (Structure) and Noise Barrier Wall – Transparent (Structure) shall match for a minimum distance of 60 feet. If steps-up are required in cases of significant changes in grade, the elevation difference between the horizontal joints of adjacent panels shall not be less than 3” or greater than 12”. These requirements shall also apply to the top elevations of the walls. Strict adherence to these requirements may be waived at angle breaks greater than 30 degrees or as approved by the Engineer. When a particular type of noise barrier wall transitions into a different type, or when a segment of noise barrier wall transitions onto an adjacent segment as necessitated by geometric offset on plan and/or elevation or by the differences in the support structures, or as indicated in the Contract Drawings, the Contractor shall be responsible for the design of the transition and connection components of the noise barrier wall systems. All longitudinal gaps between the noise barrier wall panels and the top of parapets must be provided with auxiliary members to close such gaps and prevent the escape of noise. The system or mechanism to prevent the escape of noise through these gaps must be designed by the manufacturers of Noise Barrier Wall (Structure) and Noise Barrier Wall – Transparent (Structure), and be clearly detailed in the Contractor’s Working Drawings. The design and detail drawings must take into account the relative movements between the noise barrier wall panels and parapets.

114


63-703 & 159-191

11/05/2018

Submittals: All panel units shall be installed in accordance with the Manufacturer's recommendations by an Installer who is duly qualified, approved and certified by the Manufacturer to perform the work, and who exhibits reasonable familiarity and experience for the type of work involved in the installation of Noise Barrier Wall (Structure) or Noise Barrier Wall – Transparent (Structure) described in this Specification and Contract Drawings. The qualifications of the installer shall be submitted for approval. The Contractor shall be fully responsible for the structural design, preparation of drawings and conformance to all additional specifications required for the selected Noise Barrier Wall (Structure) and Noise Barrier Wall – Transparent (Structure). The Designer or Responsible Engineer shall have at least Five (5) years of professional experience in the structural design of the afore-mentioned types of noise barrier walls.

The qualifications of proposed Professional Engineer shall be submitted for review and approval.

All drawings to be submitted by the Contractor shall conform to Article 1.05.02 of Form 817 regarding Working Drawings with the following additions: Preliminary Submissions for Proprietary Noise Barrier Wall (Structure) and Noise Barrier Wall – Transparent (Structure): Prior to the start of fabrication or the construction of the Noise Barrier Wall (Structure) and Noise Barrier Wall – Transparent (Structure), the Contractor shall submit to the Engineer a design package for review and approval by the Engineer in accordance with Article 1.05.02. The design package shall include, but not be limited to the following: Working Drawings and Structural Design Calculations: For noise walls on proprietary retaining walls, working drawings for retaining walls and noise walls shall be submitted at the same time for review. 1. All Plans and Computations to be submitted to the Engineer shall be stamped by a

licensed Professional Engineer in the State of Connecticut, who shall also be available for consultation in interpreting his computations and drawings, and in the resolution of any issues that may occur during the performance of his work.

2. Full Plan View, drawn to scale, of the Noise Barrier Wall. This view shall show: a. Beginning and end of the wall, as well as any angle points; b. Posts shall be identified, numbered and located with the proposed coordinates; c. Project roadway baselines with 100-ft stations labeled; d. Location of existing and/or proposed cantilever and truss sign supports, if any; e. Location of existing and/or proposed utilities. (Any existing utilities which are

shown on the plans should be verified in the field.) 3. Full Elevation View (Roadway side), drawn to scale, of the Noise Barrier Wall, and

including: a. Elevations of the finished top and bottom of the Noise Barrier Wall panels at all

115


63-703 & 159-191

11/05/2018

locations; b. Panel sizes; c. Location of horizontal angle points; d. Post lengths: e. Transitions between different wall styles or types; f. The approximate locations of 100-ft. baseline stations (perpendicular); g. Location of access for fire hoses or other appurtenances as applicable.

4. Drawings shall include Plans, Details and Sections for the following:

a. Representative wall panels showing the pattern, color, and texture of the proposed Noise Barrier Wall

b. Any individualized design panel depicting pattern, dimensions, depth of pattern, textures, and colors

c. Footings for all expected soil conditions (soil, rock, partial soil/rock) d. Attachment and anchorage of the Noise Barrier Wall gravity and lateral loads

resisting systems onto the parapets of the existing bridge and wingwalls or onto new concrete columns, considering: i. Anchor bolts in sustained tension loading must not be installed in a chemical

anchoring material. ii. Show arrangement of anchor bolts on plan and section.

iii. Consideration of tolerances for the locations of Noise Barrier Wall posts relative to locations of expansion joints in the parapets.

iv. Details and methods for eliminating gaps between the parapet top and side with the Noise Barrier Wall panels.

v. Allowable installation tolerances for posts including allowable variations of horizontal spacing and from plumb.

e. New columns and footings supporting the Noise Barrier Wall gravity and lateral loads resisting systems

f. Transition between different wall styles or types g. Transition between walls at geometric offset on plan and elevation h. Transition between walls on different supporting structures i. Provisions for temperature expansion and contraction in the wall support systems. j. Methods of protection of any existing utilities, facilities and sub- structures

during the construction of the Noise Barrier Wall k. Any false-work required to temporarily support the components during

construction. l. Construction and installation procedures; including on proposed retaining walls m. Allowable fabrication tolerances for wall panels and posts

5. Calculations shall include: a. Computations shall clearly comply with and reference applicable AASTHO

provisions. b. Structural design for the footings/foundations for the Noise Barrier Wall, modeling

all expected soil conditions (soil, rock, partial soil/rock). c. Structural design for the support and framing systems of the Noise Barrier Wall for

116


63-703 & 159-191

11/05/2018

the combination of gravity and lateral loads (wind and seismic). d. Structural design for the attachment and anchorage of the support and framing

systems of the Noise Barrier Wall for the combination of gravity and lateral loads (wind and seismic).

e. Structural design for the gravity and lateral (wind, seismic and vehicle impact load) load resisting systems of the Noise Barrier Wall.

f. Documentation of computer programs utilized, including all design parameters. Final Submissions of Noise Barrier Wall (Structure) and Noise Barrier Wall – Transparent (Structure) Drawings: Once the Working Drawings for the Noise Barrier Wall (Structure) and Noise Barrier Wall – Transparent (Structure) have been reviewed and accepted by the Department, the Contractor shall submit the Final Plans. The final submission shall be made within 14 days of acceptance of the working drawing submittal by the Department. No fabrication shall be performed on the walls until the final submission has been received. Acceptance of the final design shall not relieve the Contractor of his responsibility under the Contract for the successful completion of the work. Construction Specifications: 1) Construction tolerances, methods and material specifications specific to the noise

barrier walls chosen shall be provided to the Department. Submittal requirements for materials such as certification, quality, and acceptance/rejection criteria should be included.

2) Any requirements from the Manufacturer specific to the noise barrier wall that are not stated herein shall also be included.

3) Tolerances: All noise barrier wall components shall conform to the following: Posts a) Post Dimension Tolerances:

i) Post Height = +1/2” Post Vertical Sweep:

ii) Posts < 16’ long = +1/8” 2. Posts > 16’ long = +1/4”

b) Post Installation:

i) In horizontal plane from plan location = +1” ii) In horizontal plane from center of cylindrical footing = +1” iii) In horizontal plane from adjacent post = +1/2” iv) Post plumb = +1/8” per 10’ of wall height

117


63-703 & 159-191

11/05/2018

Panels c) Panel Dimension Tolerances:

i) Panel Length and Height = +1/4” ii) Panel Structural Thickness = +1/4” iii) Panel Absorptive Material Thickness = +1/4” iv) Panel Horizontal Sweep = +1/8” v) Panel Vertical Sweep = +1/8”

d) Position of Lifting Inserts: i) Along Panel Length = +1” ii) Along Panel Thickness = +1/4”

e) Reinforcing Steel Tolerances: i) Splice = +1” from Standard Lap Splice Requirement ii) Concrete Cover = +2” iii) Other

4) There shall be no openings in the wall or under the wall, which would allow sound transmission.

Fabrication of Panels: Textured Surface Treatment: Formed surfaces other than the exposed face shall not require a textured finish. The textured surface finish shall be similar and consistent in material and construction with that of the Highway portion of Noise Barrier Wall in the project. If the proposed noise barrier wall is being used to replace an existing noise barrier wall, the top of the proposed noise barrier wall shall be constructed to no lower than the top elevation of the existing wall or as shown on the Contract Plans, or unless specifically noted otherwise. The Contractor shall provide two sample panels of the Noise Barrier Wall – Transparent (Structure), matching the proposed actual construction in material, texture and color prior to the start of actual production, as follows: 1. One (1) 24” x 24” x Full Thickness shall be provided for the Engineer’s approval as to the

material, color and surface treatments. The production of panels may not commence without the Engineer’s approval.

2. One (1) Full Width x Full Thickness x 4 Feet High model panel, to be used as a guide, standard and for comparison purposes for the material, color and surface treatment of the production panels. This model panel shall be kept in the fabricator’s plant during the production of panels, and may be used in the project at the end of production operations with the permission of the Engineer.

Unexpected Obstructions: If during construction, the avoidance of unexpected or unforeseen obstructions requires the revision of portions of the original design, the Contractor shall provide a revised design of the affected portions for review and written approval by the Engineer.

118


63-703 & 159-191

11/05/2018

Construction: The Contractor shall schedule its construction operations such that access to the areas behind the walls would not be required in the performance of the remainder of the work once access has been rendered difficult or inexpedient. The Contractor, having caused its own access to be restricted or limited, as a result of prioritizing to finish grades, stabilize slopes or establish turf ahead of the other work, shall not be permitted to use any of these circumstances as a reason to not perform or finish the required work. Should the Contractor need access to these areas, the additional work to re-establish grades, re-establish slopes, re-establish turf or any work to restore the ground to a finished condition as shown in the Contract Drawings, shall be performed at the sole expense of the Contractor. The Contractor shall restore all ground beyond the established Limits of Disturbance, if disturbed by the construction of the noise barrier walls. The ground restoration shall be in accordance with the proposed finished condition shown in the Contract Drawings. The Contractor shall remove all excess materials from the site. Prior to any excavation, the Contractor shall field-verify the location of all existing utilities, sewers and culverts shown on the Contract Plans. Should a sewer, or culvert be damaged by the Contractor’s omission or negligence, the Contractor shall replace the damaged sections at its own cost. On-Site Representative: A qualified and experienced representative from the manufacturer of noise barrier wall shall be present at the site during the start of construction to assist the Contractor and the Engineer. The representative shall also be available for consultation on an as- needed basis, if requested by the Contractor or the Engineer. Installation: All panel units shall be installed in accordance with the Manufacturer's recommendations by an Installer who is duly qualified, approved and certified by the Manufacturer to perform the work, and who exhibits reasonable familiarity and experience for the type of work involved in the installation of Noise Barrier Wall (Structure) or Noise Barrier Wall – Transparent (Structure) described in this Specification and Contract Drawings. Special care shall be taken to properly set the bottom panel units true-to-line and grade. The assembly of the various components shall be performed in such a manner that no undue strain or stress is placed on any of the members that constitute the completed structure. Inspection and Rejection: Marking: The date of manufacture, the production lot number, and the piece-mark shall be clearly marked on the side of each panel or module.

119


63-703 & 159-191

11/05/2018

All panels shall be available for inspection by the Engineer prior to installation at the project site. Panels with textured surface treatments shall be rejected if the exposed face deviates from the look of the approved model as to color or texture as determined by the Engineer. Acceptance Criteria for Sound Barrier Wall (Structure) or Sound Barrier Wall – Transparent (Structure): Precast components shall be accepted for use in wall construction provided the concrete strength meets or exceeds the minimum compressive strength requirement, and the panel or module dimensions are free from any chipping, cracks, honeycomb surface treatment, open texture concrete, broken corners or other defects as determined by the Engineer. The Contractor shall be responsible for ensuring a completed sound barrier wall system free of discoloration, cracks or objectionable marks which may adversely affect the barrier’s performance, aesthetics, or serviceability as determined by the Engineer. All panels that exhibit any form of structural damage, as determined by the Engineer, will be rejected without any cost to the Department, either at the fabrication shop or at the construction site, even after installation, but prior to acceptance of the job. Panels with textured surface treatments shall be rejected if the color and texture on the exposed faces deviate, or show variations from the approved model, as determined by the Engineer. Rejected panels deemed to require repair or replacement shall be replaced at the Contractor’s expense. No payment shall be made for removing, temporarily storing, or re-installing panels to enable access to the panel to be replaced. Any panels that are damaged during panel replacement shall also be replaced or repaired per the direction of the Engineer. Any work to stabilize areas adjacent to the wall required due to replacement of cracked or damaged panels shall be done at the Contractor’s own cost. Method of Measurement: Noise Barrier Wall (Structure) and Noise Barrier Wall – Transparent (Structure) shall be measured for payment by the number of square feet of Noise Barrier Wall (Structure) and Noise Barrier Wall – Transparent (Structure) completed and accepted within the limits indicated on the plans or as ordered by the Engineer and shall be measured from center to center distance between vertical columns supporting each wall panel. The vertical pay limit shall be measured from the bottom to the top of the barrier panel section. Each span between columns shall be measured for payment separately, as stepping may be required. The two (2) full panel repair sections of Noise Barrier Wall (Structure) delivered to the D.O.T. Maintenance Facility shall be measured and paid for as Noise Barrier Wall (Structure) (sf.) The two (2) full panel repair sections of Noise Barrier Wall – Transparent (Structure) delivered

120


63-703 & 159-191

11/05/2018

to the D.O.T. Maintenance Facility shall be measured and paid for as Noise Barrier Wall – Transparent (Structure) (sf.) Basis of Payment: Payment for this work will be made at the Contract unit price per square foot for Noise Barrier Wall (Structure) and Noise Barrier Wall – Transparent (Structure) complete in place, which price shall include engineering and design, on-call and on-site services of the representative from the wall manufacturers, all work and materials used for the fabrication, complete installation and construction of the walls, facing panels, excavation, grading, disposal of surplus material, equipment, tools, labor and work incidental to the installation of the wall. No payment shall be made for survey, field-verification work and the preparation of working drawings. PAY ITEM PAY UNIT Noise Barrier Wall - (Structure) SF Noise Barrier Wall – Transparent (Structure) SF

121

ITEM #0916126AADDENDUM 3

63-703 & 159-191

Rev. Date 11/05/18

ITEM #0916126A - NOISE BARRIER WALL

Description: Work under this item shall consist of designing, fabricating, furnishing and erecting noise barrier wall systems in the locations, elevations, and dimensions shown on the plans, and in accordance with these specifications or as directed by the Engineer. The noise barrier walls shall match the existing noise barrier walls for the type depicted on the plans. The required foundations shall also be included in this item. Noise Barrier Wall shall have a reinforced normal-weight concrete core and by virtue of its overall construction and composition, is impervious to the passage of light and has the ability to absorb noise. The structural support system of the Noise Barrier Wall attached to new construction as indicated in the Contract Drawings. This specialized construction of a noise barrier wall shall be fully designed, detailed and manufactured taking into account its structural adequacy and integrity with the supporting structure. The Contractor is directed to verify at the site, all dimensions and information pertaining to the existing construction that are needed in the design, preparation of Working Drawings and in the overall execution of this project. The Contract Drawings for this project contain only conceptual and schematic interpretations for the general approach of design. The Contractor shall prepare its structural design calculations and Working Drawings based on the concept and scheme as presented in the Contract Drawings, and in conformance with this specification. The structural design calculations and Working Drawings prepared by the Contractor shall be reviewed and approved by the Engineer prior to the start of fabrication of any element of the Noise Barrier Wall.

In its Bid Proposal, the Contractor shall identify by type, name and manufacturer, the specific type of noise barrier wall for each location upon which its bid is based. All noise barrier wall segments or panels selected for each location shall be furnished from the same manufacturer and shall be of the same type, pattern and color.

The intent is that the proposed Noise Barrier Wall shall match the existing wall; specifically:

Color Texture Surface finish Vertical and horizontal line patterns and depth ribs (depth and spacing) Configuration of panels and posts

Materials:

122


63-703 & 159-191

Rev. Date 11/05/18

The materials to be used for the various components of the Noise Barrier Wall including all appurtenant support systems, shall be as specified in the Contract Drawings.

The Contractor shall not commence with the production of its proposed system of Noise Barrier Wall without the Engineer's review and written approval.

The materials used for the types of noise barrier walls shall be durable, and not be prone to developing openings, cracks or gaps from loading, warping, splitting, shrinkage, expansion, delamination, weathering and other weather-related and climactic-induced deterioration. The noise barrier wall panels shall be U.V.-resistant, flame-retardant, and could resist degradation from ozone, hydrocarbons and freeze-thaw cycling.

The Noise Barrier Wall shall be able to provide a minimum Sound Transmission Class (S.T.C.) rating of 34 measured by ASTM E90. The Noise Reduction Coefficient (N.R.C.) shall have a minimum rating of 0.70, as measured by ASTM C423 and E 795. The sound- absorbing portions of the wall shall be durable and resistant against deterioration of material and damage from moderate scratch and abrasion and shall have a minimum of 20-year life cycle free from peeling, rotting or visible deterioration. The Noise Barrier Wall shall have a textured surface pattern to match the existing noise barrier wall, other patterns will not be acceptable. If both sides of the Noise Barrier Wall contain a textured surface pattern, the side of the panels covered with the sound-absorbing material shall consistently face the roadway throughout the project. The sound-absorbing material shall be installed on the entire wall face that is exposed to the roadway.

The color of the Noise Barrier Wall shall match the existing noise barrier wall, conforming to Federal Standard 595 Colors except if specified otherwise on the plans. Only one color may be used on the wall components to maintain uniformity, except where specified otherwise on the Contract plans.

Federal Standard 595 Color No. Color

FS 36492 GrayFS 34230 Green FS 30215 Brown FS 36622 Gray

The Noise Barrier Wall panels shall be integrally-pigmented to a significant depth into its cross-section in conformance with the requirements of ASTM C979, in order to produce a uniform color should the panel become scratched, chipped or otherwise surface-damaged. Variation in color or shading from panel to panel shall not be acceptable. Field-staining or painting to achieve a uniform overall color is not allowed.

The Noise Barrier Wall shall have a suitable surface for repainting, staining, sandblasting or other

123


63-703 & 159-191

Rev. Date 11/05/18

acceptable method of returning the panels to their original color and texture should they become damaged after construction. Touching-up, re-staining, repainting, or sandblasting portions of the panels shall not result in visible color variation.

The manufacturer of the Noise Barrier Wall shall provide to the Department, an Aesthetic Coating Warranty of its product that covers a minimum of ten (10) years. The Contractor shall also supply the Department with two (2) full-panel sections of Noise Barrier Wall measuring 4 feet high, of similar length and width as the panels to be constructed. These panels of noise barrier walls shall be of the same color and pattern as the Noise Barrier Wall to be constructed. These noise barrier wall panels shall be delivered and unloaded at a recommended D.O.T. Maintenance Facility that will be ultimately responsible for the maintenance of the Noise Barrier Walls. These noise barrier panels are intended to be used by the Department for future repair of damaged panels. Reinforcing steel shall conform to the requirements of Article M.06.01. Additionally, all steel components, including fasteners and anchor bolts shall be completely hot-dip galvanized, after fabrication, in accordance with ASTM A123 or ASTM A153, as applicable. Zinc-rich field primer for touch up shall conform to the requirements of ASTM A780. The use of aerosol spray cans shall not be permitted. Concrete for footings shall have a minimum 28 day compressive strength f’c, of 3000 psi and conform to the requirements of Article M.03.01.

Other:

All other materials shall conform to the requirements as indicated on the approved Working Drawings of the specific system of Noise Barrier Wall selected for the project. Construction Methods:

Design:

The Noise Barrier Wall, including all structural supports such as but not limited to, reinforced concrete foundations, barrier curbs, columns, piles, caissons and footings, anchor bolts, and structural steel columns, beams, bolts and plates for the framing and support of the noise barrier wall, shall be designed for the most severe combination of gravity and lateral loads in accordance with the AASHTO LRFD Bridge Design Specifications, 7th edition (2014) with the interim specifications up to and including 2016. All steel components of the structural system supporting the Noise Barrier Wall, including but not limited to beams, columns, base plates and anchor bolts shall be galvanized after fabrication.

124


63-703 & 159-191

Rev. Date 11/05/18

The visible sections of the Noise Barrier Wall shall have the same color, pattern, texture and height of individual panels as that of the adjacent sections of Noise Barrier Wall in the Highway portions of the project, unless otherwise specified in the Contract Drawings or this Specification. At a minimum, the top of the Noise Barrier Wall shall be at the Top of the Wall Elevations shown on the Contract Drawings. The bottom panel shall be a minimum height of 54 inches and shall be precast reinforced concrete. It shall be uncolored and without pattern or acoustic material on either face. The Noise Barrier Wall shall also be designed in accordance with the manufacturer’s requirements, details and specifications for the type of wall chosen if proved that such design parameters are consistent with, or more adequate and stringent than the design requirements established in this Specification or in the Contract Drawings, and if reviewed and approved by the Engineer.

The concrete Noise Barrier Wall shall have an integral cap with a minimum height of 6” on the top panels. The caps shall not be cast with a sound-absorptive material. The horizontal joint lines between panels in Noise Barrier Wall shall match for a minimum distance of 60 feet. If steps-up are required in cases of significant changes in grade, the elevation difference between the horizontal joints of adjacent panels shall not be less than 3” or greater than 12”. These requirements shall also apply to the top elevations of the walls. Strict adherence to these requirements may be waived at angle breaks greater than 30 degrees or as approved by the Engineer. When a particular type of noise barrier wall transitions into a different type, or when a segment of noise barrier wall transitions onto an adjacent segment as necessitated by geometric offset on plan and/or elevation or by the differences in the support structures, or as indicated in the Contract Drawings, the Contractor shall be responsible for the design of the transition and connection components of the noise barrier wall systems. All longitudinal gaps between the noise barrier wall panels and the top of parapets must be provided with auxiliary members to close such gaps and prevent the escape of noise. The system or mechanism to prevent the escape of noise through these gaps must be designed by the manufacturers of Noise Barrier Wall, and be clearly detailed in the Contractor’s Working Drawings. The design and detail drawings must take into account the relative movements between the noise barrier wall panels and parapets or barrier curbs. The structural design of Noise Barrier Wall shall take into account any expansion and contraction movements of the various framing components and supporting structures due to changes in temperature. Provisions to account for the localized and global effects of these temperature-induced movements in the design of the various framing components and supporting structures must be explicitly detailed in the Contractor’s Working Drawings.

125


63-703 & 159-191

Rev. Date 11/05/18

Crushed stone shall be placed adjacent/under the noise barrier wall as depicted in the Contract Drawings to allow for cross drainage from one side of the wall to the other, to prevent erosion, or to function as a splash pad. Submittals:

All panel units shall be installed in accordance with the Manufacturer's recommendations by an Installer who is duly qualified, approved and certified by the Manufacturer to perform the work, and who exhibits reasonable familiarity and experience for the type of work involved in the installation of Noise Barrier Wall described in this Specification and Contract Drawings. The qualifications of the installer shall be submitted for approval. The Contractor shall be fully responsible for the structural design, preparation of drawings and conformance to all additional specifications required for the selected Noise Barrier Wall. The Designer or Responsible Engineer shall have at least Five (5) years of professional experience in the structural design of the afore-mentioned types of noise barrier walls. The qualifications of proposed Professional Engineer shall be submitted for review and approval.

All drawings to be submitted by the Contractor shall conform to Article 1.05.02 of Form 817 regarding Working Drawings with the following additions: Preliminary Submissions for Proprietary Noise Barrier Wall. Prior to the start of fabrication or the construction of the Noise Barrier Wall, the Contractor shall submit to the Engineer a design package for review and approval by the Engineer in accordance with Article 1.05.02. The design package shall include, but not be limited to the following: Working Drawings and Structural Design Calculations:

1. All Plans and Computations to be submitted to the Engineer shall be stamped by a

licensed Professional Engineer in the State of Connecticut, who shall also be available for consultation in interpreting his computations and drawings, and in the resolution of any issues that may occur during the performance of his work.

2. Full Plan View, drawn to scale, of the Noise Barrier Wall. This view shall show:

a. Beginning and end of the wall, as well as any angle points; b. Posts shall be identified, numbered and located with the proposed

coordinates; c. Roadway baseline with 100-ft stations labeled; d. Location of existing and/or proposed cantilever and truss sign supports, if

any; e. Location of existing and/or proposed utilities. (Any existing utilities which

are shown on the plans should be verified in the field.) 3. Full Elevation View (Roadway side), drawn to scale, of the Noise Barrier Wall,

and including:

126


63-703 & 159-191

Rev. Date 11/05/18

a. Elevations of the finished top and bottom of the Noise Barrier Wall panels at all locations;

b. Panel sizes; c. Location of horizontal angle points; d. Post lengths. e. Transitions between different wall styles or types; f. The approximate locations of 100-ft. baseline stations (perpendicular); g. Location of access for fire hoses or other appurtenances as applicable.

4. Drawings shall include Plans, Details and Sections for the following:

a. Representative wall panels showing the pattern, color, and texture of the proposed Noise Barrier Wall

b. Any individualized design panel depicting pattern, dimensions, depth of pattern, textures, and colors

c. Footings for all expected soil conditions (soil, rock, partial soil/rock) d. Attachment and anchorage of the Noise Barrier Wall gravity and lateral loads

resisting systems onto the new concrete columns, considering: i. Anchor bolts in sustained tension loading must not be installed in a

chemical anchoring material. ii. Show arrangement of anchor bolts on plan and section.

iii. Consideration of tolerances for the locations of Noise Barrier Wall posts relative to locations of expansion joints at the transitions between wall types.

iv. Details and methods for eliminating gaps between the barrier curb and top and side with the Noise Barrier Wall panels.

v. Allowable installation tolerances for posts including allowable variations of horizontal spacing and from plumb.

e. New columns and footings supporting the Noise Barrier Wall gravity and lateral loads resisting systems

f. Transition between different wall styles or types g. Transition between walls at geometric offset on plan and elevation h. Transition between walls on different supporting structures i. Provisions for temperature expansion and contraction in the wall support

systems. j. Methods of protection of any existing utilities, facilities and sub-structures

during the construction of the Noise Barrier Wall k. Any false-work required to temporarily support the components during

construction. l. Construction and installation procedures m. Allowable fabrication tolerances for wall panels and posts

5. Calculations shall include: a. Computations shall clearly comply with and reference applicable AASTHO

provisions. b. Structural design for the footings/foundations for the Noise Barrier Wall,

127


63-703 & 159-191

Rev. Date 11/05/18

modeling all expected soil conditions (soil, rock, partial soil/rock). c. Structural design for the support and framing systems of the Noise Barrier

Wall for the combination of gravity and lateral loads (wind and seismic). d. Structural design for the attachment and anchorage of the support and framing

systems of the Noise Barrier Wall for the combination of gravity and lateral loads (wind and seismic).

e. Post length and post embedment dimensions. f. Structural design for the gravity and lateral (wind, seismic and vehicle

impact) load resisting systems of the Noise Barrier Wall. g. Documentation of computer programs utilized, including all design

parameters. Final Submissions of Noise Barrier Wall Drawings:

Once the Working Drawings for the Noise Barrier Wall have been reviewed and accepted by the Department, the Contractor shall submit the Final Plans. The final submission shall be made within 14 days of acceptance of the working drawing submittal by the Department. No fabrication shall be performed on the walls until the final submission has been received. Acceptance of the final design shall not relieve the Contractor of his responsibility under the Contract for the successful completion of the work. Construction Specifications:

1. Construction tolerances, methods and material specifications specific to the noise barrier walls chosen shall be provided to the Department. Submittal requirements for materials such as certification, quality, and acceptance/rejection criteria should be included.

2. Any requirements from the Manufacturer specific to the noise barrier wall that are

not stated herein shall also be included.

3. Tolerances:

All noise barrier wall components shall conform to the following: Posts a. Post Dimension Tolerances:

i. Post Height = +1/2” ii. Post Vertical Sweep:

1. Posts < 16’ long = +1/8” 2. Posts > 16’ long = +1/4”

b. Post Installation: i. In horizontal plane from plan location = +1”

ii. In horizontal plane from center of cylindrical footing = +1” iii. In horizontal plane from adjacent post = +1/2” iv. Post plumb = +1/8” per 10’ of wall height

128


63-703 & 159-191

Rev. Date 11/05/18

Panels c. Panel Dimension Tolerances:

i. Panel Length and Height = +1/4” ii. Panel Structural Thickness = +1/4”

iii. Panel Absorptive Material Thickness = +1/4” iv. Panel Horizontal Sweep = +1/8” v. Panel Vertical Sweep = +1/8”

d. Position of Lifting Inserts: i. Along Panel Length = +1”

ii. Along Panel Thickness = +1/4”

e. Reinforcing Steel Tolerances: i. Splice = +1” from Standard Lap Splice Requirement

ii. Concrete Cover = +2”

Other 4. There shall be no openings in the wall or under the wall, which would allow sound

transmission.

Fabrication of Panels:

Textured Surface Treatment: Formed surfaces other than the exposed face shall not require a textured finish. The textured surface finish shall be similar and consistent in material and construction with that of the Highway portion of Noise Barrier Wall in the project.

If the proposed noise barrier wall is being used to replace an existing noise barrier wall, the top of the proposed noise barrier wall shall be constructed to no lower than the top elevation of the existing wall or as shown on the Contract Plans, or unless specifically noted otherwise. The Contractor shall provide two sample panels of the Noise Barrier Wall, matching the proposed actual construction in material, texture and color prior to the start of actual production, as follows:

1. One (1) 24” x 24” x Full Thickness shall be provided for the Engineer’s approval as

to the material, color and surface treatments. The production of panels may not commence without the Engineer’s approval.

2. One (1) Full Width x Full Thickness x 4 Feet High model panel, to be used as a guide,

standard and for comparison purposes for the material, color and surface treatment of the production panels. This model panel shall be kept in the fabricator’s plant during the production of panels, and may be used in the project at the end of production operations with the permission of the Engineer.

Construction:

129


63-703 & 159-191

Rev. Date 11/05/18

Prior to any excavation, the Contractor shall field-verify the location of all existing utilities, sewers and culverts shown on the Contract Plans. Should a sewer, or culvert be damaged by the Contractor’s omission or negligence, the Contractor shall replace the damaged sections at its own cost. If during construction, the avoidance of unexpected utilities, drainage or other obstructions requires the use of closer post spacing than that shown on the Contract plans, the Contractor shall furnish additional foundations, posts, and panels as directed by the Engineer. The additional foundations, posts, and panels shall conform to the Contract documents and other approved drawings and specifications. Field cutting of posts or panels will not be accepted. For noise barrier walls installed on grade, the posts shall be set in concrete in predrilled holes unless alternate methods are proposed by the noise barrier wall designer and approved by the Engineer. The concrete shall fill the bore to the full depth of the hole and shall be slightly crowned at the top for drainage. The drilled hole shall be reasonably true and plumb to the stated diameter and depth. Precautions shall be taken in the operational procedures to protect the hole from collapse. Should rock or other obstructions be encountered in making the hole, this material shall be removed and any space outside the designed pier diameter shall be replaced with concrete. The concrete shall be placed in the dry, against the existing soil or rock. All disturbed material around the concrete shall be compacted. The Contractor shall schedule its construction operations such that access to the areas behind the walls would not be required in the performance of the remainder of the work once access has been rendered difficult or inexpedient. The Contractor, having caused its own access to be restricted or limited, as a result of prioritizing to finish grades, stabilize slopes or establish turf ahead of the other work, shall not be permitted to use any of these circumstances as a reason to not perform or finish the required work. Should the Contractor need access to these areas, the additional work to re-establish grades, re-establish slopes, re-establish turf or any work to restore the ground to a finished condition as shown in the Contract Drawings, shall be performed at the sole expense of the Contractor. The Contractor shall restore all ground beyond the established Limits of Disturbance, if disturbed by the construction of the noise barrier walls. The ground restoration shall be in accordance with the proposed finished condition shown in the Contract Drawings. The Contractor shall remove all excess materials from the site. Prior to any excavation, the Contractor shall field-verify the location of all existing utilities, sewers and culverts shown on the Contract Plans. Should a sewer, or culvert be damaged by the Contractor’s omission or negligence, the Contractor shall replace the damaged sections at its own cost.

On-Site Representative:

A qualified and experienced representative from the manufacturer of noise barrier wall shall be present at the site during the start of construction to assist the Contractor and the Engineer. The representative shall also be available for consultation on an as- needed basis, if requested by the

130


63-703 & 159-191

Rev. Date 11/05/18

Contractor or the Engineer. Installation: All panel units shall be installed in accordance with the Manufacturer's recommendations by an Installer who is duly qualified, approved and certified by the Manufacturer to perform the work, and who exhibits reasonable familiarity and experience for the type of work involved in the installation of Noise Barrier Wall described in this Specification and Contract Drawings. Special care shall be taken to properly set the bottom panel units true-to-line and grade. The assembly of the various components shall be performed in such a manner that no undue strain or stress is placed on any of the members that constitute the completed structure. Inspection and Rejection:

Marking: The date of manufacture, the production lot number, and the piece-mark shall be clearly marked on the side of each panel or module. All panels shall be available for inspection by the Engineer prior to installation at the project site. Panels with textured surface treatments shall be rejected if the exposed face deviates from the look of the approved model as to color or texture as determined by the Engineer. Acceptance Criteria for Sound Barrier Wall:

Precast components shall be accepted for use in wall construction provided the concrete strength meets or exceeds the minimum compressive strength requirement, and the panel or module dimensions are free from any chipping, cracks, honeycomb surface treatment, open texture concrete, broken corners or other defects as determined by the Engineer. The Contractor shall be responsible for ensuring a completed sound barrier wall system free of discoloration, cracks or objectionable marks which may adversely affect the barriers performance, aesthetics, or serviceability as determined by the Engineer. All panels that exhibit any form of structural damage, as determined by the Engineer, will be rejected without any cost to the Department, either at the fabrication shop or at the construction site, even after installation, but prior to acceptance of the job. Panels with textured surface treatments shall be rejected if the color and texture on the exposed faces deviate, or show variations from the approved model, as determined by the Engineer.

Rejected panels deemed to require repair or replacement shall be replaced at the Contractor’s expense. No payment shall be made for removing, temporarily storing, or re-installing panels to

131


63-703 & 159-191

Rev. Date 11/05/18

enable access to the panel to be replaced. Any panels that are damaged during panel replacement shall also be replaced or repaired per the direction of the Engineer. Any work to stabilize areas adjacent to the wall required due to replacement of cracked or damaged panels shall be done at the Contractor’s own cost. Method of Measurement:

Noise Barrier Wall shall be measured for payment by the number of square feet of Noise Barrier Wall completed and accepted within the limits indicated on the plans or as ordered by the Engineer and shall be measured from center to center distance between vertical columns supporting each wall panel. The vertical pay limit shall be measured from the bottom to the top of the barrier panel section. Each span between columns shall be measured for payment separately, as stepping may be required. The two (2) full panel sections of Noise Barrier Wall delivered to the D.O.T. Maintenance Facility shall be measured and paid for as Noise Barrier Wall (SF). Basis of Payment:

Payment for this work will be made at the Contract unit price per square foot for Noise Barrier Wall complete in place, which price shall include engineering and design, on-call and on-site services of the representative from the wall manufacturers, all work and materials used for the fabrication, complete installation and construction of the walls, stone, foundation, facing panels, excavation, grading, disposal of surplus material, equipment, tools, labor and work incidental to the installation of the wall. No payment shall be made for survey, field-verification work and the preparation of working drawings.

PAY ITEM PAY UNIT

Noise Barrier Wall SF

132

Rev: 11/09/18


ITEM #0950040A - CONSERVATION SEEDING FOR SLOPES Description: The work included in this item shall consist of providing an accepted stand of established meadow grasses by furnishing and placing seed as shown on the plans or as directed by the Engineer. Materials: The materials for this work shall conform to the requirements of Section 9.50 of Standard Specification Form 817. The following mix shall be used for this item: Conservation Seed Mix: In order to preserve and enhance the diversity, the source for seed mixtures shall be locally obtained within the Northeast USA including New England, New York, Pennsylvania, New Jersey, Delaware, or Maryland. One approved seed mixture is detailed. Other proposed mixtures must be approved by the ConnDOT Landscape Design Unit. All seed tags shall be submitted to the ConnDOT Landscape Design Unit. Percentage Common Name Scientific Name 25 Creeping Red Fescue Festuca rubra 10 Little Bluestem Schizachyrium scoparium 10 Black Eyed Susan Rudbeckia hirta 10 Kentucky Blue Grass Poa pratensis 5 Arrowwood Viburnum Viburnum dentatum 5 Flowering Dogwood Cornus florida 5 Gray Dogwood Cornus racemosa 5 Meadow Goldenrod Solidago canadensis 5 Indian Grass Sorghastrum nutans 5 Purple Coneflower Echinacea purpurea 5 Butterfly Weed Asclepias tuberosa 5 New England Aster Aster novae-angliae 5 Common Milkweed Asclepias syriaca Construction Methods: Construction Methods shall be those established as agronomically acceptable and feasible and that are approved by the Engineer. The ConnDOT Landscape Design Unit shall be notified of all seeding schedules. Preparation of a clean weed free seed bed shall be provided. Areas to receive seeding shall be friable and receptive to seeding. In no event will seeding be permitted on hard or crusted soil surfaces. Rate of application shall be field determined in Pure Live Seed (PLS) based on the minimum purity and minimum germination of the seed obtained. Calculate the PLS for each seed species in the mix. Adjust the seeding rate for the above composite mix, based on 35 lbs. per acre (hectare). The mix may be applied by hydroseeding, by mechanical spreader, or on small sites by hand. Lightly rake, or roll to ensure proper seed to soil contact. Seeding dates are from March 15th – June 1st. If seeding outside of these dates is required, re-seeding the following season during these dates may be required to fully establish the seed mix as directed by the Engineer. If re-seeding occurs, all construction methods shall be followed, including the removal of any weed species in the area to be re-seeded. The contractor may be directed by the Engineer to soak, scarify or perform other seed

133

Rev: 11/09/18


germination enhancement treatments. Fertilization is not recommended, unless topsoil testing indicates. An application of Plateau (imazapic) at a rate of .1 lb. per acre may be required right after seeding, or as directed by the Engineer. The seed shall be mulched in accordance with Article 9.50.03. Method of Measurement: This work will be measured for payment by the number of Square Yards of surface area of accepted established grasses as specified per authorized seeding application. Basis of Payment: This work will be paid for at the contract unit price per Square Yard for “Conservation Seeding for Slopes,” which price shall include all materials maintenance, equipment, tools, labor, and work incidental thereto. Partial payment of up to 60% may be made for work completed, but not accepted.

Pay Item Pay Unit Conservation Seeding for Slopes Square Yard

134

Revision 07/26/18


ITEM #1201801A - MONOTUBE BRIDGE SIGN STRUCTURE Description: Work under this item shall consist of designing, fabricating and installing a sign support structure to carry extruded aluminum traffic signs, on a prepared foundation, in accordance with the details shown on the plans, in accordance with these specifications and as ordered by the Engineer. For the purposes of this specification, the sign support structure shall be composed of a single linear tubular overhead span member supported on each end by a single linear tubular pole member. Materials: The span and pole members shall be tubular members with either a round or multisided cross-section. The round tubular members shall be fabricated from steel pipe with a tabulated yield stress no less than 35,000 psi. The multisided tubular members shall be fabricated from steel plate conforming to the requirements of ASTM A709, Grade 50T2. The structural plate components, such as the baseplates, connection/flange/splice plates, handhole frames and the plates in the span member to pole connection, shall be made of steel that conforms to the requirements of ASTM A709, Grade 50T2. Anchorage plates shall conform to the requirements of ASTM A709, Grade 50T2. The non-structural components, such as handhole covers and cap plates, shall conform to the requirements of ASTM A709, Grade 50. Sign panel support members shall conform to the requirements of ASTM A709, Grade 50. The use of steel plate or rolled shapes with a tabulated yield stress of less than 50 ksi is not permitted. The steel for span and pole members, structural plate components, such as the baseplates, connection/flange/splice plates, gusset plates, handhole frames and the plates in the span member to pole connection, shall meet the following Charpy V-notch impact testing requirements:

Yield Strength Thicknessin.

Minimum TestValue Energy

ft.-lbs.

Minimum Average Energy, ft.-lbs.

Fy ≤ 36 ksi ≤ 4 20 25 at 40ºF 36 ksi < Fy ≤ 50 ksi ≤ 2 20 25 at 40ºF 36 ksi < Fy ≤ 50 ksi 2 < t ≤ 4 24 30 at 40ºF 50 ksi < Fy ≤ 70 ksi ≤ 4 28 35 at -10ºF Charpy V-notch sampling and testing shall be in accordance with ASTM A673, “P” piece frequency.

The weld filler metal shall have a matching strength relationship with the base metal.

135

Revision 07/26/18


All high strength bolts shall conform to ASTM F3125 Grade A325, Type 1. Nuts shall conform to ASTM A563, Grade DH. Circular, flat, hardened steel washers shall conform to ASTM F436. The bolts, nuts and washers shall be galvanized in accordance with ASTM F2329 or ASTM B695, Class 55. The nuts shall be overtapped to the minimum amount required for the bolt assembly and all surfaces of the nuts shall be lubricated with a lubricant containing a visible dye of any color that contrasts with the color of the galvanizing. The high strength bolts shall conform to the requirements of Subarticle M.06.02-3. Compressible-washer-type direct tension indicators shall conform to ASTM F959, Type 325, and shall be galvanized in accordance with ASTM B695, Class 55. U-bolts and threaded rods shall conform to ASTM A449. The nuts shall conform to ASTM A563, Grade DH. The washers shall conform to ASTM F436. The bolts, nuts and washers shall be galvanized in accordance with ASTM F2329 or ASTM B695, Class 55. The nuts shall be overtapped to the minimum amount required for the fastener assembly and all surfaces of the nuts shall be lubricated with a lubricant containing a visible dye of any color that contrasts with the color of the galvanizing. The threaded ends of all U-bolts and threaded rods shall be supplied with 1 washer and 2 nuts. The anchor bolts shall conform to ASTM F1554, Grade 105. The nuts shall conform to ASTM A563, Grade DH. The washers shall conform to ASTM F436. The bolts, nuts and washers shall be galvanized in accordance with ASTM F2329. The nuts shall be overtapped to the minimum amount required for the bolt assembly and all surfaces of the nuts shall be lubricated with a lubricant containing a visible dye of any color that contrasts with the color of the galvanizing. Prior to shipping the anchor bolts, the nuts and washers shall be installed by hand on the anchor bolts to ensure that the nuts can be run on the threads. Only anchor bolts on which the nuts are free running shall be shipped. The anchor bolts shall be shipped with the nuts and washers on the threads. All steel components, including anchor bolts, shall be completely hot-dip galvanized, after fabrication, in accordance with ASTM A123 or ASTM F2329, as applicable. Repairs to damaged areas of the hot-dip galvanized coatings shall conform to the requirements of ASTM A780 amended as follows:

Paints containing zinc dust, if used for repairs, shall contain either between 65% to 69% metallic zinc by weight or greater than 92% metallic zinc by weight in dry film.

The silicone sealant shall be a 1-component, 100% silicone sealant recommended for use with galvanized steel. Neoprene gasket material for the access openings shall conform to ASTM D1056, Grade 2A2 or 2A3. Other grades of neoprene approved by the Engineer may be used.

136

Revision 07/26/18


Bare copper grounding conductor shall be #8 AWG stranded bare copper wire conforming to M.15.13. The grounding bolt shall be galvanized steel with a hex head. All materials used in the finished structure shall be new. The use of materials that have been previously used in a structure or salvaged from a structure is not permitted. The Contractor shall submit Certified Test Reports and Materials Certificates in conformance with Article 1.06.07 for the steel used in the support members and components, high-strength bolts (including nuts and washers), anchor bolts (including nuts and washers), U-bolts (including nuts and washers) and threaded rods (including nuts and washers). In addition, the following shall be submitted:

a. Mill test reports that indicate the place where the material was melted and manufactured.

b. High-strength bolt test results for proof load tests, wedge tests, and rotational-

capacity tests that indicate where the tests were performed, date of tests, location of where the components were manufactured and lot numbers.

c. Galvanized material test results that indicate the thickness of the galvanizing.

Prior to incorporation into the work, the Contractor shall submit samples in conformance with Article 1.06.02 for the steel used in the support members and components, high-strength bolts (including nuts and washers), anchor bolts (including nuts and washers), U-bolts (including nuts and washers) and threaded rods (including nuts and washers). Construction Methods: The design and fabrication of the sign support structure, including its anchorage (into the foundation) and the hardware and structural members required to support the traffic appurtenances, shall conform to the requirements of the latest edition of the AASHTO LRFD Specifications for Structural Supports for Highway Signs, Luminaries and Traffic Signals, including the latest interim specifications, available prior to the advertising date of the contract, amended as follows:

The design of the sign support structure shall consider all load effects due to the Strength I, Extreme I, Service I and Fatigue I limit states.

The unfactored dead load of the sign panels, sign panel support members and

hardware shall be no less than the 8 psf.

The design wind speed shall be 150 mph For the Extreme I limit state and 80 mph for the Service I limit state.

The design shall investigate the load effects resulting from applying the maximum and minimum load factors for each applicable limit state.

137

Revision 07/26/18



The height and exposure factor, Kz, shall be determined based on the highest elevation of the structure or the supported sign panels. The factor shall be considered constant in all pressure calculations required for the design of the structure. The height and exposure factor shall be no less than 1.05.

The sign structure shall be designed for fatigue category I for noncantilevered

structures. The sign structure shall be designed for the wind load effects due to natural wind gusts and truck-induced gusts. The design pressure for the truck-induced gust shall be based on a truck speed of 65 mph. The sign structure shall be designed assuming that vibration mitigation devices will not be installed.

The vertical deflection of the span member due to the wind load effects of truck-

induced gusts shall not exceed 8.00 inches.

The minimum effective length factor, K, shall be as follows:

For the poles, k = 2.1 For span member, k ≥ 1.2

For any structure components subject to combined forces, the combined force

interaction ratio due to each limit state shall not exceed 0.75. For any structure components not subject to combined forces, the ratio of the computed force (or stress) to the force (or stress) limit due to each limit state shall not exceed 0.75.

The maximum vertical deflection of the overhead span member resulting from the

Service I limit state shall be no greater than L/150, where L is the span length of the overhead member measured from centerline to centerline of the poles. Wind loads on components that reduce the vertical deflection shall be neglected.

The overhead span member shall be cambered to compensate for the dead load

deflections. The overhead span member shall have a permanent camber no less than L/1000 and no greater than L/500. L is the span length of the overhead member measured from centerline to centerline of the poles. The permanent camber is in addition to the dead load camber. The dead load camber shall be obtained with the use of a beveled connection/flange plate or a beveled shim plate in the pole to overhead member connection.

The maximum span length of the overhead member shall be 125.00 feet, or as

shown on the Contract Drawings, measured from centerline to centerline of the poles. Span lengths shown on the Contract Drawings shall be field verified by the Contractor prior to design.

138

Revision 07/26/18


The maximum diameter of the span and pole members shall be 2.50 feet.

All tubular members on a structure shall have the same material designation.

The span and pole members shall be tubular members with either round or multisided cross-sections. Span member components shall have the same cross-sectional shape. Multisided tubular members with other than 16 sides are not permitted. Multisided tubular members with fluted sides are not permitted.

The minimum wall thickness of the tubular members shall be 0.3125 inches. The

wall thickness of the component members shall be uniform throughout their lengths. The use of multiple plies (laminations) to obtain the required member thickness is not permitted. The use of shop-fabricated stepped members is not permitted.

The tubular members may be fabricated from multiple pieces. The pieces shall be

joined using a complete joint penetration groove weld with a backing ring. The complete joint penetration groove weld shall be ground smooth and flush with the adjacent base metal. 100% of the complete joint penetration groove weld shall be non-destructively tested by the ultrasonic method.

Slip-type field splices are not permitted in any member.

The tubular members may be fabricated with no more than 2 longitudinal seam

welds. The seam welds shall be ground smooth and flush with the adjacent base metal. The use of external longitudinal reinforcement bars at longitudinal seam welds is not permitted. The use of spiral seam welds is not permitted.

The longitudinal seam welds within 6.00 inches of the member ends shall be

complete joint penetration groove welds.

100% of partial joint penetration longitudinal seam welds shall be non-destructively tested in accordance with the magnetic particle method. 100 % of complete joint penetration seam welds shall be non-destructively tested in accordance with the ultrasonic method.

All tubular member to transverse plate connections shall be made with a complete

joint penetration groove weld with a backing ring attached to the plate with a continuous fillet weld. 100% of the complete joint penetration groove welds shall be non-destructively tested by the ultrasonic method after fabrication and prior to galvanizing. 100% of the complete joint penetration groove welds shall also be non-destructively tested by the ultrasonic method for toe cracks after galvanizing. 100% of backing ring fillet welds shall be non-destructively tested by the magnetic particle method after fabrication prior to galvanizing. After galvanizing,

139

Revision 07/26/18


the joint between the backing ring and tubular member shall be sealed with silicone sealant to prevent the ingress of moisture.

The use of stiffeners at tubular member to transverse plate connections is not

permitted.

The strength of a connection made with a complete joint penetration groove weld shall be no greater than the strength of the base metal. In connections joining base metal with different yield strengths, the base metal with the lower yield strength shall govern the design.

The minimum connection/flange/splice thickness shall be 2.00 inches. The

determination of the plate thickness in the tubular member to transverse plate connections shall consider the potential for the plate to warp due to the heat from welding. Consideration should be given to the use of thicker plates to allow for subsequent machining of warped plates to a flat surface so that removal of material will not compromise the required strength of the plate.

All high-strength bolted connections shall be designed as slip critical connections

with standard holes, unless otherwise noted. The high-strength bolts shall conform to the maximum spacing requirements for sealing and stitch fasteners. The high-strength bolts shall conform to the edge distance requirement for fasteners. Consideration should be given to the use of smaller diameter bolts since they require lower specified minimum bolt tensions.

The minimum number of high-strength bolts in flange splices shall be 8.

The minimum thickness of the ring plates and gusset plates in the ring stiffened,

built-up box connection shall be 0.50 inches.

The minimum size fillet weld shall be 0.25 inches, except the minimum size fillet welds in the ring stiffened, built-up box connection shall be 0.3125 inches. The use of seal and tack welds is not permitted. No welding shall be performed after galvanizing.

The minimum base plate thickness shall no less than 2.50 inches, or at least as

thick as the anchor bolt diameter, whichever is greater. The determination of the plate thickness in the tubular member to transverse plate connections shall consider the potential for the plate to warp due to the heat from welding. Consideration should be given to the use of thicker plates to allow for subsequent machining of warped plates to a flat surface so that removal of material will not compromise the required strength of the plate.

140

Revision 07/26/18


The opening in the base plate shall be sized to allow for proper galvanizing and allow conduits projecting from the foundation to pass through it. The size of the opening shall be kept to a minimum to reduce the flexibility of the baseplate.

The anchor bolt to base plate connection shall be designed as a double-nut

connection with shear holes. The minimum distance from the center of the anchor bolt hole to the edge of the base plate shall be no less than 2 times the diameter of the anchor bolt. The anchor bolts shall use an embedded anchorage plate, 0.75 inch minimum thickness, to transmit loads from the pole base to the concrete foundation. The use of hooked anchor bolts is not permitted. For poles less than 24.00 inches in diameter, the minimum number of anchor bolts shall be 8. For poles greater than or equal to 24.00 inches in diameter, the minimum number of anchor bolts shall be 12. The minimum anchor bolt diameter shall be 2.00 inches. The minimum anchor bolt embedment, the distance from the top of the foundation to the top of the embedded anchorage plate, shall be 3.50 feet or the tension development length of the vertical foundation reinforcement plus the end concrete cover, whichever is greater. Each anchor bolt shall be supplied with 5 nuts and 4 washers. Washers shall be placed on the top and bottom surfaces of the pole base plate and anchorage plate. Welding to the anchor bolts is not permitted. The use of lock washers with the anchor bolt assembly is not permitted.

The approximate dimensions of the overhead span member and the pole heights are shown in plan and elevation on the traffic sheets. The actual sign support dimensions shall be determined by the Contractor based on a the horizontal and vertical clearances shown on the plans, a field survey of the finished grade at the site, the elevation of the top of the finished foundation, the locations of overhead and subsurface utilities, the location of the drainage facilities and noise barrier wall locations. The minimum vertical clearance from the top of the finished road to the bottom of the sign panels and the centerline of the span member shall be a minimum of 18.00 feet unless shown otherwise on the plans. If shown on the plans, the minimum vertical clearance from the top of the finished road to the bottom of the sign panels shall be as shown on the sign structure drawings as amended by the sign structure elevation on the traffic sheets. Sign panels shall be installed symmetrically about the centerline of the overhead member. The bottom of all signs shall be level. Sign panels shall be installed at an angle of 5° from the vertical, with the top edge tilting toward oncoming traffic. The sign panels and crown panels, if applicable, shall be connected to sign panel support members. The support members shall extend full height of the sign and crown panels. The number and spacing of support members shall be determined by the Contractor based on the width of the sign and crown panels and the support member spacing parameters shown on the plans. Sign panels shall be supported by no less than 3 support members. Crown panels shall be supported by no less than 2 support members. The faying surface between the sign panel support member and the rear face of the sign panel shall be a flange so that panel clips may be placed on

141

Revision 07/26/18


both sides of the flange to connect the panel. The outside support members for each sign panel shall include a sign stop at the bottom of the member and a sign hook at the top of the member to support and carry the sign panels. The sign panel support members shall be designed to be vertically adjustable to compensate for the overhead member camber. The supports members shall be designed to be installed at any location along the overhead member. The use of fixed connection plates welded transversely to the longitudinal axis of the overhead member is not permitted. The use of U-bolts and clamps with threaded fasteners is permitted provided the fasteners are not subject to shear forces. No less than 2 U-bolts or 4 threaded rods shall be used at each overhead member connection. The threaded ends of these fasteners shall have double nuts. The drilling of holes into the overhead member to prevent the panel support members from rotating is not permitted. The minimum thickness of the sign panel support members and the plate and rolled shape components used in the connection to the sign support shall be 0.25 inches. The sign support shall be designed for the load effects due to the actual sign panels, including crown panels, as well as any future sign and crown panels that it will carry, as shown on the plans. The sign supports shall also be designed for the load effects of sign and crown panels during all stages of construction which may exist during the project under which the supports are installed. The load effects on the sign support from the sign and crown panels shall include forces and moments due to the eccentricity of the sign and crown panels and the unbalanced lateral loads on the crown panel. The sign support and its component parts shall also be designed for the load effects resulting from the transportation and erection of the support. The sign support shall be designed so that the span member extends over and is connected to the top of the poles with a high-strength bolted, ring stiffened, built-up box connection. A minimum of 8 high-strength bolts shall be used to connect the pole connection plate to the built-up box connection plate. All bolts, nuts and washers used in the connection shall be visible. The use of tapped holes in the plates of the connection is not permitted. The use of a pin to connect the span member to the top of the poles is not permitted. The sign support and its component parts shall be designed for the governing load effects assuming the structure is rigidly connected at the span to pole connection and assuming the structure is free to rotate at the span to pole connection. Vent and drain holes shall be provided for galvanizing. The number, size and location of vent and drain holes should be coordinated with the galvanizer prior to the submission of the sign support design. The area of vent and drain holes at each end of a member shall be at least 30% of the inside area of the member for members 3.00 inches in diameter and greater and 45% of the inside area of the member for members smaller than 3.00 inches in diameter. The vent and drain holes shall be strategically located for reducing stress and for proper galvanizing. The holes shall be made by drilling. Flame cut holes are not permitted. The edges of all holes shall be rounded by grinding. After galvanizing, exposed holes placed in the sign support components for galvanizing shall be sealed with neoprene plugs.

142

Revision 07/26/18


Each pole shall have a handhole located adjacent to base of the pole. One handhole shall be installed adjacent to each span member flange splice. All handholes shall be reinforced with a frame. The pole handholes shall be located with a normal direction that is 90° to the plane formed by the pole and overhead member. Handholes in the span member shall be oriented so that the opening faces down. In poles and in span members, the clear distance from the top of the baseplate or flange splice plate to the outside face of the bottom of the handhole frame shall be no less than the diameter of the tubular member plus 2 inches and no greater than the diameter of the tubular member plus 4 inches. The handhole frame shall be fabricated from steel plate and bent to form a closed shape and joined with a complete joint penetration groove weld. All surfaces of the groove weld shall be ground smooth and flush with the adjacent base metal. The handhole frame shall have a minimum 4.00 inch wide by minimum 6.00 inch high clear opening. The maximum width of the handhole opening, the clear opening plus twice the frame thickness, shall not be greater than 40% of the tubular member diameter at that section. The inside corners of the handhole frame shall be rounded to a radius of 30% to 50% of the width of the clear opening. The minimum thickness of the handhole frame shall be no less than the thickness of the pole or 0.3125 inches, whichever is greater. The handhole frame shall be connected to the tubular member with a partial joint penetration groove weld reinforced with a fillet weld. The handhole weld shall start and end at the point that is coincident with the longitudinal axis of symmetry of the tubular member and the longitudinal axis of symmetry of the handhole frame. 100% of the weld shall be non-destructively tested in accordance with the magnetic particle method. The handhole shall be provided with a cover connected to the frame with no less than 4 stainless steel screws. The cover shall be installed with a neoprene gasket matching the dimensions of the cover. The cover and the gasket and the handhole frame shall be in firm and continuous contact after tightening the fasteners. The cover shall also be attached to the frame with a 1.50 foot long stainless steel chain. The stainless steel chain shall be bolted to the inside face of the cover with a stainless steel bolt with a lock nut and also bolted to the inside side face of the handhole frame with a stainless steel bolt. On pole handhole frames, the side face of the handhole opposite of the stainless steel chain connection shall have a hole with a nut welded to outside face for a galvanized steel grounding bolt. The ends of each span member shall be sealed with a removable end cap plate attached to the member with no less than 3 threaded fasteners. The joint between the member and cap plate shall be sealed with a neoprene gasket. The design of the sign support and the anchorage shall be coordinated with the design of the foundation to ensure that the foundation is adequate for the support reactions and to avoid conflicts between the embedded anchorage and the foundation reinforcement. Prior to performing a field survey for each sign support, the Contractor shall coordinate with the Engineer to locate and stake each support foundation. The foundations shall be located to avoid conflicts with both subsurface and overhead utilities and subsurface drainage structures. In accordance with Article 1.05.15, the Contractor shall contact “Call Before You Dig” to identify the subsurface utilities that are located in the vicinity of each foundation. Once the location of

143

Revision 07/26/18


each foundation has been found acceptable to the Engineer, the Contractor shall perform a field survey to obtain the information necessary to prepare a roadway cross-section with details of each sign support and supporting foundation(s). Prior to designing each sign support, the Contractor shall prepare and submit a cross-section (elevation) drawing based on a field survey for each sign support to the Engineer for review in accordance with 1.05.02. A cross-section drawing is a working drawing for permanent construction. Only one sign support cross-section shall be shown on each drawing. The cross-sections shall include, but not be limited to the following:

Project number, town, location (route number, direction, mileage), station, structure number, sign location number, and site number

Location and dimensions of travel lanes and shoulders

Location and elevation of the high point of the road

Top and bottom of slope elevations. Slope of finished grade at foundations

Locations of utilities (both overhead and subsurface)

Locations of drainage facilities

Locations of noise barriers, including elevation of top of wall

Type of protection (metal beam rail/barrier), and the dimension from the front face of

metal beam rail /barrier to the edge of the foundation and centerline of the foundation

Elevation of the top of the foundation(s). The top of the foundation(s) shall project 6.00 inches to 12.00 inches above the level ground or 6.00 inches to 12.00 inches above the finished grade at the high side of a sloping grade.

Dimension from top foundation to finish grade (existing or proposed as applicable).

Span, dimension from centerline to centerline of foundations

Dimensions of sign panel(s)

Location of sign panel(s) relative to the centerline of the foundations/poles

Location of sign panel(s) relative to the roadway travel lanes

Dimension from top of foundation to centerline of overhead member

144

Revision 07/26/18


Minimum dimensions from high point of the road to the centerline of the overhead

member and the bottom of the sign panel(s)

Elevation of centerline of overhead member If there are any changes to the proposed location of the sign support and foundations prior to the construction of the foundations, the cross-section shall be re-submitted for review. Prior to fabrication, the Contractor shall submit working drawings and design computations for each sign support, based on the reviewed cross-section, to the Engineer for review in accordance with Article 1.05.02. The working drawings and design computations for sign supports shall conform to working drawing requirements for permanent construction. An individual, independently packaged set of working drawings and computations, with all details and documents necessary for fabrication and erection of the structure and its components shall be prepared and submitted for each support. A single set of drawings with tabulated data for multiple sign support locations is not permitted. Combining working drawing submittals for sign structures with submittals for structure foundations is not permitted. Working drawings for the erection of the structure shall conform to Subarticle 6.03.03-2(d). The packaged set of working drawings and computations for each support shall include the following:

title sheet

table of contents

contact information for designer, fabricator and galvanizer – contact information should include name and address of each firm and the name of contact person with phone number and email address

copy of fabricator’s AISC certification

copy of the reviewed cross-section

sign support working drawings

sign support design computations

welding procedures

working drawings and supporting calculations for the erection of the structure

sign support installation procedure, including the method to plumb the poles

145

Revision 07/26/18


The sign support working drawings shall include complete details of all sign support components. The drawings shall include, but not be limited to the following:

the project number, town and alpha-numeric support identification number

reference to the design specifications, including interim specifications

reference to the design specifications design criteria, such as design wind speed, minimum design life, etc.

material specifications/designations for all components

non-destructive weld testing requirements

details of the location of the longitudinal seam weld in the span and pole members

vent and drain holes for galvanizing

dead load and permanent camber

a plan view of the anchor bolt layout relative to the orientation of the span

anchor bolt dimensions, including embedment and projection

support installation procedure, including the method to plumb the poles

The sign support design computations shall include, but not be limited to the following:


references to design specifications, including interim specifications, and the applicable code section and articles

description/documentation for all computer programs used in the design

drawings/models of the structure, components and connections, with dimensions,

loads and references to the local and global coordinate systems used (as applicable), to facilitate review of the results

a tabulation of the section properties of the tubular members at each analyzed

section. The tabulated values should include the diameter, D (if round member); effective width, b (if multisided member, AASHTO 5.5.2); equivalent diameter (if multisided member, AASHTO 5.6), wall thickness, t; inside bend radius, rb (if

146

Revision 07/26/18


multisided member, AASHTO 5.5.2), cross-sectional area, A; moment of inertia, I; section modulus, S; radius of gyration, r. AASHTO Table B.2-1 may be used to determine the section properties. If Table B.2-1 is used, the radius measured to the mid-thickness of the wall shall also be provided.

coefficients and factors used in the design

results of all applicable limit states

combined force interaction ratios for all applicable limit states

maximum vertical deflection resulting from the Service I limit state

vertical deflection of the span member due to the wind load effects of truck-

induced gusts

total camber and permanent camber The submitted design computations shall reflect the load effects due to the actual sign panels, including crown panels, to be installed on the sign structure in the final condition. If additional sign and crown panels are shown on the plans for temporary signing during stage construction or for future signing, separate design computations shall be submitted to reflect those loading conditions and document the adequacy of the sign structure design. The Contractor shall make printed copies of the stamped working drawings and calculations, of the size and number determined by the Engineer, and deliver the copies as directed by the Engineer. If the as-built condition of the foundation(s), such as the location or elevation, will impact the design, final erection or assembly of the sign support for conformance with the requirements herein, the cross-section shall be re-submitted for review. Subsequently, the working drawings and calculations shall be resubmitted to conform to the revised cross-section and the requirements herein. The support shall be fabricated in accordance with the latest edition of the AASHTO LRFD Bridge Construction Specifications, including the latest interim specifications, amended herein. The steel fabricator shall meet the requirements of the AISC Certification Program for Manufacturers of Bridge and Highway Components (CPT). Fabrication of the support may begin only after the working drawings and design computations have been reviewed and the Engineer has authorized fabrication to begin. The Contractor shall submit to the Engineer, no less than 2 weeks prior to the start of fabrication, the name and location of the fabrication shop where the work will be done so that arrangements can be made for an audit of the facility and the assignment of the Department Quality Assurance (QA)

147

Revision 07/26/18


inspector. No fabrication will be accepted unless the QA inspector is present during fabrication. No changes may be made during fabrication without prior written approval by the Department. The Contractor shall furnish facilities for the inspection of material and workmanship in the shop by the Engineer. The Engineer and his representative shall be allowed free access to the necessary parts of the premises. The Engineer will provide QA inspection at the fabrication shop to assure that all applicable Quality Control plans and inspections are adequately adhered to and maintained by the Contractor during all phases of the fabrication. A thorough inspection of a random selection of elements at the fabrication shop may serve as the basis of this assurance. Prior to shipment to the project, each individual piece of steel shall be marked in a clear and permanent fashion by a representative of the fabricators’ Quality Control (QC) Department to indicate complete final inspection by the fabricator and conformance to the project specifications for that piece. The mark must be dated. A Materials Certificate in accordance with Article 1.06.07 may be used in lieu of individual stamps or markings, for all material in a single shipment. The Materials Certificate must list each piece within the shipment and accompany the shipment to the project site. Following the final inspection by the fabricator’s QC personnel, the Engineer may select pieces of steel for re-inspection by the Department’s QA inspector. Should non-conforming pieces be identified, all similar pieces must be re-inspected by the fabricator and repair procedure(s) submitted to the Engineer for approval. Repairs will be made at the Contractor’s expense. The pieces selected for re-inspection and found to be in conformance, or adequately repaired pieces, may be marked by the QA inspector. Such markings indicate the Engineer takes no exception to the pieces being sent to the project site. Such marking does not indicate acceptance or approval of the material by the Engineer. All welding details, procedures and nondestructive testing shall conform to the requirements of AWS D1.1 Structural Welding Code - Steel. Personnel performing the nondestructive testing shall be certified as a NDT Level II technician in accordance with the American Society for Non Destructive Testing (ASNT), Recommended Practice SNT-TC-1A and approved by the Engineer. All nondestructive testing shall be witnessed by Engineer. Certified reports of all tests shall be submitted to the Engineer for examination. Each certified report shall identify the structure, member, and location of weld or welds tested. Each report shall also list the length and location of any defective welds and include information on the corrective action taken and results of all retests of repaired welds. The Department reserves the right to perform additional testing as determined by the Engineer. Should the Engineer require nondestructive testing on welds not designated in the contract, the

148

Revision 07/26/18


cost of such inspection shall be borne by the Contractor if the testing indicates that any weld(s) are defective. If the testing indicates the weld(s) to be satisfactory, the actual cost of such inspection will be paid by the Department. All members and components shall be hot-dip galvanized in a single dip. Double-dipping of members and components is not permitted. All exterior and interior surfaces of the sign support members and components, including the interior of the ring-stiffened built-up box connection, shall be completely galvanized. Galvanized members and components shall be free from uncoated areas, blisters, flux deposits, and gross inclusions. Lumps, projections, globules, or heavy deposits of zinc which will interfere with the intended use of the material will not be permitted. All damaged areas of the hot-dip galvanized surfaces shall be repaired in accordance with the requirements of ASTM A780. If paint containing zinc dust is used for repairs, the dry coating thickness shall be at least 50% greater than the thickness of the adjacent hot-dip galvanized coating, but no greater than 4.0 mils. The paint shall be brush applied. The use of aerosol spray cans shall not be permitted. The color of the finished repair area shall match the color of the adjacent hot-dip galvanized surface at the time of the repair to the satisfaction of the Engineer. Prior to shipping, all galvanized surfaces of the members and components shall be inspected, in the presence of the Engineer, to determine the acceptability of the galvanized coating. Galvanized coatings may be found acceptable by the Engineer if all surfaces of the members and components meet the galvanizing requirements herein. Only sign support members and components with acceptable galvanized coatings shall be shipped. If the galvanized coating on any member or component is found not acceptable, the Contractor shall submit a repair procedure to the Engineer for review. Unless provisions for the sign support structure number are otherwise included in the contract, the sign support structure number shall be stenciled in black paint on the right side pole (as determined by the direction of traffic traveling below the structure) centered approximately 5.00 feet off the ground and visible from the roadway. The numeric characters shall be 3.00 inches to 4.00 inches high and placed vertically so that they may be read from top to bottom. After fabrication, the sign support components shall be assembled in the fabricator's shop, in the presence of the Engineer, to determine the acceptability of the bolted connections and to confirm the permanent camber. The faying surfaces of the connections shall be free of dirt, loose scale, burrs, other foreign material and other defects that would prevent solid seating of the parts. Prior to assembly, the galvanized faying surfaces shall be scored by wire brushing. The faying surfaces of the connection plates shall be checked with a straight edge to ensure that the surfaces are not distorted and the entire faying surface of each plate will be in contact when assembled. The high-strength bolts, including nuts and washers, shall be installed and tensioned in accordance with Subarticle 6.03.03-4(f). A connection may be found acceptable by the Engineer if the faying surfaces of the connection plates are in firm, continuous contact after properly tensioning the bolts. Only sign supports with acceptable connections shall be shipped. If a bolted

149

Revision 07/26/18


connection is found not acceptable, the Contractor shall submit a procedure to repair the connection to the Engineer for review. Galvanized surfaces damaged by the repair procedure shall be hot dip galvanized. Repair of the damaged galvanized surfaces in accordance with the requirements of ASTM A780 or with a galvanizing repair stick is not permitted. Bolts, nuts and washers used for the trial shop fit-up shall not be reused in the final field assembly. With the overhead member supported at the ends, the permanent camber shall be measured at mid-span and the structure shall be rejected if the camber does not meet the following:

L/1000 ≤ Permanent Camber ≤ L/500 where L is the span length of the overhead member measured from centerline to centerline of the poles. The finished members and components shall be protected with sufficient dunnage and padding to protect them from damage and distortion during transportation. Damage to any material during transportation, improper storage, faulty erection, or undocumented fabrication errors may be cause for rejection of said material at the project site. All costs associated with any corrective action will be borne by the Contractor. Following delivery to the project site, the Engineer will perform a visual inspection of all material to verify shipping documents, fabricator markings, and that there was no damage to the material or coatings during transportation and handling. The Engineer is not responsible for approving or accepting any fabricated materials prior to final erection and assembly at the project site. High-strength bolts, nuts and washers shall be stored in accordance with Subarticle 6.03.03-4(f). The support shall be erected, assembled and installed in accordance with these specifications and the procedures and methods submitted with the working drawings. The Contractor and the support designer are responsible to ensure that the erection and assembly procedures and methods in this specification are acceptable for use with the support. Changes to these methods and procedures shall be submitted with the working drawings and computations. Prior to installation of the support, the exposed threads of all the embedded anchor bolts shall be cleaned of accumulated dirt and concrete and lubricated. The threads and bearing surfaces of all the anchor bolt nuts shall be cleaned and lubricated. The anchor bolts and nuts are properly lubricated if the nuts can be turned by hand on the anchor bolt threads. The lubricant shall contain a visible dye of any color that contrasts with the color of the galvanizing. Re-lubricate the threads of the anchor bolts and nuts if more than 24 hours have elapsed since earlier lubrication, or if the anchor bolts and nuts have become wet since they were first lubricated. The space between the bottom of the baseplate and the top of the foundation shall not be sealed with closed cell elastomer or filled with grout, unless otherwise noted.

150

Revision 07/26/18


Install (turn) the leveling nuts onto the anchor bolts and align the nuts to the same elevation or plane. The distance from the bottom of the leveling nuts to the top of the foundation shall not exceed 1.00 inch. Place a structural hardened washer on top of each leveling nut, 1 washer on each anchor bolt. The pole shall be erected so that the centerline of the pole will be plumb after the application of all the dead loads. Install the pole base plate atop the washers resting on the leveling nuts, place a structural hardened washer on each anchor bolt resting it on the top of the base plate, and install (turn) a top nut on each anchor bolt until the nut contacts the washer. The leveling nuts and washers shall be inspected, and if necessary the nuts (turned), so that the washers are in full contact with the bottom surface of the base plate. Tighten the top nuts to a snug tight condition in a star pattern. Snug tight is defined as the maximum rotation resulting from the full effort of one person using a 12.00 inch long wrench or equivalent. A star tightening pattern is one in which the nuts on opposite or near-opposite sides of the bolt circle are successively tightened in a pattern resembling a star (e.g., For an 8-bolt circle with bolt sequentially numbered 1 to 8, tighten nuts in the following bolt order: 1, 5, 7, 3, 8, 4, 6, 2.). Tighten leveling nuts to a snug tight condition in a star pattern. Before final tightening of the top nuts, mark the reference position of each top nut in a snug-tight condition with a suitable marking on 1 flat with a corresponding reference mark on the base plate at each bolt. Then incrementally turn the top nuts using a star pattern one-sixth of a turn beyond snug tight. Turn the nuts in at least two full tightening cycles (passes). After tightening, verify the top nut rotation. The top nuts shall have full thread engagement. The distance from the bottom of the leveling nuts to the top of the foundation shall not exceed 1.00 inch. High-strength bolts, including nuts and washers, shall be installed and tensioned in accordance with Subarticle 6.03.03-4(f). The overhead member shall be temporarily and fully supported while all the high-strength bolts are installed and tensioned. The temporary support of the overhead member shall not be removed until the Engineer has confirmed that the faying surfaces of the connection/flange plates are in firm, continuous contact and the high-strength bolts were properly installed and tensioned. All high-strength bolts in the bolted connections shall be inspected (in accordance with Subarticle 6.03.03-4(f)) to confirm the high-strength bolts were properly tensioned. The use or installation of galvanized hardened steel washers between the faying surfaces of the connection is not permitted. After erecting the support, the support shall be electrically grounded by attaching the bare copper grounding conductor to the inside of the handhole frame with a galvanized steel bolt and to the ground rod with a ground clamp. The rigid metal conduit shall be electrically grounded by attaching the bare copper grounding conductor to the insulated bonding bushing and to the ground rod with a ground clamp.

151

Revision 07/26/18


After erection of the support and before the installation of the sign panels, if the structure exhibits excessive vibration, oscillations or deflections as determined by the Engineer, the Contractor shall immediately stabilize the structure to the satisfaction of the Engineer. Stabilizing the structure may require the removal of a portion of the structure or the entire structure. The sign panels shall be located and mounted on the span member as shown in the working drawings. After installation of the sign panels, the anchor bolts nuts (leveling and top anchor nut) and washers shall be in full contact with the top and bottom surfaces of the pole baseplate and the centerline of the pole shall be plumb. After erection of the support and after the installation of the sign panels, if the structure exhibits excessive vibration, oscillations or deflections as determined by the Engineer, the Contractor shall design and construct devices to mitigate the movements. The Contractor is responsible for immediately stabilizing the structure to the satisfaction of the Engineer. Stabilizing the structure may require the removal of the sign panels or the entire structure. Prior to installation of any mitigation device, the Contractor shall submit drawings, design computations and other documentation to the Engineer for review in accordance with Article 1.05.02. Method of Measurement: This work will be measured for payment by the number of monotube bridge sign structures, completed and accepted in place. Basis of Payment: This work will be paid for at the contract unit price each for "Monotube Bridge Sign Structure", complete in place, which price shall include field survey, equipment, materials, tools and labor incidental to the design, fabrication, quality control, transportation, erection and installation, including anchorage materials, sign panel support members and mitigation devices, if required, of the supports at the locations specified on the plans.

152

Revision 07/10/18


ITEM #1201802A - 4 CHORD TRUSS BRIDGE SIGN STRUCTURE Description: Work under this item shall consist of designing, fabricating and installing a sign support structure to carry extruded aluminum traffic signs, on a prepared foundation, in accordance with the details shown on the plans, in accordance with these specifications and as ordered by the Engineer. For the purposes of this specification, the sign support structure shall be composed of a 4 chord truss supported on each end by a 2 post tower. Materials: The tower posts, tower bracing, truss chords and truss bracing shall be tubular members fabricated from round steel pipe. The steel pipe shall have a tabulated yield stress no less than 35,000 psi. Tower and truss members fabricated from multisided tubular members are not permitted. The structural plate components, such as the baseplates, connection/flange/splice plates, gusset plates, handhole frames and plates in the truss to post connection, shall be made of steel that conforms to the requirements of ASTM A709, Grade 50T2. Anchorage plates shall conform to the requirements of ASTM A709, Grade 50T2. The non-structural components, such as handhole covers and cap plates, shall conform to the requirements of ASTM A709, Grade 50. Sign panel support members shall conform to the requirements of ASTM A709, Grade 50. The use of steel plate or rolled shapes with a tabulated yield stress less than 50 ksi is not permitted. The steel for tower posts, truss chord members, structural plate components, such as the baseplates, connection/flange/splice plates, gusset plates, handhole frames and plates in the truss to tower connection, and shall meet the following Charpy V-notch impact testing requirements:



ft.-lbs.


Fy ≤ 36 ksi ≤ 4 20 25 at 40ºF 36 ksi < Fy ≤ 50 ksi ≤ 2 20 25 at 40ºF 36 ksi < Fy ≤ 50 ksi 2 < t ≤ 4 24 30 at 40ºF 50 ksi < Fy ≤ 70 ksi ≤ 4 28 35 at -10ºF Charpy V-notch sampling and testing shall be in accordance with ASTM A673, “P” piece frequency.

The weld filler metal shall have a matching strength relationship with the base metal.

153

Revision 07/10/18


All high strength bolts shall conform to ASTM F3125 Grade A325, Type 1. Nuts shall conform to ASTM A563, Grade DH. Circular, flat, hardened steel washers shall conform to ASTM F436. The bolts, nuts and washers shall be galvanized in accordance with ASTM F2329 or ASTM B695, Class 55. The nuts shall be overtapped to the minimum amount required for the bolt assembly and all surfaces of the nuts shall be lubricated with a lubricant containing a visible dye of any color that contrasts with the color of the galvanizing. The high strength bolts shall conform to the requirements of Subarticle M.06.02-3. Compressible-washer-type direct tension indicators shall conform to ASTM F959, Type 325, and shall be galvanized in accordance with ASTM B695, Class 55. U-bolts and threaded rods shall conform to ASTM A449. The nuts shall conform to ASTM A563, Grade DH. The washers shall conform to ASTM F436. The bolts, nuts and washers shall be galvanized in accordance with ASTM F2329 or ASTM B695, Class 55. The nuts shall be overtapped to the minimum amount required for the fastener assembly and all surfaces of the nuts shall be lubricated with a lubricant containing a visible dye of any color that contrasts with the color of the galvanizing. The threaded ends of all U-bolts and threaded rods shall be supplied with 1 washer and 2 nuts. The anchor bolts shall conform to ASTM F1554, Grade 105. The nuts shall conform to ASTM A563, Grade DH. The washers shall conform to ASTM F436. The bolts, nuts and washers shall be galvanized in accordance with ASTM F2329. The nuts shall be overtapped to the minimum amount required for the bolt assembly and all surfaces of the nuts shall be lubricated with a lubricant containing a visible dye of any color that contrasts with the color of the galvanizing. Prior to shipping the anchor bolts, the nuts and washers shall be installed by hand on the anchor bolts to ensure that the nuts can be run on the threads. Only anchor bolts on which the nuts are free running shall be shipped. The anchor bolts shall be shipped with the nuts and washers on the threads. All steel components, including anchor bolts, shall be completely hot-dip galvanized, after fabrication, in accordance with ASTM A123 or ASTM F2329, as applicable. Repairs to damaged areas of the hot-dip galvanized coatings shall conform to the requirements of ASTM A780 amended as follows:


The silicone sealant shall be a 1-component, 100% silicone sealant recommended for use with galvanized steel. Neoprene gasket material for the access openings shall conform to ASTM D1056, Grade 2A2 or 2A3. Other grades of neoprene approved by the Engineer may be used.

154

Revision 07/10/18


Bare copper grounding conductor shall be #8 AWG stranded bare copper wire conforming to M.15.13. The grounding bolt shall be galvanized steel with a hex head. All materials used in the finished structure shall be new. The use of materials that have been previously used in a structure or salvaged from a structure is not permitted. The Contractor shall submit Certified Test Reports and Materials Certificates in conformance with Article 1.06.07 for the steel used in the tower and truss members and components, high-strength bolts (including nuts and washers), anchor bolts (including nuts and washers), U-bolts (including nuts and washers) and threaded rods (including nuts and washers). In addition, the following shall be submitted:









The design wind speed shall be 150 mph for the Extreme I limit state and 80 mph for the Service I limit state.

The design shall investigate the load effects resulting from applying the maximum

and minimum load factors for each applicable limit state.

155

Revision 07/10/18




The sign structure shall be designed for fatigue category I for noncantilevered


The vertical deflection of the truss due to the wind load effects of truck-induced

gusts shall not exceed 8 inches.

The fixity of the structure connections shall be as follows:

Welded gusset plate, bracing member to chord connections shall be considered rigid in the plane of the gusset plate and pinned perpendicular to the plane of the gusset plate.

Flange plate chord to chord connections shall be considered rigid with respect to both axes.

Baseplate to anchor bolt connection shall be considered rigid with respect to both axes.


For the tower posts, k = 2.1

For truss chord and bracing, and tower bracing, k ≥ 1.0



The maximum vertical deflection of the overhead truss resulting from the Service

I limit state shall be no greater than L/150, where L is the span length of the truss measured from centerline to centerline of the tower posts. Wind loads on components that reduce the vertical deflection shall be neglected.

156

Revision 07/10/18


The truss shall be cambered to compensate for the dead load deflections. The truss shall have a permanent camber no less than L/1000 and no greater than L/500. L is the span length of the truss measured from centerline to centerline of the tower posts. The permanent camber is in addition to the dead load camber.

The maximum span length of the truss shall be 200.00 feet or as shown on the

Contract Drawings, measured from the centerline to centerline of the towers. Span lengths shown on the Contract Drawings shall be field verified by the Contractor prior to design.

The truss chords shall be fabricated in 1 or more sections and connected with chord

flange splices. The chords within the sections shall be fabricated from a single piece of pipe. Chord sections fabricated from multiple pieces of pipe are not permitted. All truss chords shall have the same cross-sectional properties and material designations. The minimum wall thickness of the truss chord members shall be 0.3125 inches.

Tower posts shall be fabricated from a single piece of pipe. Posts fabricated from

multiple pieces of pipe are not permitted. All tower posts shall have the same cross-sectional properties and material designations. The minimum wall thickness of the tower posts shall be 0.3125 inches. The maximum outer diameter of the tower posts shall not exceed 2.00 feet.

Tower and truss bracing shall be fabricated from steel pipe. All tower bracing shall

have the same cross-sectional properties. All truss bracing shall have the same cross-sectional properties. The cross-sectional properties of the tower and truss bracing may differ. All bracing shall have the same material designations. The bracing shall have a minimum nominal diameter of 2.50 inches. The bracing shall have a minimum thickness of 0.203 inches. The bracing shall be connected to tower post and truss chord gusset plates with slotted tube connections. The bracing slot shall have a coped hole at the end of the slot. In a minimum of 25% of the bracing gusset plate to tower post connections, 100% of the fillet welds on each side of the connection, shall be non-destructively tested in accordance with the magnetic particle method. In a minimum of 25% of the bracing gusset plate to truss chord connections, 100% of the fillet welds on each side of the connection, shall be non-destructively tested in accordance with the magnetic particle method.

At a minimum, internal diagonal bracing shall be provided at each end of each truss

section to maintain the shape and stability the truss sections during shipping and handling of the sections and the erection of the completed truss. At a minimum, additional internal diagonal bracing shall be placed at a panel point at the midspan of the truss sections greater than 25.00 feet in length. The internal diagonal bracing may be provided using either a single member or multiple members.

157

Revision 07/10/18


All tubular member to transverse plate connections shall be made with a complete joint penetration groove weld with a backing ring attached to the plate with a continuous fillet weld. 100% of the complete joint penetration groove welds shall be non-destructively tested by the ultrasonic method after fabrication and prior to galvanizing. 100% of the complete joint penetration groove welds shall also be non-destructively tested by the ultrasonic method for toe cracks after galvanizing. 100% of backing ring fillet welds shall be non-destructively tested by the magnetic particle method after fabrication prior to galvanizing. After galvanizing, the joint between the backing ring and tubular member shall be sealed with silicone sealant to prevent the ingress of moisture.

The use of stiffeners at tubular member to transverse plate connections is not

permitted.

The strength of a connection made with a complete joint penetration groove weld shall be no greater than the strength of the base metal. In connections joining base metal with different yield strengths, the base metal with the lower yield strength shall govern the design.

The minimum flange splice plate thickness shall be 2.00 inches. The determination

of the plate thickness in the tubular member to transverse plate connections shall consider the potential for the plate to warp due to the heat from welding. Consideration should be given to the use of thicker plates to allow for subsequent machining of warped plates to a flat surface so that removal of material will not compromise the required strength of the plate.

All high-strength bolted connections shall be designed as slip critical connections

with standard holes, unless otherwise noted. The high-strength bolts shall conform to the maximum spacing requirements for sealing and stitch fasteners. The high-strength bolts shall conform to the edge distance requirement for fasteners. Consideration should be given to the use of smaller diameter bolts since they require lower specified minimum bolt tensions.

The minimum number of high-strength bolts in flange splices in the truss chords

shall be 6.

The minimum thickness of the tower and truss bracing gusset plates shall be 0.50 inches.

The minimum size fillet weld shall be 0.25 inches, unless noted otherwise. The use

of seal and tack welds is not permitted. No welding shall be performed after galvanizing.

The minimum base plate thickness shall no less than 2.00 inches or at least as thick

as the anchor bolt diameter, whichever is greater. The determination of the plate

158

Revision 07/10/18


thickness in the tubular member to transverse plate connections shall consider the potential for the plate to warp due to the heat from welding. Consideration should be given to the use of thicker plates to allow for subsequent machining of warped plates to a flat surface so that removal of material will not compromise the required strength of the plate.

The opening in the base plate shall be sized to allow for proper galvanizing and

allow conduits projecting from the foundation to pass through it. The size of the opening shall be kept to a minimum to reduce the flexibility of the baseplate.


connection with shear holes. The minimum distance from the center of the anchor bolt hole to the edge of the base plate shall be no less than 2 times the diameter of the anchor bolt. The anchor bolts shall use an embedded anchorage plate, 0.75 inch minimum thickness, to transmit loads from the post base to the concrete foundation. The use of hooked anchor bolts is not permitted. The minimum number of anchor bolts shall be 4. The minimum anchor bolt diameter shall be 1.50 inches. The minimum anchor bolt embedment, the distance from the top of the foundation to the top of the embedded anchorage plate, shall be 3.50 feet or the tension development length of the vertical foundation reinforcement plus the end concrete cover, whichever is greater, unless otherwise shown on the plans. Each anchor bolt shall be supplied with 5 nuts and 4 washers. Washers shall be placed on the top and bottom surfaces of the post base plate and anchorage plate. Welding to the anchor bolts is not permitted. The use of lock washers with the anchor bolt assembly is not permitted.

The approximate dimensions of the truss and the tower post heights are shown in plan and elevation on the traffic sheets. The actual sign support dimensions shall be determined by the Contractor based on a the horizontal and vertical clearances shown on the plans, a field survey of the finished grade at the site, the elevation of the top of the finished foundation, the locations of overhead and subsurface utilities, the location of the drainage facilities and noise barrier wall locations. The minimum vertical clearance from the top of the finished road to the bottom of the sign panels and the centerline of the truss shall be a minimum of 18.00 feet unless shown otherwise on the plans. If shown on the plans, the minimum vertical clearance from the top of the finished road to the bottom of the sign panels and the centerline of the truss shall be as shown on the sign support drawings as amended by the sign support elevation on the traffic sheets. The minimum vertical clearance from the top of the finished road to the lowest point of the bottom chords of the truss system shall be no less than 20.00 feet. Sign panels shall be installed symmetrically about the centerline of the truss. The bottom of all signs shall be level. Sign panels shall be installed at an angle of 5° from the vertical, with the top edge tilting toward oncoming traffic.

159

Revision 07/10/18


The sign panels and crown panels, if applicable, shall be connected to sign panel support members. The support members shall extend full height of the sign and crown panels. The number and spacing of support members shall be determined by the Contractor based on the width of the sign and crown panels and the support member spacing parameters shown on the plans. Sign panels shall be supported by no less than 3 support members. Crown panels shall be supported by no less than 2 support members. The faying surface between the sign panel support member and the rear face of the sign panel shall be a flange so that panel clips may be placed on both sides of the flange to connect the panel. The outside support members for each sign panel shall include a sign stop at the bottom of the member and a sign hook at the top of the member to support and carry the sign panels. The sign panel support members shall be designed to be vertically adjustable to compensate for the truss camber. The supports members shall be designed to be installed at any location along the truss. The use of U-bolts and threaded rods is permitted. No less than 2 U-bolts or 4 threaded rods shall be used at each chord connection. The threaded ends of these fasteners shall have double nuts. The minimum thickness of the sign panel support members and the plate and rolled shape components used in the connection to the sign support shall be 0.25 inches. The sign support shall be designed for the load effects due to the actual sign panels, including crown panels, as well as any future sign and crown panels that it will carry, as shown on the plans. The sign supports shall also be designed for the load effects of sign and crown panels during all stages of construction which may exist during the project under which the supports are installed. The load effects on the sign support from the sign and crown panels shall include forces and moments due to the eccentricity of the sign and crown panels and the unbalanced lateral loads on the crown panel. The sign support and its component parts shall also be designed for the load effects resulting from the transportation and erection of the support. The sign support shall be designed so that the 4 chords of the truss fit within the tower posts. Each truss chord shall be connected to a tower post. 100% of the fillet welds used in the truss to post connection shall be non-destructively tested in accordance with the magnetic particle method. All bolts, nuts and washers used in the connection shall be visible. The use of tapped holes in the plates of the connection is not permitted. Vent and drain holes shall be provided for galvanizing. The number, size and location of vent and drain holes should be coordinated with the galvanizer prior to the submission of the sign support design. The area of vent and drain holes at each end of a member shall be at least 30% of the inside area of the member for members 3.00 inches in diameter and greater and 45% of the inside area of the member for members smaller than 3.00 inches in diameter. The vent and drain holes shall be strategically located for reducing stress and for proper galvanizing. The holes shall be made by drilling. Flame cut holes are not permitted. The edges of all holes shall be rounded by grinding. After galvanizing, exposed holes placed in the sign support components for galvanizing shall be sealed with neoprene plugs.

160

Revision 07/10/18


One post in each tower shall have a handhole located adjacent to base of the post. The handhole shall be reinforced with a frame. The handhole shall be located with a normal direction that is 90° to the plane formed by the post and overhead truss. The clear distance from the top of the baseplate to the outside face of the bottom of the handhole frame shall be no less than the diameter of the tubular member plus 2 inches and no greater than the diameter of the tubular member plus 4 inches. The handhole frame shall be fabricated from steel plate and bent to form a closed shape and joined with a complete joint penetration groove weld. All surfaces of the groove weld shall be ground smooth and flush with the adjacent base metal. The handhole frame shall have a minimum 4.00 inch wide by minimum 6.00 inch high clear opening. The maximum width of the handhole opening, the clear opening plus twice the frame thickness, shall not be greater than 40% of the post diameter at that section. The inside corners of the handhole frame shall be rounded to a radius of 30% to 50% of the width of the clear opening. The minimum thickness of the handhole frame shall be no less than the thickness of the post or 0.3125 inches, whichever is greater. The handhole frame shall be connected to the post with a partial joint penetration groove weld reinforced with a fillet weld. The handhole weld shall start and end at the point that is coincident with the longitudinal axis of symmetry of the post and the longitudinal axis of symmetry of the handhole frame. 100% of the weld shall be non-destructively tested in accordance with the magnetic particle method. The handhole shall be provided with a cover connected to the frame with no less than 4 stainless steel screws. The cover shall be installed with a neoprene gasket matching the dimensions of the cover. The cover and the gasket and the handhole frame shall be in firm and continuous contact after tightening the fasteners. The cover shall also be attached to the frame with a 1.50 foot long stainless steel chain. The stainless steel chain shall be bolted to the inside face of the cover with a stainless steel bolt with a lock nut and also bolted to the inside side face of the handhole frame with a stainless steel bolt. On post handhole frames, the side face of the handhole opposite of the stainless steel chain connection shall have a hole with a nut welded to outside face for a galvanized steel grounding bolt. The ends of each chord member shall be sealed with a removable end cap plate attached to the member with a threaded fastener. The joint between the member and cap plate shall be sealed with a neoprene gasket. The design of the sign support and the anchorage shall be coordinated with the design of the foundation to ensure that the foundation is adequate for the support reactions and to avoid conflicts between the embedded anchorage and the foundation reinforcement. Prior to performing a field survey for each sign support, the Contractor shall coordinate with the Engineer to locate and stake each support foundation. The foundations shall be located to avoid conflicts with both subsurface and overhead utilities and subsurface drainage structures. In accordance with Article 1.05.15, the Contractor shall contact “Call Before You Dig” to identify the subsurface utilities that are located in the vicinity of each foundation. Once the location of each foundation has been found acceptable to the Engineer, the Contractor shall perform a field survey to obtain the information necessary to prepare a roadway cross-section with details of each sign support and supporting foundation(s).

161

Revision 07/10/18


Prior to designing each sign support, the Contractor shall prepare and submit a cross-section (elevation) drawing based on a field survey for each sign support to the Engineer for review in accordance with 1.05.02. A cross-section drawing is a working drawing for permanent construction. Only one sign support cross-section shall be shown on each drawing. The cross-sections shall include, but not be limited to the following:








Type of protection (metal beam rail/barrier), and the dimension from the front face

of metal beam rail /barrier to the edge of the foundation and centerline of the foundation

Elevation of the top of the foundation(s). The top of the foundation(s) shall project

6.00 inches to 12.00 inches above the level ground or 6.00 inches to 12.00 inches above the finished grade at the high side of a sloping grade.




Location of sign panel(s) relative to the centerline of the foundations/posts


Dimension from top of foundation to centerline of truss

Minimum dimensions from high point of the road to the centerline of the truss and

the bottom of the sign panel(s)

162

Revision 07/10/18


Elevation of centerline of truss

If there are any changes to the proposed location of the sign support and foundations prior to the construction of the foundations, the cross-section shall be re-submitted for review. Prior to fabrication, the Contractor shall submit working drawings and design computations for each sign support, based on the reviewed cross-section, to the Engineer for review in accordance with Article 1.05.02. The working drawings and design computations for sign supports shall conform to working drawings for permanent construction. An individual, independently packaged set of working drawings and computations, with all details and documents necessary for fabrication and erection of the structure and its components shall be prepared and submitted for each support. A single set of drawings with tabulated data for multiple sign support locations is not permitted. Combining working drawing submittals for sign structures with submittals for structure foundations is not permitted. Working drawings for the erection of the structure shall conform to Subarticle 6.03.03-2(d). The packaged set of working drawings and computations for each support shall include the following:

title sheet

table of contents

contact information for designer, fabricator and galvanizer – contact information should include name and address of each firm and the name of contact person with phone number and email address





welding procedures


sign support installation procedure, including the method to plumb the tower

posts

163

Revision 07/10/18












support installation procedure, including the method to plumb the tower posts





drawings/models of the structure, components and connections, with

dimensions, loads and references to the local and global coordinate systems used (as applicable), to facilitate review of the results

Tabulation of the section properties of the tubular members at each analyzed

section. The tabulated values should include the diameter, D; wall thickness, t; cross-sectional area, A; moment of inertia, I; section modulus, S; radius of gyration, r. AASHTO Table B.2-1 may be used to determine the section properties. If Table B.2-1 is used, the radius measured to the mid-thickness of the wall shall also be provided.


164

Revision 07/10/18





vertical deflection of the truss due to the wind load effects of truck-induced

gusts

total camber and permanent camber The submitted design computations shall reflect the load effects due to the actual sign panels, including crown panels, to be installed on the sign structure in the final condition. If additional sign and crown panels are shown on the plans for temporary signing during stage construction or for future signing, separate design computations shall be submitted to reflect those loading conditions and document the adequacy of the sign structure design. The Contractor shall make printed copies of the stamped working drawings and calculations, of the size and number determined by the Engineer, and deliver the copies as directed by the Engineer. If the as-built condition of the foundation(s), such as the location or elevation, will impact the design, final erection or assembly of the sign support for conformance with the requirements herein, the cross-section shall be re-submitted for review. Subsequently, the working drawings and calculations shall be resubmitted to conform to the revised cross-section and the requirements herein. If the as-built condition of the foundation(s), such as the location or elevation, will impact the design, final erection or assembly of the sign support for conformance with the requirements herein, the cross-section shall be re-submitted for review. Subsequently, the working drawings and calculations shall be resubmitted to conform to the revised cross-section and the requirements herein. The support shall be fabricated in accordance with the latest edition of the AASHTO LRFD Bridge Construction Specifications, including the latest interim specifications, amended herein. The steel fabricator shall meet the requirements of the AISC Certification Program for Manufacturers of Bridge and Highway Components (CPT). Fabrication of the support may begin only after the working drawings and design computations have been reviewed and the Engineer has authorized fabrication to begin. The Contractor shall submit to the Engineer, no less than 2 weeks prior to the start of fabrication, the name and location of the fabrication shop where the work will be done so that arrangements can be made for an audit of the facility and the assignment of the Department Quality Assurance (QA) inspector. No

165

Revision 07/10/18


fabrication will be accepted unless the QA inspector is present during fabrication. No changes may be made during fabrication without prior written approval by the Department. The Contractor shall furnish facilities for the inspection of material and workmanship in the shop by the Engineer. The Engineer and his representative shall be allowed free access to the necessary parts of the premises. The Engineer will provide QA inspection at the fabrication shop to assure that all applicable Quality Control plans and inspections are adequately adhered to and maintained by the Contractor during all phases of the fabrication. A thorough inspection of a random selection of elements at the fabrication shop may serve as the basis of this assurance. Prior to shipment to the project, each individual piece of steel shall be marked in a clear and permanent fashion by a representative of the fabricators’ Quality Control (QC) Department to indicate complete final inspection by the fabricator and conformance to the project specifications for that piece. The mark must be dated. A Materials Certificate in accordance with Article 1.06.07 may be used in lieu of individual stamps or markings, for all material in a single shipment. The Materials Certificate must list each piece within the shipment and accompany the shipment to the project site. Following the final inspection by the fabricator’s QC personnel, the Engineer may select pieces of steel for re-inspection by the Department’s QA inspector. Should non-conforming pieces be identified, all similar pieces must be re-inspected by the fabricator and repair procedure(s) submitted to the Engineer for approval. Repairs will be made at the Contractor’s expense. The pieces selected for re-inspection and found to be in conformance, or adequately repaired pieces, may be marked by the QA inspector. Such markings indicate the Engineer takes no exception to the pieces being sent to the project site. Such marking does not indicate acceptance or approval of the material by the Engineer. All welding details, procedures and nondestructive testing shall conform to the requirements of AWS D1.1 Structural Welding Code - Steel. Personnel performing the nondestructive testing shall be certified as a NDT Level II technician in accordance with the American Society for Non Destructive Testing (ASNT), Recommended Practice SNT-TC-1A and approved by the Engineer. All nondestructive testing shall be witnessed by Engineer. Certified reports of all tests shall be submitted to the Engineer for examination. Each certified report shall identify the structure, member, and location of weld or welds tested. Each report shall also list the length and location of any defective welds and include information on the corrective action taken and results of all retests of repaired welds. The Department reserves the right to perform additional testing as determined by the Engineer. Should the Engineer require nondestructive testing on welds not designated in the contract, the

166

Revision 07/10/18


cost of such inspection shall be borne by the Contractor if the testing indicates that any weld(s) are defective. If the testing indicates the weld(s) to be satisfactory, the actual cost of such inspection will be paid by the Department. All members and components shall be hot-dip galvanized in a single dip. Double-dipping of members and components is not permitted. All exterior and interior surfaces of the sign support members and components shall be completely galvanized. Galvanized members and components shall be free from uncoated areas, blisters, flux deposits, and gross inclusions. Lumps, projections, globules, or heavy deposits of zinc which will interfere with the intended use of the material will not be permitted. All damaged areas of the hot-dip galvanized surfaces shall be repaired in accordance with the requirements of ASTM A780. If paint containing zinc dust is used for repairs, the dry coating thickness shall be at least 50% greater than the thickness of the adjacent hot-dip galvanized coating, but no greater than 4.0 mils. The paint shall be brush applied. The use of aerosol spray cans shall not be permitted. The color of the finished repair area shall match the color of the adjacent hot-dip galvanized surface at the time of the repair to the satisfaction of the Engineer. Prior to shipping, all galvanized surfaces of the members and components shall be inspected, in the presence of the Engineer, to determine the acceptability of the galvanized coating. Galvanized coatings may be found acceptable by the Engineer if all surfaces of the members and components meet the galvanizing requirements herein. Only sign support members and components with acceptable galvanized coatings shall be shipped. If the galvanized coating on any member or component is found not acceptable, the Contractor shall submit a repair procedure to the Engineer for review. Unless provisions for the sign support structure number are otherwise included in the contract, the sign support structure number shall be stenciled in black paint on the right side pole (as determined by the direction of traffic traveling below the structure) centered approximately 5.00 feet off the ground and visible from the roadway. The numeric characters shall be 3.00 inches to 4.00 inches high and placed vertically so that they may be read from top to bottom. After fabrication, the sign support components shall be assembled in the fabricator's shop, in the presence of the Engineer, to determine the acceptability of the bolted connections and to confirm the permanent camber. The faying surfaces of the connections shall be free of dirt, loose scale, burrs, other foreign material and other defects that would prevent solid seating of the parts. Prior to assembly, the galvanized faying surfaces shall be scored by wire brushing. The faying surfaces of the connection plates shall be checked with a straight edge to ensure that the surfaces are not distorted and the entire faying surface of each plate will be in contact when assembled. The high-strength bolts, including nuts and washers, shall be installed and tensioned in accordance with Subarticle 6.03.03-4(f). A connection may be found acceptable by the Engineer if the faying surfaces of the connection plates are in firm, continuous contact after properly tensioning the bolts. Only sign supports with acceptable connections shall be shipped. If a bolted connection is found not acceptable, the Contractor shall submit a procedure to repair the connection to the Engineer for

167

Revision 07/10/18


review. Galvanized surfaces damaged by the repair procedure shall be hot dip galvanized. Repair of the damaged galvanized surfaces in accordance with the requirements of ASTM A780 or with a galvanizing repair stick is not permitted. Bolts, nuts and washers used for the trial shop fit-up shall not be reused in the final field assembly. The permanent camber shall be measured at mid-span and the member shall be rejected if the camber does not meet the following:

L/1000 ≤ Permanent Camber ≤ L/500 where L is the span length of the overhead member measured from centerline to centerline of the tower posts. The finished members and components shall be protected with sufficient dunnage and padding to protect them from damage and distortion during transportation. Damage to any material during transportation, improper storage, faulty erection, or undocumented fabrication errors may be cause for rejection of said material at the project site. All costs associated with any corrective action will be borne by the Contractor. Following delivery to the project site, the Engineer will perform a visual inspection of all material to verify shipping documents, fabricator markings, and that there was no damage to the material or coatings during transportation and handling. The Engineer is not responsible for approving or accepting any fabricated materials prior to final erection and assembly at the project site. High-strength bolts, nuts and washers shall be stored in accordance with Subarticle 6.03.03-4(f). The support shall be erected, assembled and installed in accordance with these specifications and the procedures and methods submitted with the working drawings. The Contractor and the support designer are responsible to ensure that the erection and assembly procedures and methods in this specification are acceptable for use with the support. Changes to these methods and procedures shall be submitted with the working drawings and computations. Prior to installation of the support, the exposed threads of all the embedded anchor bolts shall be cleaned of accumulated dirt and concrete and lubricated. The threads and bearing surfaces of all the anchor bolt nuts shall be cleaned and lubricated. The anchor bolts and nuts are properly lubricated if the nuts can be turned by hand on the anchor bolt threads. The lubricant shall contain a visible dye of any color that contrasts with the color of the galvanizing. Re-lubricate the threads of the anchor bolts and nuts if more than 24 hours has elapsed since earlier lubrication, or if the anchor bolts and nuts have become wet since they were first lubricated. The space between the bottom of the baseplate and the top of the foundation shall not be sealed with closed cell elastomer or filled with grout, unless otherwise noted. Install (turn) the leveling nuts onto the anchor bolts and align the nuts to the same elevation or plane. The distance from the bottom of the leveling nuts to the top of the foundation shall not

168

Revision 07/10/18


exceed 1.00 inch. Place a structural hardened washer on top of each leveling nut, 1 washer on each anchor bolt. The tower shall be erected so that the centerline of the tower will be plumb after the application of all the dead loads. Install the post base plate atop the washers resting on the leveling nuts, place a structural hardened washer on each anchor bolt resting it on the top of the base plate, and install (turn) a top nut on each anchor bolt until the nut contacts the washer. The leveling nuts and washers shall be inspected, and if necessary the nuts (turned), so that the washers are in full contact with the bottom surface of the base plate. Tighten the top nuts to a snug tight condition in a star pattern. Snug tight is defined as the maximum rotation resulting from the full effort of one person using a 12.00 inch long wrench or equivalent. A star tightening pattern is one in which the nuts on opposite or near-opposite sides of the bolt circle are successively tightened in a pattern resembling a star (e.g., For an 8-bolt circle with bolt sequentially numbered 1 to 8, tighten nuts in the following bolt order: 1, 5, 7, 3, 8, 4, 6, 2.). Tighten leveling nuts to a snug tight condition in a star pattern. Before final tightening of the top nuts, mark the reference position of each top nut in a snug-tight condition with a suitable marking on 1 flat with a corresponding reference mark on the base plate at each bolt. Then incrementally turn the top nuts using a star pattern one-sixth of a turn beyond snug tight. Turn the nuts in at least two full tightening cycles (passes). After tightening, verify the top nut rotation. The top nuts shall have full thread engagement. The distance from the bottom of the leveling nuts to the top of the foundation shall not exceed 1.00 inch. High-strength bolts, including nuts and washers, shall be installed and tensioned in accordance with Subarticle 6.03.03-4(f). The truss shall be temporarily and fully supported while all the high-strength bolts are installed and tensioned. The temporary support of the truss shall not be removed until the Engineer has confirmed that the faying surfaces of the connection/flange plates are in firm, continuous contact and the high-strength bolts were properly installed and tensioned. All high-strength bolts in the bolted connections shall be inspected (in accordance with Subarticle 6.03.03-4(f)) to confirm the high-strength bolts were properly tensioned. After erecting the support, the support shall be electrically grounded by attaching the bare copper grounding conductor to the inside of the handhole frame with a galvanized steel bolt and to the ground rod with a ground clamp. The rigid metal conduit shall be electrically grounded by attaching the bare copper grounding conductor to the insulated bonding bushing and to the ground rod with a ground clamp. After erection of the support and before the installation of the sign panels, if the structure exhibits excessive vibration, oscillations or deflections as determined by the Engineer, the Contractor shall

169

Revision 07/10/18


immediately stabilize the structure to the satisfaction of the Engineer. Stabilizing the structure may require the removal of a portion of the structure or the entire structure. The sign panels shall be located and mounted on the truss as shown in the working drawings. After installation of the sign panels, the anchor bolts nuts (leveling and top anchor nut) and washers shall be in full contact with the top and bottom surfaces of the post baseplate and the centerline of the post shall be plumb. After erection of the support and after the installation of the sign panels, if the structure exhibits excessive vibration, oscillations or deflections as determined by the Engineer, the Contractor shall design and construct devices to mitigate the movements. The Contractor is responsible for immediately stabilizing the structure to the satisfaction of the Engineer. Stabilizing the structure may require the removal of the sign panels or the entire structure. Prior to installation of any mitigation device, the Contractor shall submit drawings, design computations other documentation to the Engineer for review in accordance with Article 1.05.02. Method of Measurement: This work will be measured for payment by the number of bridge sign structures, completed and accepted in place. Basis of Payment: This work will be paid for at the contract unit price each for "4 Chord Truss Bridge Sign Structure", complete in place, which price shall include the field survey, equipment, materials, tools and labor incidental to the design, fabrication, quality control, transportation, erection and installation, including anchorage materials, sign panel support members and mitigation devices, if required, of the supports at the locations specified on the plans.

170

Revision 07/10/18


ITEM #1201804A - 4 CHORD TRUSS CANTILEVER SIGN STRUCTURE Description: Work under this item shall consist of designing, fabricating and installing a sign support structure to carry extruded aluminum traffic signs, on a prepared foundation, in accordance with the details shown on the plans, in accordance with these specifications and as ordered by the Engineer. For the purposes of this specification, the sign support structure shall be composed of a cantilevered 4 chord truss supported by a single linear tubular pole member. Materials: The poles shall be tubular members with either a round or multisided cross-section. The round tubular members shall be fabricated from steel pipe with a tabulated yield stress no less than 35,000 psi. The multisided tubular members shall be fabricated from steel plate conforming to the requirements of ASTM A709, Grade 50T2. The truss chord members shall be tubular members with a round cross-section fabricated from steel pipe with a tabulated yield stress no less than 35,000 psi. Truss chord members fabricated from tubular members with a multisided cross-section are not permitted. The truss bracing members shall be tubular members with a round cross-section fabricated from steel pipe with a tabulated yield stress no less than 35,000 psi. The structural plate components, such as the baseplates, connection/flange/splice plates, gusset plates, handhole frames and plates in the truss to pole connection, shall be made of steel that conforms to the requirements of ASTM A709, Grade 50T2. Anchorage plates shall conform to the requirements of ASTM A709, Grade 50T2. The non-structural components, such as handhole covers and cap plates, shall conform to the requirements of ASTM A709, Grade 50. Sign panel support members shall conform to the requirements of ASTM A709, Grade 50. The use of steel plate or rolled shapes with a tabulated yield stress less than 50 ksi is not permitted. The steel for pole, truss chord members, structural plate components, such as the baseplates, connection/flange/splice plates, gusset plates, handhole frames and plates in the truss to pole connection, shall meet the following Charpy V-notch impact testing requirements:



ft.-lbs.


Fy ≤ 36 ksi ≤ 4 20 25 at 40ºF 36 ksi < Fy ≤ 50 ksi ≤ 2 20 25 at 40ºF 36 ksi < Fy ≤ 50 ksi 2 < t ≤ 4 24 30 at 40ºF 50 ksi < Fy ≤ 70 ksi ≤ 4 28 35 at -10ºF

171

Revision 07/10/18


Charpy V-notch sampling and testing shall be in accordance with ASTM A673, “P” piece frequency.

The weld filler metal shall have a matching strength relationship with the base metal. All high strength bolts shall conform to ASTM F3125 Grade A325, Type 1. Nuts shall conform to ASTM A563, Grade DH. Circular, flat, hardened steel washers shall conform to ASTM F436. The bolts, nuts and washers shall be galvanized in accordance with ASTM F2329 or ASTM B695, Class 55. The nuts shall be overtapped to the minimum amount required for the bolt assembly and all surfaces of the nuts shall be lubricated with a lubricant containing a visible dye of any color that contrasts with the color of the galvanizing. The high strength bolts shall conform to the requirements of Subarticle M.06.02-3. Compressible-washer-type direct tension indicators shall conform to ASTM F959, Type 325, and shall be galvanized in accordance with ASTM B695, Class 55. U-bolts and threaded rods shall conform to ASTM A449. The nuts shall conform to ASTM A563, Grade DH. The washers shall conform to ASTM F436. The bolts, nuts and washers shall be galvanized in accordance with ASTM F2329 or ASTM B695, Class 55. The nuts shall be overtapped to the minimum amount required for the fastener assembly and all surfaces of the nuts shall be lubricated with a lubricant containing a visible dye of any color that contrasts with the color of the galvanizing. The threaded ends of all U-bolts and threaded rods shall be supplied with 1 washer and 2 nuts. The anchor bolts shall conform to ASTM F1554, Grade 105. The nuts shall conform to ASTM A563, Grade DH. The washers shall conform to ASTM F436. The bolts, nuts and washers shall be galvanized in accordance with ASTM F2329. The nuts shall be overtapped to the minimum amount required for the bolt assembly and all surfaces of the nuts shall be lubricated with a lubricant containing a visible dye of any color that contrasts with the color of the galvanizing. Prior to shipping the anchor bolts, the nuts and washers shall be installed by hand on the anchor bolts to ensure that the nuts can be run on the threads. Only anchor bolts on which the nuts are free running shall be shipped. The anchor bolts shall be shipped with the nuts and washers on the threads. All steel components, including anchor bolts, shall be completely hot-dip galvanized, after fabrication, in accordance with ASTM A123 or ASTM F2329, as applicable. Repairs to damaged areas of the hot-dip galvanized coatings shall conform to the requirements of ASTM A780 amended as follows:


172

Revision 07/10/18


The silicone sealant shall be a 1-component, 100% silicone sealant recommended for use with galvanized steel. Neoprene gasket material for the access openings shall conform to ASTM D1056, Grade 2A2 or 2A3. Other grades of neoprene approved by the Engineer may be used. Bare copper grounding conductor shall be #8 AWG stranded bare copper wire conforming to M.15.13. The grounding bolt shall be galvanized steel with a hex head. All materials used in the finished structure shall be new. The use of materials that have been previously used in a structure or salvaged from a structure is not permitted. The Contractor shall submit Certified Test Reports and Materials Certificates in conformance with Article 1.06.07 for the steel used in the support members and components, high-strength bolts (including nuts and washers), anchor bolts (including nuts and washers), U-bolts (including nuts and washers) and threaded rods (including nuts and washers). In addition, the following shall be submitted:









173

Revision 07/10/18


The design wind speed shall be 150 mph for the Extreme I limit state and 80 mph for the Service I limit state.

The design shall investigate the load effects resulting from applying the maximum

and minimum load factors for each applicable limit state.



The sign structure shall be designed for fatigue category I for cantilevered


The vertical deflection of the free end of the truss due to the wind load effects of

truck-induced gusts shall not exceed 8.00 inches.

The fixity of the structure connections shall be as follows:

Welded gusset plate, bracing member to chord connections shall be considered rigid in the plane of the gusset plate and pinned perpendicular to the plane of the gusset plate.

Flange plate chord to chord connections shall be considered rigid with respect to both axes.

Baseplate to anchor bolt connection shall be considered rigid with respect to both axes.


For the pole, k = 2.1

For truss chord and bracing, k ≥ 1.0



174

Revision 07/10/18


The truss shall be cambered to compensate for the dead load deflections. The truss shall have a permanent camber no less than L/1000 and no greater than L/500. L is the span length of the cantilever truss measured from centerline of the pole to the end of the truss. The permanent camber is in addition to the dead load camber. The total camber shall be obtained with the use of through chord connection plates installed at an angle.

The maximum span length of the truss shall be 45.00 feet, measured from the

centerline of the pole to the end of the truss.

The truss chords shall be fabricated in 1 or more sections and connected with chord flange splices. The chords within the sections shall be fabricated from single pieces of pipe. Chord sections fabricated from multiple pieces of pipe are not permitted. All truss chords shall have the same cross-sectional properties and material designations. The minimum wall thickness of the truss chord members shall be 0.3125 inches.

The truss bracing shall be fabricated from steel pipe. All truss bracing shall have

the same cross-sectional properties and material designations. The bracing shall have a minimum nominal diameter of 2.50 inches. The bracing shall have a minimum thickness of 0.203 inches. The bracing shall be connected to truss chord gusset plates with slotted tube connections. The bracing slot shall have a coped hole at the end of the slot. In a minimum of 25% of the bracing gusset plate to truss chord connections, 100% of the fillet welds on each side of the connection, shall be non-destructively tested in accordance with the magnetic particle method.

At a minimum, internal diagonal bracing shall be provided at each end of each truss

section to maintain the shape and stability the truss sections during shipping and handling of the sections and the erection of the completed truss. At a minimum, additional internal diagonal bracing shall be placed at a panel point at the midspan of the truss sections greater than 25.00 feet in length. The internal diagonal bracing may be provided using either a single member or multiple members.

The minimum diameter of the pole shall be 2.00 feet. The maximum diameter of

the pole shall be 2.50 feet.

The pole shall be a tubular member with either a round or multisided cross-section. Multisided tubular members with other than 16 sides are not permitted. Multisided tubular member with fluted sides are not permitted.

The minimum wall thickness of the pole shall be 0.3125 inches. The wall thickness

of the pole shall be uniform throughout its length. The use of multiple plies (laminations) to obtain the required member thickness is not permitted. The use of shop-fabricated stepped members is not permitted.

175

Revision 07/10/18


Joining 2 tubular members together with a circumferential weld to fabricate a pole is not permitted.

Slip-type field splices are not permitted in any member.

The poles may be fabricated with no more than 2 longitudinal seam welds. The

seam welds shall be ground smooth and flush with the adjacent base metal. The use of external longitudinal reinforcement bars at longitudinal seam welds is not permitted. The use of spiral seam welds is not permitted.

The longitudinal seam welds within 6.00 inches of the member ends shall be

complete joint penetration groove welds.

100% of partial joint penetration longitudinal seam welds shall be non-destructively tested in accordance with the magnetic particle method. 100 % of complete joint penetration seam welds shall be non-destructively tested in accordance with the ultrasonic method.

All tubular member to transverse plate connections shall be made with a complete

joint penetration groove weld with a backing ring attached to the plate with a continuous fillet weld. 100% of the complete joint penetration groove welds shall be non-destructively tested by the ultrasonic method after fabrication and prior to galvanizing. 100% of the complete joint penetration groove welds shall also be non-destructively tested by the ultrasonic method for toe cracks after galvanizing. 100% of backing ring fillet welds shall be non-destructively tested by the magnetic particle method after fabrication prior to galvanizing. After galvanizing, the joint between the backing ring and tubular member shall be sealed with silicone sealant to prevent the ingress of moisture.

The use of stiffeners at tubular member to base plate connection is not permitted.

The strength of a connection made with a complete joint penetration groove weld

shall be no greater than the strength of the base metal. In connections joining base metal with different yield strengths, the base metal with the lower yield strength shall govern the design.

The minimum flange splice plate thickness shall be 2.00 inches. The determination

of the plate thickness in the tubular member to transverse plate connections shall consider the potential for the plate to warp due to the heat from welding. Consideration should be given to the use of thicker plates to allow for subsequent machining of warped plates to a flat surface so that removal of material will not compromise the required strength of the plate.

All high-strength bolted connections shall be designed as slip critical connections with standard holes, unless otherwise noted. The high-strength bolts shall conform to the maximum spacing requirements for sealing and stitch fasteners. The high-

176

Revision 07/10/18


strength bolts shall conform to the edge distance requirement for fasteners. Consideration should be given to the use of smaller diameter bolts since they require lower specified minimum bolt tensions.

The minimum number of high-strength bolts in flange splices in the truss chords

shall be 6.

The minimum thickness of the truss to pole connection plates shall be 0.75 inches. The minimum thickness of the truss bracing gusset plates and the stiffener plates shall be 0.50 inches.

The minimum size fillet weld shall be 0.25 inches, unless noted otherwise. The use

of seal and tack welds is not permitted. No welding shall be performed after galvanizing.

The minimum base plate thickness shall be no less than 2.50 inches, or at least as

thick as the anchor bolt diameter, whichever is greater. The determination of the plate thickness in the tubular member to transverse plate connections shall consider the potential for the plate to warp due to the heat from welding. Consideration should be given to the use of thicker plates to allow for subsequent machining of warped plates to a flat surface so that removal of material will not compromise the required strength of the plate.

The opening in the base plate shall be sized to allow for proper galvanizing and

allow conduits projecting from the foundation to pass through it. The size of the opening shall be kept to a minimum to reduce the flexibility of the baseplate.


connection with shear holes. The minimum distance from the center of the anchor bolt hole to the edge of the base plate shall be no less than 2 times the diameter of the anchor bolt. The anchor bolts shall use an embedded anchorage plate, 0.75 inch minimum thickness, to transmit loads from the pole base to the concrete foundation. The use of hooked anchor bolts is not permitted. The minimum number of anchor bolts shall be 12. The minimum anchor bolt diameter shall be 2.00 inches. The minimum anchor bolt embedment, the distance from the top of the foundation to the top of the embedded anchorage plate, shall be 3.50 feet or the tension development length of the vertical foundation reinforcement plus the end concrete cover, whichever is greater. Each anchor bolt shall be supplied with 5 nuts and 4 washers. Washers shall be placed on the top and bottom surfaces of the pole base plate and anchorage plate. Welding to the anchor bolts is not permitted. The use of lock washers with the anchor bolt assembly is not permitted.

The approximate dimensions of the truss and the pole heights are shown in plan and elevation on the traffic sheets. The actual sign support dimensions shall be determined by the Contractor based on a the horizontal and vertical clearances shown on the plans, a field survey of the finished grade

177

Revision 07/10/18


at the site, the elevation of the top of the finished foundation, the locations of overhead and subsurface utilities, the location of the drainage facilities and noise barrier wall locations. The minimum vertical clearance from the top of the finished road to the bottom of the sign panels and the centerline of the truss shall be a minimum of 18.00 feet unless shown otherwise on the plans. If shown on the plans, the minimum vertical clearance from the top of the finished road to the bottom of the sign panels and the centerline of the truss shall be as shown on the sign support drawings as amended by the sign support elevation on the traffic sheets. The minimum vertical clearance from the top of the finished road to the lowest point of the bottom chords of the truss system shall be no less than 20.00 feet. Sign panels shall be installed symmetrically about the centerline of the truss. The bottom of all signs shall be level. Sign panels shall be installed at an angle of 5° from the vertical, with the top edge tilting toward oncoming traffic. The sign panels and crown panels, if applicable, shall be connected to sign panel support members. The support members shall extend full height of the sign and crown panels. The number and spacing of support members shall be determined by the Contractor based on the width of the sign and crown panels and the support member spacing parameters shown on the plans. Sign panels shall be supported by no less than 3 support members. Crown panels shall be supported by no less than 2 support members. The faying surface between the sign panel support member and the rear face of the sign panel shall be a flange so that panel clips may be placed on both sides of the flange to connect the panel. The outside support members for each sign panel shall include a sign stop at the bottom of the member and a sign hook at the top of the member to support and carry the sign panels. The sign panel support members shall be designed to be vertically adjustable to compensate for the truss camber. The supports members shall be designed to be installed at any location along the truss. The use of U-bolts and threaded rods is permitted. No less than 2 U-bolts or 4 threaded rods shall be used at each chord connection. The threaded ends of these fasteners shall have double nuts. The minimum thickness of the sign panel support members and the plate and rolled shape components used in the connection to the sign support shall be 0.25 inches. The sign support shall be designed for the load effects due to the actual sign panels, including crown panels, as well as any future sign and crown panels that it will carry, as shown on the plans. The sign supports shall also be designed for the load effects of sign and crown panels during all stages of construction which may exist during the project under which the supports are installed. The load effects on the sign support from the sign and crown panels shall include forces and moments due to the eccentricity of the sign and crown panels and the unbalanced lateral loads on the crown panel. The sign support and its component parts shall also be designed for the load effects resulting from the transportation and erection of the support.

178

Revision 07/10/18


The sign support shall be designed so that the pole extends into the truss and is connected at each chord. Connection plates, through each chord, shall be fastened with high-strength bolts to stiffened connection plates fillet welded to the pole. 100% of the fillet welds used in the truss to pole connection shall be non-destructively tested in accordance with the magnetic particle method. All bolts, nuts and washers used in the connection shall be visible. The use of tapped holes in the plates of the connection is not permitted. Vent and drain holes shall be provided for galvanizing. The number, size and location of vent and drain holes should be coordinated with the galvanizer prior to the submission of the sign support design. The area of vent and drain holes at each end of a member shall be at least 30% of the inside area of the member for members 3.00 inches in diameter and greater and 45% of the inside area of the member for members smaller than 3.00 inches in diameter. The vent and drain holes shall be strategically located for reducing stress and for proper galvanizing. The holes shall be made by drilling. Flame cut holes are not permitted. The edges of all holes shall be rounded by grinding. After galvanizing, exposed holes placed in the sign support components for galvanizing shall be sealed with neoprene plugs. The pole shall have a handhole located adjacent to base of the pole. The handhole shall be reinforced with a frame. The handhole shall be located with a normal direction that is 90° to the plane formed by the pole and overhead truss. The clear distance from the top of the baseplate to the outside face of the bottom of the handhole frame shall be no less than the diameter of the tubular member plus 2 inches and no greater than the diameter of the tubular member plus 4 inches. The handhole frame shall be fabricated from steel plate and bent to form a closed shape and joined with a complete joint penetration groove weld. All surfaces of the groove weld shall be ground smooth and flush with the adjacent base metal. The handhole frame shall have a minimum 4.00 inches wide by minimum 6.00 inches high clear opening. The maximum width of the handhole opening, the clear opening plus twice the frame thickness, shall not be greater than 40% of the pole diameter at that section. The inside corners of the handhole frame shall be rounded to a radius of 30% to 50% of the width of the clear opening. The minimum thickness of the handhole frame shall be no less than the thickness of the pole or 0.3125 inches, whichever is greater. The handhole frame shall be connected to the pole with a partial joint penetration groove weld reinforced with a fillet weld. The handhole weld shall start and end at the point that is coincident with the longitudinal axis of symmetry of the pole and the longitudinal axis of symmetry of the handhole frame. 100% of the weld shall be non-destructively tested in accordance with the magnetic particle method. The handhole shall be provided with a cover connected to the frame with no less than 4 stainless steel screws. The cover shall be installed with a neoprene gasket matching the dimensions of the cover. The cover and the gasket and the handhole frame shall be in firm and continuous contact after tightening the fasteners. The cover shall also be attached to the frame with a 1.50 inch long stainless steel chain. The stainless steel chain shall be bolted to the inside face of the cover with a stainless steel bolt with a lock nut and also bolted to the inside side face of the handhole frame with a stainless steel bolt. On pole handhole frames, the side face of the handhole opposite of the stainless steel chain connection shall have a hole with a nut welded to outside face for a galvanized steel grounding bolt.

179

Revision 07/10/18


The ends of each chord member shall be sealed with a removable end cap plate attached to the member with a threaded fastener. The joint between the member and cap plate shall be sealed with a neoprene gasket. The design of the sign support and the anchorage shall be coordinated with the design of the foundation to ensure that the foundation is adequate for the support reactions and to avoid conflicts between the embedded anchorage and the foundation reinforcement. Prior to performing a field survey for each sign support, the Contractor shall coordinate with the Engineer to locate and stake each support foundation. The foundations shall be located to avoid conflicts with both subsurface and overhead utilities and subsurface drainage structures. In accordance with Article 1.05.15, the Contractor shall contact “Call Before You Dig” to identify the subsurface utilities that are located in the vicinity of each foundation. Once the location of each foundation has been found acceptable to the Engineer, the Contractor shall perform a field survey to obtain the information necessary to prepare a roadway cross-section with details of each sign support and supporting foundation(s). Prior to designing each sign support, the Contractor shall prepare and submit a cross-section (elevation) drawing based on a field survey for each sign support to the Engineer for review in accordance with 1.05.02. A cross-section drawing is a working drawing for permanent construction. Only one sign support cross-section shall be shown on each drawing. The cross-sections shall include, but not be limited to the following:








Type of protection (metal beam rail/barrier), and the dimension from the front face

of metal beam rail /barrier to the edge of the foundation and centerline of the foundation

180

Revision 07/10/18


Elevation of the top of the foundation(s). The top of the foundation(s) shall project 6.00 inches to 12.00 inches above the level ground or 6.00 inches to 12.00 inches above the finished grade at the high side of a sloping grade.




Location of sign panel(s) relative to the centerline of the foundations/poles


Dimension from top of foundation to centerline of truss

Minimum dimensions from high point of the road to the centerline of the truss and

the bottom of the sign panel(s)

Elevation of centerline of truss If there are any changes to the proposed location of the sign support and foundations prior to the construction of the foundations, the cross-section shall be re-submitted for review. Prior to fabrication, the Contractor shall submit working drawings and design computations for each sign support, based on the reviewed cross-section, to the engineer for review in accordance with Article 1.05.02. The working drawings and design computations for sign supports shall conform to the requirements of working drawings for permanent construction. An individual, independently packaged set of working drawings and computations, with all details and documents necessary for fabrication and erection of the structure and its components shall be prepared and submitted for each support. A single set of drawings with tabulated data for multiple sign support locations is not permitted. Combining working drawing submittals for sign structures with submittals for structure foundations is not permitted. Working drawings for the erection of the structure shall conform to Subarticle 6.03.03-2(d). The packaged set of working drawings and computations for each support shall include the following:

title sheet table of contents

contact information for designer, fabricator and galvanizer – contact

information should include name and address of each firm and the name of contact person with phone number and email address

181

Revision 07/10/18






welding procedures


sign support installation procedure, including the method to plumb the poles







details of the location of the longitudinal seam weld in the pole





support installation procedure, including the method to plumb the pole



182

Revision 07/10/18


references to design specifications, including interim specifications, and the

applicable code section and articles


drawings/models of the structure, components and connections, with dimensions, loads and references to the local and global coordinate systems used (as applicable), to facilitate review of the results

Tabulation of the section properties of the tubular members at each analyzed

section. The tabulated values should include the diameter, D (if round member); effective width, b (if multisided member, AASHTO 5.5.2); equivalent diameter (if multisided member, AASHTO 5.6), wall thickness, t; inside bend radius, rb (if multisided member, AASHTO 5.5.2), cross-sectional area, A; moment of inertia, I; section modulus, S; radius of gyration, r. AASHTO Table B.2-1 may be used to determine the section properties. If Table B.2-1 is used, the radius measured to the mid-thickness of the wall shall also be provided.





vertical deflection of the free end of the truss due to the wind load effects of

truck-induced gusts

total camber and permanent camber The submitted design computations shall reflect the load effects due to the actual sign panels, including crown panels, to be installed on the sign structure in the final condition. If additional sign and crown panels are shown on the plans for temporary signing during stage construction or for future signing, separate design computations shall be submitted to reflect those loading conditions and document the adequacy of the sign structure design. The Contractor shall make printed copies of the stamped working drawings and calculations, of the size and number determined by the Engineer, and deliver the copies as directed by the Engineer. If the as-built condition of the foundation(s), such as the location or elevation, will impact the design, final erection or assembly of the sign support for conformance with the requirements herein, the cross-section shall be re-submitted for review. Subsequently, the

183

Revision 07/10/18


working drawings and calculations shall be resubmitted to conform to the revised cross-section and the requirements herein. The support shall be fabricated in accordance with the latest edition of the AASHTO LRFD Bridge Construction Specifications, including the latest interim specifications, amended herein. The steel fabricator shall meet the requirements of the AISC Certification Program for Manufacturers of Bridge and Highway Components (CPT). Fabrication of the support may begin only after the working drawings and design computations have been reviewed and the Engineer has authorized fabrication to begin. The Contractor shall submit to the Engineer, no less than 2 weeks prior to the start of fabrication, the name and location of the fabrication shop where the work will be done so that arrangements can be made for an audit of the facility and the assignment of the Department Quality Assurance (QA) inspector. No fabrication will be accepted unless the QA inspector is present during fabrication. No changes may be made during fabrication without prior written approval by the Department. The Contractor shall furnish facilities for the inspection of material and workmanship in the shop by the Engineer. The Engineer and his representative shall be allowed free access to the necessary parts of the premises. The Engineer will provide QA inspection at the fabrication shop to assure that all applicable Quality Control plans and inspections are adequately adhered to and maintained by the Contractor during all phases of the fabrication. A thorough inspection of a random selection of elements at the fabrication shop may serve as the basis of this assurance. Prior to shipment to the project, each individual piece of steel shall be marked in a clear and permanent fashion by a representative of the fabricators’ Quality Control (QC) Department to indicate complete final inspection by the fabricator and conformance to the project specifications for that piece. The mark must be dated. A Materials Certificate in accordance with Article 1.06.07 may be used in lieu of individual stamps or markings, for all material in a single shipment. The Materials Certificate must list each piece within the shipment and accompany the shipment to the project site. Following the final inspection by the fabricator’s QC personnel, the Engineer may select pieces of steel for re-inspection by the Department’s QA inspector. Should non-conforming pieces be identified, all similar pieces must be re-inspected by the fabricator and repair procedure(s) submitted to the Engineer for approval. Repairs will be made at the Contractor’s expense. The pieces selected for re-inspection and found to be in conformance, or adequately repaired pieces, may be marked by the QA inspector. Such markings indicate the Engineer takes no exception to the pieces being sent to the project site. Such marking does not indicate acceptance or approval of the material by the Engineer. All welding details, procedures and nondestructive testing shall conform to the requirements of AWS D1.1 Structural Welding Code - Steel.

184

Revision 07/10/18


Personnel performing the nondestructive testing shall be certified as a NDT Level II technician in accordance with the American Society for Non Destructive Testing (ASNT), Recommended Practice SNT-TC-1A and approved by the Engineer. All nondestructive testing shall be witnessed by Engineer. Certified reports of all tests shall be submitted to the Engineer for examination. Each certified report shall identify the structure, member, and location of weld or welds tested. Each report shall also list the length and location of any defective welds and include information on the corrective action taken and results of all retests of repaired welds. The Department reserves the right to perform additional testing as determined by the Engineer. Should the Engineer require nondestructive testing on welds not designated in the contract, the cost of such inspection shall be borne by the Contractor if the testing indicates that any weld(s) are defective. If the testing indicates the weld(s) to be satisfactory, the actual cost of such inspection will be paid by the Department. All members and components shall be hot-dip galvanized in a single dip. Double-dipping of members and components is not permitted. All exterior and interior surfaces of the sign support members and components shall be completely galvanized. Galvanized members and components shall be free from uncoated areas, blisters, flux deposits, and gross inclusions. Lumps, projections, globules, or heavy deposits of zinc which will interfere with the intended use of the material will not be permitted. All damaged areas of the hot-dip galvanized surfaces shall be repaired in accordance with the requirements of ASTM A780. If paint containing zinc dust is used for repairs, the dry coating thickness shall be at least 50% greater than the thickness of the adjacent hot-dip galvanized coating, but no greater than 4.0 mils. The paint shall be brush applied. The use of aerosol spray cans shall not be permitted. The color of the finished repair area shall match the color of the adjacent hot-dip galvanized surface at the time of the repair to the satisfaction of the Engineer. Prior to shipping, all galvanized surfaces of the members and components shall be inspected, in the presence of the Engineer, to determine the acceptability of the galvanized coating. Galvanized coatings may be found acceptable by the Engineer if all surfaces of the members and components meet the galvanizing requirements herein. Only sign support members and components with acceptable galvanized coatings shall be shipped. If the galvanized coating on any member or component is found not acceptable, the Contractor shall submit a repair procedure to the Engineer for review. Unless provisions for the sign support structure number are otherwise included in the contract, the sign support structure number shall be stenciled in black paint on the right side pole (as determined by the direction of traffic traveling below the structure) centered approximately 5.00 feet off the ground and visible from the roadway. The numeric characters shall be 3.00 inches to 4.00 inches high and placed vertically so that they may be read from top to bottom.

185

Revision 07/10/18


After fabrication, the sign support components shall be assembled in the fabricator's shop, in the presence of the Engineer, to determine the acceptability of the bolted connections and to confirm the permanent camber. The faying surfaces of the connections shall be free of dirt, loose scale, burrs, other foreign material and other defects that would prevent solid seating of the parts. Prior to assembly, the galvanized faying surfaces shall be scored by wire brushing. The faying surfaces of the connection plates shall be checked with a straight edge to ensure that the surfaces are not distorted and the entire faying surface of each plate will be in contact when assembled. The high-strength bolts, including nuts and washes, shall be installed and tensioned in accordance with Subarticle 6.03.03-4(f). A connection may be found acceptable by the Engineer if the faying surfaces of the connection plates are in firm, continuous contact after properly tensioning the bolts. Only sign supports with acceptable connections shall be shipped. If a bolted connection is found not acceptable, the Contractor shall submit a procedure to repair the connection to the Engineer for review. Galvanized surfaces damaged by the repair procedure shall be hot dip galvanized. Repair of the damaged galvanized surfaces in accordance with the requirements of ASTM A780 or with a galvanizing repair stick is not permitted. Bolts, nuts and washers used for the trial shop fit-up shall not be reused in the final field assembly. The permanent camber shall be measured at the end of the truss and the structure shall be rejected if the camber does not meet the following:

L/1000 ≤ Permanent Camber ≤ L/500 where L is the span length of the overhead member measured from centerline to the end of the truss. The finished members and components shall be protected with sufficient dunnage and padding to protect them from damage and distortion during transportation. Damage to any material during transportation, improper storage, faulty erection, or undocumented fabrication errors may be cause for rejection of said material at the project site. All costs associated with any corrective action will be borne by the Contractor. Following delivery to the project site, the Engineer will perform a visual inspection of all material to verify shipping documents, fabricator markings, and that there was no damage to the material or coatings during transportation and handling. The Engineer is not responsible for approving or accepting any fabricated materials prior to final erection and assembly at the project site. High-strength bolts, nuts and washers shall be stored in accordance with Subarticle 6.03.03-4(f). The support shall be erected, assembled and installed in accordance with these specifications and the procedures and methods submitted with the working drawings. The Contractor and the support designer are responsible to ensure that the erection and assembly procedures and methods in this specification are acceptable for use with the support. Changes to these methods and procedures shall be submitted with the working drawings and computations.

186

Revision 07/10/18


Prior to installation of the support, the exposed threads of all the embedded anchor bolts shall be cleaned of accumulated dirt and concrete and lubricated. The threads and bearing surfaces of all the anchor bolt nuts shall be cleaned and lubricated. The anchor bolts and nuts are properly lubricated if the nuts can be turned by hand on the anchor bolt threads. The lubricant shall contain a visible dye of any color that contrasts with the color of the galvanizing. Re-lubricate the threads of the anchor bolts and nuts if more than 24 hours has elapsed since earlier lubrication, or if the anchor bolts and nuts have become wet since they were first lubricated. The space between the bottom of the baseplate and the top of the foundation shall not be sealed with closed cell elastomer or filled with grout, unless otherwise noted. Install (turn) the leveling nuts onto the anchor bolts and align the nuts to the same elevation or plane. The distance from the bottom of the leveling nuts to the top of the foundation shall not exceed 1.00 inch. Place a structural hardened washer on top of each leveling nut, 1 washer on each anchor bolt. The pole shall be erected so that the centerline of the pole will be plumb after the application of all the dead loads. The pole may be initially installed raked in the opposite direction of the overhead member to obtain the plumb condition. Raking the pole may be accomplished by installing the leveling nuts in a plane other than level. Install the pole base plate atop the washers resting on the leveling nuts, place a structural hardened washer on each anchor bolt resting it on the top of the base plate, and install (turn) a top nut on each anchor bolt until the nut contacts the washer. The leveling nuts and washers shall be inspected, and if necessary the nuts (turned), so that the washers are in full contact with the bottom surface of the base plate. Tighten the top nuts to a snug tight condition in a star pattern. Snug tight is defined as the maximum rotation resulting from the full effort of one person using a 12.00 inch long wrench or equivalent. A star tightening pattern is one in which the nuts on opposite or near-opposite sides of the bolt circle are successively tightened in a pattern resembling a star (e.g., For an 8-bolt circle with bolt sequentially numbered 1 to 8, tighten nuts in the following bolt order: 1, 5, 7, 3, 8, 4, 6, 2.). Tighten leveling nuts to a snug tight condition in a star pattern. Before final tightening of the top nuts, mark the reference position of each top nut in a snug-tight condition with a suitable marking on 1 flat with a corresponding reference mark on the base plate at each bolt. Then incrementally turn the top nuts using a star pattern one-sixth of a turn beyond snug tight. Turn the nuts in at least two full tightening cycles (passes). After tightening, verify the top nut rotation. The top nuts shall have full thread engagement. The distance from the bottom of the leveling nuts to the top of the foundation shall not exceed 1.00 inch. High-strength bolts, including nuts and washers, shall be installed and tensioned in accordance with Subarticle 6.03.03-4(f). The truss shall be temporarily and fully supported while all the high-

187

Revision 07/10/18


strength bolts are installed and tensioned. The temporary support of the truss shall not be removed until the Engineer has confirmed that the faying surfaces of the connection/flange plates are in firm, continuous contact and the high-strength bolts were properly installed and tensioned. All high-strength bolts in the bolted connections shall be inspected (in accordance with Subarticle 6.03.03-4(f)) to confirm the high-strength bolts were properly tensioned. After erecting the support, the support shall be electrically grounded by attaching the bare copper grounding conductor to the inside of the handhole frame with a galvanized steel bolt and to the ground rod with a ground clamp. The rigid metal conduit shall be electrically grounded by attaching the bare copper grounding conductor to the insulated bonding bushing and to the ground rod with a ground clamp. After erection of the support and before the installation of the sign panels, if the structure exhibits excessive vibration, oscillations or deflections as determined by the Engineer, the Contractor shall immediately stabilize the structure to the satisfaction of the Engineer. Stabilizing the structure may require the removal of a portion of the structure or the entire structure. The sign panels shall be located and mounted on the truss as shown in the working drawings. After installation of the sign panels, the anchor bolts nuts (leveling and top anchor nut) and washers shall be in full contact with the top and bottom surfaces of the pole baseplate and the centerline of the pole shall be plumb. After erection of the support and after the installation of the sign panels, if the structure exhibits excessive vibration, oscillations or deflections as determined by the Engineer, the Contractor shall design and construct devices to mitigate the movements. The Contractor is responsible for immediately stabilizing the structure to the satisfaction of the Engineer. Stabilizing the structure may require the removal of the sign panels or the entire structure. Prior to installation of any mitigation device, the Contractor shall submit drawings, design computations other documentation to the Engineer for review in accordance with Article 1.05.02. Method of Measurement: This work will be measured for payment by the number of cantilever sign structures, completed and accepted in place. Basis of Payment: This work will be paid for at the contract unit price each for "4 Chord Truss Cantilever Sign Structure", complete in place, which price shall include field survey, equipment, materials, tools and labor incidental to the design, fabrication, quality control, transportation, erection and installation, including anchorage materials, sign panel support members and mitigation devices, if required, of the supports at the locations specified on the plans.

188

Revision 06/15/18


ITEM #1202239A - OVERHEAD TRUSS SIGN SUPPORT FOUNDATION Description: Work under this item shall consist of the subsurface investigation, design and construction of foundations to support a 4 chord truss bridge sign structure, in accordance with the details shown on the plans, in accordance with these specifications and as ordered by the Engineer. The foundation may be either a spread footing foundation or a drilled shaft foundation as selected by the Contractor, unless a specific foundation type is required by the details shown on the plans. For the purpose of bidding this item, the Contractor shall assume that the subsurface conditions for each foundation location consists of cohesionless medium dense granular soil (AASHTO A-1 or A-2) with cobbles present and a high groundwater table which requires the use of wet construction/concreting methods. Materials: The reinforcing steel shall be uncoated unless otherwise noted on the plans. The reinforcing steel shall be ASTM A615, Grade 60 reinforcement conforming to the requirements of Article M.06.01. Granular fill shall conform to M.02.01. Temporary Earth Retaining System: Materials of steel sheet piling shall conform to the requirements of ASTM A328. Timber sheet piling shall conform to the requirements of Subarticle M.09.01-1. Materials other than steel or timber, or a combination of these may be used provided they are properly designed for the purpose intended. Systems utilizing other material(s) shall conform to the manufacturer’s specifications and project specifications. The parts list shall be furnished for the proprietary system and the Contractor shall provide the material certificates for the parts. Concrete for the spread footing foundation, both footing and pedestal, and for the formed pedestals of the drilled shaft foundation shall conform to Article M.03 for Class ‘F’ Concrete. The 28 day minimum compressive strength of the concrete in the constructed components shall be 4,400 psi. The concrete mix design, including admixtures, shall be submitted to the Engineer for approval. The concrete for the drilled shaft shall be dense, homogeneous, fluid, resistant to segregation and shall consolidate under self-weight. The concrete for the drilled shaft shall be a Contractor designed Portland cement concrete with a 0.375 inches (No. 8) maximum coarse aggregate size and a minimum of 705 lbs/cubic yard of cementitious materials. The initial concrete slump shall be 7.00 inches + 1.00 inch. The concrete shall maintain a minimum 4.00 inch slump for the duration of the concrete placement. The concrete shall contain 1% - 7% air entrainment. The 28 day minimum compressive strength of the concrete in the constructed foundation shall be 4,000 psi. The concrete mix design, including admixtures, shall be submitted to the Engineer for approval.

189

Revision 06/15/18


The slurry, if used, shall be Contractor designed mineral or polymer slurry that meets the range of values listed herein. The slurry mix design, including admixtures, shall be submitted to the Engineer for approval. Rigid metal conduit, ground rod sleeves and related hardware, and end caps shall be galvanized steel conduit, conforming to the Plans and Article M.15.09. Ground rods shall be 0.625 inches in diameter by 12.00 foot long copper clad steel. The copper cladding shall be a minimum thickness of 0.128 inches. The ground clamp shall be a square-head bolt type, approved for direct burial. Stainless steel mesh shall be comprised of either Grade T316 or Grade T304 stainless steel wire and shall have a minimum of 5 wires per inch in both directions. Hose clamps shall be stainless steel and shall be adjustable. Bare copper wire shall conform to Article M.15.13. Topsoil shall conform to Article M.13.01. Fertilizer shall conform to Article M.13.03. Seed mixture shall conform to Article M.13.04. Mulch shall conform to Article M.13.05. Erosion control matting shall conform to Article M.13.09. Construction Methods: Subsurface Conditions for Foundation Design: As early as possible and prior to preparation of the foundation design, the Contractor shall perform a subsurface investigation for each sign foundation location. The subsurface data obtained in the exploration program at each site shall be used in the design of the foundation at that site. Use of the assumed subsurface condition (that was provided for the purpose of bidding), an assumed conservative subsurface condition or any other assumed subsurface condition shall not be allowed for use in the foundation design nor shall any assumed subsurface condition relieve the Contractor from their responsibility of obtaining a test boring at each foundation site. The subsurface investigation program should be prepared and executed in accordance with the most recent editions of the AASHTO Manual on Subsurface Investigations and ConnDOT Geotechnical Engineering Manual. The Contractor shall provide a full-time inspector to oversee the subsurface exploration program. The subsurface investigations and all related cost will not be measured for payment and shall be included in the cost of the foundation.

190

Revision 06/15/18


The Contractor shall review results of their subsurface investigation to determine if subsurface conditions for sign foundation locations differ materially from those assumed at the time of bid. Should the subsurface investigation(s) encounter conditions that differ materially, the Contractor shall notify the Engineer in writing prior to the submission of the working drawings and calculations. All matters regarding increased cost relating to an agreed upon change in subsurface conditions will be handled per Section 1.04.04 – Differing Site Conditions. Design Requirements for Spread Footing Foundations: The design of spread footing traffic structure foundations shall conform to the requirements of the latest edition of the AASHTO LRFD Specifications for Structural Supports for Highway Signs, Luminaries and Traffic Signals, including the latest interim specifications, available prior to the advertising date of the contract, amended as follows:

The footing and pedestal shall be designed for the traffic structure support reactions of all applicable limit states.

The minimum concrete cover for the reinforcement in the footing and pedestal

shall be 3.00 inches, unless otherwise indicated on the plans.

The footing shall have a top and bottom mat of reinforcement. The reinforcement in each mat shall extend full length and width of the footing. Splicing of the footing reinforcement is not permitted. The minimum size and spacing of reinforcement in each direction of each mat shall be #5 @ 12.00 inches.

The foundation shall have a single rectangular pedestal connected to the footing

with dowels cast into the footing. The minimum size and spacing of reinforcement in each face of the pedestal shall be #5 @ 12.00 inches.

For eccentrically loaded footings, the location of the resultant factored eccentric

vertical load shall be located within the middle two thirds of the footing for footings bearing on soil, and within the middle nine-tenths of the footing for footings bearing on rock. This location requirement of the factored eccentric vertical load shall be investigated due to the effects of all applicable limit states.

Footings under eccentric loads shall be designed to ensure that the factored

bearing resistance is not less than the effects of factored loads at all applicable limit states.

Footings that are subjected to horizontal or inclined loads shall be designed to

ensure that the factored sliding resistance is not less than the effects of factored horizontal loads at all applicable limit states. The resistance factor for shear resistance between the underlying soil and the foundation, φτ, shall be taken as 0.80.

The use of soil or rock anchors to increase stability is not permitted.

191

Revision 06/15/18


If ground water is present, the design of the foundation shall include the effects of

buoyancy.

The footing shall be founded on entirely on either level soil or level rock. Constructing a footing on a sloping substrate is not permitted. Footings founded on a combination of soil and rock and soil are not permitted.

Footings on soil shall be placed on a minimum of 12.00 inches of granular fill.

The minimum embedment for a foundation, founded entirely on soil, shall be no

less than 4’ below the finished grade at the low side of a sloping grade. The minimum embedment for a foundation, founded entirely on rock, shall be no less than 6.00 inches below the finished grade at the low side of a sloping grade.

The design of the foundation shall account for the slope of the finished grade.

The top of the pedestal shall project 6.00 inches to 12.00 inches above the level

ground or 6.00 inches to 12.00 inches above the finished grade at the high side of a sloping grade, unless otherwise shown on the plans.

The design of the foundation shall be coordinated with the traffic structure

support to avoid conflicts between the embedded support anchorage and the reinforcement.

Design Requirements for Drilled Shaft Foundations: The design of drilled shaft traffic structure foundations shall conform to the requirements of the latest edition of the AASHTO LRFD Specifications for Structural Supports for Highway Signs, Luminaries and Traffic Signals, including the latest interim specifications, available prior to the advertising date of the contract, amended as follows:

The foundation shall be designed for the soils and rock properties and parameters based on the subsurface conditions (character of the soil and rock, presence of ground water, etc.) in the location of, adjacent to and below the drilled shaft foundation excavation determined by the subsurface investigation.

The specified compressive strength, f’c, of the concrete used in the design shall be

4,000 psi. The concrete cover for reinforcing in a drilled shaft shall conform to the following, unless otherwise indicated on the plans:

Shaft Diameter Minimum Cover

Less than or equal to 3.00 feet 3.00 inches Greater than 3.00 feet and less than 5.00 feet 4.00 inches Greater than or equal to 5.00 feet 6.00 inches

192

Revision 06/15/18


The reinforcement shall be uncoated and conform to ASTM A615, Grade 60.

The foundation shall be designed for the traffic structure support reactions of all

applicable limit states. The reactions shall include axial, shear, flexural and torsional load effects.

For sign support foundations, the minimum drilled shaft diameter shall be 3.00

feet, unless otherwise indicated on the plans.

The design of the drilled shaft foundation shall include embedment of the foundation in soil, the embedment of the foundation in rock or the embedment of the foundation partially in soil and partially in rock, as applicable based on the findings of the required subsurface investigations at each foundation location.

The design of the drilled shaft embedment depth shall account for the slope of the

finished grade.

The minimum embedment for a drilled shaft foundation, excavated entirely in soil, shall be no less than 15.00 feet below the finished grade at the low side of a sloping grade. The minimum embedment for a drilled shaft foundation, excavated entirely in rock shall be no less than 10.00 feet below the finished grade at the low side of a sloping grade.

For sign support foundations, the top of the drilled shaft pedestal shall project

6.00 inches to 12.00 inches above the level ground or 6.00 inches to 12.00 inches above the finished grade at the high side of a sloping grade, unless otherwise shown on the plans.

The drilled shaft foundation shall be reinforced with longitudinal and transverse

reinforcement. The area of longitudinal reinforcement should be no less than the sum of the reinforcement required for flexure and the longitudinal reinforcement required for torsion. The area of transverse reinforcement should be no less than the sum of the reinforcement required for shear and the transverse reinforcement required for torsion. Additional transverse reinforcement may be required at the top of the drilled shaft within the limits of the pedestal due to the torsional load on the anchor bolt group.

The minimum number of longitudinal reinforcing bars shall be 16. The minimum

size of longitudinal reinforcing bars shall be #8. The minimum area of longitudinal reinforcing bars shall be no less than 1% of the gross cross-sectional area of the shaft. The minimum clear distance between longitudinal reinforcing bars shall be no less than 5 times the maximum aggregate size or 5.00 inches, whichever is greater. The reinforcement shall extend full length of the drilled

193

Revision 06/15/18


shaft foundation, including the pedestal, less cover requirements. Splicing of the longitudinal reinforcement is not permitted.

The drilled shaft shall be transversely reinforced with spirals or circular, one

piece, enclosed ties. The minimum size of the reinforcement shall be #4. The maximum spacing/pitch of the reinforcement shall be no more than 6.00 inches. The spiral reinforcement shall be terminated at the top and the bottom with 1 ½ turns of the reinforcing and a 135° standard hook. Spirals may be spliced with lap splices or mechanical connectors. For spirals, the minimum lap splice length shall be 1.7 times the tension development length (including modification factors) of the bar or 48 bar diameters, whichever is greater. For spirals, the mechanical connectors shall develop both in tension and compression 125% of the specified yield strength of the bar and conform to the latest edition of the AASHTO LRFD Bridge Design Specifications, including the latest interim specifications. For ties, the minimum lap splice length shall be no less than 1.7 times the tension development length (including modification factors) of the bar. Tie lap splices shall be alternated. The ends of the bars in lap splices shall be anchored with a 135° standard hook around longitudinal reinforcement.

For sign support foundations utilizing the drilled shaft option, the top of the

drilled shafts shall be designed with a rectangular pedestal to facilitate the installation of the anchor bolts and rigid metal conduits. Unless specific geometry is indicated on the plans, the dimensions of the pedestal shall be designed such that the pedestal sides match tangentially into the limits of the diameter of the drilled shaft. The top and sides of the pedestal shall be reinforced with a grillage of reinforcement. The minimum size reinforcement shall be #5. The minimum concrete cover shall be 3.00 inches, unless otherwise indicated on the plans.


support to avoid conflicts between the embedded support anchorage and the foundation reinforcement.

Submittal Requirements for Foundations: Prior to excavating for the foundation, the Contractor shall submit working drawings and design computations for the foundation(s) at each sign support, based on the reviewed sign structure cross-section, to the Engineer for review in accordance with Article 1.05.02. The working drawings and design computations for foundations shall conform to working drawings for permanent construction. An individual, independently packaged set of working drawings and computations, with all details and documents necessary for fabrication and construction shall be prepared and submitted for the foundation(s) at each support. A single set of drawings with tabulated data for multiple foundation locations is not permitted. Combining working drawing submittals for sign structures with submittals for structure foundations is not permitted.

194

Revision 06/15/18


The packaged set of working drawings and computations for the foundations at each support shall be submitted in an individual file in electronic portable document format (.pdf) with appropriate bookmarks commenting enabled. The packaged set shall include the following:

title sheet table of contents contact information for designer – contact information should include name and

address of design firm, name of contact person with phone number and email address

copy of the reviewed cross-section results of subsurface investigation, including boring logs and geotechnical design

recommendations foundation working drawings foundation design computations

The working drawings shall include complete details of all foundation components. The drawings shall include, but not be limited to the following:


selected type of foundation (spread footing or drilled shaft)


material specifications for all components

embedment depths for foundation in soil, rock and a combination of soil and rock

anchor bolt details, including dimensions, embedment and projection The design computations shall include, but not be limited to the following:




195

Revision 06/15/18


drawings/models of the foundation with dimensions, loads and references to the

local and global coordinate systems used (as applicable), to facilitate review of the results


sign support reactions of all applicable limit states

soil and rock design parameters

computations demonstrating the geotechnical and structural capacity of the foundation for

all applicable limit states The submitted foundation design computations shall reflect the load effects due to the actual sign panels, including crown panels, of the supported sign structure in the final condition. If additional sign and crown panels are shown on the plans for temporary signing during stage construction or for future signing, separate foundation design computations shall be submitted to reflect those loading conditions and document the adequacy of the foundation. The Contractor shall make printed copies of the stamped working drawings and calculations, of the size and number determined by the Engineer, and deliver the copies as directed by the Engineer. Prior to excavating for the foundation, the Contractor shall submit the following:

Reinforcing Steel Shop Drawings: Based on the accepted foundation design, reinforcing steel shop drawings shall be prepared for each foundation. A copy of the reviewed and stamped reinforcing steel shop drawings shall be submitted in accordance with Subarticle 1.05.02.

Concrete Mix Design: The Contractor shall submit the concrete mix design, including admixtures, for review in accordance with Subarticle 1.05.02. Slurry Mix Design: If the Foundation Construction Procedure involves the use of slurry, the Contractor shall submit the slurry mix design for review in accordance with Subarticle 1.05.02.

Drilled Shaft Foundation Construction Personnel: The Contractor performing the work described in this specification shall have installed drilled shafts of both diameter and length similar to those required for the traffic structures for a minimum of 3 years prior to the bid date for this project. The Contractor shall submit a list containing at least 3 projects completed in the last 3 years on which the Contractor has installed drilled shafts of a diameter and length similar to those shown on the plans. The list of projects shall contain names and phone numbers

196

Revision 06/15/18


of owner's representatives who can verify the Contractors' participation on those projects. The Contractor shall provide a list identifying the on-site supervisor(s) and drill operator(s) for approval by the Engineer. The on-site supervisor(s) shall have a minimum 2 years of experience in supervising the construction of drilled shafts of a diameter and length similar to those shown on the plans. The drill operator(s) shall have a minimum 1 year experience in drilling for the construction of drilled shafts of a diameter and length similar to those shown on the plans. The list shall contain a summary of each individual’s experience. Should the Contractor elect to change personnel during construction of the shaft, the same approval process will need to be completed for the new personnel prior to them starting work on the project. The Contractor shall not be compensated for any delays resulting from their changing of personnel. All documentation for review shall be submitted in accordance with Subarticle 1.05.02

Drilled Shaft Foundation Construction Procedure: The Contractor shall submit a written foundation construction procedure outlining the equipment; drilling procedure for soil and rock, including how spoils will be handled; temporary casing placement and removal; slurry placement; reinforcement, anchor bolt and conduit placement; and concrete placement required for the drilled shaft foundation construction for review in accordance with Subarticle 1.05.02. The procedure should include contingencies for the various soil, rock and subsurface water conditions that may be encountered during the foundation construction. Also required in this submission are the following:

list of proposed equipment to be used, including cranes, drills, augers,

bailing buckets, final cleaning equipment, desanding equipment, slurry pumps, core sampling equipment, tremies or concrete pumps, casing, etc.

details of overall construction operation sequence and the sequence of

shaft construction in bents or groups

details of shaft excavation methods

when the use of slurry is anticipated, details of the mix design and its suitability for the subsurface conditions at the construction site, mixing and storage methods, maintenance methods, and disposal procedures

details of methods to clean the shaft excavation

details of reinforcement placement, including support and centralization

methods

details of concrete mix design and test results of both a trial mix and a slump loss test. The tests shall be conducted by an approved testing

197

Revision 06/15/18


laboratory using approved methods to demonstrate that the concrete meets slump loss requirements

details of concrete placement, including proposed operational procedures

for free fall, tremie or pumping methods, proposed concreting log form and computations for time duration of shaft pour estimates

details of casing installation and removal methods

details of methods for removal of obstructions. Obstructions the

Contractor shall provide details of methods for removal include, but are not necessarily be limited to, boulders, concrete, riprap, steel, timber, etc.

The Engineer will evaluate the foundation construction procedure for conformance with the plans, specifications and special provisions and will then notify the Contractor of any additional information required and/or changes necessary to meet the contract requirements. All procedural approvals given by the Engineer shall be subject to trial in the field and shall not relieve the Contractor of the responsibility to satisfactorily complete the work as detailed in the plans and specifications. The Contractor shall not commence construction of the drilled shafts until the Engineer has accepted the foundation construction procedure.

A Foundation Construction Procedure may be accepted by the Engineer without inclusion of slurry if the Contractor chooses to use permanent or temporary casings in accordance with the permanent or temporary casing method, described below. However, a slurry procedure and slurry mix design shall be required if the Contractor chooses to advance excavation ahead of the casings or if the Engineer determines that application of slurry is required to maintain soil stability. The Contractor shall be responsible for any delays to the project resulting from slurry construction procedure and mix design reviews submitted after approval of a dry and permanent or temporary casing method. Construction of Drilled Shaft Foundations: Construction methods for drilled shaft foundations shall conform to the following: Excavations required for shafts shall be performed through whatever materials are encountered, to the dimensions and elevations in the working drawings or as ordered by the Engineer. The methods and equipment used shall be suitable for the intended purpose and materials encountered. Shaft excavation may be performed by combinations of augering, rotary drilling, down-the-hole hammer, reverse circulation drilling, clamming, scraping, or other means approved by the Engineer. Generally, either the dry method, wet method, or temporary casing method may be used, as necessary, to produce sound, durable concrete foundation shafts free of defects. The Contractor shall select and use the method that is needed to properly accomplish the work, as determined by site conditions and subject to the approval of the Engineer. The

198

Revision 06/15/18


Contractor is responsible for maintaining the stability of the shaft excavation during all phases of construction. The dry method consists of drilling the shaft excavation, removing accumulated water and loose material from the excavation, and placing the shaft concrete in a relatively dry excavation. The dry construction method shall be used only at sites where the groundwater table and site conditions are suitable to permit construction of the shaft in a relatively dry excavation, and where the sides and bottom of the shaft are stable and may be visually inspected prior to placing the concrete. The use of the dry construction method is permitted if less than one foot of water accumulates in the bottom of a hole without pumping over a one hour period, the excavation remains stable and any loose material and water can be removed prior to placement of concrete. The wet construction method shall be used at sites where a dry excavation cannot be maintained for placement of the shaft concrete. Wet construction methods consist of using a mineral or polymer slurry to maintain stability of the hole’s perimeter while advancing the excavation to final depth, placing the reinforcing cage and shaft concrete. This procedure may require desanding and cleaning the slurry; final cleaning of the excavation by means of a bailing bucket, air lift, submersible pump or other devices; and placing the shaft concrete with a tremie. Unless it is demonstrated to the satisfaction of the Engineer that the surface casing is not required, temporary surface casings shall be provided to aid shaft alignment and position, and to prevent sloughing of the top of the shaft excavation. Surface casing is defined as the amount of casing required from the ground surface to a point in the shaft excavation where sloughing of the surrounding soil does not occur. The temporary or permanent casing construction methods may be used in lieu of the dry or wet construction methods or where the dry or wet construction methods are inappropriate. Temporary or permanent casing construction methods consist of advancing the excavation through caving material with or without slurry. Casings may be installed by driving or vibratory procedures in advance of excavation to the lower limits of the caving material. When a nearly impervious formation is reached, a casing is placed in the hole and sealed in the nearly impervious formation. After the drilling fluid is removed from the casing, drilling may proceed as with the dry method. The temporary casing is withdrawn when the shaft concrete is placed. If seepage conditions prevent use of the dry method, excavation is completed using the wet method. Slurry may be omitted if the casing is advanced ahead of drilling and only if minor caving of the hole is observed. Slurry shall be used in installation if drilling is to advance ahead of the casing or if the Engineer determines that the application of the slurry is required in order to maintain soil stability around the hole. If the Engineer determines that the foundation material encountered during excavation is unsuitable or differs from that anticipated in the design of the shaft, or if rock is encountered at an unanticipated elevation, the Contractor’s foundation designer shall determine if the foundation embedment should be revised from that shown on the working drawings. If rock is encountered, the Engineer shall be notified to inspect and determine the elevation of the top of competent rock. Any revisions to the foundation embedment during construction shall be reviewed by the Engineer.

199

Revision 06/15/18


Excavated materials which are removed from the shaft excavation and any drilled fluids used shall be disposed of by the Contractor as directed by the Engineer and in accordance with Section 1.10. Permanent and temporary casings shall be metal, smooth, clean, watertight, and of ample strength to withstand both handling and driving stresses and the pressure of both concrete and the surrounding earth materials. The outside diameter of casing shall not be less than the specified size of the shaft. Temporary casings shall be removed while the concrete remains workable (i.e., a slump of 4.00 inches or greater). Before the casing is withdrawn and while the casing is being withdrawn, a 5.00 foot minimum head of fresh concrete in the casing shall be maintained so that all the fluid trapped behind the casing is displaced upward without contaminating the shaft concrete. The required minimum concrete head may have to be increased to counteract groundwater head outside the casing. Separation of the concrete by hammering or otherwise vibrating the casing, during withdrawal operations, shall be avoided. Casing extraction shall be at a slow, uniform rate with the pull in line with the shaft axis. Slurry used in the drilling process shall be a mineral or polymer slurry. The slurry shall have both a grain size that will remain in suspension and sufficient viscosity and gel characteristics to transport excavated material to a suitable screening system. The percentage and specific gravity of the material used to make the suspension shall be sufficient to maintain the stability of the excavation and to allow proper concrete placement. The level of the slurry shall be maintained at a height sufficient to prevent caving of the hole. The slurry shall be premixed thoroughly with clean fresh water at a temperature above 41° F and adequate time allotted for hydration prior to introduction into the shaft excavation. The elevation of the slurry within the shaft foundation shall be maintained within 24.00 inches of the top casing and at least 48.00 inches above the existing water level during drilling and until the concrete placement is essentially complete. The slurry properties shall be maintained at all times, including non-working periods and stoppages. The slurry shall be circulated and agitated, continuously if necessary, to maintain the slurry properties and to prevent it from setting up in the shaft. The Contractor, in the presence of the Engineer, shall perform control tests on the slurry to ensure that the density, viscosity, and pH fall within the acceptable limits tabulated below. The Contractor shall provide all equipment required to perform the tests. If desanding is required, sand content shall not exceed 4% (by volume) at any point in the shaft excavation as determined by the American Petroleum Institute sand content test.

200

Revision 06/15/18


Range of Values (at 68°F)

Property (Units)

Time of Slurry Introduction

Time of Concreting

(in Hole)

Test Method

Density (pcf) 64.3 to 69.1 64.3 to 75.0 Density Balance Viscosity (seconds per quart)

28 to 45 28 to 45 Marsh Cone

pH 8 to 11 8 to 11 pH paper or meter

The control tests to determine unit weight (density), viscosity, and pH values of the slurry shall be done during the shaft excavation to establish a consistent working pattern. Prior to placing shaft concrete, slurry samples shall be taken from the bottom and at intervals not exceeding 10.00 feet for the full height of slurry. Any heavily contaminated slurry that has accumulated at the bottom of the shaft shall be eliminated. The slurry shall be within specification requirements immediately before shaft concrete placement. The hole shall be covered when left unattended. After completing the shaft excavation, all loose material existing at the bottom of the hole shall be removed. Prior to placing the reinforcement into the shaft, the Contractor, in the presence of the Engineer, shall determine the shaft dimensions, depth and alignment of the shaft. The concrete shaft shall not be out of plumb by more than ¼ inch per foot of depth. The Contractor shall provide all equipment necessary for checking the shaft excavation. The Engineer shall inspect the shaft and verify that it has been properly cleaned. The reinforcing steel shall be fabricated and assembled in accordance with Article 6.02.03. All reinforcement shall be assembled with wire ties. Welding to assemble the reinforcement is not permitted. Immediately after the shaft excavation has been inspected and approved by the Engineer and prior to placement of the concrete, the assembled reinforcing steel cage, including cage stiffener bars, spacers, centralizers, and other necessary appurtenances, shall be carefully placed into the shaft excavation as a unit. Dropping or forcing cages into the shaft will not be allowed. The reinforcing steel in the shaft shall be tied and supported so that the reinforcing steel will remain within allowable tolerances of its intended position until the concrete will support the reinforcing steel. When concrete is placed by tremie methods, temporary hold-down devices shall be used to prevent uplifting of the reinforcing steel cage during concrete placement. Concrete spacers or other approved noncorrosive spacing devices shall be used at sufficient intervals not exceeding 5.00 feet along the shaft to insure concentric location of the cage within the shaft excavation. When the size of the longitudinal reinforcing steel is larger than a #8 bar, such spacing shall not

201

Revision 06/15/18


exceed 10.00 feet. After placement of the reinforcing cage, the Engineer shall inspect the shaft to ensure that it has remained clean. If the inspection indicates that loose material has accumulated at the bottom of shaft excavation, the Contractor shall remove the reinforcing cage and reclean the shaft. Concrete shall be placed in the shaft excavation as soon as possible, but no more than 4 hours after completion of excavation and cleaning of the bottom of the excavation, and no more than 2 hours after placement of the reinforcing steel cage. Concrete shall be placed in a continuous operation to the top of the shaft. The concrete level shall be horizontal during the pouring operations. Concrete placement shall continue after the shaft is full until good quality concrete is evident at the top of the shaft. The elapsed time from the beginning of concrete placement in the shaft to the completion of placement shall not exceed 2 hours. In dry construction, concrete shall be placed in a single continuous operation with the flow of concrete down the center of the shaft excavation so as to consolidate the concrete on impact. During placement operations, the concrete is not permitted to hit the reinforcing steel. A dropchute, consisting of a hopper and flexible hose, may be used to direct the concrete down the center of the foundation and prevent the concrete from hitting the reinforcing steel. Accumulated water shall be removed before placing the concrete. At the time of concrete placement, no more than 2.00 inches of water may exist at the bottom of the excavation and loose sediment no more than 0.50 inches over one-half the base is acceptable. In wet (slurry) construction, concrete to be placed by the tremie method, where the concrete displaces the slurry from bottom of the excavation to the top. The concrete shall be placed through a top metal hopper and into a rigid leak-proof elephant trunk tremie tube, sufficiently large enough to permit free flow of concrete. The tremie tube shall be positioned so that it can be removed without disturbing the reinforcing. Initially, the discharge end of the tremie tube shall be sealed closed (plugged) to prevent slurry from entering the tube after it is placed in the excavation and before the tube is filled with concrete. After concrete placement has started, the tremie tube shall be kept full of concrete to the bottom of the hopper to maintain a positive concrete head. The flow of concrete shall be induced by slightly raising the discharge end of the tube, always keeping the tube end in the deposited concrete. No horizontal movement of the tremie tube will be permitted. The shaft concrete shall be vibrated or rodded to a depth of 5.00 feet below the ground surface except where soft uncased soil or slurry remaining in the excavation will possibly mix with the concrete. Exposed concrete shall be cured and finished in accordance with Subarticle 6.01.03-7, 9 and 10. No construction operations that would cause soil movement adjacent to the shaft, other than mild vibration, shall be conducted for at least 48 hours after shaft concrete has been placed. The top of the foundations shall be backfilled and the adjacent disturbed ground surfaces restored to match the surrounding area after the concrete has cured and the forms are removed.

202

Revision 06/15/18


Placement of topsoil shall conform to Articles 9.44.01 and 9.44.03. Turf establishment shall conform to Article 9.50.03. Construction of Spread Footing Foundations: Construction methods for spread footing foundations shall conform to the following: Temporary earth retaining system shall be safely designed and shall be carried to adequate depths and braced as necessary for proper performance of the work. Construction shall be such as to permit excavation or fill as required. Interior dimensions shall be such as to give sufficient clearance for construction of forms and their inspection and for battered pile clearance when necessary. Movements of the system or bracing which prevent the proper completion of the substructure shall be corrected at the sole expense of the Contractor. No part of the temporary earth retaining system or bracing shall be allowed to extend into the substructure without written permission of the Engineer. Working drawings and design calculations for temporary earth retaining system shall be submitted in accordance with the requirements of Article 1.05.02. Unless otherwise ordered by the Engineer, all parts of the temporary earth retaining system shall be removed upon completion of the work for which it was provided. The excavation shall be backfilled and properly compacted, prior to removal of the system unless otherwise permitted by the Engineer. Temporary earth retaining system may be left in place at the option of the Contractor if so permitted by the Engineer, provided that it is cut off at an elevation as directed by the Engineer and the cutoffs removed from the site. Excavation: Article 2.03.03. Granular Fill: Article 2.13.03. Class “F” Concrete: Article 6.01.03. Deformed Steel Bars: Subarticles 6.02.03-2,3,4,7, and 8. Additional construction provisions for all foundation types: Anchor bolt assemblies shall be embedded in the concrete as shown on the working drawings. A template plate shall be used to hold the anchor bolt assemblies, conduits and ground rod sleeve in the correct position until concrete has set. The anchor bolts shall be installed plumb. All conduit ends terminating below grade shall be capped with a malleable iron caps. All above-grade conduit ends shall be terminated with an insulated bonding bushing with tinned insert. The rigid metal conduit sweeps shall extend a minimum of 2.00 feet from the side of the foundation and shall be placed a minimum of 2.50 feet below finished grade. Stainless steel wire mesh shall be installed tight to the top of the foundations and attached to sign support structure baseplates to provide a barrier against possible entry of rodents, birds, insects,

203

Revision 06/15/18


and reptiles. The mesh shall be attached to the baseplate with the use of an adjustable stainless steel hose clamp of a diameter that is compatible with the geometry of the baseplate. Ground rod and ground wire shall be installed as shown on the plans. After the foundation has cured, the Contractor shall submit the top of foundation elevations based on a field survey. The traffic structures shall not be erected on the foundation unit until all concrete has attained a compressive strength, f’c, greater than or equal to 4,000 psi based on physical testing. Method of Measurement: This work will be measured for payment by the number of foundation units, each completely installed and accepted. Two foundation units are required to support each overhead truss sign support. Basis of Payment: The work will be paid for at the contract unit price each for “Overhead Truss Sign Support Foundation,” completed and accepted in place, which price shall include all equipment, materials, tools and labor incidental to the design, fabrication, construction and disposal of drilling spoils, of the foundations at the locations specified on the plans. No additional payment will be made for the Contractor to test the slurry when it is used to construct a drilled shaft foundation. No additional payment will be made for subsurface investigations performed by the Contractor. The removal of existing roadside barrier systems, installation and removal of temporary roadside barrier systems and resetting existing roadside barrier systems will not be paid for separately, but will be included as part of the work. The support of excavation areas by temporary earth retaining system will not be paid for separately, but will be included as part of the work. The temporary support, protection and restoration of utilities (if necessary), including existing underground wiring, conduits, drainage structures, pipes and underdrain systems within the excavation limits will not be paid for separately, but will be included as part of the work. Backfilling and restoration of adjacent ground surfaces (pavement, slope protection, topsoil & seed, etc.) in all areas disturbed by the work will not be paid for separately, but will be included as part of the work. The Engineer will determine the type, thickness and horizontal limits of the surface treatments to be restored. The installation of new or upgraded permanent roadside barrier systems, if required, will not be paid for as part of this work, but will be paid for under separate items.

204

Revision 11/02/18


ITEM #1202999A - DRILLED SHAFT TRAFFIC STRUCTURE FOUNDATION Description: Work under this item shall consist of the subsurface investigation, design and construction of drilled shaft foundations for traffic structures, in accordance with the details shown on the plans, in accordance with these specifications and as ordered by the Engineer. For the purposes of this specification, a traffic structure support may be an overhead cantilever or bridge type sign support structure. Materials: The reinforcing steel shall be uncoated unless otherwise noted on the plans. The reinforcing steel shall be ASTM A615, Grade 60 reinforcement conforming to the requirements of Article M.06.01. The concrete for the drilled shaft shall be dense, homogeneous, fluid, resistant to segregation and consolidate under self-weight. The concrete for the drilled shaft shall be a Contractor designed Portland cement concrete with a 0.375 inch (No. 8) maximum coarse aggregate size and a minimum of 705 lbs/cubic yard of cementitious materials. The initial concrete slump shall be 7.00 inches + 1.00 inch. The concrete shall maintain a minimum 4.00 inch slump for the duration of the concrete placement. The concrete shall contain 1% - 7% air entrainment. The 28 day minimum compressive strength of the concrete in the constructed foundation shall be 4,000 psi. The concrete mix design, including admixtures, shall be submitted to the Engineer for approval. The concrete for the formed pedestal shall conform to Article M.03 for Class ‘F’ Concrete. The 28 day minimum compressive strength of the concrete in the constructed pedestal shall be 4,400 psi. The concrete mix design, including admixtures, shall be submitted to the Engineer for approval. The slurry, if used, shall be Contractor designed mineral or polymer slurry that meets the range of values listed herein. The slurry mix design, including admixtures, shall be submitted to the Engineer for approval. Rigid metal conduit, ground rod sleeves and related hardware, and end caps shall be galvanized steel conduit, and shall conform to Article M.15.09. Ground rods shall be 0.626 inches in diameter by 12.00 foot long copper clad steel. The copper cladding shall be a minimum thickness of 0.128 inches. The ground clamp shall be a square-head bolt type, approved for direct burial. Stainless steel mesh shall be comprised of either Grade T316 or Grade T304 stainless steel wire and shall have a minimum of 5 wires per inch in both directions. Hose clamps shall be stainless steel and shall be adjustable.

205

Revision 11/02/18


Bare copper wire shall conform to Article M.15.13. Topsoil shall conform to Article M.13.01. Fertilizer shall conform to Article M.13.03. Seed mixture shall conform to Article M.13.04. Mulch shall conform to Article M.13.05. Erosion control matting shall conform to Article M.13.09. Construction Methods: Subsurface Conditions for Bidding: For the purpose of bidding this item, the Contractor shall assume that the subsurface conditions for each foundation location consists of cohesionless medium dense granular soil (AASHTO A-1 or A-2) with cobbles present and a high groundwater table which requires the use of wet construction/concreting methods. Subsurface Conditions for Foundation Design: As early as possible and prior to preparation of the foundation design, the Contractor shall perform a subsurface investigation for each sign foundation location. The subsurface data obtained in the exploration program at each site shall be used in the design of the foundation at that site. Use of the assumed subsurface condition (that was provided for the purpose of bidding), an assumed conservative subsurface condition or any other assumed subsurface condition shall not be allowed for use in the foundation design nor shall any assumed subsurface condition relieve the Contractor from their responsibility of obtaining a test boring at each foundation site. The subsurface investigation program should be prepared and executed in accordance with the most recent editions of the AASHTO Manual on Subsurface Investigations and ConnDOT Geotechnical Engineering Manual. The Contractor shall provide a full-time inspector to oversee the subsurface exploration program. The subsurface investigations and all related cost will not be measured for payment and shall be included in the cost of the foundation. The Contractor shall review results of their subsurface investigation to determine if subsurface conditions for sign foundation locations differ materially from those assumed at the time of bid. Should the subsurface investigation(s) encounter conditions that differ materially, the Contractor shall notify the Engineer in writing prior to the submission of the working drawings and calculations. All matters regarding increased cost relating to agreed upon change in subsurface conditions will be handled per Section 1.04.04 – Differing Site Conditions. Foundation Design Requirements: The design of drilled shaft traffic structure foundations shall conform to the requirements of the latest edition of AASHTO LRFD Specifications for Structural Supports for Highway Signs, Luminaries and Traffic Signals, including the latest interim specifications, available prior to the advertising date of the contract, amended as follows:

206

Revision 11/02/18


The foundation shall be designed for the soils and rock properties and parameters based on the subsurface conditions (character of the soil and rock, presence of ground water, etc.) in the location of, adjacent to and below the drilled shaft foundation excavation determined by the subsurface investigation.

The specified compressive strength, f’c, of the concrete used in the design shall be 4,000 psi. The concrete cover for reinforcing in a drilled shaft shall conform to the following:


Less than or equal to 3.00 feet 3.00 inches Greater than 3.00 feet and less than 5.00 feet

4.00 inches

Greater than or equal to 5.00 feet 6.00 inches

The reinforcement shall be uncoated and conform to ASTM A615, Grade 60.

The foundation shall be designed for the traffic structure support reactions for all applicable limit states. The reactions shall include axial, shear, flexural and torsional load effects.

For sign support foundations, the minimum drilled shaft diameter shall be 3.00

feet, unless otherwise noted on the plans.

The design of the drilled shaft foundation shall include embedment of the foundation in soil, the embedment of the foundation in rock or the embedment of the foundation partially in soil and partially in rock, as applicable based on the findings of the required subsurface investigation at each foundation location.

The design of the drilled shaft foundation embedment depth shall account for the

slope of the finished grade.

The minimum embedment for a drilled shaft foundation, excavated entirely in soil, shall be no less than 15.00 feet below the finished grade at the low side of a sloping grade. The minimum embedment for a drilled shaft foundation, excavated entirely in rock shall be no less than 10.00 feet below the finished grade at the low side of a sloping grade.

For sign support foundations, the top of the drilled shaft pedestal shall project

6.00 inches to 12.00 inches above the level ground or 6.00 inches to 12.00 inches above the finished grade at the high side of a sloping grade, unless otherwise shown on the plans.

207

Revision 11/02/18


The drilled shaft foundation shall be reinforced with longitudinal and transverse reinforcement. The area of longitudinal reinforcement should be no less than the sum of the reinforcement required for flexure and the longitudinal reinforcement required for torsion. The area of transverse reinforcement should be no less than the sum of the reinforcement required for shear and the transverse reinforcement required for torsion.

In drilled shaft foundations for cantilever sign structures, the area of transverse

reinforcement provided shall prevent the concrete breakout at the edge of the foundation due to the torsional load on the anchor bolt group. The area of transverse reinforcement provided shall be considered adequate to prevent this condition if the nominal torsional strength of the foundation is greater than the concrete breakout strength. The concrete breakout strength shall be determined in accordance with the latest edition of the “Building Code Requirements for Reinforced Concrete”, ACI 318, Appendix D.

The minimum number of longitudinal reinforcing bars shall be 16. The minimum

size of longitudinal reinforcing bars shall be #8. The minimum area of longitudinal reinforcing bars shall be no less than 1% of the gross cross-sectional area of the shaft. The minimum clear distance between longitudinal reinforcing bars shall be no less than 5 times the maximum aggregate size or 5.00 inches, whichever is greater. The reinforcement shall extend full length of the drilled shaft foundation, including the pedestal, less cover requirements. Splicing of the longitudinal reinforcement is not permitted.

The drilled shaft foundation shall be transversely reinforced with spirals or

circular, one piece, enclosed ties. The minimum size of the transverse reinforcement shall be #4. The maximum spacing/pitch of the transverse reinforcement shall be no more than 6.00 inches. The minimum spacing/pitch of the transverse reinforcement shall be no more than 4.00 inches. The maximum spacing/pitch of the transverse reinforcement in the top 2.00 feet of the foundation shall be no more than 4.00 inches. The spiral reinforcement shall be terminated at the top and the bottom with 1 ½ turns of the reinforcing and a 135° standard hook. Spirals may be spliced with lap splices or mechanical connectors. For spirals, the minimum lap splice length shall be 1.7 times the tension development length (including modification factors) of the bar or 48 bar diameters, whichever is greater. For spirals, the mechanical connectors shall develop both in tension and compression 125% of the specified yield strength of the bar and conform to the latest edition of the AASHTO LRFD Bridge Design Specifications, including the latest interim specifications. For ties, the minimum lap splice length shall be no less than 1.7 times the tension development length (including modification factors) of the bar. Tie lap splices shall be alternated. The ends of the bars in lap splices shall be anchored with a 135° standard hook around longitudinal reinforcement.

208

Revision 11/02/18


For sign support foundations, the top of the drilled shaft shall be designed with a square pedestal (unless detailed otherwise on the plans) to facilitate the installation of the anchor bolts and rigid metal conduits. The plan dimensions of the pedestal shall equal the diameter of the drilled shaft. The top and sides of the pedestal shall be reinforced with a grillage of reinforcement. The minimum size reinforcement shall be #5. The minimum concrete cover shall be 3.00 inches, unless otherwise indicated on the plans.


support to avoid conflicts between the embedded support anchorage and the foundation reinforcement.

Submittal Requirements for Foundations: Prior to excavating for the foundation, the Contractor shall submit working drawings and design computations for the foundation(s) at each sign support, based on the reviewed sign structure cross-section, to the Engineer for review in accordance with Article 1.05.02. The working drawings and design computations for foundations shall conform to working drawings for permanent construction. An individual, independently packaged set of working drawings and computations, with all details and documents necessary for fabrication and construction shall be prepared and submitted for the foundation(s) at each support. A single set of drawings with tabulated data for multiple foundation locations is not permitted. Combining working drawing submittals for sign structures with submittals for structure foundations is not permitted. The packaged set of working drawings and computations for the foundations at each support shall be submitted in an individual file in electronic portable document format (.pdf) with appropriate bookmarks commenting enabled. The packaged set shall include the following:

title sheet

table of contents

contact information for designer – contact information should include name and address of design firm, name of contact person with phone number and email address


results of subsurface investigation, including boring logs and geotechnical design

recommendations

foundation working drawings

foundation design computations

209

Revision 11/02/18


The working drawings shall include complete details of all foundation components. The drawings shall include, but not be limited to the following:



material specifications for all components

embedment depths for foundation in soil, rock and a combination of soil and rock

anchor bolt details, including dimensions, embedment and projection The design computations shall include, but not be limited to the following:




drawings/models of the foundation with dimensions, loads and references to the

local and global coordinate systems used (as applicable), to facilitate review of the results




computations demonstrating the geotechnical and structural capacity of the foundation for

all applicable limit states The submitted foundation design computations shall reflect the load effects due to the actual sign panels, including crown panels, of the supported sign structure in the final condition. If additional sign and crown panels are shown on the plans for temporary signing during stage construction or for future signing, separate foundation design computations shall be submitted to reflect those loading conditions and document the adequacy of the foundation. The Contractor shall make printed copies of the stamped working drawings and calculations, of the size and number determined by the Engineer, and deliver the copies as directed by the Engineer.

210

Revision 11/02/18


Prior to excavating for the foundation, the Contractor shall submit the following:

Reinforcing Steel Shop Drawings: Based on the accepted foundation design, reinforcing steel shop drawings shall be prepared for each foundation. A copy of the reviewed and stamped reinforcing steel shop drawings shall be submitted in accordance with Subarticle 1.05.02.

Concrete Mix Design: The Contractor shall submit the concrete mix design, including admixtures, for review in accordance with Subarticle 1.05.02. Slurry Mix Design: If the Foundation Construction Procedure involves the use of slurry, the Contractor shall submit the slurry mix design for review in accordance with Subarticle 1.05.02.

Drilled Shaft Foundation Construction Personnel: The Contractor performing the work described in this specification shall have installed drilled shafts of both diameter and length similar to those required for the traffic structures for a minimum of 3 years prior to the bid date for this project. The Contractor shall submit a list containing at least 3 projects completed in the last 3 years on which the Contractor has installed drilled shafts of a diameter and length similar to those shown on the plans. The list of projects shall contain names and phone numbers of owner's representatives who can verify the Contractors' participation on those projects. The Contractor shall provide a list identifying the on-site supervisor(s) and drill operator(s) for approval by the Engineer. The on-site supervisor(s) shall have a minimum 2 years of experience in supervising the construction of drilled shafts of a diameter and length similar to those shown on the plans. The drill operator(s) shall have a minimum 1 year experience in drilling for the construction of drilled shafts of a diameter and length similar to those shown on the plans. The list shall contain a summary of each individual’s experience. Should the Contractor elect to change personnel during construction of the shaft, the same approval process will need to be completed for the new personnel prior to them starting work on the project. The Contractor shall not be compensated for any delays resulting from their changing of personnel. All documentation for review shall be submitted in accordance with Subarticle 1.05.02

Drilled Shaft Foundation Construction Procedure: The Contractor shall submit a written foundation construction procedure outlining the equipment; drilling procedure for soil and rock, including how spoils will be handled; temporary casing placement and removal; slurry placement; reinforcement, anchor bolt and conduit placement; and concrete placement required for the drilled shaft foundation construction for review in accordance with Subarticle 1.05.02. The procedure should include contingencies for the various soil, rock and subsurface water conditions that may be encountered during the foundation construction. Also required in this submission are the following:

211

Revision 11/02/18


list of proposed equipment to be used, including cranes, drills, augers,

bailing buckets, final cleaning equipment, desanding equipment, slurry pumps, core sampling equipment, tremies or concrete pumps, casing, etc.

details of overall construction operation sequence and the sequence of

shaft construction in bents or groups




details of reinforcement placement, including support and centralization

methods

details of concrete mix design and test results of both a trial mix and a slump loss test. The tests shall be conducted by an approved testing laboratory using approved methods to demonstrate that the concrete meets slump loss requirements

details of concrete placement, including proposed operational procedures

for free fall, tremie or pumping methods, proposed concreting log form and computations for time duration of shaft pour estimates


details of methods for removal of obstructions. Obstructions the

Contractor shall provide details of methods for removal include, but are not necessarily be limited to, boulders, concrete, riprap, steel, timber, etc.


212

Revision 11/02/18


A Foundation Construction Procedure may be accepted by the Engineer without inclusion of slurry if the Contractor chooses to use permanent or temporary casings in accordance with the permanent or temporary casing method, described below. However, a slurry procedure and slurry mix design shall be required if the Contractor chooses to advance excavation ahead of the casings or if the Engineer determines that application of slurry is required to maintain soil stability. The Contractor shall be responsible for any delays to the project resulting from slurry construction procedure and mix design reviews submitted after approval of a dry and permanent or temporary casing method. Excavations required for shafts shall be performed through whatever materials are encountered, to the dimensions and elevations in the working drawings or as ordered by the Engineer. The methods and equipment used shall be suitable for the intended purpose and materials encountered. Shaft excavation may be performed by combinations of augering, rotary drilling, down-the-hole hammer, reverse circulation drilling, clamming, scraping, or other means approved by the Engineer. Generally, either the dry method, wet method, or temporary casing method may be used, as necessary, to produce sound, durable concrete foundation shafts free of defects. The Contractor shall select and use the method that is needed to properly accomplish the work, as determined by site conditions and subject to the approval of the Engineer. The Contractor is responsible for maintaining the stability of the shaft excavation during all phases of construction. The dry method consists of drilling the shaft excavation, removing accumulated water and loose material from the excavation, and placing the shaft concrete in a relatively dry excavation. The dry construction method shall be used only at sites where the groundwater table and site conditions are suitable to permit construction of the shaft in a relatively dry excavation, and where the sides and bottom of the shaft are stable and may be visually inspected prior to placing the concrete. The use of the dry construction method is permitted if less than one foot of water accumulates in the bottom of a hole without pumping over a one hour period, the excavation remains stable and any loose material and water can be removed prior to placement of concrete. The wet construction method shall be used at sites where a dry excavation cannot be maintained for placement of the shaft concrete. Wet construction methods consist of using a mineral slurry to maintain stability of the hole perimeter while advancing the excavation to final depth, placing the reinforcing cage and shaft concrete. This procedure may require desanding and cleaning the slurry; final cleaning of the excavation by means of a bailing bucket, air lift, submersible pump or other devices; and placing the shaft concrete with a tremie. Unless it is demonstrated to the satisfaction of the Engineer that the surface casing is not required, temporary surface casings shall be provided to aid shaft alignment and position, and to prevent sloughing of the top of the shaft excavation. Surface casing is defined as the amount of casing required from the ground surface to a point in the shaft excavation where sloughing of the surrounding soil does not occur. The temporary or permanent casing construction methods may be used in lieu of the dry or wet construction methods or where the dry or wet construction methods are inappropriate. Temporary or permanent casing construction methods consist of advancing the excavation through caving material with or without slurry. Casings may be installed by driving or vibratory

213

Revision 11/02/18


procedures in advance of excavation to the lower limits of the caving material. When a nearly impervious formation is reached, a casing is placed in the hole and sealed in the nearly impervious formation. After the drilling fluid is removed from the casing, drilling may proceed as with the dry method. The temporary casing is withdrawn when the shaft concrete is placed. If seepage conditions prevent use of the dry method, excavation is completed using the wet method. Slurry may be omitted if the casing is advanced ahead of drilling and only if minor caving of the hole is observed. Slurry shall be used in installation if drilling is to advance ahead of the casing or if the Engineer determines that the application of the slurry is required in order to maintain soil stability around the hole. If the Engineer determines that the foundation material encountered during excavation is unsuitable or differs from that anticipated in the design of the shaft, or if rock is encountered at an unanticipated elevation, the Contractor’s foundation designer shall determine if the foundation embedment should be revised from that shown on the working drawings. If rock is encountered, the Engineer shall be notified to inspect and determine the elevation of the top of competent rock. Any revisions to the foundation embedment during construction shall be reviewed by the Engineer. Excavated materials which are removed from the shaft excavation and any drilled fluids used shall be disposed of by the Contractor as directed by the Engineer and in accordance with Section 1.10. Permanent and temporary casings shall be metal, smooth, clean, watertight, and of ample strength to withstand both handling and driving stresses and the pressure of both concrete and the surrounding earth materials. The outside diameter of casing shall not be less than the specified size of the shaft. Temporary casings shall be removed while the concrete remains workable (i.e., a slump of 4.00 inches or greater). Before the casing is withdrawn and while the casing is being withdrawn, a 5.00 foot minimum head of fresh concrete in the casing shall be maintained so that all the fluid trapped behind the casing is displaced upward without contaminating the shaft concrete. The required minimum concrete head may have to be increased to counteract groundwater head outside the casing. Separation of the concrete by hammering or otherwise vibrating the casing, during withdrawal operations, shall be avoided. Casing extraction shall be at a slow, uniform rate with the pull in line with the shaft axis. Slurry used in the drilling process shall be a mineral or polymer slurry. The slurry shall have both a mineral grain size that will remain in suspension and sufficient viscosity and gel characteristics to transport excavated material to a suitable screening system. The percentage and specific gravity of the material used to make the suspension shall be sufficient to maintain the stability of the excavation and to allow proper concrete placement. The level of the slurry shall be maintained at a height sufficient to prevent caving of the hole. The mineral slurry shall be premixed thoroughly with clean fresh water at a temperature above 41° F and adequate time allotted for hydration prior to introduction into the shaft excavation. The elevation of the slurry within the shaft foundation shall be maintained within 24.00 inches of the top casing and at least 48.00 inches above the existing water level during drilling and until

214

Revision 11/02/18


the concrete placement is essentially complete. The slurry properties shall be maintained at all times, including non-working periods and stoppages. The slurry shall be circulated and agitated, continuously if necessary, to maintain the slurry properties and to prevent it from setting up in the shaft. The Contractor, in the presence of the Engineer, shall perform control tests on the slurry to ensure that the density, viscosity, and pH fall within the acceptable limits tabulated below. The Contractor shall provide all equipment required to perform the tests. If desanding is required, sand content shall not exceed 4% (by volume) at any point in the shaft excavation as determined by the American Petroleum Institute sand content test.


Property (Units)


Time of Concreting

(in Hole)

Test Method




The control tests to determine unit weight (density), viscosity, and pH values of the slurry shall be done during the shaft excavation to establish a consistent working pattern. Prior to placing shaft concrete, slurry samples shall be taken from the bottom and at intervals not exceeding 10.00 feet for the full height of slurry. Any heavily contaminated slurry that has accumulated at the bottom of the shaft shall be eliminated. The mineral slurry shall be within specification requirements immediately before shaft concrete placement. The hole shall be covered when left unattended. After completing the shaft excavation, all loose material existing at the bottom of the hole shall be removed. Prior to placing the reinforcement into the shaft, the Contractor, in the presence of the Engineer, shall determine the shaft dimensions, depth and alignment of the shaft. The concrete shaft shall not be out of plumb by more than ¼ inch per foot of depth. The Contractor shall provide all equipment necessary for checking the shaft excavation. The Engineer shall inspect the shaft and verify that it has been properly cleaned. The reinforcing steel shall be fabricated and assembled in accordance with Article 6.02.03. All reinforcement shall be assembled with wire ties. Welding to assemble the reinforcement is not permitted.

215

Revision 11/02/18


Immediately after the shaft excavation has been inspected and approved by the Engineer and prior to placement of the concrete, the assembled reinforcing steel cage, including cage stiffener bars, spacers, centralizers, and other necessary appurtenances, shall be carefully placed into the shaft excavation as a unit. Dropping or forcing cages into the shaft will not be allowed. The reinforcing steel in the shaft shall be tied and supported so that the reinforcing steel will remain within allowable tolerances of its intended position until the concrete will support the reinforcing steel. When concrete is placed by tremie methods, temporary hold-down devices shall be used to prevent uplifting of the reinforcing steel cage during concrete placement. Concrete spacers or other approved noncorrosive spacing devices shall be used at sufficient intervals not exceeding 5.00 feet along the shaft to insure concentric location of the cage within the shaft excavation. When the size of the longitudinal reinforcing steel is larger than a #8 bar, such spacing shall not exceed 10.00 feet. After placement of the reinforcing cage, the Engineer shall inspect the shaft to ensure that it has remained clean. If the inspection indicates that loose material has accumulated at the bottom of shaft excavation, the Contractor shall remove the reinforcing cage and reclean the shaft. Concrete shall be placed in the shaft excavation as soon as possible, but no more than 4 hours after completion of excavation and cleaning of the bottom of the excavation, and no more than 2 hours after placement of the reinforcing steel cage. Concrete shall be placed in a continuous operation to the top of the shaft. The concrete level shall be horizontal during the pouring operations. Concrete placement shall continue after the shaft is full until good quality concrete is evident at the top of the shaft. The elapsed time from the beginning of concrete placement in the shaft to the completion of placement shall not exceed 2 hours. In dry construction, concrete shall be placed in a single continuous operation with the flow of concrete down the center of the shaft excavation so as to consolidate the concrete on impact. During placement operations, the concrete is not permitted to hit the reinforcing steel. A dropchute, consisting of a hopper and flexible hose, may be used to direct the concrete down the center of the foundation and prevent the concrete from hitting the reinforcing steel. Accumulated water shall be removed before placing the concrete. At the time of concrete placement, no more than 2.00 inches of water may exist at the bottom of the excavation and loose sediment no more than 0.50 inches over one-half the base is acceptable. In wet (slurry) construction, concrete to be placed by the tremie method, where the concrete displaces the slurry from bottom of the excavation to the top. The concrete shall be placed through a top metal hopper and into a rigid leak-proof elephant trunk tremie tube, sufficiently large enough to permit free flow of concrete. The tremie tube shall be positioned so that it can be removed without disturbing the reinforcing. Initially, the discharge end of the tremie tube shall be sealed closed (plugged) to prevent slurry from entering the tube after it is placed in the excavation and before the tube is filled with concrete. After concrete placement has started, the tremie tube shall be kept full of concrete to the bottom of the hopper to maintain a positive concrete head. The flow of concrete shall be induced by slightly raising the discharge end of the tube, always keeping the tube end in the deposited concrete. No horizontal movement of the tremie tube will be permitted.

216

Revision 11/02/18


The shaft concrete shall be vibrated or rodded to a depth of 5.00 feet below the ground surface except where soft uncased soil or slurry remaining in the excavation will possibly mix with the concrete. Exposed concrete shall be cured and finished in accordance with Subarticle 6.01.03-7, 9 and 10. Anchor bolt assemblies shall be embedded in the concrete as shown on the working drawings. A template plate shall be used to hold the anchor bolt assemblies, conduits and ground rod sleeve in the correct position until the concrete has set. The anchor bolts shall be installed plumb. All conduit ends terminating below grade shall be capped with a malleable iron caps. All above-grade conduit ends shall be terminated with an insulated bonding bushing with tinned insert. The rigid metal conduit sweeps shall extend a minimum of 2.00 feet from the side of the foundation and shall be placed a minimum of 2.50 feet below finished grade. Stainless steel wire mesh shall be installed tight to the top of the foundations and attached to sign support structure baseplates to provide a barrier against possible entry of rodents, birds, insects, and reptiles. The mesh shall be attached to the baseplate with the use of an adjustable stainless steel hose clamp of a diameter that is compatible with the geometry of the baseplate. Ground rod and ground wire shall be installed as shown on the plans. No construction operations that would cause soil movement adjacent to the shaft, other than mild vibration, shall be conducted for at least 48 hours after shaft concrete has been placed. The top of the foundations shall be backfilled and the adjacent disturbed ground surfaces restored to match the surrounding area after the concrete has cured and the forms are removed. Placement of topsoil shall conform to Articles 9.44.01 and 9.44.03. Turf establishment shall conform to Article 9.50.03. After the foundation has cured, the Contractor shall obtain the as-built top of foundation elevations based on a field survey. The traffic structures shall not be erected on the foundation until both the pedestal concrete and the shaft concrete has attained a compressive strength, f’c, greater than or equal to 4,000 psi based on physical testing. Method of Measurement: This work will be measured for payment by the number of foundation units, each completely installed and accepted. One foundation unit is required to support each cantilever sign support. Two foundation units are required to support each bridge sign support. Basis of Payment: The work will be paid for at the contract unit price each for “Drilled Shaft Traffic Structure Foundation,” completed and accepted in place, which price shall include all

217

Revision 11/02/18


equipment, materials, tools and labor incidental to the design, fabrication, construction and disposal of drilling spoils, of the foundations at the locations specified on the plans. No additional payment will be made for the Contractor to test the slurry when it is used to construct a drilled shaft foundation. No additional payment will be made for subsurface investigations performed by the Contractor. The removal of existing roadside barrier systems, installation and removal of temporary roadside barrier systems and resetting existing roadside barrier systems will not be paid for separately, but will be included as part of the work. The temporary support, protection and restoration of utilities (if necessary), including existing underground wiring, conduits, drainage structures, pipes and underdrain systems within the excavation limits will not be paid for separately, but will be included as part of the work. Backfilling and restoration of adjacent ground surfaces (pavement, slope protection, topsoil & seed, etc.) in all areas disturbed by the work will not be paid for separately, but will be included as part of the work. The Engineer will determine the type, thickness and horizontal limits of the surface treatments to be restored. The installation of new or upgraded permanent roadside barrier systems, if required, will not be paid for as part of this work, but will be paid for under separate items.

218

11/07/18


ITEM #1203109A - SIDE MOUNTED SIGN FOUNDATION Work under this item shall conform to the requirements of Section 12.03 supplemented as follows: 12.03.01 Description: Add the following:

Work under this item shall also include subsurface investigation and design of the foundations at the locations listed below or as directed by the Engineer. The Breakaway Sign Support Sheets contained within the plan set for this project may be used as a conceptual base for the final design. Drilled shaft foundations shall be used at these structures. The Contractor shall submit a final design for each support and their foundations signed and sealed by a Professional Engineer registered in Connecticut. This Specification is specifically for the foundations at the following side mounted sign supports:

091N-159-33.24 091N-159-R822-EX25 091S-159-35.25 091S-063-R829-EX85

Breakaway couplings and hinge plates shall NOT be included for these supports. 12.03.02-Materials: Add the following:

The concrete for the drilled shafts shall be dense, homogeneous, fluid, resistant to segregation and consolidate under self-weight. The concrete for the drilled shafts shall be a Contractor designed Portland cement concrete with a 0.375 inch (No. 8) maximum coarse aggregate size and a minimum of 705 lbs/cubic yard of cementitious materials. The initial concrete slump shall be 7.00 inches + 1.00 inch. The concrete shall maintain a minimum 4.00 inch slump for the duration of the concrete placement. The concrete shall contain 1% - 7% air entrainment. The 28 day minimum compressive strength of the concrete in the constructed foundation shall be 4,000 psi. The concrete mix design, including admixtures, shall be submitted to the Engineer for approval.

The slurry, if used, shall be Contractor designed mineral or polymer slurry that meets the range of values listed herein. The slurry mix design, including admixtures, shall be submitted to the Engineer for approval.

12.03.03 Construction Methods: Add the following:

Subsurface Conditions for Bidding: For the purpose of bidding this item, the Contractor shall assume that the subsurface conditions for each foundation location consists of cohesionless medium dense granular soil (AASHTO A-1 or A-2) with cobbles present and a high groundwater table which requires the use of wet construction/concreting methods.

219

11/07/18


Subsurface Conditions for Foundation Design: As early as possible and prior to preparation of the foundation design, the Contractor shall perform a subsurface investigation for each sign foundation location. The subsurface data obtained in the exploration program at each site shall be used in the design of the foundation at that site. Use of the assumed subsurface condition (that was provided for the purpose of bidding), an assumed conservative subsurface condition or any other assumed subsurface condition shall not be allowed for use in the foundation design nor shall any assumed subsurface condition relieve the Contractor from their responsibility of obtaining a test boring at each foundation site. The subsurface investigation program should be prepared and executed in accordance with the most recent editions of the AASHTO Manual on Subsurface Investigations and ConnDOT Geotechnical Engineering Manual. The Contractor shall provide a full-time inspector to oversee the subsurface exploration program. The subsurface investigations and all related cost will not be measured for payment and shall be included in the cost of the foundation. The Contractor shall review results of their subsurface investigation to determine if subsurface conditions for sign foundation locations differ materially from those assumed at the time of bid. Should the subsurface investigation(s) encounter conditions that differ materially, the Contractor shall notify the Engineer in writing prior to the submission of the working drawings and calculations. All matters regarding increased cost relating to agreed upon change in subsurface conditions will be handled per Section 1.04.04 – Differing Site Conditions. Foundation Design Requirements: The design of drilled shaft foundations shall conform to the requirements of the latest edition of AASHTO LRFD Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals, including the latest interim specifications, available prior to the advertising date of the contract, amended as follows: The foundation shall be designed for the soils and rock properties and parameters based

on the subsurface conditions (character of the soil and rock, presence of ground water, etc.) in the location of, adjacent to and below the drilled shaft foundation excavation determined by the subsurface investigation.

The specified compressive strength, f’c, of the concrete used in the design shall be

4,000 psi. The concrete cover for reinforcing in a drilled shaft shall conform to the following:

220

11/07/18



Less than or equal to 3.00 feet 3.00 inches Greater than 3.00 feet and less than 5.00 feet

4.00 inches

Greater than or equal to 5.00 feet 6.00 inches The reinforcement shall be uncoated and conform to ASTM A615, Grade 60. The foundation shall be designed for the traffic structure support reactions for all

applicable limit states. The reactions shall include axial, shear, flexural and torsional load effects.

The minimum drilled shaft diameter shall be 3.00 feet, unless otherwise noted on the

plans. The design of the drilled shaft foundation shall include embedment of the foundation in

soil, the embedment of the foundation in rock or the embedment of the foundation partially in soil and partially in rock, as applicable based on the findings of the required subsurface investigation at each foundation location.

The design of the drilled shaft foundation embedment depth shall account for the slope

of the finished grade. The minimum embedment for a drilled shaft foundation, excavated entirely in soil, shall

be no less than 8.00 feet below the finished grade at the low side of a sloping grade. The minimum embedment for a drilled shaft foundation, excavated entirely in rock shall be no less than 8.00 feet below the finished grade at the low side of a sloping grade.

The drilled shaft foundation shall be reinforced with longitudinal and transverse

reinforcement. The area of longitudinal reinforcement should be no less than the sum of the reinforcement required for flexure and the longitudinal reinforcement required for torsion. The area of transverse reinforcement should be no less than the sum of the reinforcement required for shear and the transverse reinforcement required for torsion.

The minimum size of longitudinal reinforcing bars shall be #8. The minimum area of

longitudinal reinforcing bars shall be no less than 1% of the gross cross-sectional area of the shaft. The minimum clear distance between longitudinal reinforcing bars shall be no less than 5 times the maximum aggregate size or 5.00 inches, whichever is greater. The reinforcement shall extend full length of the drilled shaft foundation, less cover requirements. Splicing of the longitudinal reinforcement is not permitted.

The drilled shaft foundation shall be transversely reinforced with spirals or circular, one

piece, enclosed ties. The minimum size of the transverse reinforcement shall be #4.

221

11/07/18


The maximum spacing/pitch of the transverse reinforcement shall be no more than 6.00 inches. The minimum spacing/pitch of the transverse reinforcement shall be no more than 4.00 inches. The maximum spacing/pitch of the transverse reinforcement in the top 2.00 feet of the foundation shall be no more than 4.00 inches. The spiral reinforcement shall be terminated at the top and the bottom with 1 ½ turns of the reinforcing and a 135° standard hook. Spirals may be spliced with lap splices or mechanical connectors. For spirals, the minimum lap splice length shall be 1.7 times the tension development length (including modification factors) of the bar or 48 bar diameters, whichever is greater. For spirals, the mechanical connectors shall develop both in tension and compression 125% of the specified yield strength of the bar and conform to the latest edition of the AASHTO LRFD Bridge Design Specifications, including the latest interim specifications. For ties, the minimum lap splice length shall be no less than 1.7 times the tension development length (including modification factors) of the bar. Tie lap splices shall be alternated. The ends of the bars in lap splices shall be anchored with a 135° standard hook around longitudinal reinforcement.

The design of the foundation shall be coordinated with the traffic structure support to

avoid conflicts between the embedded support anchorage and the foundation reinforcement.

Submittal Requirements for Foundations: Prior to excavating for the foundation, the Contractor shall submit working drawings and design computations for the foundation(s) at each sign support, based on the reviewed sign structure cross-section, to the Engineer for review in accordance with Article 1.05.02. The working drawings and design computations for foundations shall conform to working drawings for permanent construction. An individual, independently packaged set of working drawings and computations, with all details and documents necessary for fabrication and construction shall be prepared and submitted for the foundation(s) at each support. A single set of drawings with tabulated data for multiple foundation locations is not permitted. Combining working drawing submittals for sign structures with submittals for structure foundations is not permitted. The packaged set of working drawings and computations for the foundations at each support shall be submitted in an individual file in electronic portable document format (.pdf) with appropriate bookmarks commenting enabled. The packaged set shall include the following: title sheet table of contents contact information for designer – contact information should include name and address

of design firm, name of contact person with phone number and email address copy of the reviewed cross-section

222

11/07/18


results of subsurface investigation, including boring logs and geotechnical design recommendations

foundation working drawings foundation design computations The working drawings shall include complete details of all foundation components. The drawings shall include, but not be limited to the following: the project number, town and alpha-numeric support identification number reference to the design specifications, including interim specifications material specifications for all components embedment depths for foundation in soil, rock and a combination of soil and rock anchor bolt details, including dimensions, embedment and projection The design computations shall include, but not be limited to the following: the project number, town and alpha-numeric support identification number

references to design specifications, including interim specifications, and the applicable

code section and articles


drawings/models of the foundation with dimensions, loads and references to the local and global coordinate systems used (as applicable), to facilitate review of the results




computations demonstrating the geotechnical and structural capacity of the foundation for all applicable limit states

The submitted foundation design computations shall reflect the load effects due to the actual sign panels, including crown panels, of the supported sign structure in the final condition. If additional sign and crown panels are shown on the plans for temporary

223

11/07/18


signing during stage construction or for future signing, separate foundation design computations shall be submitted to reflect those loading conditions and document the adequacy of the foundation. The Contractor shall make printed copies of the stamped working drawings and calculations, of the size and number determined by the Engineer, and deliver the copies as directed by the Engineer. Prior to excavating for the foundation, the Contractor shall submit the following:

Reinforcing Steel Shop Drawings: Based on the accepted foundation design, reinforcing steel shop drawings shall be prepared for each foundation. A copy of the reviewed and stamped reinforcing steel shop drawings shall be submitted in accordance with Subarticle 1.05.02. Concrete Mix Design: The Contractor shall submit the concrete mix design, including admixtures, for review in accordance with Subarticle 1.05.02. Slurry Mix Design: If the Foundation Construction Procedure involves the use of slurry, the Contractor shall submit the slurry mix design for review in accordance with Subarticle 1.05.02. Drilled Shaft Foundation Construction Personnel: The Contractor performing the work described in this specification shall have installed drilled shafts of both diameter and length similar to those required for the traffic structures for a minimum of 3 years prior to the bid date for this project. The Contractor shall submit a list containing at least 3 projects completed in the last 3 years on which the Contractor has installed drilled shafts of a diameter and length similar to those shown on the plans. The list of projects shall contain names and phone numbers of owner's representatives who can verify the Contractors' participation on those projects. The Contractor shall provide a list identifying the on-site supervisor(s) and drill operator(s) for approval by the Engineer. The on-site supervisor(s) shall have a minimum 2 years of experience in supervising the construction of drilled shafts of a diameter and length similar to those shown on the plans. The drill operator(s) shall have a minimum 1 year experience in drilling for the construction of drilled shafts of a diameter and length similar to those shown on the plans. The list shall contain a summary of each individual’s experience. Should the Contractor elect to change personnel during construction of the shaft, the same approval process will need to be completed for the new personnel prior to them starting work on the project. The Contractor shall not be compensated for any delays resulting from their changing of personnel. All documentation for review shall be submitted in accordance with Subarticle 1.05.02 Drilled Shaft Foundation Construction Procedure: The Contractor shall submit a written foundation construction procedure outlining the equipment; drilling procedure for soil and rock, including how spoils will be handled; temporary casing placement and

224

11/07/18


removal; slurry placement; reinforcement, anchor bolt placement; and concrete placement required for the drilled shaft foundation construction for review in accordance with Subarticle 1.05.02. The procedure should include contingencies for the various soil, rock and subsurface water conditions that may be encountered during the foundation construction. Also required in this submission are the following:

list of proposed equipment to be used, including cranes, drills, augers, bailing

buckets, final cleaning equipment, desanding equipment, slurry pumps, core sampling equipment, tremies or concrete pumps, casing, etc.

details of overall construction operation sequence and the sequence of shaft construction in bents or groups




details of reinforcement placement, including support and centralization methods

details of concrete mix design and test results of both a trial mix and a slump loss test. The tests shall be conducted by an approved testing laboratory using approved methods to demonstrate that the concrete meets slump loss requirements

details of concrete placement, including proposed operational procedures for free fall, tremie or pumping methods, proposed concreting log form and computations for time duration of shaft pour estimates


details of methods for removal of obstructions. Obstructions the Contractor shall provide details of methods for removal include, but are not necessarily be limited to, boulders, concrete, riprap, steel, timber, etc.


225

11/07/18


A Foundation Construction Procedure may be accepted by the Engineer without inclusion of slurry if the Contractor chooses to use permanent or temporary casings in accordance with the permanent or temporary casing method, described below. However, a slurry procedure and slurry mix design shall be required if the Contractor chooses to advance excavation ahead of the casings or if the Engineer determines that application of slurry is required to maintain soil stability. The Contractor shall be responsible for any delays to the project resulting from slurry construction procedure and mix design reviews submitted after approval of a dry and permanent or temporary casing method. Excavations required for shafts shall be performed through whatever materials are encountered, to the dimensions and elevations in the working drawings or as ordered by the Engineer. The methods and equipment used shall be suitable for the intended purpose and materials encountered. Shaft excavation may be performed by combinations of augering, rotary drilling, down-the-hole hammer, reverse circulation drilling, clamming, scraping, or other means approved by the Engineer. Generally, either the dry method, wet method, or temporary casing method may be used, as necessary, to produce sound, durable concrete foundation shafts free of defects. The Contractor shall select and use the method that is needed to properly accomplish the work, as determined by site conditions and subject to the approval of the Engineer. The Contractor is responsible for maintaining the stability of the shaft excavation during all phases of construction. The dry method consists of drilling the shaft excavation, removing accumulated water and loose material from the excavation, and placing the shaft concrete in a relatively dry excavation. The dry construction method shall be used only at sites where the groundwater table and site conditions are suitable to permit construction of the shaft in a relatively dry excavation, and where the sides and bottom of the shaft are stable and may be visually inspected prior to placing the concrete. The use of the dry construction method is permitted if less than one foot of water accumulates in the bottom of a hole without pumping over a one hour period, the excavation remains stable and any loose material and water can be removed prior to placement of concrete. The wet construction method shall be used at sites where a dry excavation cannot be maintained for placement of the shaft concrete. Wet construction methods consist of using a mineral slurry to maintain stability of the hole perimeter while advancing the excavation to final depth, placing the reinforcing cage and shaft concrete. This procedure may require desanding and cleaning the slurry; final cleaning of the excavation by means of a bailing bucket, air lift, submersible pump or other devices; and placing the shaft concrete with a tremie. Unless it is demonstrated to the satisfaction of the Engineer that the surface casing is not required, temporary surface casings shall be provided to aid shaft alignment and position, and to prevent sloughing of the top of the shaft excavation. Surface casing is defined as the amount of casing required from the ground surface to a point in the shaft excavation where sloughing of the surrounding soil does not occur. The temporary or permanent casing construction methods may be used in lieu of the dry or wet construction methods or where the dry or wet construction methods are inappropriate.

226

11/07/18


Temporary or permanent casing construction methods consist of advancing the excavation through caving material with or without slurry. Casings may be installed by driving or vibratory procedures in advance of excavation to the lower limits of the caving material. When a nearly impervious formation is reached, a casing is placed in the hole and sealed in the nearly impervious formation. After the drilling fluid is removed from the casing, drilling may proceed as with the dry method. The temporary casing is withdrawn when the shaft concrete is placed. If seepage conditions prevent use of the dry method, excavation is completed using the wet method. Slurry may be omitted if the casing is advanced ahead of drilling and only if minor caving of the hole is observed. Slurry shall be used in installation if drilling is to advance ahead of the casing or if the Engineer determines that the application of the slurry is required in order to maintain soil stability around the hole. If the Engineer determines that the foundation material encountered during excavation is unsuitable or differs from that anticipated in the design of the shaft, or if rock is encountered at an unanticipated elevation, the Contractor’s foundation designer shall determine if the foundation embedment should be revised from that shown on the working drawings. If rock is encountered, the Engineer shall be notified to inspect and determine the elevation of the top of competent rock. Any revisions to the foundation embedment during construction shall be reviewed by the Engineer. Excavated materials which are removed from the shaft excavation and any drilled fluids used shall be disposed of by the Contractor as directed by the Engineer and in accordance with Section 1.10. Permanent and temporary casings shall be metal, smooth, clean, watertight, and of ample strength to withstand both handling and driving stresses and the pressure of both concrete and the surrounding earth materials. The outside diameter of casing shall not be less than the specified size of the shaft. Temporary casings shall be removed while the concrete remains workable (i.e., a slump of 4.00 inches or greater). Before the casing is withdrawn and while the casing is being withdrawn, a 5.00 foot minimum head of fresh concrete in the casing shall be maintained so that all the fluid trapped behind the casing is displaced upward without contaminating the shaft concrete. The required minimum concrete head may have to be increased to counteract groundwater head outside the casing. Separation of the concrete by hammering or otherwise vibrating the casing, during withdrawal operations, shall be avoided. Casing extraction shall be at a slow, uniform rate with the pull in line with the shaft axis. Slurry used in the drilling process shall be a mineral or polymer slurry. The slurry shall have both a mineral grain size that will remain in suspension and sufficient viscosity and gel characteristics to transport excavated material to a suitable screening system. The percentage and specific gravity of the material used to make the suspension shall be sufficient to maintain the stability of the excavation and to allow proper concrete placement. The level of the slurry shall be maintained at a height sufficient to prevent caving of the hole.

227

11/07/18


The mineral slurry shall be premixed thoroughly with clean fresh water at a temperature above 41° F and adequate time allotted for hydration prior to introduction into the shaft excavation. The elevation of the slurry within the shaft foundation shall be maintained within 24.00 inches of the top casing and at least 48.00 inches above the existing water level during drilling and until the concrete placement is essentially complete. The slurry properties shall be maintained at all times, including non-working periods and stoppages. The slurry shall be circulated and agitated, continuously if necessary, to maintain the slurry properties and to prevent it from setting up in the shaft. The Contractor, in the presence of the Engineer, shall perform control tests on the slurry to ensure that the density, viscosity, and pH fall within the acceptable limits tabulated below. The Contractor shall provide all equipment required to perform the tests. If desanding is required, sand content shall not exceed 4% (by volume) at any point in the shaft excavation as determined by the American Petroleum Institute sand content test.

228

11/07/18



Property (Units)


Time of Concreting

(in Hole)

Test Method




The control tests to determine unit weight (density), viscosity, and pH values of the slurry shall be done during the shaft excavation to establish a consistent working pattern. Prior to placing shaft concrete, slurry samples shall be taken from the bottom and at intervals not exceeding 10.00 feet for the full height of slurry. Any heavily contaminated slurry that has accumulated at the bottom of the shaft shall be eliminated. The mineral slurry shall be within specification requirements immediately before shaft concrete placement. The hole shall be covered when left unattended. After completing the shaft excavation, all loose material existing at the bottom of the hole shall be removed. Prior to placing the reinforcement into the shaft, the Contractor, in the presence of the Engineer, shall determine the shaft dimensions, depth and alignment of the shaft. The concrete shaft shall not be out of plumb by more than ¼ inch per foot of depth. The Contractor shall provide all equipment necessary for checking the shaft excavation. The Engineer shall inspect the shaft and verify that it has been properly cleaned. The reinforcing steel shall be fabricated and assembled in accordance with Article 6.02.03. All reinforcement shall be assembled with wire ties. Welding to assemble the reinforcement is not permitted. Immediately after the shaft excavation has been inspected and approved by the Engineer and prior to placement of the concrete, the assembled reinforcing steel cage, including cage stiffener bars, spacers, centralizers, and other necessary appurtenances, shall be carefully placed into the shaft excavation as a unit. Dropping or forcing cages into the shaft will not be allowed. The reinforcing steel in the shaft shall be tied and supported so that the reinforcing steel will remain within allowable tolerances of its intended position until the concrete will support the reinforcing steel. When concrete is placed by tremie methods, temporary hold-down devices shall be used to prevent uplifting of the reinforcing steel cage

229

11/07/18


during concrete placement. Concrete spacers or other approved noncorrosive spacing devices shall be used at sufficient intervals not exceeding 5.00 feet along the shaft to insure concentric location of the cage within the shaft excavation. When the size of the longitudinal reinforcing steel is larger than a #8 bar, such spacing shall not exceed 10.00 feet. After placement of the reinforcing cage, the Engineer shall inspect the shaft to ensure that it has remained clean. If the inspection indicates that loose material has accumulated at the bottom of shaft excavation, the Contractor shall remove the reinforcing cage and reclean the shaft. At a minimum, the top 12” of the drilled shaft shall be formed. Concrete shall be placed in the shaft excavation as soon as possible, but no more than 4 hours after completion of excavation and cleaning of the bottom of the excavation, and no more than 2 hours after placement of the reinforcing steel cage. Concrete shall be placed in a continuous operation to the top of the shaft. The concrete level shall be horizontal during the pouring operations. Concrete placement shall continue after the shaft is full until good quality concrete is evident at the top of the shaft. The elapsed time from the beginning of concrete placement in the shaft to the completion of placement shall not exceed 2 hours. In dry construction, concrete shall be placed in a single continuous operation with the flow of concrete down the center of the shaft excavation so as to consolidate the concrete on impact. During placement operations, the concrete is not permitted to hit the reinforcing steel. A dropchute, consisting of a hopper and flexible hose, may be used to direct the concrete down the center of the foundation and prevent the concrete from hitting the reinforcing steel. Accumulated water shall be removed before placing the concrete. At the time of concrete placement, no more than 2.00 inches of water may exist at the bottom of the excavation and loose sediment no more than 0.50 inches over one-half the base is acceptable. In wet (slurry) construction, concrete to be placed by the tremie method, where the concrete displaces the slurry from bottom of the excavation to the top. The concrete shall be placed through a top metal hopper and into a rigid leak-proof elephant trunk tremie tube, sufficiently large enough to permit free flow of concrete. The tremie tube shall be positioned so that it can be removed without disturbing the reinforcing. Initially, the discharge end of the tremie tube shall be sealed closed (plugged) to prevent slurry from entering the tube after it is placed in the excavation and before the tube is filled with concrete. After concrete placement has started, the tremie tube shall be kept full of concrete to the bottom of the hopper to maintain a positive concrete head. The flow of concrete shall be induced by slightly raising the discharge end of the tube, always keeping the tube end in the deposited concrete. No horizontal movement of the tremie tube will be permitted. The shaft concrete shall be vibrated or rodded to a depth of 5.00 feet below the ground surface except where soft uncased soil or slurry remaining in the excavation will possibly mix with the concrete.

230

11/07/18


Exposed concrete shall be cured and finished in accordance with Subarticle 6.01.03-7, 9 and 10. Anchor bolt assemblies shall be embedded in the concrete as shown on the working drawings. A template plate shall be used to hold the anchor bolt assemblies in the correct position until the concrete has set. The anchor bolts shall be installed plumb. No construction operations that would cause soil movement adjacent to the shaft, other than mild vibration, shall be conducted for at least 48 hours after shaft concrete has been placed. The top of the foundations shall be backfilled and the adjacent disturbed ground surfaces restored to match the surrounding area after the concrete has cured and the forms are removed. Placement of topsoil shall conform to Articles 9.44.01 and 9.44.03. Turf establishment shall conform to Article 9.50.03. After the foundation has cured, the Contractor shall obtain the as-built top of foundation elevations based on a field survey. The traffic structures shall not be erected on the foundation until the shaft concrete has attained a compressive strength, f’c, greater than or equal to 4,000 psi based on physical testing. The supports shall be securely bolted to their bases and shall be vertical after application of dead load. The Contractor shall be responsible for all measurements and the final fit of members.

12.03.05-Basis of Payment: Delete entire article and replace with the following:

The work will be paid for at the contract unit price each for “Side-Mounted Sign Foundation,” completed and accepted in place, which price shall include all equipment, materials, tools and labor incidental to the design, fabrication, construction and disposal of drilling spoils, of the foundations at the locations specified on the plans. No additional payment will be made for the Contractor to test the slurry when it is used to construct a drilled shaft foundation. No additional payment will be made for subsurface investigations performed by the Contractor. The removal of existing roadside barrier systems, installation and removal of temporary roadside barrier systems and resetting existing roadside barrier systems will not be paid for separately, but will be included as part of the work. The temporary support, protection and restoration of utilities (if necessary), including existing underground wiring, conduits, drainage structures, pipes and underdrain systems within the excavation limits will not be paid for separately, but will be included as part of

231

11/07/18


the work. Backfilling and restoration of adjacent ground surfaces (pavement, slope protection, topsoil & seed, etc.) in all areas disturbed by the work will not be paid for separately, but will be included as part of the work. The Engineer will determine the type, thickness and horizontal limits of the surface treatments to be restored. The installation of new or upgraded permanent roadside barrier systems, if required, will not be paid for as part of this work, but will be paid for under separate items.

Pay Item Unit Side Mounted Sign Foundation Each

232

ITEM #1207034A - SIGN FACE - EXTRUDED ALUMINUM (TYPE IV

RETROREFLECTIVE SHEETING)

ITEM #1207039A - SIGN FACE - EXTRUDED ALUMINUM (TYPE IX

RETROREFLECTIVE SHEETING)

Article 12.07.01 – Description is revised as follows:

Delete the first sentence and add the following:

This item shall consist of furnishing and installing Item #1207034A – Sign Face – Extruded

Aluminum (Type IV Retroreflective Sheeting) and Item #1207039A – Sign Face – Extruded

Aluminum (Type IX Retroreflective Sheeting) as indicated on the plans or as ordered and in

accordance with the plans and these specifications.

Item #1207034A – Sign Face – Extruded Aluminum (Type IV Retroreflective Sheeting) shall

only be used for signs with a brown background color.

Item # 1207039A – Sign Face – Extruded Aluminum (Type IX Retroreflective Sheeting) shall be

used for all other sign background colors.

Sign Face – Extruded Aluminum is supplemented with the sign details that follow, with the

exception that the sheeting type on the sign details has not been updated to reflect the sheeting

types noted above.

233

234

235

236

237

238

239

240

241

242

243

244

245

246

247

248

249

250

251

252

253

254

255

256

257

258

259

260

261

262

263

264

265

266

267

268

269

270

271

272

273

274

275

276

277

278

279

280

281

282

283

284

285

286

287

288

289

290

291

292

293

294

295

296

297

298

299

300

301

302

303

304

305

306

307

308

309

310

311

312

313

314

315

316

317

318

319

320

321

322

323

Pay Item Pay Unit Sign Face - Extruded Aluminum (Type IX Retroreflective Sheeting) S.F.

Sign Face - Extruded Aluminum (Type IV Retroreflective Sheeting) S.F.

324

355 Research Parkway ▪ Meriden, CT 06450 ▪ T (203) 630-1406 ▪ F (203) 630-2615 ▪ www.blcompanies.com

September 25, 2018

Mr. Peter Hill

Connecticut Department of Energy & Environmental Protection

Bureau of Water Protection and Land Reuse

79 Elm Street

Hartford, Connecticut 06106-5127

RE: Request for Release from Environmental Land Use Restriction

Materials Innovation and Recycling Authority (MIRA)

Gate 20 Reserve Road, Hartford, Connecticut

State Project No. 63-703, Assignment No. 318-5592

BL Companies Project No. 18EC0044

Dear Mr. Hill:

BL Companies is submitting this request for temporary, partial release from the limitations of the

Environmental Land Use Restriction (ELUR) recorded on April 20, 2018 for the above-referenced

property. A copy of the written ELUR and map from the land records is included in Attachment A. A

letter request from the landowner to release the ELUR is enclosed in Attachment B.

The duration of the release (approximately 3.5 years) is required in order to allow construction activities

associated with the relocation of I-91 NB interchange 29 and Widening of I-91 NB and Route 15 NB

project. Construction activities within the limits of the ELUR include removal of an existing pier and

drilling for the installation of a new pier. Three Subject Areas of the ELUR (A-1, G-a, and G-b) require

temporary release.

The declaration of the ELUR and the Grant of Easement between MIRA and the Commissioner of the

Connecticut Department of Energy and Environmental Protection (CTDEEP) include specific restrictions

due to constituents of concern exceeding applicable Remediation Standard Regulation (RSR) criteria.

The specifics for each Subject Area is as follows:

Subject Area A-1:

Polychlorinated biphenyls (PCBs) in soil are present at concentrations in excess of the Residential

Direct Exposure Criteria (RDEC) and below the Industrial/Commercial DEC (I/C DEC).

Provided the Subject Area will not be utilized for residential, the pollutants do not pose an

unacceptable risk to human health.

Arsenic is present in soil at concentrations in excess of the DEC. The polluted soil is located

more than four feet beneath the ground surface, more than two feet below paved surface

comprised of a minimum of three inches of bituminous concrete and considered inaccessible.

An Employee-Owned Company

325

Mr. Peter Hill

MIRA ELUR Release

September 25, 2018

Page 2

Subject Area G-a:

Arsenic, lead, extractable total petroleum hydrocarbons (ETPH), and polyaromatic hydrocarbons

(PAHs) are present at concentrations in excess of the Industrial/Commercial Direct Exposure

Criteria (I/C DEC).

The majority of Subject Area G-a is located in vegetated areas including grass and trees. The

CTDEEP approved engineered control consists of:

• A geotextile warning layer with two feet of clean backfill atop; or

• High density polyethylene (HDPE) pavers placed directly on top of the existing ground

surface and four inches of topsoil atop remaining portions.

The design of the engineered control includes two feet of clean backfill material over an orange-

colored geotextile warning layer across the majority of the area (from the southern extent of the

Charter Oak Bridge, north/northwest to within approximately 20 to 80 feet of the access road to

the Charter Oak Bridge Landing and in the northernmost portion of the site). The remainder of

the impacted soil in this area was rendered inaccessible with a continuous layer of interlocking

HDPE pavers and 4 inches of topsoil. The HDPE pavers were placed on top of the existing soil

and 4 inches of topsoil were placed over the pavers.

Subject Area G-b:

Arsenic, lead, ETPH, and PAHs are present in soil at concentrations in excess of the DEC.

Asbestos-containing materials (ACM) are also present in the soils. The polluted soil is located

more than four feet beneath the ground surface, more than two feet below paved surface

comprised of a minimum of three inches of bituminous concrete and considered inaccessible.

Plans detailing the proposed Project Area within the ELUR Subject Areas A-1, G-a, and G-b boundaries

are included in Attachment C. Soil within the limits of previously identified Subject Areas will be

managed by the contractor in accordance with Item No. 0101050A – ELUR Soil Management and

Restoration (Attachment D).

Following completion of all intrusive activity within the Subject Areas, the ELUR will be restored to

previous conditions that meet the requirements of Sections 22a-133k-1 through 22a-133k-2 of the RSRs.

Any excess soil will be transported to the Project waste stockpile area, sampled for waste

characterization, and properly disposed in accordance with the Project specifications.

A report presenting the activities conducted under the ELUR release will be submitted for the

Commissioner’s review and written approval. Joy Kloss, a Licensed Environmental Professional with BL

Companies (LEP License #589), will oversee activities conducted under the release of the ELUR.

Below is a schedule of activities under the release of the ELUR:

ELUR Release – January 2019

Construction – March 2019

326

Mr. Peter Hill

MIRA ELUR Release

September 25, 2018

Page 3

Restoration – Completed by June 2022

If you have any questions regarding this request, please contact me at (203) 608-2565.

Sincerely,

BL Companies

Joy Kloss, LEP, CHMM

Project Manager

Attachments

Attachment A – Copy of ELUR from Land Records

Attachment B – Request from Landowner to Release ELUR

Attachment C – Proposed Project Area

Attachment D – Item No. 0101050 – ELUR Soil Management and Restoration

G:\JOBS18\18EC\18EC0044\ENVIRO\SITE-ASST\ELUR release\N-LTR-Hill-18EC0044-ELUR Release Request.doc

327

ATTACHMENT A

COPY OF ELUR FROM LAND RECORDS

328

Declaration of Environmental Land Use Restriction and Grant of Easement

100 Reserve Road and 300 Maxim Road, Hartford

After Recordìns Return to:

Environmental La¡rd Use Restriction CoordinatorState of Con¡recticut Department of Energy and Environmental Protection

Remediation DivisionBureau of Water Protection and Land Reuse

79 Elm StreetHartfo¡d, CT 06106

John V. Bazzano, Town ClerkClerk:EL

DECLARATION OF ENVIRONMENTAL LAND USE RESTRICTIONAND GRANT OF EASEMENT

This Declaration of Environmental land use restriction and Grant of Easement is made tfri. I I day of*pf¡ I . 20 lg , between Materials Innovation and Recycling Authority (the

@issionerofEnergyandEnvironmentalProtectionoftheStateofConnecticut(the "Grantee").

WHEREAS,below:

WITNE'SSETH:

Grantor is the owner in fee simple of certain real propefy (the "Properly") described

A description of the property is attached hereto as Exhibit A, and which is made a part hereof; and

WHEREAS, the Grantee has the authority to enter into this decla¡ation of environmental land use

restriction pursuant to sections 22a-5,22a-6, and22a-133o et seq. of the General Statutes; and

Street address: 100 Reservq Road and 300 Maxim Road I {IEHTIFY TH}S T0 BE A TR E @PY

¿,/ tState: Connecticutftrq\JItirìYTþII$['JATED

Assessor's Map 313 Block 077 Lot 007 (100 Reserve Road)

Assessor's Mlap329 Block 077 Lot 001 (300 Maxim RoaÐ

and/or

Assessors' AccountNumber: NA

iN

Volume and Page of Deed: 100 Reserve Road, Volume 6204,Pa9e292

Volume and Page of Deed: 300 Maxim Road, Volume 4373,Page 57

Certificate of Change ofName, Volume 6853,Page209

Declaration Document - I

329

DeclarationofEnvironrnentalLandUseRestrictionandGrantofEasement100 Reserve Road and 300 Maxim Road, Hartford

Instructions - Select one of the two choices below by checking the applicable check box'

X If tne Commissioner of Energy and Environmental Protection signs the environmental land use

restriction:

WHEREAS, the Grantee has detennined that the environmental land use restriction set forth below

is consistent with regulations adopted pursuant to section 22a-l33kof the General Statutes; and

WHEREAS, the Grantee has determined that this environmental land use restriction will effectively

protect human health and the environment from the hazards of pollution; and

WHEREAS, the Grantee's written approval of this environmental land use restriction is contained in

the document attached hereto as Exhibit B (the Decision Document) which is made a part hereof; and

n rr a Licensed Environmental Professional signs lhe environmental land use restriction pursuant

to section 22a-133y of the General Statutes:

WHEREAS, remediation of the propefy has been conducted in accordance with section22a'133y of

the General Statutes; and

WHEREAS, the Licensed Environmental Professional whose signatuie appearSbeloriv has determined

that the environmental land use restriction set forth below is consistent viith regulations adopted by lhe

commissioner of Enerry and Environmental Protection pursuant to section 22a-I33kof the General

Statutes; and

WHEREAS, the Licensed Environmental Professional whose signature appears þe.low

has determined

that this environmental land use restriotion will effec ively protect human health and the environment

from the hazards of Pollution; and

WHEREAS, the Grantee,s written approval of this environmental land use restriction is contained in

the document attached hereto as Exhibit B (the Decision Document) which is made a part hereof; and

Declaration Document - 2

330

WHEREAS, the property or portion thereof identified in the class A-2 survey (the "subject Area")

which survey is attacheà heieto uì p*tiUit C which is made a part hereof, contains pollutants; and

WHEREAS, to prevent exposure to or migration of such pollutants and to abate hazards to human

health and the environment, and in accordaice with the Decision Document, the Grantor desires to

impose certain restrictions upon the use, occupancy, and activities of and at the Subject Area' and to grant

this environmental land use restriction to the Grantee on the terms and conditions set forth be10w; and

WHEREAS, Grantor intends that such restrictions shall run with the land and be binding upon and

enforceable against Grantor and Grantor's successors and assigns;

NOW, TIIEREFORE, Grantor agrees as follows:

1, Purpose. In accordance with the Decision Documen! thç purpose "!qtt environmental land use

restriction is to assure that the use and activity at the properly-anã mt SPi:91 Area is restricted in

accordance with the requirements of the Decision Document attached hereto as Exhibit B'

2. Resrrictions Applicable to the subject Area: In turtheran"ïijHxiJåî1ilti"üJ;i"ffiT:l

ocument, attached herefo as Exhibit B'

btained u¡der ParagraPh 5 below'

3.ExoeptesPfqvidedinParagraph4below,noactionshallbeta(gn,allowed,suffered,oromittedif such action or omission is reasonably likely to:

i. . creats a risk of migration of pollutants or a potentialhazatdts human health qr the

environment; or

ii. Result in a disturbance of the structural integrrty of any engineering contro'ls'designed or utilized

. at the Properly to contain pollutants or limit human exposure to pollutants'

4. Emergenoies. ich presents a significant risk to human health or

theenvironment,the3abovemaybesuspended'providedsuchriskcannot be abated with and the Grantor: : '

i. Immediately notifies the Grantee of the emergency;

ii. Limits both the extent and duration of the suspension to the minimum reasonably necessary to

adequately respond to the emergency;

iii, .Implements all measures necessary to limit actual and potential present and future risk to human

rreatttr and the environment resulting from sl ch suspension; and

iv. After the implements a plan approved in w on a

schedule "", io """"e

thät the Subject Area dance

with R.C k-í through 22a-133k-3' inclusive' dition

prior to such emergencY.

Declaration of Environmental Land use Restriction and Grant of Easement



331



1 through 22a-133k-3, inclusive'

6. Grant of Easement to the Grantee' Gran

Grantee's agents, contractors, and employees'

activities unãer the direction thereof, a non-excl

agents, contractors, and er'nployees' and any person

direction thereof, may enter upon and inspect the

as the Grantee deems necessary for any one or more

of the following PurPoses:

that and activities of and ât the are consistent with this

ii. Ensuring that any remediation implemented complies with R'c's'A' sections 22a-I33k-l through

22a-13 3k-3,inclus ive ;

iii. Performing any additional investigations or remediation necessary to protect human'kealth and

the environment;

iv. Ensuring the structural integrlry of. any engineering controls described in Exhibit B of this

environmental land use restriction and Gr¿nt of Easemeit'and their continuing effectiveness in

containing pollutants and limiting human exposure to pollutants'

7. Notice and Time EntrY onto the P

Easement shall be upon r easonable times'

lo these limitations if the immediate entry

environmental land use restriction;

the environment.


8. Notice to Lessees and Other Holders of lnte

Easement.

g.PersonsEntitledtoEnforceRestr'ictions.Therestrictionsinthisenvironmentallanduserestriction on use, occupancy, and activity of and at the Property shall be enforceable in accordance with

section 22a-I33p of the General Statutes'

332



10. Severability and rermination. If any court of competent jurisdiction determines that any

lr Grant of Easement is invalid or unenforceable, such

automatically to conform to the requirements for

urt. In the event that the provision invalidated is ofion shall be deemed deleted from this instrument as

though it had never been included herein. In either case, the remaining provisions of this instrument shall

remain in full force and effect. Fufther, in either case, the Grantor shall submit a copy of this restriction

and of the Judgment of the court to the Grantee in accordance with R.c.s.A. section 22a-133q-r(l)'

This environmental land use restriction shall be terminated if the Grantee provides notification pursuant to

R.C. S.A. section 22a-133 q-l (l).

11. Binding Effect. All of the terms, covenants and use

restriction and grant of easement shall run with the land and , or's

successors and assigns, and each owner and any other party erty

during such period of ownership or possession'

12. Terms UsedHerein. The definitions of terms used herein shall be the same as the definitions

contained in sections 22a-133k-I and Z2a-133q-1 of the Regulations of Connecticut State Agencies as

such sections existed on the date of execution of this environmental land use restriction'

Signature Page Follows


333


100 Reserve Road¿nd 300 Maxim Road, Hartford

In witness the undersigned this Environmental Land Use Restriction this

lg dayof

Witnessed by: Materials Innovation and Reoycling Authority

(

By:

Name: 5r*tnO Printed/Typed Name: Thomas D

Its Duly Authorized: President

}UF/' sØ,ttØ^printeillypedName:

DOrgtøa S. f<l\an^

Mailing Address:

Street Address: 200 Corporate Place, Suite 202

CityÆown: Rocþ Hill, CTState and ZiP Code: 06067


334



Instructions Notarization Language for Grantor Acknowledgement - select appropriate notarization

language from one of the ctroices below by checking the applicable check box and providing the

information required.

f] lf tne Grantor is an individual:

State ofCounty of

known to me (or

to the within instrument and

therein contained.

In witness whereof I hereunto set my hand'

Date Commission Expires

OR

fl rttne Grantôr is a CorPoration:

ffiÊ,who acknowledged

of as such

beþg authorized to do po, executed the foregoing therein

contained, by signing the name of the corpqration by himself/herself as


Date Commission ExPires


Declaration of Envi¡onmental Land use Restriction and Grant of Easement


OR

n If tne Grantor is a Limited Liabitiff Company:

State of {County of )

on this Þ;ij{ ¿uv of ffifl, ff*Ë,äl b"fo." tn",who acknowledged himself/herself to be the

managed or manager managed) limited

liability company, and that he/she, as such being authorized to do so, executed the

foregoing instrument for the in contained, bY signing the name of the limited liabilþ

company by himselflherself as


Date Commission Expires

OR

X lf tne Grantor is any other type of entity, provide appropriate language for the Grantor Entity

below:

STATE OF CONNECTICUT

COUNTY OF HARTFORD

On this tfr" lß daY of

1,.. ""oo*o

þdr! H"l/)

A I 20 I'X , before me; the undersigned officer,

personally apfeared Thomas D who acknow ledged himself to be the President of Materials

Innovation and Recycling Authority, a bódy Politic and corporate, constituting a public instrumentalþ

and political subdivision of the State of Connecticut and acknowledged the same as his free act and deed

in his capacity as the President, and the free act and deed of said Materials Innovation and Recycling

Authority.

ln Witness Whereof, I hereunto set my hand

SRtUt^^Þu"g S"

Commissioner of the Superior Coutt

Notary PublicMy Commission ExPires:


336



Instructions Grantee signature Block- select one of the two choices below, as applicable;

X rnis choice is used for all environmental land use restrictions except those approved pursuant to

section 22a-133y of the General Statutes'

! This choice is used solely for environmental land use restrictions approved pursuant to:secti6n

222-133y of the General Statutes'


Grantee: The Grantee, the Commissioner of Enerry and Environmental Protection or by the

Commissioner'sdulydesignatedagent,BetseyWingfield'BureauChief'

..4,1(lBy:

Date:Name: BetseyIts Duly Authorized: Bureau Chief

Mailing Address:Bureau of Water Protection and Land Reuse

Connecticut Department of Ene'gy and Environmental Protection

Street Address: 79 E\m Street

CitylTown: HartfordState and Z\p Code: Connecticut 06106

Grantee: The Grantee, the Commissioner of Energy and Environr4ental Protection, by the

;jü;û;; li""nr"a Énvironmental professional ãuthorized as a duly designated agent pursuartt to

section-22a-133y of the Connecticut General Statutes'

Licensed Environmental Professional as Duly Authorized Agent for Grantee' the commissioner of

Energy and Environmental Protection:

Grantee Mailing Address:

Bureau of Water Protection and Land Reuse

Connecticut Department of Energy and Environmental Protection

Street Address: '19 Elm Street

By

Envirohmental Professional authorized pursuantAgent: LicensedIts Duly Authorized

General Statutesof the Connecticutto section 22a-133Y

HartfordCitylTown:06106ConnecticutCode:tate andS

Date:Name:

337



Information for DulY Authorized Agent for Grantee (Licensed Environmental Professional)

Name:License NumberTitle, if applicableCompany, if aPPlicable

Mailing Address:Street Address:CityiTown, State, ZiP Code:

Witnesses:

Signature

name

Signature

Instructions Notarization L nguage for Drtly Aqthorized Agent'for Grantee (Licelsed

Environmental Professional) :

known to me (or

the within instrument and

pulposes therein contained.

In witness whereof I hereunto set my hand

Date Commission


338


Property Description (Exhibit A)

tOO Reserve Roãd and 300 Maxim Road, Hartford, CT

EXHIBIT A

ProPertY DescriPtion

Materials Innovation and Recycling Authority

l00ReserveRoadarrd300MaximRoad,Hartford,CT

Those certain pieces or parcels of land situated in the Town of Hartford' County of

Hartford and State of^Connectiôut known as 300 Maxim Road and 100 Reserve Road and

shown on a map entitled, "EXHIBIT C: DECLARATION OF ENV-IRONM-ENTAL

LAND USE RESTRICTION AND GRANT OF EASEMENT, PROPERTY OF

MATERIALS INNOVATION AND RECYCLING AUTHORITY 3OO MAXIM ROAD

AND 100 RESERVE ROAD HARTFORD, CONNECTICUT Scale: 1'' : 100' SHEETS

I,2,3,4, 5 AND 6 dated March 8,2013,1 ,20l8"'prepared by -

MafünezCouch & Associates, LLC, 1084 Suite A-2' Rocþ Hill' CT

Oeoù,which map is to be filed in the Hartfor< offtce' Said premises are

more particularly bounded and described as follows:

300 Maxim Road

sterly

channe et m91e.

or less northèrlY

streetline of Maxim Road S68"14'36"W a dis

THENCE RLINNING S73OO2'06''W A DISTANCE OF 374.55 FEET TO A POINT'

THENCE RI.I.NINING N?0"53'47''W A DISTANCE OF 762.43 FEET TO A POINT'

THENCERUNNINGS56oI0'25''wADIST,A,NCEoFl42.4TFEETToAPOINT,

THENCE RUNNING N34'13'14''W A DISTANCE OF 198,37 FEF'T TO A POINT'

THENCE RLINNING S55O46'46''W A DISTANCE OF 460.6T FEET TO A POINT

In the easterly streetline of Reserve Road, the last four courses being along land of

Connecticut Light and Power Company,

THENCE RI]NNING N34O13'54''W A DISTANCE OF 58O.OO FEET TO A POINT'

TFIENCE RI]NNING N82"04'29''E A DISTANCE OF 333.1 1 FEET TO A POINT'

THENCE RLTNNING N38'50'57''W A DISTANCE OF 420.45 FEET TO A POINT'

THENCERLINNINGN5l"Og'29''EADISTANCEOF546.50FEETTOAPOINT'

339

THENCE RUNNING 544"04'07''E A DISTANCE OF 38'17 FEET TO A POINT,

THENCE RUNNING 554"46'39''E A DISTANCE OF 71.53 FEET TO A POINT'

TFIENCE RUNNING S76O4O'43''E A DISTANCE OF 72.96 FEET TO A POINT,

THENCE RLI\INING S4O'53'11''E A DISTANCE OF 103.83 FEET TO A POINT'

THENCE RI.INNING 547O53'47"E A DISTANCE OF 123.03 FEET TO A POINT'

THENCE RUNNING S74O57'38''E A DISTANCE OF 39.90 FEET TO A POINT'

THENCE RLINNING N34"1 l'24',84 DISTANCE OF 154.74 FEET TO 4 POINT'

TFIENCE RTINNING N55'3 I'23UW A DISTANCE OF 36.00 FEET TO A POINT'

THENCE RLTNNING N34.56'53''E A DISTANCE OF 47.I1.FEET îO A PÓINT;

THENCE RL]NNING N56"17'32''W A DISTANCE OF 33.57 FEET TO A POINT'

THENCE RI.]NNING N33'17'46''E A DISTANCE OF 25.39 FEET TO A POINT'

THENCE nUÑNmC N55o09'26'Ttr A DISTANCE OF 2.69 FEET TO A P9INT,

TFIENCE RTINNING N64'31'55"W A DISTANCE OF 27 .62FEET TO A POINT;

THENCE RUNNÑc N55'15'00'ìW A DISTANCE OF 13.57 FEET TO'A POINT,

TIIENCE RLTNNING N4I"O2'47"W A DISTANCE OF 3I.76FEET TO A POINT'

THENCE nUrv¡m.rc N29"28'30"E A DISTANCE OF 15.87 FEET TO A POINT'

THENCE RUNNING N51"05'04''W A DISTANCE OF 128.44 FEET TO A POINT'

THENCE RUNNING N48'41'26'''W A DISTANCE OF 324.14 FEET TO A POINT'

THENCE RLTNNING S55"32'16''W A DISTANCE OF 109.48 FEET TO A POINT'

THENCE RUNNING S55O33'03''W A DISTANCE OF 228,07 FEET TO A POINT'

The last twenty four courses along land of Materials klnovation and Recycling Authority,

THENCE RLTNNING N55"41'03''W A DISTANCE OF 36.57 FEET TO A POINT OF

CURVATURE,

2

340

THENCE RUNNING ALONG A CURVE TO THE RIGHT HAVING A CENTRAL

ANGLE OF 08"35'5 4", ARADIUS OF 3011.88 FEET AND AN ARC LENGTH OF

452.00FE8T To A pónrr IN THE EASTERLY STREETLINE oF RESERVE ROAD'

The last two courses being along land of the City of Hartford'

THENCE RLTNNING ALONG A CURVE TO THE LEFT HAVING A CENTRAL

ANGLE OF 28'45'38", A RADruS OF 380.99 FEET AND AN ARC LENGTH OF

191.24 FEET TO A POINT,

THENCE RTINNING N44'05'54''W A DISTANCE, OF 352.85 FEET TO A POINT'

The last two courses being along the streetline of Reserve Road,

THENCE RI-INNING ALONG A CURVE TO THE LEFT HAVING A CENTRAL

ANGLE OF 00"55'3 2", ARADIUS OF 26T4.00 FEET AND AN ARC LENGTH OF


THENCE RUNNING N49"28'30''E A DISTANCE OF 93.13 FEET TO A POINT'

TFIENCE RI-INNING ALONG A CURVE TO THE LEFT HAVING A CENTRAL

ANGLE OF 00"32'16", A RADruS OF 2697,OO FEET AND AN ARC LENGTH OF

25.3T FEET TO A POINT,

The last three courses being along land of state of connecticut,

THENCE RUNNING S58O4O'05''E A DISTANCE OF 324.25 FEET TO A POINT'

TTIENCE RUNNING 564"29'25"8 A DISTANCE OF 519.78 FEET TO A POINT'

THENCE RUNNING S25O3O'35''W A DISTANCE OF 6.00 FEET TO A POINT'

THENCE RUNNING ALONG A CURVE TO TFIE ruCTTT HAVING A CENTRAL

ANGLE OF 10"23'24", ÃRADruS OF 2OOO.OO FEET AND AN ARC LENGTH OF'


THENCE RLTNNINGN55"43'12''E A DISTANCE OF 194.73 FEET MORE OR LESS

ToTHEWESTERLYBANKOFTHECONNECTICUTRIVER,

THENCE RI.JNNING IN A SOUTHERLY DIRECTION ALONG A MEADERING LINE

BEING AIONG TFTE WESTERLY BANK OF THE COìINECTICUT RIVER 25OO

FEET MORE OR LESS TO A POINT IN THE PROJECTED INTERSECTION OF THE

NORTHERLY STREETLINE OF MAXIM ROAD,

THENCE RUNNING S68"14'36''W A DISTANCE OF 134.65 FEET MORE OR LESS

TO THE POINT AND PLACE OF BEGINNING.

-1

341

100 Reserve RoadB.gr""t"g

"t " prnt in the easterly streetline of Reserve Road and the southwesterly

corner of land of CitY of Hartford,

THENCE RTINNING N55'46'57''E A DISTANCE OF 537.01 FEET TO A POINT'

THENCE RLTNNING N55"33'03''E A DISTANCE OF 228.07 FEET TO A POINT'

THENCE RT]NNING N55'32'16''E A DISTANCE OF 109.48 FEET TO A POINT'

THENCE RUNNING 548"41'26''E A DISTANCE OF 324.14 FEET TO A POINT'

TIIENCE RLINNING S51OO5'04''E A DISTANCE OF 128.44 FEET TO A POINT'

THENCE RLTNNING S29O28'30''W A DISTANCE OF 15.87 FEET TO A POINT'

THENCE RT]NNING S4I"O2'4J''E A DISTANCE OF 31.76 FEET TO A POINT'

TIIENCE RUNNING S55O15'OO"E A DISTANCE OF 13.57 FEET TO A POINT'

THENCE RUNNT'NG S64'31'55"E A DISTANCE OF 27 .62 FEET TO A POINT'

TT{ENCE RUNNING S55OO9'26''E A DISTANCE OF 2.69 FEET TO A POINT'

THENCE RUNNING 533"17'46" W A DISTANCE OF 25.3|FEET TO A POINT'

TIIENCE RUNNING 356O17'32"8 A DISTANCE OF 33.57 FEET TO A POINT'

THENCE RI]NNING S34"56'53''W A DISTANCE OF 47.11 FEET TO A POINT'

THENCE RLTNNING S55"31'23''E A DISTANCE OF 36.00 FEET TO A POINT'

THENCE RI-INNING S34"1 I'24UW A DISTANCE OF 154.74 FEET TO A POINT'

THENCERUNNINGNT4.5T'38''WADISTANCEoF3g.g0FEETToAPoINT'

THENCE RUNNING N47"53'47''W A DISTANCE OF 123.03 FEET TO A POINT'

THENCE RUNNING N4OO53'11''W A DISTANCE OF 103.83 FEET TO A POINT'

TIIENCE RUNNING N76'40'43''W A DISTANCE OF 72.96 FEET TO A POINT'

THENCE RI.]NNING N54O46'39"W A DISTANCE OF 71.53 FEET TO A POINT'

THENCE RI-INNING N44"04'07''W A DISTANCE OF 38.17 FEET TO A POINT'

4342

THENCE RUNNING S51OO9'29''W A DISTANCE OF 546.50 FEET TO A POINT,

THENCE RUNNING S38"50'57''E A DISTANCE OF 420.45 FEET TO A POINT,

THENCE RLINNING 582"04'29''W A DISTANCE OF 333.11 FEET TO A POINT

In the easterly streetline of Reserve Road, the last twenty four courses along land of

Materials Innovation and Recycling Authority,

THENCE RUNNING N34"13'54''W A DISTANCE OF 276.47 FEET TO A POINT,

THENCE RUNNING ALONG A CURVE TO THE zuGHT HAVING A CENTRAL

ANGLE OF 43'10'30'" A RADIUS OF 359.26 FEET AND AN ARC LENGTH OF

27032 FEET TO A POINT

THENCE RUNNING NO8'56'36''E A DISTANCE OF 57.81 FEET TO THE POINT AND

PLACE OF BEGINNING.

5

343

ELUREXHIBIT B

DECISIOI\ DOCUMENT

344


Decision Document (Exhibit B)300 Maxim Road and 100 Reserve Road HarÍford, Connecticut

EXHIBIT BDECISION DOCUMENT

The purpose of this document is to describe 1) the type and location of pollutants in the soil or

groundwater at the specific areas noted belo the Materials Innovation and Recycling Authority

froperties located at Gate 20 Reserve Road and oad, aka 300

ì00 R.r"tu" Road, aka Parcel 3, in Hartford, collectively,

Environmental Land use Restriction (ELUR) is nece the provisio

such restrictions or limitations on the use of the Properties or portions of the Propefiies are necessary to

adequately protect human health and the environment, and 3) how the ELUR is consistent with the

Remediation Standard Regulations, Sections 22a-133k-I through 22a-133k-3 of the Regulations of

Connecticut State Agencies (R.C'S.A').

The ELUR prohibits cefiain activities at the Properties (in their entirety) and specifically at Subject

Areas A-1, A-2,8,C, D, E, F-I,F-2, G-a, G-b, H-7,H-2,I, J, K, L, M, N, O, P' Q and R as depicted on

Sheets 3 and 4 of the ELÚR survey attached hereto as Exhibit C. Subject Area A-1 extends from the

northernmost parcel 2 boundary to the southernmost Parcel 2 boundary and is bounded onihe east as shown

on Sheet 3 of the ELUR ,uruãy map (which easterly boundary is landward of the existing concrete dike

wall and earthen flood controt Oitef ana is bounded on the west by a portion of Parcel3-and various site

features running alongthe edge of a historical fill slope. Subject Area A'2 is comprised of the northeastern

ct-Ärea B is located on Parcel 2beneaththe Power Block Facilþ (PBF) main

is an engineered control located on Parcel 2 adiacentto the east.side ofthe PBF

the formlr Mercury Boiler Room at slab grade. Subject Area D is an engineered

control located on parcel 2 on the west side oithe PBF main building beneath a reinforced concrete slab in

the Forced Draft Fan area. Subject Area E is located on Parcel 2 immediately west of the PBF main

building in an area of the former iransformer switchyard, north of the Scrubber Control Room building and

extends in anarrow strip immediately adjacent to the southern boundary of Subject AreaF-2. Subject Ärea

F-1 is located on parcel Z, immediitely to ttre northeast of Subject AreaF-Z (as described below), to the

northwest of Subject AreaB and to the north of Subject Area E. Subject Area F-2 is located on Parcel 3,

west of the pBÈ main building within the active il5kv Switchyard operated by Eversource Energy

(Eversource) fformerly Connecti-cut Light &.Power (CL&P)]. Subject Ärea G-a is an engineered control

iocated on parcel 2 northof Subj ect Area G-b, extending to the northern, western and eastetn-most property

boundaries. Subject Area G-bis located on Parcel 2 norfhof Eversource's active switchyards at the PBF,

extending to the n erly boundary of Exception#21 as shown on Sheet 1 of the

ELUR survey map easement). Subject Area H-l is located on Parcel 2' west of

Eversource's activ , in the lower-lying, central porlion of Parcel 2 known as the

Former Fuel Farm. Subject Ãreag.-2 is located on Parcel 3 and is located imrnediately adjacent to and to

the west and north of Sutject Area H-1. Subject Area r is an engineered control located on Parcel 2 along

the paved road between tire Jet Turbine Faciiity at the PBF. Subject Ärea J

is located on Parcel 2 beneath the lined Coal Pil rea K is located on Parcel 2

west ofthe Coal Pond and north of the Gate 40 acces t Area L is located on Parcel

2 within the paved area between the Waste Processing Facility (WPF) building and the fenced storm water

basin. Subje"t A."u M is an engineered control locrted on Parcel 2 within the fenced storm water basin on

the west side of the WpF building. Subject Ärea N is an engineered control on Parcel 2 in a landscaped

area located west of the Wnf paved areã, bounded by the fenced storm water basin to the north, the Parcel

2 property boundary to the west (fenced), the paved palking area to the east and the Parcel 2 properly

bounåary-to the south along MaxiÀ Road qalso fenced). subject Ärea o is an engineered control located

on parcel 2 in a grass island adjacent to south side of the WPF building. Subject Area P is an engineered

Page 1 of12

345


Decision Document (Exhibit B)300 Maxim Road and 100 Reserve Road Hartford, Connecticut

control in a landscaped area located on Parcel 2 between the Maxim Road property line and the paved area

on the south side oittre wpp building. Subject Area Q (aka Wetland A) is a defined wetland located on

parcel 2 in the lowJying, central portion of the Parcel, adjacent to the Former Fuel Farm and bordering

Subject Area H-l to ihe south. Subject Area R (aka Wetland E) is a defined wetland located on Parcel 2,

to the south of Subject Area e, adjaðent to the northwestern portion of Subject Area K and east of the Parcel

2 property boundary.

1. purpose. Inaccordance with the Decision Document, the purpose of this environmental landuse

restriction is to assure that:

¡ the Propefties (in their entirety) are not used for residential activities;

o hurnans are not exposed to soils at Subject Areas A-1, A-2,8, D, E, F-1, F-2, G-b, H-1, H-

2, J,K,L, e and Rpolluted with substances in concentrations exceeding the direct exposure

criteria "rtÀUtirtt.¿-in

the Regulations of Connecticut State Agencies sections 22a-133k-I

through 22a-I33k-3, inclusive;

. water does not infiltrate soils at Subject Area B polluted with substances in concentrations

exceeding the pollutant mobility criteria established in the Regulations of Connecticut State

Agencies sections 22a- 733k-l through 22a-133k-3, inclusive;

o the engineered controls described in Exhibit B attached hereto are not disturbed and are

prop"rly maintained to prevent human exposure tô soils at Subject Areas C, D and Ipoliuted with substancesln concentrations exceeding the direct exposule criteria established

in the Regulations of Connecticut State Agencies sections 22a-133k-7 through 22a-133k'

3, inclusiíe, and/or that water does not infiltrate soils at Subject Areas C, D and I polluted

with substances in concentrations exceeding the pollutant mobility criteria established in the

Regulations of Connecticut State Agencies sections 22a-133k-l through 22a-I33k-3,

inclusive;

. the engineered controls described in Exhibit B attached hereto are not disturbed and are

p.op.rly maintained to prevent human exposure to soils at Subject Areas G-a, M, N,b and' p polluted wittrsubstances in concentrations exceeding the direct exposure criteria

establishedin the Regulations of Connecticut State Agencies sections 22a-733k-1 through

22a-733k-3, inclusive; and

o that humans are not exposed to soil at Subject Areas Q and R'

2. Restrictions Applicable to the Properties. In furtherance of the purposes of this environmental land

use restriction,^Grantor shall assure that use, occupancy, and activity of and at the Properties

are restricted as follows:

A. Use. No residential activity shall be permitted at the Properties (in their entirety).

B. Dsturbances. Inaccessible soil in Subject Areas A-1, A-2,8, D, E, F-1, F-2, G-b, H-1,

H-2, J,K, L, Q and R shall not be exposed as a result of excavation, demolition or other

activities. The soil, biflrminous concrete, concrete, building slab, or permanent

structures which are in the Subject Areas, shall not be disturùed in any manner by

activities such as demolition, excavation or other intrusive activities' Any pavement,

which is necessary to render such soil inaccessible, shall be maintained in good

condition pursuant to the pavement, permanent structure and engineered control

Page2 of 12

346



C.

monitoring and maintenance plan entitled Engineered Control & Permanent Structure

Inspections and Long Term Ground Water Monitoring Manual (Rev. 2, dated January

ZOiS¡, as amended and approved by the Connecticut Departrnent of Energy and

Enviionrnental Protection, ànd on file at the Connecticut Department of Energy and

Environmental Protection Public File Room.

Demolition. Demolition of buildings or permanent structures within Subject Areas A-1,

A-2,8,E, F-1, F-2 and J (transformer and electrical equipment foundations in switchyards

and the coal Pile/coal Pond Liner, respectively) shall not be perrnitted. The permanent

structures shall be rnaintained in good condition pursuant to the pavement, permanent

structure and engineered corrtrol monitoring and maintenance Plan entitled Engineered

Control & permanent Structure Inspections and Long Term Ground V/ater Monitoring

Manual (Rev.2, dated January 2018), as amended and approved by the Connecticut

Depafimònt of Energy and Environmental Protection, and on file at the Connecticut

Department of Energy and Environmental Protection Public File Room.

Dernolition. Demolition of buildings (the southwestern-most portion of the main "PBF

building" known as the former Administrative wing) within Subject Areá B shall not be

permittãd, and soil in Subject Area B shall not be exposed to infiltration of water'

Disturbances. The engineered controls described in the document attached hereto as

Exhibit B, or polluted soil below such engineered controls in SubjectAreas C, D, G-a,

I, M, N, O and P shall not be disturbed in any manner as a result of excavation,

d"*ólition, plant root growth, or other activities. Any pavement or concrete which

constitutes the engineered controls (or portions thereof) in Subject Areas C and I, shall

be maintained in good condition pursuant to the pavement, permanent structure and

engineered control monitoring and maintenance Plan entitled Engineered Control &permanent Structure Inspections and Long Term Ground Water Monitoring Manual (Rev.

2, dated January 2018); as amended and approved by the Connecticut Department of

Energy and Environmental Protection, and on file at the Connecticut Department of Energy

and Environmental Protection Public File Room.

Access: At Subject Area M, the two gates that allow access to the storm water basin

shall remain locked at all times, except for conducting storm water sampling and

maintenance activities.

Wetlanó Soils at Subject Areas Q and R.

i. The soil, wetland soils and vegetation at Subject Areas Q and R shall not be

distulbed;ii. The fence that borders the wetland at Subject Areas Q and R shall remain

intact. This fence may be the perimeter security fence for the facilify;iii. The wetlands at Subject Areas Q and R shall be guarded to ensure no

trespassers. The guard for wetland may be the guard(s) at the entrances to the facility;

D.

E.

F

G

andiv

undelgo aAny future rnodifications to the ELUR at Subject Areas Q and R shall

reeváluation of the health risks associated with the contaminated wetland'

At various locations on the Properties, the metals arsenic, lead, mercury, cadmium, chromium,

copper, vanadium, thalliurn; the polynuclear aromatic hydrocarbons (PAHs) benzo(a)anthracene,

Page3 ofl2

347



benzo(b)fluoranthene, 2-methylnapthalene; the volatile organic compounds (VOCs) n-propylbenzene,

isopropylbenzene, sec-butylbénzene, n-butylbenz ene, 7,2,4-ttimethylbenzene, p-isopropyltoluene; and

e*truciáute total petroleum hydrocarbons (ETPH) are present in soil at concentrations in excess of the

residential direct exposure criteria, as defined ìn Section 22a-133k-I of the R'C.S.A, but are present at

concentrations that are less than the industrial/commercial direct exposure criteria, as defined in Section

22a-I33k-l of the R.C.S.A. If the Properties were used for residential activities, as defined in Section 22a-

133k-l of the R.C.S.A, the pollutants present in the soil may pose an unacceptable risk to human health'

provided the properties are not used for residential activities, the pollutants present in the soil do not pose

an unacceptable iisk to human health. The ELUR prohibits the use,of the Properties (in their entirety) for

residentiai activities, as required by Section 22a-133k-2(bX2XA) of the R.C.S.A.

At Subject Äreas A-1 on Parcel 2 and A-2 on Parcel 3, polychlorinated biphenyls (PCBs) in soil

are present at concentrations in excess ofthe residential direct exposure criterion, as defined in Section 22a-

133k-1 of the R.C.S.A, but are present at concentratir ns that are less than the industrial/commercial direct

exposure criterion for ÉCBs, as defined in Section 22a-133k-l of the R.C.S.A. If Subject Areas A-l and/or

A-2 were used for residential activities, as defined in Section 22a-133k-1 of the R.C.S.A, the pollutants

present in the soil may pose an unacceptable risk to human health. Provided Subject Areas A-1 and A'2 are

not used for residential äctivities, the pòllutants present in the soil do not pose an unacceptable risk to hunan

health. The ELUR prohibits the use õf the erop"rties for residential activities, as required by Section 22a-

133k-2(b)(2)(B) of the R.C.S.A.

Within Subject Area A-1 on Parcel 2, arsenic is present in soil at concentrations in excess of the

direct exposure criteria, as defined in Section 22a-133k-l of the R.C.S.A. The polluted soil is located more

than four feet beneath ihe ground surface, four feet beneath the concrete pad supporting the aboveground

propane tank identified as *Exception

#35 on Page 1 of 6 of Exhibit C, more than two feet below a paved

,uriu"" comprised of a minimum of three inches of bituminous concrete ot concrete, which two feet may

include the áepth of any material used as sub-base rr the pavement, beneath an existing building, beneath

concrete and manholes covering concrete utility features (e.g., vaults, piping, etc.) features not otherwise

defined as permanent structurei (e.g., catch basins, manholes, small site lighting pole foundations), or

beneath uuriou. permanent structurei as identified on Page 4 of 6 of Bxhibit C and specifically defined on

page 6 of 6 of Bltriuit C, for which notice has been provided to the Commissioner of the Deparlment of

Enãrgy and Environmental protection , and is there 'orè inaccessible. Such polluted soil does not pose a risk

to human health, provided the soil is not exposed, excavated or disturbed such that people may come into

contact \4/ith it, und th" soil, bituminous concrete, concrete, building slab or permanent structures, which

are rendering such polluted soil inaccessible are not disturbed in any manner. If humans were to come into

contact wittr-tne póllutant present in such polluted soil, this pollutant may pose an unacceptable risk to

human healrh. Asrequiredïy Section 22a-1ßk-2(b)(3) of the R.c.s.A., the ELUR prohibits inaccessible

soil from being expoied as a result of excavation or other intrusive activities. In addition, as required by

Section zza-õ*-)çb)(3) of the R.C.S.A., the ELUR requires that such pavement be maintained in good

condition.

Within Subject Area A-2 on Parcel 3, arsenic is present in soil at concentrations in excess of the


than four feet beneath the ground surface, four feet beneath the concrete pad supporting the aboveground

propane tank identified as Éxception #35 on Page 1 of 6 of Exhibit C, more than two feet below a paved

,u.iu"" comprised of a minimum of three inches of bituminous concrete or concrete, which two feet may

include the áepth of any material used as sub-base rr the pavement, beneath an existing building, beneath

concrete and manholes covering concrete utility features (e.g., vaults, piping, etc.) features not otherwise

defined as permanent structure-s (e.g., catch basins, manholes, small site lighting pole foundations), or

Page 4 of 12

348

Declaration of Environmental Land use Reshiction and Grant of Easement

Decision Document (Exhibit B)300 Maxim Road and 100 Reserve Road Harlford, Connecticut.

beneath various permanent structuÍes as identified on Page 4 of 6 of Exhibit C and specifically defined on

page 6 of 6 of p':itritit C, for which notice has been provided to the Commissioner of the Department of

nnãrgy and Environmental Protection, and is therefor: inaccessible. Such polluted soil does not pose a risk

to hJman health, provided the soil is not exposed, excavated or disturbed such that people may come into

contact with it, *¿ ttr" soil, bituminous concrete, concrete, building slab or permanent structures' which

are rendering such polluted soil inaccessible are not disturbed in any manner. If humans were to come into

contact wittithe pôllutant present in such polluted soil, this pollutant may pose an unacceptable risk to

human health. Al required ^by

Secrion zza-tszb-zçb)(3) of the R.C.S.A., the ELUR prohibits inaccessible

soil from being exposed as á result of excavation or other intrusive activities. In addition, as required by

section zza-õzu-)çb)(3) of the R.c.s.A., the ELUR requires that such pavement be maintained in good

condition.

'Within Subject Àrea B on Parcel 2, PCBs are present in soil at concentrations in excess of the

direct exposure critåria, as defined in Section 22a-733k-l of the R.C.S.A. The polluted soil is located

beneath án existing building, and is therefore inaccessible. Such polluted soil does not pose a risk to human

health, provided the soil is not exposed, excavated or disturbed such that people may come into contact

with ii, and the building slab, which is rendering such polluted soil inaccessible, is not disturbed in any

lranner. If humans *"r" to come into contact with the pollutant present in such polluted soil, this pollutant

may pose an unacceptable risk to human health. As required by 22a-733k-2(bx3) of the R.C.S'A,, the

EL|JR prohibits inacõessible soil from being exposed as a result ofexcavation or other intrusive activities'

Within Subject Area B on Parcel 2, PCBs are present in soil at concentrations in excess of the

pollutant rnobility ciiteria, as defined in Section 22a-133k-l of the R.C.S.A. The polluted soil is located

teneath an existing building and is therefore environmentally isolated. The polluted soil does not pose a

risk to groundwatei quality provided such polluted soil is not exposed to infiltration of soil water due to,

u-orrg ãth". activitieì, thó dìmolition of the building. If the building is demolished or the polluted soil is

:d soil may pose an unacceptable risk to groundwater

,i"f;li'"-"-lläf îliïi'L:ä'.':ïf Jlof the roof, structural walls, and building slabs, ely act to environmentally isolate the

polluted soil.

Within Subject Area C on Parcel 2, mercury is present in soil at concentrations in excess of the

pollutant mobility criteria and direct exposure criteria, as defined in Section 22a-133k-l of the R.C.S.A. The

polluted soil is iocated beneath un "ngin..red

control, which has been approved by the Commissioner,

pursuant to Section 22a-133k-2(Ð(2xBi of the R.c.s.A. The engineered control is described in Exhibit B of

it. BlUn. Such polluted soil does not pose a risk to human health, provided the engineered control or

underlying polluted soil is not disturbed iuch that people may come into contact with such polluted soil. Ifhumans were to come into contact with the polluted soil, such polluted soil may pose an unacceptable risk to

human health. The polluted soil does not pose a risk to groundwater quality, provided that t.!e engineered

control or underlying polluted soil is not disturbed in any manner that allows the infiltration of soil water. Ifthe engineered controi is disturbed and underlying polluted soil is disturbed or exposed, infiltration of soil

water firough such polluted soil may pose all unacceptable risk to groundwater quality. The ELUR prohibits

use of Sub¡ct Areã C in a manner thut may cause disturbance of the engineered control or underlying

polluted ,oil, in accordance with Section 22a-133k-2(f)(Z)@)(iv) of the R.C.S:4.

Within Subject Area D on Parcel2, PCBs are present in soil at concentrations in excess of the

pollutant mobility criteria and direct exposure criteria, as defined in Section 22a-133k-I of the R.C.S.A. The

polluted soil is iocated beneath an engineered control, which has been approved by the Commissioner,

Page 5 of 12

349


Decision Document (Exhibit B)300 Maxim Road and 100 Reserve Road Hartfotd, Connecticut

pursuant to Section 22a-133k-2(f)(2)(B) of the R.C.S.A. The engineered control is described in Exhibit B of

in. prUn. Such polluted soil does not pose a risk to human health, provided the engineered control or

underlying polluted soil is not disturbed iuch that people may come into contact with such polluted soil. Ifhumarn weie to come into contact with the polluted soil, such polluted soil may pose an unacceptable risk to

human health. The polluted soil does not pose a risk to groundwater quality, provided that the engineered

control or underlying polluted soil is not disturbed in any mamer that allows the infiltration of soil water. Ifthe engineere¿

"ãntioi is disturbed and underlying polluted soil is disturbed or exposed, infiltration ofsoil

water ihrough such polluted soil may pose an unacceptable risk to groundwater qualþ. The ELUR prohibits

use of Subþct ereã f) in a mannér-thar may cause disturbance of the engineered control or underlying

polluted .oil, in accordance with Section 22a-133k-2(t(2)@)(iv) of the R.C.S.A. Subject Area D is also

subject to a Federal Deed Restriction relative to the PCB contamination remaining therein. Additional

infðrrnation regarding the Federal Deed Restriction can be located in the land records for the City of

Harlford (Volume 6088, Page 297).

Within Subject Area D on Parcel 2, arsenic is present in soil at concentrations in excess of the

direct exposure criteiia, as defined in Section 22a-133k-l of the R.C.S.A. The polluted soil is located more

than two feet below a paved surface comprised of a minimum of three inches of bituminous concrete or

concrete, which two feåt may include the ãepth of any material used as sub-base for the pavement, and is

therefore inaccessible. Such polluted soil does not pose a risk to human health, provided the soil is not

exposed, excavated or disturbed such that people may come into

rendeiing such polluted soil inaccessible is not disturbed in any m

with the pollutant present in such polluted soil, this pollutant may

As requiied by Section 22a-133k-2(bX3) of the R.C.S.A,, the ELLIR prohibits inaccessible soil frorn being

.*poråd as a iesult ofexcavation or other intrusive activities. In addition, as required by Section 22a-I33k-

2(bX3) of the R.C.S.A., the ELUR requires that such pavement be maintained in good condition.

Within Subject Area E on Parcel 2, PCBs are present in soil at concentrations in excess of the

direct exposure criteiia, as defined in Section 22a-133k-l of the R.C.S.A. The polluted soil is located more

than four feet beneath the ground surface, more than two feet below a paved surface comprised of a

minimum of three inches of bituminous concrete or concrete, which two feet may include the depth of any

material used as sub-base for the pavement, beneath an existing building or beneath various permanent

structures, for which notice has bèen provided to the Commissioner of the Department of Enerry and

Environmental protection that transformer and electrical equipment foundations present in the switchyards

aïe permanent structures, and is therefore inaccessible. Such polluted soil does not pose a risk to human

health, provided the soil is not exposed, excavated or disturbed such that people may come into contact

with ii, and the soil, bituminous concrete, concrete, building slab and petmanent structures, which are

rendering such polluted soil inaccessible are not disturbed in any manner. If humans rvere to come into

contact *ltn tfr. pollutant present in such polluted soil, this pollutant may pose an unacceptable risk to

hunan health. As required by 2za-133k-2(bx3) of the R.C.S.A., the ELUR prohibits inaccessible soil from

being exposed as a rèsult ofexcavation or other intrusive activities. In addition, as required by 22a-133k-

2i6)a3) oithe R.C.S.A., the ELftR requires that such pavement be maintained in good condition. Subject

Arg;É is also subject to aFederal DeedRestriction relative to the presence ofPCBs. Additional information

r.egarding the Federal Deed Restriction can be located in the land records for the City of Harlford (Volume

5829,Page 339; Volume 7009, Page 336 and Volume 7010, Page 1)'

Within Subject Area E on Parcel 2, arsenic is present in soil at concentrations in excess of the

direct exposure criteiia, as defined in Section 22a-133k-7 of the R.C.S.A. The polluted soil ís located more



Page 6 of 12

350



material used as sub-base for the pavement, beneath an existing building, beneath concrete and manholes

covering concrete utility features (e.g., vaults, pi

structures (e.g., catch basins, manholes, small site

structures as identified onPage 4 of6 ofExhibit C an

which notice has been provided to the Commission

Protection, and is therefore inaccessible. Such pollute

the soil is not exposed, excavated or disturbed such th

bituminous concrete, concrete, building slab and per

soil inaccessible, are not disturbed in any rnurrn".. If humans were to come into contact with the pollutant

present in such polluted soil, this pollutant may pose an una alth' As required by

Section 22a-133k-2(u)i¡) oitfre R.c.s.R., the Érun prohi being exposed as a

result of excavation o, àtír.. intrusive activities. In addition, -133k-2(bx3) of the

R.C.S.A., the ELUR requires that such pavement be maintained in good condition'

are present in soil at concentrations in excess ofthe

3k-1 of the R.C.S.A. The polluted soil is more than

r feet below a paved surface comprised of a minimum

of three inches of bituminous concrete or concrete, which two feet may include the depth of any rnaterial

used as sub-base for the pavement, beneath an existing building or beneath various permanent structures,

for which notice has båen provided to the Com rissioner that transformer and electrical equipmeff

ent structures, and is therefore inaccessible' Such

ovided the soil is not exposed, excavated or disturbed

the soil, bituminous concrete, concrete, building slab

.C.S.A., the ELUR requires that such pavement be

is also subject to a Federal Deed Restriction relative to

the presence of pcBs. Additional information regarding the Federal Deed Restriction can be located in

the Îand records for the City of Hartford (Volume 7010, Page 1)'

Within Subject Area F-l on Parcel 2, arsenic is present in soil at concentrations in excess of the

direct exposure criteiia, as defined in section 22a-133k-1of the R.c.S,A. The polluted soil is located more




covering concrete utility features (e.g', vaults, pi

strucfurãs (e.g., catch basins, rnanholes, small site

structures as identified on Page 4 of 6 of Exhibit C

which notice has been provided to the Commissio

Protection, and is therefore inaccessible' Such pollu

the soil is not exposed, excavated or disturbe

bituminous concrete, concrete, building slab

soil inaccessible, are not disturbed in any manner. If humans were to come into contact with the pollutant

may pose an unacceptable risk to human he

., the ELIIR prohibits inaccessible soil fromctivities. In addition, as required by 22a-73

R.C.S.A., the ELTIR requires that such pavement be maintained in good condition.

Page7 of12

351


Decision Document (Exhibit B)300 Maxirn Road and 100 Reserve Road Hartford, Connecticut

Within Subject Area F-2 on Parcel3, PCBs are present in soil at concentrations in excess of the

direct exposure criteria, as defined in Section 22a-133k-l of the R.C.S.A. The polluted soil is more than four

feet beneath the ground surface, more than two feet below a paved surface cornprised of a minimum ofthree inches of bituminous concrete or concrete, which two feet may include the depth of any material used

as sub-base for the pavement, beneath an existing building or beneath various permanent structures, for

which notice has been provided to the Commissioner that transformer and electrical equipment foundations

present in the switchyards are permanent structures, and is therefore inaccessible. Such polluted soil does

not pose a risk to human health, provided the soil is not exposed, excavated or disturbed such that people

may come into contact with it, and the soil, bituminous concrete, concrete, building slab and permanent

structures, which are rendering such polluted soil inaccessible, are not disturbed in any manner. If humans

were to come into contact with the pollutant present in such polluted soil, this pollutant may pose an

unacceptable risk to human health. As required by 22a-133k-2(bx3) of the R.C.S.A., the ELUR prohibits

inaccessible soil from being exposed as a result of excavation or other intrusive activities. In addition, as

required by 22a-133k-2(b)(3) of the R.C.S.A., the ELUR requires that such pavement be maintained in good

condition. Subject AreaE-2 is also subject to a Federal Deed Restriction relative to the presence of PCBs.

Additional information regarding the Federal Deed Restriction can be located in the land records for the

City of Hartford (Volume 7010, Page 1).

Within Subject Area F-2 on Parcel3, arsenic is present in soil at concentrations in excess of the





covering concrete utility features (e.g., vaults, piping, etc.) features not otherwise defined as permanent

structures (e.g., catch basins, manholes, small site lighting pole foundations), or beneath various peÍmanent

structures as identified on Page 4 of 6 of Exhibit C and specifically defined on Page 6 of 6 of Exhibit C, for

which notice has been provided to the Commissioner of the Department of Energy and Environmental

Protection, and is therefore inaccessible. Such polluted soil does not pose a risk to human health, provided

the soil is not exposed, excavated or disturbed such that people may come into contact with it, and the soil,

bituminous concrete, concrete, building slab and permanent structures, which are rendering such polluted

soil inaccessible, are not disturbed in any manner. If humans were to come into contact with the pollutant

present in such polluted soil, this pollutant may pose an unacceptable risk to human health. As required

by Section 22a-I33k-2(b)(3) of the R.C,S.A., the ELUR prohibits inaccessible soil from being exposed as

a result of excavation or other intrusive activities. In addition, as required by 22a-133k'2(b)(3) of the

R.C.S.A., the ELUR requires that such pavement be maintained in good condition,

Within Subject Area G-a on Parcel 2, arsenic,lead, ETPH and PAHs are present in soil at

concentrations in excess of the direct exposure criteria only, as defined in Section 22a-133k-1 of the

R.C.S.A. The polluted soil is located beneath an engineered control, which has been approved by the

Commissioner, pursuant to Section 22a-733k-2(1)(B) of the R.C.S.A., or beneath permanent structures as

identified on Page 4 of 6 of Exhibit C and specifically defined on Page 6 of 6 of Exhibit C, for which notice

has been provided to the Commissioner of the Department of Energy and Environmental Protection, and is

therefore inaccessible. The engineered control is described in Exhibit B of the ELUR. Such polluted soil

does not pose a risk to human health, provided the engineered control or underlying polluted soil is not

disturbed such that people may come into contact with such polluted soil. If humans were to come into

contact with the polluted soil, such polluted soil may pose an unacceptable risk to human health. The ELURprohibits use of the Subject Area G-a in a manner thaf may cause disturbance of the engineered control or

underlying polluted soil, in accordance with Section 22a-I33k-2(Ð(ZXBXiv) of the R.C.S.A.

Page 8 of 12

352



Within Subject Area G-b on Parcel 2, arsenic,lead, ETPH and PAHs are present in soil at

concentrations in excess of the direct exposure criteria, as defined in Section 22a-133k-7 of the R.C.S.A.

Asbestos-containing materials (ACM) are also present in the soils within Subject Area G-b. The pollutedsoil is located more than four feet beneath the ground surface and more than two feet below a paved

surface comprised of a minimum of three inches of bituminous concrete or concrete, which two feet may

include the depth of any material used as sub-base for the pavement, beneath concrete and manholes

covering concrete utility features (e.g., vaults, piping, etc.) features not otherwise defined as permanent

structures (e.g., catch basins, manholes, small site lighting pole foundations), or beneath various permanent

structures as identified on Page 4 of 6 of Exhibit C and specifically defined on Page 6 of 6 of Exhibit C,

for which notice has been provided to the Commissioner of the Department of Energy and Environmental

Protection, and is therefore inaccessible. Such polluted soil does not pose a risk to human health, provided

the soil is not exposed, excavated or disturbed such that people may come into contact with it, and the

soil and bituminous concrete, which are rendering such polluted soil inaccessible, are not disturbed in any

manner. If humans were to come into contact with the pollutants present in such polluted soil, these

pollutants may pose an unacceptable risk to human health. As required by Section 22a-133k'2(b)(3) ofthe R.C.S.A., the ELIIR prohibits inaccessible soil frorn being exposed as a result of excavation or other

intrusive activities. In addition, as required by Section 22a-I33k-2(b)(3) of the R.C.S.A., the ELURrequires that such pavement be maintained in good condition.

Within Subject Area H-l on Parcel 2,ETPH and PAHs are present in soil at concentrations inexcess of the direct exposure criteria, as defined in Section 22a-133k-l of the R.C.S.A. The polluted soil

is located more than four feet beneath the ground surface, beneath concrete and manholes covering

concrete utility features (e,g., vaults, piping, etc.) features not otherwise defined as permanent structures

(e.g., catch basins, manholes, small site lighting pole foundations), or beneath various permanent structures

as identified on Page 4 of 6 of Exhibit C and specifically defined on Page 6 of 6 of Exhibit C, for whichnotice has been provided to the Commissioner of the Department of Energy and Environmental Protection,

and is therefore inaccessible.. Such polluted soil does not pose a risk to human health, provided the soil

is not exposed, excavated or disturbed such that people may come into contact with it, and the soil, whichis rendering such polluted soil inaccessible, is not disturbed in any manner. If humans were to come into

contact with the pollutarfs present in such polluted soil, these pollutants may pose an unacceptable riskto human health. As required by Section 22a-I33k-2(b)(3) of the R.C.S.A., the ELUR prohibits

inaccessible soil from being exposed as a result ofexcavation or other intrusive activities.

Within Subject Area H-2 on Parcel 3, ETPH and PAHs are present in soil at concentrations inexcess of the direct exposure criteria, as defined in Section 22a-133k-I of the R.C.S.A. The polluted soil

is located more than four feet beneath the ground surface, and is therefore inaccessible. Such polluted soil

does not pose a risk to human health, provided the soil is not exposed, excavated or disturbed such thatpeople lnay come into contact with it, and the soil, which is rendering such polluted soil inaccessible, is

not disturbed in any manner. If humans were to come into contact with the pollutants present in such

polluted soil, these pollutants may pose an unacceptable risk to human health. As required by Section22a-

133k-2(bx3) of the R.C.S.A., the ELUR prohibits inaccessible soil from being exposed as a result ofexcavation or other intrusive activities.

V/ithin Subject Area I on Parcel 2, ETPH are present in soil at concentrations in excess ofthepollutant mobility criteria and direct exposure criteria, as defined in Section 22a-133k-1of the R.C.S.A. The

polluted soil is located beneath an engineered control, which has been approved by the Commissioner,

pursuant to Section 22a-133k-2(Ð(2)@) of the R.C.S.A, The engineered control is described in Exhibit B ofthe ELllR. Such polluted soil does not pose a risk to human health, provided the engineered control or

under'lying polluted soil is not disturbed such that people may come into contact with such polluted soil. If

Page 9 of 12

353



humans were to come into contact with the polluted soil, such polluted soil may pose an unacceptable risk tohuman health. The polluted soil does not pose a risk to groundwater quality, provided that the engineered

control or underlying polluted soil is not disturbed in any manner that allows the infiltration of soil water. Ifthe engineered control is disturbed and underlying polluted soil is disturbed or exposed, infiltration of soilwater througli such polluted soil may pose an unacceptable risk to groundwater quality. The ELUR prohibitsuse of Subject Area I in a manner that may cause disturbance of the engineered control or underlyingpolluted soil, in accordance with Section 22a-133k-2(Ð(2XBXiv) of the R.C.S.A. The ELUR also prohibitsdisturbance of the rnanhole, monitoring wells, and the segments of sheet pile to which the liner are attached,

as they are consideredapartofthe engineered control.

Within Subject Area J on Parcel 2, arsenic is present in soil at concentrations in excess of the directexposure criteria, as defined in Section 22a-133k-1of the R.C.S.A. The polluted soil is located beneath the

Coal Pile/Coal Pond liner and other permanent structures as identified on Page 4 of 6 of Exhibit C and

specifically defined on Page 6 of 6 of Exhibit C, for which notice has been provided to the Commissionerof the Department of Energy and Environmental Protection, and is therefore inaccessible. Such pollutedsoil does not pose a risk to human health, provided the soil is not exposed, excavated or disturbed such thatpeople may come into contact with it, and the permanent structure, which is rendering such polluted soilinaccessible, is not disturbed in any trranner. If humans were to come into contact with the pollutant present

in such polluted soil, this pollutant may pose an unacceptable risk to human health. As required by Section22a-133k-2(bX3) of the R.C.S.A., the ELUR plohibits inaccessible soil fiom being exposed as a result ofexcavation or other intrusive activities.

Within Subject Area K on Parcel 2, arsenic, vanadium and ETPH are present in soil at

concentrations in excess of the direct exposure criteria, as defined in Section 22a-133k-1of the R.C.S.A. Thepolluted soil is located more than four feet beneath the ground surface, and is therefore inaccessible, Such

polluted soil does not pose a risk to human health, provided the soil is not exposed, excavated or disturbed

such that people may come into contact with it, and the soil, which is rendering such polluted soil inaccessible,

is not disturbed in any manner. If humans were to come into contact with the pollutants present in such

polluted soil, these pollutants may pose an unacceptable risk to human health. As required by Section 22a-

133k-2(bx3) of the R.C.S.A., the ELUR prohibits inaccessible soil from being exposed as a result ofexcavation or other intrusive activities.

Within Subject Area L on Parcel2, arsenic is present in soil at concentrations in excess of thedirect exposure criteri4 as defined in Section 22a-133k-l of the R.C.S.A. ACM is also present in the soils

within Subject Area L. The polluted soil is located more than two feet below a paved surface comprised of aminimum of three inches of bituminous concrete or concrete, which two feet may include the depth of any

rnaterial used as sub-base for the pavement, and is therefore inaccessible. Such polluted soil does not pose a

risk to human health, provided the soil is not exposed, excavated or disturbed such that people may come intocontact with it, and the bituminous concrete, which is rendering such polluted soil inaccessible, is not disturbed

in any manner. if humans were to come into contact with the pollutants present in such polluted soil, these

pollutants may pose an unacceptable risk to human health. As required by Section 22a-133k-2(bX3) of the

R.C.S.A., the ELIIR prohibits inaccessible soil from being exposed as a result of excavation or otherintrusive activities. In addition, as required by Section 22a-133k-2(bX3) of the R.C.S.A., the ELUR requires

that such pavement be maintained in good condition.

Within Subject Area M on Parcel 2, asenic and beryllium are present in soil at concentrations inexcess of the direct exposure criteria only, as defined in Section 22a-133k-l of the R.C.S.A. The pollutedsoil is located beneath an engineered control, which has been approved by the Commissionet, pursuant toSection 22a-133k-2(f)(B) of the R.C.S.A. The engineered control is described in Exhibit B of the ELUR.

Page 10 of12

354


Decision Document (Exhibit B)300 Maxim Road and 100 Reserve Road Haltford' Connecticut

Such polluted soil human health, provided the engineered control or underlying

pollutld soil is not ple may come into contact with such polluted soil' If humans

were to come into s Soil, suôh polluted soil may pose an unacceptable risk to human

health. The ELUR prohibits use of the Subject Rreâ Vt in a manner that may cause disturbance of the

engineered control or underlying polluted ,ðil, in accordance with Section 22a-133k-2(f)(2)(B)(iv) of the

R.C.S.A. The ELUR utso requirãs thatthe two gates that allow access to the storm water basin remain

locked at all times, exceptior conducting stôrm water sampling and maintenance activities'

Within Subject Area N on Parcel 2, arsenic is present in soil at concenÍations in excess of the

direct exposure criteria only, as defined in Section 22a-143k-1of the R'C.S.A' The polluted soil is located

beneath hich has been approved by the Commissioner, pursuant to Section 22a-

133k-z( engineered "onirãt

is desciibed in Exhibit B of the ELUR. such polluted

soil doe health, Providedthedisturbed such that people may come into contact

côntact'with the polluted soil, such polluted soil may

prohibits use of Subject Area N in a manner that n

underlying polluted soil, in accordance with section 22a-133k-2(f)(Z)(B)(iv) of the R.c.s'A'

Within Subject Area O on Parcel 2, arsenic is present in soil at concentrations in excess of the

direct exposure criteria only, as defined in Section 2za-L3k-1of the R.C.S.A. The polluted soil is located

beneath ved by the Commissioner, pursuant to Section 22a-

. 133k_2( s described in Exhibit B of the ELUR. Such polluted

soil doe I or underlying polluted soil is not

disturbed such that people mav come into :i1,l1lîîff"îäi,i:rî:î"1fficontact with the polluted soil, such polluted

prohitit, ur" of Subject Area O in a manner that ìnay cause disturbance of the engineered control or

underlying polluted soil, in accordance with Section 22a-133k-2(Ð(Zxgxiv) of the R'c's'A'

Within Subject Area P on Parcel 2, arsenic is present in soil at concentrations in excess of the

2a-113k-1 of the R.C.S.A. The polluted soil is located

oved by the Cornmissioner, pusuant to Section 22a-

is described in Exhibit B of the ELUR. Such polluted

disturbed such that people may come into contact

contact with the polluted soil, such polluted soil may

prohibits use of Subject Area P in a manner that

underlying polluted *il, in accordance with section 22a-133k-2(f)(2)(B)(iv) of the R'c's'A'

Within Subject Area Q on Parcel 2, arsenic is present in wetland soil at concentrations in excess

of the direct exposure criteria, as defined in Section ZZa-tZlk-t of the R.C.S'A' The polluted soil is located

below wetland vegetation which will not be removed or otherwise disturbed. Such polluted soil does not

pose a risk to human health, provided the soil is not exposed, excavated or disturbed such that humans may

come into contact with it. If humans were to come intò contact with the pollutant present in such polluted

wetland soil, this pollutant may pose an unacceptable risk to human health. Per the Connecticut Department

Approval Letter, the ELUR prohibits this wetland soil

thei intrusive activities. The wetland itself is located

to prevent access to the area by the general public' Any

fut'r.e modifications of the ELIIR at this subj ect area shall undergo a reevaluation of the health risks associated

with the contaminated wetland'

Page ll of12

355


Decision Document (Exhibit B)300 Maxim Road and 100 Reserve Road Haúford, Connecticut

Within Subject Area R on Parcel 2, arsenic is present i4 wetland soil at concentrations in excess

of the direct exposure criteria, as defined za-trzl<-t of the R.c.s.A. The polluted soil is located

below wetland vegetation which will not soil does not

p;;. "

risk to hum"an health, provided the soil is not e humans may

come into contact with it. If humans were to come i . such polluted

wetland soil, this pollutant may pose an unacceptable risk to hu-1an health. Per the connecticut Depaúment

roval Letter, the ELURprohibits this wetland soil

intrusive activities. The wetland itself is located

to prevent access to the area by the general public' Any

future modifications of the ELUR at this subj ect area shali undergo a reevaluation of the health risks associated

with the contaminated wetland.

public Notice of the Grantor's intent to record the ELUR was published in the Hartford Courant

on August 28,2O73.No comments were received during the 30 day comment period'

Approval of this Decision Document is hereby granted. ,Grantee,

the commissioner of the Department of

Energy and Environmental protection, by thé õommissioner's duly designated agent, Betsey Wingfield,

Bureau Chief, Bureau of Water Protection and Land Reuse'

IWingfield, Bureau Chiefof Water Protection and Land Reuse

Department of Energy and Environmental Protection

Page 12 of72

356

ELUREXHIBIT B

ENGINEERED CONTROL DESCRIPTIONS,

FIGURES & CTDEEP APPROVAL LETTERS

357


Description of Engineered Control (Exhibit B)

100 Réserve Road and 300 Maxim Road, Hartford, Connecticut

Based on the results of environmental investigations which indicated the need to render mercury-

impacted soils beneath the 1927 BRA environmentally isolated and inaccessible (and arsenic-

impacted soils inaccessible) in conjunction with the nature of the structural elements remaining in

place following the demolition of the mercury boiler room, it was determined that an engineered

control (EC) would be used as a remediation tool in this portion of the site'

The mercury boiler room EC (from the bottom to the top layers) consists of:

. A reinforced concrete slab (and underlying caissons and grade beams), which will remain

permanently in place, measuring from 8" ro 25" in thickness;

. Gravel filling two former sumps and a former elevator pit;

. Eight inches of reinforced concrete overlying the gravel in the two former sumps and

former elevator Pit;o Concrete patches in the reinforced concrete slab at former building column locations; and

. Three inches of bituminous concrete, paved to improve storm water runoff away from the

EC area.

Page I of26358

-

-

il#iltt

t

@rnc21 GrÌffin Road North

Windsor, CT 06095(860) 298-9692

ffiFoRD, @Ill.wt¡ AxD

FIGURE 2SITE LOGATION PI.AN

GRAPHIC SCALE

400'

h

\

\

*

í

o

I0o

oo

lfJ

I

\

(

(

t

L

LJ

L\L-,

\J\

att6

o**¿crËf

FIffi

\)9

2W-1027N KHOUTNEtrEC\

Sophbsr

,¿)v.v

tÈàg

I

6

9

?¡?! Page2 of26

359

?

ss

I

ó

9

?.sÌP

I Prcjed No tossÞoDl9>o9 foa

@rncFIGURE 3

FORMER'I927 BOILER ROOM ADDITIONSUB-SLAB STRUCTURAL COMPONENTS

y xtv ÁtD rcÆs, CONN.

2l Gdffin Road NorthW¡ndsor, CT 06095

(860) 29&9692

VR

?:l

FD

DA)CAISSON(8'

(6' DrA.)

FD

No. 5

G2

4@

C,i{SSON No. 6

tõtFD

(E'DrA.)

ORIGINAL WALLDEMOUSHED TO 3'

ON EAS'IERN

o@

E

I

r!i

FORMER LOCATON OFRAILROAD TRACKS

LEGEND

REINFORCED CONCRE]EGRADE BEAM AND CAISSONBENEA]H SLÄB

G

€) VR

EI FD

PIPING (REMOVED)

VERTCAL RISER (REMOVED)

FLOOR DRAIN (REMOVED)

TRACKROOM

HOPPERS'IRUClURE

TRACK HOPPERROOM S'IRUCTURE

. -BASED ON 4O5O LBS. PER CUBIC YARD

"-AVERAGE HEIGHT

NEW EX'ÍERIORWALL

NOTES:

1. EXISÌING REINFORCEDCONCRE]E SLAB VARIES IN

]HICKNESS FROM 8 TO 25INCHES.

2. SEE FIGURE 4 FOR CROSS

SECTONS.

J. AS-BUILT DRAIIINGS AVAILABLEIN APPENDIX A

=CAISSON No. 7

(7'-6' DrA.)

ó óPILE SUPPORIED BUILDINGFOUNDANON (TYP.)

CAISSoN No. I(7'DrA.) EXS'flNG

wAL! (TrP.)

B8

Jr\m\1 ossJ\ru1 9s\8ilPltr-zdrq bF*noE J 27, 2w7-1ot8{ ffioHBEcK

Page3 o126

360

j

c!

I

åt

@rnc2'1 Griffin Road Norlh

Windsor, CT 06095(860) 29&9692

WIX ND @NX.ROÆS,

FIGURE 4FORMER'I927 BOILER ROOM ADDITION

cRoss sEcTloNS

EJi

1¿l2"ø REEAR DOWELS

@ t2'o.c. ALLAROUND (TYP.)

NEW E" RENFORCEDcoNcREtE SLAB (TO

BE INSTAL1ID AT ALLOPENINGS)

5'-11' 30"

*--.1161

s4+'I

EXSTNG REINFORCEOCONCREÌE FLOOR SLAB 1s"

B8 IGRADEBEAM(TrP.)

5

J 12"

21-6"5o'-0"

zzl'

SECTION B.B' 11"

SCALE: 1/8"=1'-0'rl SUMPS TO BE BACKRLLED

W'IH COMPAC'ÍED GRAVEL

EXS'IING REINFORCEDCONCRE'IE

sEcTloN c-c'SCALE: 1/4":1'-0"

NOTES:1) INCLUDES

CONCREIEWORK TO

SUMP BACKFILUNG ANDSLAB INSTALLATION

BE PERFORMED.

EXSTNG RBNFORCEDCONCRE'IE FLOOR SLAB I I 2) ALL NEW CONCRETE TO BE 5000

PSI MINIMUM.3) RENFORCEI\,IENT TO BE

6x6-WZgxW2.9 W\4F, SEf 1-112"BE-OW SURFACE.13"

GRADE BEAM (TYP.)

4-o'

GRADE BEAM

SECTION A.A'scÆ:TÆ=T=õ"

NOTE:SEE FIGURE 3 FOR CROSSSECTON LOCA'TIONS.

18'-5"

12'

-ï3

23'-9"

BI

5

32'-o'

4'-1t

a2

JÞ-/

27, 2æ7-tC41Æ KHOH#g

Page 4 of26

361

a

cà

q

9!6

a9

Dale: o9/ø I Prcjed No. lGsÞoo!9t@9994

@rncFIGURE 5

FORMER1927 BOILER ROOM ADDITIONPROPOSED GRAOING PLAN

WI¡ AND Mf,FO@. CoNt{.

21 Grifin Road Norlh\ry¡ndsor, CT06095

(860) 29&9692

t.15

J127 x

E75

HFI@

â

\l

",,,-*OF FLOOD

tltl

\¡J-Is X

tr IE =O=\$

J4Ð ORIGINAL WALL PREVIOUSLYDEMOLISHED TO 5. ABOVEGRADE ON EAS]ERN SIDE

JAAT X

mÆE26.S

2&89

{t

E' HOPPERT

--==--+== SlRUCTURE +ß.re &ü &2=

9æ æ.9 x

IîII

Æ.& D'

CONCRETE ÃTO REMAIN

l\ cw.o

il \ 29.41

EXSTNG BUILDINGTO REMAIN

12" GAS EXISIING WALL(ÎrP.)MONITORING ì¡IIELL TO

BE RESET PILE SUPPORTEDFOUNDATON (TYF.)

PATCH CONCREÌE SLAB ATFORMER COLUMN LOCATIONS MONITORING WELL

TO BE RESEToF8

LEGEND

NOTE:SEE FIGURE 8 FOR SECÎONSD-0, 'IHROUGH F-É-

GRÀDE BEAM AND CAISSONBENEA'ÍH SI.AB

29.74 X

20.60 x

JO.o

-

EXSTNG SPOT ELEVATON

PROPOSED SPOT E.EVATON

PROPOSED CONTOUR

E

27,2æ7-1ûJü{ ffiourilBEd

Page 5 of26

362

Jul.24, 2013

December 1Br 2007

4:25pM No. 073i

STATE OF CONNECTICUTDEPARTMENToF.ENVIRONMENTALPROTECTION

P. 1

l.s-<F-

PeterEganConnocticut Resou¡cos Recovcry Authority

100 Constitution Plaza, 6'FloorIlartford, CT O6LD3-7 7 22

ÃPPROVÃIlotrvN

(Prinrcd on þccYclcd PaPer)

?9 Elm iuect ¡ ltt¡lford, CT 06106-5127

huPy'/unvw.crSovfde¡

At Equal OPPortunirY EnrPloYer

Page 6 of 26

BLJRFj¡tU WA|'ËR

STTE NAME -.-AODRESS

FTLETYpË-, - !-'

å:ä::'J"î,î:T:î:1:f'H'ffi'i'"lilïr"l,n, Bo'erRoom Adcr*ion L300 Maxim Road, Hartford

Swrez of rnY staff tt (860) 42+36M'

Alr^/ i ^l^lt

7a NA¡'¡çn'rÉl/

Re:

F. Bowe

In addition, nothing in rhis approval shail rerieve any person ofïis or her obrigations undor applicable fcderal,

staæ ând local law. Pteasc áiìect åll filure "otttpi"ã""* tod toy questionipc'rtaining to this mattcr to I¡e

DirectorRernediatiot Division

Br¡reau of Water Protecrion ancl l¿nd Rouso

cc: Carl Stoppcn TRC

363



100 Reserve Road and 300 Maxim Road, Hartford, Connecticut

F

It was determined during the initial remedial stages (based on health and safety and structural

integrity reasons) that an engineered control @C) would be required in order to allow for PCB-

polluted soils to remain in the area identified as the "FD Fan" area. Plans for an engineered control

were developed to leave the PCB-contaminated soil in place by applying a reinforced concrete

surface cap over the impacted soil to render the underlying soils environrnentally isolated and

inaccessible.

The EC in the FD Fan area of the site consists of:

o A nonwoven geotextile laid down directly on top of the base and side walls of the

excavated area on top of the existing PCB-contaminated soil;

. A layer of orange polypropylene netting applied on top of the geotextile;

. Compacted backfill material on top of the barrier layer;

o An 8-inch thick, reinforced concrete pad placed on top of the filled area;

o A low permeability coating over the concrete;

o A sealant at the contact joints between the concrete slab and existing structures to prevent

water intrusion and to allow the concrete pad to expand and contract; and

o ,,ML,, marks that were pressed into the concrete slab to warn against demolition of the slab'

PageT of26364

ÈCËctNe 31378-JlEo-oooooDalè o3/29/os

CONNECIICUT NESOURCES RÉCOryERf AIJIHOÊTY¡¡IF¡¡ ¡ EAVE FOTIË

FIGURE 5AREA PBF-3

Þ(CAVATON AREA3BCONCRETE CÁP AI.ID DETAI1S

TRC 5 Woterslde CrossingW¡ndsor, cf 06095(850) 298-9692

cløonwfuEdsolu¡iw

9.27'

FD FAN

13.

2

E.15'

.29

I

f rI

4.65'

I

þzI

I

I

I

I

I

T--tI

JI

I

___l

I

I

¡

I

SU¡TABLE COMPAC1ED BACKFILLMATERIAL

<.

ORANGE POLYPROPYLENENET'IING

NONWOVEN GEO'IEXTLE

EXISTNG PCB IMPACTED SOIL

MRRIER LAYERNTS

FLEXIBLE ELASTOMERIC JOINT

EXIS'TlNGCONCRETE

STRUClURE

SEALER

S'IEEL REBAR DOWEUNG

EXISTINGCONCRETE SLAB

BEToNI]E CHIPS (6:VilDE x 0.5" 'fHlCK)

JOINT FIIIERNTS

8" CONCRETE PAD

SUITABLE COMPACIEOBACKFILL MA'IERIAL

E" CONCRETE PAD 6x6-W10.5x10.5 WWF

I

NOTE:

II -l+ CONCRE'IE GRADE BEAM

CONCRETE FOOTNG

UMITS OF PROPOSED

, _ ... - ENGINEERED CON'IROL

RECEI

TO.)

S

PA LI lvllTS OF P ROPOSEDcoN CRETE CAPSAWCU T EX¡ S]]NG PAD -------tEXISTING

CONCRETE SLAB

5

iltBGRAPHIC SCALE

't 0'

¿È

as

I

B

TRANSFORIvIER FOUNDATON WALL

POWER BLOCK FACILITY BUILDING TRANSFORMER FOUNDA

A

JL-30.92'

Page 8 of26

365

Froþd t{o. 31378-3180-oooooNe o3/29/O5

tncO*t*fætrdilt¡ilw

5 WoleEfd€ CrcsslngWlndsor, CT 06095(860) 298-9692

@NNECnCUT nESOURCIS RECqVRI AlJlHofinlx trH¡ES'EX¡tE

FIGURE 6AREA PBF-3

Þ(CÂVANON ¡\REA3BCROSS SECÍ|ONS A-A Al'lD ÈB

PBF FOUNDATON WALL 8,' THICK REINFORCEDCONCRETE PAD

EXISTING CONCRETE PAD

-z

-4

-6

-10 50 400 10 2A

LIMIT OF EXCAVAÏON

FILTER FABRIC/POLYPROPYLENE NETTNG

SECTION A-A

TRANSFORMERFOUNDATION WALL

6" THICK REINFORCEDCONCRETE PAD

EXISTNG CONCREÏE

E

I

9

I

-+

-6'r_-j]---]'HORIZ. & VERT. GRAPHIC SCALE

-10 30 400 10 20

UMIT OF EXCAVATON

FILTER FABRIC,/POLYPROPYLENE NETNNG

SECTION B-B'

T

l*ADE

ll

\\

:ILL MATERIALLE COMPACTED

ÞAUI^\L_rSUITAI

. lãnloË!\ lnq¡ul

GRADEÞF^l¡

llL MATERIALBACKRIIUU IINGllGRADE

Page9 of26

366

@ oor04/07 /O8 12: 11 FAX

STATE OF CONNECTICUTDEPARTMENT OF ENVIRONMENTAL PROTECTION

ENGINEENED CO ITTR'OI.' .APPROVAI'

Dear lvfr. Egan:

The rePortPresentsPCB contarninatedsubsection 22a'131

engineered control

RE:

monitoring and maintenance'

The above refereuced report is hereby approved'

SinoerelY,

î-w";* P-tt"-"^--Elsie Patton,Di¡ectorRe¡nediation Seotion

Vlaste lvlanagemeut Bureau

EP:lS

cc: Malcom Beeler, TRC

Sent C€rtifted MâilR Elum Receipt Rcquested

7002 2030 0006 5681 1076

AreaPBF-3 PCB, South Meadows Station and Mid-Connecticut Facility

n r.tu" n*¿ *i ¡OO Maxim Road, Hartford

If you have any questions pertaining to this mattcr, pleasc contaot Lee sua¡ez of my staff at (860') 424-36M'

( Pri¡ltcd on RecYclerl PaPer )

79 Eln itrcct o lllrforrl' CT 06106' 5127

An Ii<¡nnl O¡tyotnnÎl¡' En¡tloter

Page l0 of26367



100 RËserve Road and 300 Maxim Road, Hafiford, Connecticut

To eliminate the possibility of direct exposure to soils impacted with extractable total petroleum

hydrocarbons (ETPH) and polynuclear aromatic hydrocarbons (PAHs), Area 3-1 was remediated

with the use of a Connecticut Departrnent of Energy and Environmental Protection (CTDEEP)

approved engineered control @C) consisting of:

. High density polyetþlene (HDPE) pavers placed directly on top of the existing ground

surface; and

o Four inches of topsoil in a portion of Area 3-1 (See below for further details).

A geotextile waming layer with two feet of clean backfill atop the remaining portions of

or

a

Area 3-1

The design of the engineered control included two feet of clean backfill material over an orange-

colored geotextile wá.ning layer across the majority of the area (from the southern extent of the

Charter Oak Bridge, north/nofihwest to within approximately 20 to 80 feet of the access road to

the Charter Oak Landing and in the northernmost portion of the site). The remainder of the

impacted soil in this area was rendered inaccessible with a continuous layer of HDPE pavers and

4 inches of topsoil. The HDPE pavers were placed on top of the existing soil and 4 inches of

topsoilwereplacedoverthepavers. Eachpaveris 19'75 inchesby15'25 inchesby1IT5 inches

thick that interlock to form a continuous barrier across the remediated area. The pavers have

hexagonal shaped cells that arc 95 percent open at the top and 46 percent open at the bottom to

allow for infiltration, irrigation, and planting of grass and shrubs' As necessary throughout Area

3-1, tree wells were placed around the mature trees to allow for the landscaping to remain intact'

Page 1 I of26368

29,4

It

ú.5

53J

Prolect No. 105333.002240-000000

//

t

CONNECTICUT RESOURCES RECOVERY AUTHORITYNIAXIIVI & RESERVE ROADS

AREA 3-1FIGURE 6

AREA OF ENGINEERED CONTROL

Dalei 02104114

@rnc21 GrÌffin Road North

Windsor, CT 06095(860) 298-9692

GRAPHIC SCALE

$4

t

L

ut

PI-ACED BENE¡IH1-2 Solls

2OO9 RAP)

AREA s-fAÐ(CAVATON AREA

AREA 5-14 (AREAor roDmoN*EXCAVATON)

\dK /l I

Ð(CAVATON AREA

a.

J-l8

gz

GEOTÐ$ILEAREA = 66,102 S.F.

g

s.F.s

5Gl

1{3

4J&2

MONITORING WEII

r

27t

â6

wpF

n.+

a

aMW-l

G

PLACED BENEAIHFENCE UNE

_T_ CHAIN UNK FENCE

EEEEE RIPRAP SWALE

.IRC BORING LOCAÎON

.IEST PIT

HAND AUGURo HRP BoRtNG Loc¡lo¡l lES une eorunc locnroN fo ME BORING

HIGH VOLTAGEELEC'IRICAL I4IRE

TOVIER

t7-

4,8

EXCAVATED 2'DEPTH, INSTALL

ORANGEGEOTEXTILE AND

PLACE EXCAVATEDSOIL BACK OVER

GEOTEXTILE.AREA = 14,3¿14 S.F.

1491+t

Page 12 of26

369

Pro¡ect No. I 05333-002240-000000

CONNECTICUT RESOURCES RECOVERY AUTHORITYMAXM & RESERVE ROADS

AREA 3-1FIGURE 7

ENGINEERED CONTROLCONSTRUCTION DETAILS

Ddlei O?JO4|14

@rnc21 G¡Ìffin Road North

\ryindsor, CT 06095(860) 298-9692

{: usqL

g SAUÆE PLASNCNEE GRAE

I f 4¡ TçSL

1: TMOL 2- MNE 20' stTÆtEilffiL! ilAMALruEFmC

MNEEO]mEMAEÁ

4 ffigdÀffiUqE iiÁL PIPE _l ¡* FÆRIC f-75'flq

PAES (FHDEEaUIRÐ)

UNolflffiÐ Ð{SnNG sdL SECTION VIEW

HDPE PAVER TO SOIL CAP

l' xtN. [ ÆqlNDilfNG GRÆscp

TRANSITION DETAIL CORRUGATED METAL PIPE TREE WELL DETAILNts

IIEI! AD PA\ER

fus f@ru tr5'

20'$trÆEBAffi[

sÆ Æ#REPEENÍ WO

g^CE fO reWWAE NNLNAIil

PLAN VIEW .: twfLffiÆ

UNÓEruRÐ ÐCSTINô SOL 1.7t lHtcKHDPE PAE

UNdflR@Ð{smc sqL

sEcTtoN vlEw$ILæ HDPE PAVER INSTALLATION DETAIL

NEsÊcroN vlEwoRñe æo]ÐtEtr^.Iru GEOTEXT¡LE LAYER

INSTALLATIONDETAIL

Nß

UÑOIffBÐ Þ{SNG SLSECTION VlEVlf

SOIL CAP AT TRANSITIONALAREAS DETAIL

m

zolrgIw Rd€n&*

Page 13 of26

370

Connecticut Department of

ENERGY &

ENVIRONMENTALPROTECTION October 28, 20L3

79 Elm Street . Hartford, CT 06106-5127 www.ct.gov/deep Affirmative Action/Equal opportunity Employer

ÂPPROVAI,

Carl StopperTRC Environmental2l Griffin RoadNorlhVy'indsor, CT 06095

Re: Request for Approval ofEngineered Control

Connecticut Resources Recovery Authority: South Meadows Station, (Area 3-l PBF)

300 Maxim Road, Hartford

Dear Mr. Stopper:

The Remediation Division of the Bureau of Water Protection and Land Reuse ('the Department") has reviewed the document

titled, "Area 3-l Engineered Control Remedial Action Plan", dated August, 2013. TRC Environmental Corporation prepared the

document as part ofïork required under the Form III filing pursuantro $22a-134a (c) of the Connecticut General Statutcs' TRC

Environmental Corporation is the Certifling Parry to the Form III fiting.

The submittal requests Department approval for the use of a 1.75-inoh thick high densþ polyethylene paver grid, an orange

geotextile warni¡g layer and, 2-feet of soil to prevent direct exposure to petroleum hydrocarbons and polynuclear aromatic

ñydrocarbons. itris-engineåred control will 6e implemented in çombination with soil excavation and rçcording of an

Environmental Land Usã Restriction. A plan for the financial assurance as required under 22a-133k-2(Ð(2XBXvi) of the

Regulations of Connecticut State Agenciei is planned to be submitted and will be posted following the installation of the

.enfineered control. A draft Environmental Land Use Restriction was submitted to the Department on August 12,2013,

The above referenced request for use ofan engineered control is hereby approved, Construction ofthis engineered control is to

be completed shortly aftér this approval followed immediately thereafterby implementation of the maintenance and monitoring

program and the posting financial assurance'

Nothing in this approval shall affect the Commissioner's authority to institute any proceeding, or take any action to prçvent or

abate pollution, to recover costs and natural resource damages, and to impose ponalties for violations of law. tf at any time the

Commissioner determines that the approved actions have not fully chæacterized the extent and degree of pollution or have notsuccessfully abated or preventod pollution, the Commissioner may institute any proceeding, or take any action to require furtherinvestigation or further action to prevent or abatç pollution. This approval relates only to pollution or contamination identified inthe above referenced proposal.

In additiou, nothing in this approval shall relieve any person ofhis or her obligations under applicable federal, state and local law.Please direct all future correspondence and any questions pertaining to this matter to Lisandro Suarez of my staff at (860) 424-3644.

F. BoweDirectorRemediation DivisionBureau of Water Protection and Land Reuse

cc: Peter Egan, CRRA

Page 14 of26371

Declaration of Environrnental Land Use Restriction and Grant of Easement

Description of Engineered Control (Exhibit B)100 Reserve Road and 300 Maxim Road, Harlford, Connecticut

The engineered control (EC) constructed to render extractable total petroleum hydrocarbon

(ETpff-impacted soils both environmentally isolated and inaccessible consists of the following

(from bottom to toP):

. Approximately 6-inches of sub-base material (mason sand) placed within the excavation

area (graded and crowned along the center ofthe areaat a 1% slope);

o A non-woven geotextile layer placed over the initial sub-base layer;

o An impermeable 40 mil linear low density polyethylene (LLDPE) flexible geo-membrane

layer placed to prevent the downward migration of inf,rltrating waters into the ETPH'

impacted soils below;. A geo-composite drainage layer installed to redirect infiltrated waters to the outer edges of

,

the area along the 1% slope indicated above;

o Between l2-inches and 18-inches of scteened Connecticut Department of Transportation

(DOT) Gradation C gravel base placed in 6-inch lifts over the geo-membrane and graded

and compacted in a manner that would allow for the placement of a total of 9-inches of

pavement;

. An approximately 6-inch layer of Class IV bituminous concrete pavement; and

¡ Three inches of Class I bituminous concrete to match the pre-remediation grade.

At the locations of the sewer manhole, monitoring wells or steel sheet piles along the coal pond, a

two-layer LLDPE was used to create a "boot" to connect the liner to the structure. In addition, an

extrusion weld was used to aftachthe liner segments and a stainless steel band was used to tighten

the boot to the manhole.

Note that the manhole, monitoring wells, and the segments of sheet pile to which the LLDPE liner

are attached are considered a part ofthe engineered control.

Page t5 of26372

Proiect No. I 05333-0031 99-000000oalet 10l1ol'12

@rnc21 Grlfn Road North

Wndso[ CT 06095(860) 298-9692

CONNECTICIJT RESOURCES RECOVERY AUTHORITYCONNECICUTUGHf A POWER COHPÀNY PROPffi

MXIM & RESRVE ROADS

TURBINEAREA GAP

FIGURE 4RAP -AREA OF ENGINEERED CONTROL

No. 13255

PECTPROFESSìONAL

NOTE:¡-u- ul¡-lw l¡¡ronm¡rtoN sHowN oN THls DRAWNG

ISAPPROXIMATE AND HAS BEEN COMPILED FROM

SITE MAPPING INFORMATION BY OTHERS. NO

GUAR.ANTEE IS MADE CONCERNING TTIEACCURACYOF UTILITIES SHOWN ON THIS ORAWING. ACÍUÀLUTILITY LOCATIONS MUST BE FIELÞ VERIFIEDANDBOTTI CRRA AND TRC DO NOTACCEPT ANY LIABILÍTY

FORTHE I,JTILITY LOCATIOI'IS ON THIS DR.AWNG.aÈ*I,

-7z:-r-1\-)

o '-- "'-l ra_cÞ¿a'-" -'

AREA OF ENGINEEREDCONTROL I FGFND

\\ \\i)i

.5oWEILANO UMÍTS

EASE}¡ENÍ LINE

PROPERñ UNE

WÀE LINE

TEIIPHONE UNE

SÎORM DRÀN SSERSÀNITÆY SEWSEAM UNECÀS UNE

ELECNICÀL IINERRE LINE

ovmHsD EECnIC{FIJEL OIL PIPE

STORMWATER

-TRENCH,FIGURE

(sEE DETAIL -s)

)l lillill \f PVC OUTFALL PIPE

ns-r fHRP-SMD7 O

i'rne-suo+r SME-SM030 0

uw-r Ônw-t ô

H16-S8l a

813-GPl a

uez-zo þ,

HRP HAND SAMPLE

HRP SORING LOCATION

HRP EORING LOCATil

ME BÒRING

MONITORNG MLL

RECOERY M[nc sotL 8oRING

lRC GEOPROBE

IRC SOIL GASMONìrcRING POINT

EXISTING STORMDRAIN MANHOI.E

a57

ooY-

\

\)-

GRAPHIC SCALE

/ o rzo-sa¡

\\

J:\@\16$\oo519s\Fud UDGS Ec 6pPin9 Prcj.ct\Èiå.-Z'¿*q Uvàuh¡E,È 4 Nov¿mblr 15. 2012-2:18PM Gollcnb'êk

o 20' 40'f-r-----.r¡--------l

(20-sB4

\1i^ ':?'* +'

57

\\

t1\ ce

@6

o,I

\\\\\

\\\\\\

\\ r\\ \\\\\\\\

\\

Page 16 of26

373

DdtÊ:

AREA CAP

FIGURE 5ENGINEERED CONTROL SECTION

@rnc 21 G¡iffi¡ Road NodhWindsor, CT 06095

(860) 29&9692

UMM

RECOVERY AUTHORITYCONNECT¡CTJT RESOURCES@ill{HcfrUGK& POffiR COMPAW PROPERW

No-

PE ¡F 13255

Z¿)Z--

... ¡ ^-2'l:- jrl

EDGE OF ENGINEEREDioN'tRoL 6" BI'IUMINOUS CONCREIE PAVING

(CLASS rV)

BI-PLANER AND/OR TRI-PLAÑERGEOCOMPOSIIE DRAINAGE GEONET

LAYER (CAP DRAINAGE)

6" BITUMINOUS CONCREÌE PAVING(cLASS rv)

RUN CEOCOMPOSI]EDRAINAGE TO BOTTOMOF TRENCH 3' BITUMINOUS CONCRE]E

PAVTNG (CLASS l)3. BI'ÍUMINOUS CONCREÌEPAVING (oLASS l)

'12 oz/sy NoNWoVENGEOIEXTILE OVER DRÂIN]RENCH

EXJSTNG STORMDRAIN MANHOLE(SEE FIGURE 4)3l+" sToNE

TEXTURED 40 milLT.DPE GEOMEMBRANE

12 OZ/X NON-WOVEN 6, COMPACIED SCREENEDSUBBASE MATERIAL 12"GEOTEXÎLE

16' (MlN.) COMPACTEo SCREENED

CTDOT-GRADATION C GRAVEL BASE(1" MAX. SIZE) (MAY VARY TO SIJIT-

SURFACE GRADES)

TEXTURED 40 milLLDPE GEOMEMBRÀNE 4" PVC OUÍFALL

PIPE (MlN. s=22)

SUITABLE BACKFILLMATERIAL

't2 oz/sY NoN-WOVENGEOIÐ(TILE

18' (MtN.) co[,lPAc'tED SCREENED

CTDOT_GRADA'IION C GRAVEL BASE(1" MAX. SIZE) (MAY VARY TO SUlr.

SURFACE GRADES)

CORE Ð(STING MANHOLEAND RESEAL USING

LINKSEALNOTE:¡¡rN[ruv MEMennNE SLOPET 1% (CAP DRAINAGE)

RECOMMENDED TYPIGAL ENGINEERED CONTRO L SECTION(PAVEÞ AREAS)

NOT TO SCALE

UÉ æ øpphE Prcld\5 Novêhb.. æ, 2O12j2l5PU frônÐbê*

Page77 of26

374

(onneqticut Þepartment of

ENËRGY &ENVIRONMENTAL

R TE TION January 28, 2013

79 Elm Street. Hartford, CT06106-5127 www.ct.gov/deep Afflrmatlve Action/Equal Opportunity Ëmployer

ÃPFROVAI

Peter EganConnecticut Resources Recoverr Authorit¡'100 Consritution Plazn, 6'l' ['loor'l{arrford, cT 0ó | 03-7 722

llequest for A¡:¡rrovul of lingincered Control (lnrpcrrneablc Cap)

Connect icut lì.r¡sources Recovery A utholitr,: Sotrth Meados's Station

300 Maxinl Road. llartford

Dear Mr, Egan:

The Renlediation Division ol the Bureau of Water Frotection and Land Reuse (**the Departnrent") has revierved the documont

titled, "Fuel Line (Delineatior¡ Arca 2) Ëugineercd Control Remedial Â.ction Plan", dated Novetilber. 20 12. TRC Environnlental

Çorporation prepared the doculnenl orì your behalfas part ofrvork required under the Fonn lll filing pursuant to $22a-134a (c) olthe Connecticut General Statutes.

lhe $ubmittal requests Departmerrt approval of an engineered control ("EC") that involves the use of an irnpermeable geo-

membrane to prevent infiltration of surface and rain wators tlrrouglr petroleum hydrocarbon impacted soils, The Ee will be

impleñented in conrbination rvith other remedial activities and institutional controls as described in the remedial aotion plan

drcurnenr mentioned above. A plan for the financial assuralrce as required under22a-l!3k-2(fX2XB)(vi) of the Rcgulations ofConnecticutStateAgencieswassubmittedandwill bepostedf'ollorvingtheinstallationoftheengineeredcontrol. Itisanficipatedthat a draft Environnrental Land Use Restriction will be submitted to the Deparllnent by the elld of March 20 13.

The abovo refersnced request for use of 4n engineered control ís hereby approved. Construction of this engtneered coffrol is tobe lmplemented immediately upon receiving this approval.

Nothing,in rhis approval shall affect the Commissioner's authority tq lnstitute any proceeding, or rake any action to provefit orabate pollution, lo recover costs and natural resource damagcs, and to impose penalties forviolations of law. lf at any tìme the

Cornmissioner deternlines that rhe approved actions have no¡ fully characterized the extent and degree of pollution o¡: have notsuccessfirlly abafed or prevented pollution, the Commissioner may institule any proceeding, or take any açtion to require ñ.lrther

investïgation or further action to preveut or abate pollution. This approval relates only to pollution or contamination identified inthe above retèrenced proposal.

ln addition. notlring in this approval shall relieve arìy psrson of his or herobligations utlder applicable fedetal. stûte and local lan,,

Please direcr all future corespondence and any questions pertaining Lo this rnatter to LÍsandro Suarcz ol nty staff at (860) 424^

3644.

Remediation DivisionBüreau of \\/atcr lìrotection and Lantl Reuse

Re

cc: Cnrl N. Stup¡lcr. 'IttC

Page 18 of26375


Description of Engineered Control (Exhibit B)i00 Reserve Road and 300 Maxim Road, Hafiford, Connecticut

Control

The overall engineered control (EC) for the basin includes both physical barriers and access

controls.

The engineered control consists of:

o Woven filter fabric covered by a 6-inch layer of 1-inch crushed stone;

. The four inlet pipes that transfer storm water into the basin;

o The four 10-foot rip rap splash pads associated with the inlet pipes;

o The vegetation along the slopes; and

. The chain link fence (including signage every 50 feet that provide warning and contact for

access) and two locked gates.

The first step in the construction of the EC to render underlying arsenic and beryllium-impacted

soils environmentally inaccessible was to excavate the WPF basin to a depth of six inches below

the original grade in order to remove accumulated sediments from the storm water system and to

allow for the placement ofthe geotextile and gravel layer. The slopes of the basin were left largely

undisturbed in an effort to maintain slope stability and minimize erosion. A continuous layer of

\iloven filter fabric (orange to provide a clear demarcation layer) was laid down across the basin

bottom and a 6-inch layer of l-inch crushed stone was placed on top of the woven fabric. There

are four inlet pipes that transfer storm water into the basin, each of which was outfitted with a 10-

foot rip rap splash pad beyond the extent of the pipe to minimize erosion of the stone banier. Rip

rap slopes present along a portion of the basin serve to alleviate access to underlying impacted

soils, as does vegetation along the remainder of the slopes. The presence of the chain link fence

around the perimeter of the basin serves as an effective access control, as does the fencing that

surrounds the property as whole. There are only two gates that allow access to the basin for stotm

water sampling and maintenance purposes, which remain locked at all times.

Page 19 of26376

FIGUREûffi*r--

WPF STORM WATER DETENTION BASIN

REMEDIALAGTION PLAN

CONNECTICUT RESOURCES RECOVERY AUfHORITYæWfl CW UGfr ¿ rcGR COMPN PrcPÊRñ

W¡M¡æWE@æ

f

-'r*r=q;

MÑEUER BALL

TOffi WCrRVdOFæS@W E OæmilsSlNwÆ.sclaE,uc,lNmL.tl

ÐdNèUruMßMNÚñ

.t:11----J

{,iÐ

Brl CotdEE

-s

,//.

AA WCFEE

NORTHEAST UfILITY

ûßømFdsE-g m. *6d

-;ù

""j

r#Fr-DBr

;;.ae6,á\

t,_ _ _-

.t¡lø-oB.

I

¡,""x

?ogD20 of26

377

FIGURE6iffi-gÆ**

CONNECTCUÍ RESOURCES RECOVERY AUfHORJfYÓNÊCÎGÚ ßHf ¡ fffi COMPNY PROPRÛ

WM&ÉEMþSOrnc

WPF STORM WATER DETENTION BASIN

REMEDIAL ACTION PLAN DETA¡LS

ENSÌNCû$ñc

/çusßñnæ,Y aeE vß6 -

FÞffi 2I TO }1

**-tî-\

rt

TEMPORARY DEWATERING SUMPsEcfloN A{'

TRANSITION A1 RIPRAP SLOPES -TO BE DISTURBEDTYPICAL SECTION

N6

RIPRAP STORM OUTFALL PIPE SPL.ASH PAD: TYPICAL SEC]]ONNE

(*

TO

--L-.o,nnon,ew,Y aeE vmEs -ÆÞRd 2:l þ alfrrq6ve6) @

PUÍP dgÆÉ $U ELUÞdffiMEEN P^@ Cr[tr^YN g[L AE PúÐNIOE A 9LI gK

TEMPORARY DEWATERING SUMP

sot4'@

RIPRAP CHANNEL -fYPIGAL SECTION

TRANSIÎON AT RIPRAP SLOPES - NOT DISTURBEDTYPICAL SECÎON

ÊLryANON

6AES TOAUfi TOGflfi

A CqINUOUS

2-2'.2-t!'EAq BM

tu-rso)NOEAU HAY 8MS SHAI AEÐTER WRE.B@ND OR

SRNG lEO

STAKED HAYBALES DETAIL

\-,6:

Àfr: tNsTA[ Éffit ÐlÆNT am4Æüo ef&L PE Fæ Cd[AqNCfifl & oD8 qsnuoG mwÉ

gL rc ilBÐ HAEM

BASIN OUTFALL PIPE TEMPORARYSEDIMENT BABBIEE

TRANSIÎON AT VEGETATED SLOPES

,t

<-o

I

,fa\.

NE

Plsc21 of26

378

Cqnnecticut Department of

ENERGY &

ËNVIRONMENTALPROTECTION January 28' 2013

79 Elm Street . Hartford, CT 06L06-5127

Peter EganConnecticut Rcsources RecovclJ' Autltorit¡'

100 Constitulion f¡lirz¡. 6'l' ltloorHartford, CT 0() l0i-7722

I(e:

Fatrlck F. BoweDlrectorRemediatio¡r Di r'ís íon

Bureau of Waler Proteclion and l-and Reuse

www.ct.gov/deep

JTPPROVA,I,

Affirmative Action/Equal Opportun¡tY Employer

llequcst I'or Approval ol'Engineered ControI

Cotineclicut Reiources Recovery Artlhorit¡': Sorrth l\4eaclols Station, (Stormrv*terBasin)

300 lr4axinr Road. HaÈford

Dear Mr, Eganl

The Remediation Division of tha Bureau of Watel Protçction aucl Land Reuse (*'ùe Departrnent") has reviewed the documenl

titled, .Waste processlnt Fácilìiy Srorm Water Derention Basin Enginoered aud Accçss Control Remedial Action Plan", daled

octoúer, 2012. TRC nniironmeitul Corporation prepared rhe document on your behall'as ¡lart of rvork required under the Fonn

III filing pursuant to $22a-134a (c) ofthe Connecticut General Statutes.

The sr¡bmittal consisting

offencihgto ontrol rvill

ba implorîren, lan for thesubmitted

llnangtal asSu

*Á *¡ff be posted following lhe installation of the engineered Land Use

Restriction *¡tl ¡. submiltedto ¡he Depâ'1ment by the cncl of March 2013.

Ths above referenced request for use of an engineered control is hereby apprgve!, Cgnstruclion of this englneered control is to

[e cornpleteo shor.rly aftJr rllis approval folloùcd imrnediately thereaftêr by irlplernentation of the maintenance and moniloring

program.

Nothing in tltis apploval s ssioner's

abate pältutíon, to l'ecoveL urce dam

Commissioner deter¡lrines ons have

successfully abated or prcvented pollution, the Commissioner

investigation or further actiolr to prevent or abate pollution' T

the above rçferenced ProPosal.

In addition, norhing iu this approval shall relieve any person of his. or hcr obligations under applicable federal. stale and local latv'

please direcr all hrture "orrrspoudence

and an¡, quåriionr pertaining to this nrattet' to Lisandro Sttarez of uty staff at (860) 424-

3644.

cc: Carl N. Stopper, T'RC

Page22 of26379


Description of Engineered Control (Exhibit B)100 Reserve Road and 300 Maxim Road, Hartford, Connecticut

F

To eliminate direct exposure to arsenic-impacted soils, three areas of the WPF were remediated

with the use of a Connecticut Department of Energy and Environmental Protection (CTDEEP)-

approved engineered control (EC) consisting of:

. High density polyethylene (HDPE) pavers; and

¡ Two feet of clean soil.

The three areas subject to the HDPE paver EC are identified as follows: Subject Area N (refered

to as Area 3 on site drawings) which borders the southwestern boundary of the site and a portion

of Maxim Road and is 480 feet long and 100 feet wide; Subject Area O (referred to as Area 1 on

site drawings) which borders the WPF building to the north and east and is approximately 110 feet

long and 80 feet wide; and Subject Area P (refered to as Area 2 on site drawings) which borders

the southern property boundary and Maxim Road and is approximately 640 feet long and 90 feet

wide.

The design of the EC included two feet of clean backfill material over the impacted soil which was

covered with 4 inches of topsoil, and a continuous layer of HDPE pavers. Each paver is 19.75

inches by 15.25 inches by 1.7 5 inches thick that interlock to form a continuous banier across the

remediated areas. The pavers have hexagonal shaped cells that are95 percent open atthe top and

46 percent open at the bottom to allow for infiltration, irrigation, and planting of grass and shrubs.

construction of the EC varied in each of the three areas, as follows:

Due to the presence of underground utilities, excavation to 2.25 feet below grade was not possible

in Subject Areas N and P (Areas 2 and 3). As such, the HDPE pavers were placed on top of the

existing soil and two feet of suitable backfill and 4 inches of topsoil were placed over the pavers.

Tree wells were placed around the mature trees to allow for the landscaping to remain intact.

Soils in Subject Area O (Area 1) were excavated to 2.25 feet below grade, backfilled with two feet

of clean soil, and then covered with 4 inches of topsoil and the HDPE pavers.

Page23 of26380

I

€

s6n

t

¡'

frN I'lo. 31J78-3160-00000

CONNECIICT,T RESOUrcES RrcOVRIA'THOfiÍlY

SorrrtffiTRCCtøqtw-Íæ¡d

21 Griffln Rood NorlhWlndsor, CT 06095(860) 2s8-e5e2

FIGURE 2SÍTE PIåN AI.ID AREAS OF INTEREST

D¿lê 06/28/06

r o

oo

:

\

*r¡sto"t$

\

@GRAPHIC SCALE

ffiOXI¡E ffif trE GBNÐ dIAMÌd

J:\ed\J137õN1 6O\WPF hlnic\tugin.lEd Conhl\Pld€-l.dÌg LqoÈf,GURE 2 Jun€ S. 2006-2J5Pil KHOEBECK

o 200' 400'l------r----------1

trGE¡ú)

-x-x-

d€ nE

Page24 of26

381

FIG4

CONNECTICUT RESOURCES RECOVERY AUTHORITYWÆEPRO6INGFACIW

æ0MROÐB@,CONNEdC6

CONSTRUCTIONDETAILS

dTFAEASFEq@MFTÑ@ENUú

PLASTIG TREE GRATE DEIAILm tsw 2f $fæE t

CONSTRUCTION ENTRANCE

CORRUGATED MEIAL PIPE TREE WELL DETAILNE

t.gæN&vÀE^{xal@q lÆæE[WüEUESrcS

ZfÆ[EFÆruCMEFÑNOEßDNOB4.!. ãAffi[ m dPg ff 4v E sol

Nrcffi.Mfl

E¡]EISEN-.OE-EAEBI.CIÚ&IHEIBilçC.

I WS PÆ Bfuil NDd@GXæEFAE

SILT FENCENE

c^ffi[(ffAc@rc aMd6W

r-7t ild @E PA6

TING SL

sEdoN vtil sEiloN vtflEI.AN

HDPE PAVERINSTALT-ATION DETAIL

(AREA 1)XE

HDPE PAVERINSTALI,ATION DETAIL

(AREAS 2 AND 3)XE

HAY BALE CATCH BASIN TRAPNE

P¡gc 25 of26

382

STATE OF COI\NECTICUTDEPARTMENT OF ENVIRONMENTAL PROTECTION

APPROV4Htr#H¡VED

Peter.EganConnecticut Resources Recovery Authority100 Constituti onPlaza,6û FloorHartford, CT 06103 -7 7 22

SIP 20 2006 SEPTruBER 18, 2006

ËRRAGfiüVIRONMENTAL

Request for Approval of Engineered ControlConnecticut Resources Recovery Authority: Waste Processing Facility, Hartford

Dear Mr. Egan:

The Remediation Division of the Bureau of Water Protection and Land Reuse ('the Departmenf) has

reviewed the letter titled, "Sngineered Conffol Remedial Action Plan", dated June, 2006. TRC Solutionsprepared the letteq on your behalf as part ofwork required under the Form III filing pursuant to $22a-133x for the Corurecticut Resources Recovery Authority properfy located at 300 Maxim Road in Hartford,Connecticut

The letter requests Department approval for the use of an engineered HDPE permeable subsurface barrier(paver grids) in combination with two feet of clean fill to render arsenic polluted soil inaccessible. Theplan for the posting of surety required under 22a-I33k-2(Ð(2XBXvi) RCSA is to be submitted for reviewand approval following the installation of the engineered control.

The abo.ve refere,nced request for use of an engineered control is hereby approved. Conskuction of thisengineered control is to be completed by January 2007.

Nothing in this approval shall affect the Commissioner's authority to institute any proceedíng, or take anyaction to prevent or abate pollution, to recover costs and natural resource damages, and to imposepenalties for violations of law. If at any time the Commissioner determines that the approved' actionshave not fully charactenzed the extent and degree of pollution or have not successfully abated orprevented pollution, the Commissioner may institute any proceeding, or take any action to require furtherinvestigation or further action to prevent or abate pollution. This approval relates only to pollution orcontamination identified in the above referenced proposal-

In addition, nothing in this approval shall relievè any per.son of his or her obligations under applioablefederal, state and local law.

Please direct all future correspondence and any questions pertaining to this matter to Lee Suarez of mystaff at (860) 424-3644.

Sincerely,

DirectorRemediation DivisionBureau of Water Protection and Land Reuse

( Printed on RecYcled PaPer )79 Elm Street ' Hartford, CT 06106 - 5127

An Equal Opportunity EnPIoYer

Page26 of26

Re:

cc: Carl Stopper, TRC

383

ELUREXHIBIT B

MAP SHO\ilING ELUR SUBJECT AREASOVERLYII{G ENGINEERED CONTROL

AREAS

384

3g

FIGURE I

*bNNEft mRÉouRcE GdEilallmffi

SE PUN SHOWNG EUR SUÐECIARæOVERLYING ENGINEEREO CONMOG

C,rnc litf,lff

*9"**/cd*Èrrtu@^|Mu

s

s

nÀ**--n*t*

tÉ

?

(

O suuEcr@o.:.! o

F

¿

âúûilEt#ril!b

@,/**-

\$

oñffivERNllmRo.ruNþV^TOilMiEffirc

MrcRrn æ&qoffAÌd øNnoMmewous@6qANDGRMOFffiN@^roNAER6dreffi

tffi, sú. oF 6 ur€Djw1! ñßr^snE

. Nru'ffilr,ftuRElqÞ@¡dft,

- ære.wsÆaqwMd ffi rNæ æmùÉguln uÊddls, w nq

uflE@NarcilmA2ff rNEHÐffi LSrrLt UÉ odlt fl TRq

. @re3UÙÚEAO FOFNÆ@rySINæ

- wruÐffi ÂRaÁffi sRMwaÉffioNæNRdEÐ trmL strf u-, ùÞ 07dl drc

EJÑN8Ðffidsrr.u@f¡ã1wna

- W]ruAESfAO,WFÉ1 AdNffiÐffirc1lgrLtulÐødr wnq

- rcru.ssaaelFNazÐGjNFÐæme

^gLt 0^fÐod1ft Trc

INSET'4"

ÉÈq

1

?

-)

385

ELUREXHIBIT C

SURVEY

386

I"+.

I

l) iltþtNG tN $mM 6il8 OF @Ed PñFffi P@$UD WÆ ND Æ IG 9UÞ ffi ÞMR D ffiNC2)Il¡w(ruYD@Ð N8E ÆE ¡O P@ OR @ÞL@ MF rcF S MYCWG6 aÞ UrcN M WPM æI M æMUGJUNDIOd I@ N OÑÆ MENE F Rffi ffi SDilMffiudoN m @ÀÉ4) dffiMffi FN,ffinËPruFffiÆSM oiBE$ffiÆRÑdNlÆNErui¡MÆ¡ruDÐßru@cE oN t6 $ffi-Ð wuYoEÞ5)WD&MDtr6NO@ÆÑreUffiWSUÐÚ PÐPW. üT Æ f,OI $M NE rc cuw NO MTæ

?) uR sueú Áffi G4 Nd rru0il6 ûE S{E mHBmNE&RREmsMrf)Æstm oN gm¡ aD 43) lMD rc ffi oN ffi t.2¿5 @16 æ! 4@cE ,27.

9) ffE futJmO M@@6 Næ Nfr tÞ IN ffE PRP&M OFil6 $ffi Æ SNrñc Æ GA StW mÐG, ìBs OREHN@

ñY5

I

IO) ilE ÚR fu BId rc sffi S AÍBÐ PMDE BI 4P¡@ (.L tu Wx ru AD re ffi ru). N ß mRñ. SNOßÐ ÞFNEWM ü TE MÉAOMTNMRE E OF ilE F¡@ 6 UM@ æ d IMI]sM OÊ øtrMECIffi. N¡MEW Bû0N2Þ1$(-2(B)(2X^). ûSRmfrON ÆPUBDûE ÑG PMP'TAO ìll@A E&EsuÐûMsMoE|MEMt6lìMøûtr

vcMfr ilAP

t1) to offiÆÉtrH€ FPm uNwÐ oR ffiM

qäe

-)GRAPEIC SCÀT,E

iq#(dE)

SA'IBOLS LEGEND

+tuh

-

Èqqh

-

tuhl++#+ w.w

I+

Èdmo^woffi

32-154

xTd3OO MÆCM ROAD

lOO RESERVE ROADI]ARTFORD, CONNECTICUT

TROIERT OFMroNOVANONNREdMGÁlmÔRd

MOA 10Ê¡ tunEil ^v.nuq

sut. ^,2

r.rcÞhon.: 13æl¡36{¡shE6EeM

387

ã

I

rsr-zl

Æúare@Wr

MOMVÐ@ÆwNoErhoNruu{lo-s@oüdffi

loJ.MoñxomffiùBnMTIFUO¡NSo toÉË.uq3mffi

rudMffi4

s<<artGq'

ffilt>

--rF

--'l--t-- o

I

I

1

II

I

JI

I

I

7

'- lv

tß

I

s

/'l

,---*r.

rfi/

\\

\!

4

It

Ef

T

moMvÐ¡@ÆuNNOUVÔNsîl]Wgo ÆEdOù¿

J|ICIÐIINNOC'qÈO¡llìfVHcvoìf a ullsgu 00r

GVOU r{rxwit 00t

! ór-qr(ur)

-

J¿¡¿¡.gIYJS CIEáI¡EÐ

ryr¡æryeæHcr(ffi):.rÉEæ€t løl :¡üo(òl.i

¿$oÞ1H44a-v¡rE 5.uo^Y [ùu€tao! \/On[

ùæ qrñÞÞullEuûR

7

Xt

.l.{.l'.i#4

+¡

otËt911 s708w*s

q

\ \N

-l¿'

of-*tt""-o"dÉ $

388

åt

32-154

fficDeæ^noNøMoûtrÁ¡ÆUSÌlmMNÑCrNO!

ÉMM.NOEryOFÑ^ru

\

@<r

\

l

t:

\

\ì

a\

3OO MÐCM ROAD1OO RESERVE ROAD

I{ARTFORD, CONNECIICUT

PRO?RE OFúruNOVANONÑREd(:NG^lDoùry

MOAMmEtuqùAffiE

rce 6mwêll ^rcnu.,

sutr. a-l

rcldho..: (tæì ¿3É3s

.¡*øo¡ c'o

ñ. \--*,ft7t*N \

b

SAilMß LEâEND

o

E+

oE'ffirO@o Ërutu

<ùtu

' HË

ä+++++ Mw II

-)GWHC SCÁI.E'¡Æl-i

(üE)lH- 0 Ê

389

å

I

32-154

40FêD€mnoN dÃvRm,M¿ÑUERamMONÆOnÆOF

EM, !XOPBEO¡¡I^1!ruñV^ÎONñruffncÆmw

MNNNM¡æERWROþlNMþ.MÚ

M*****

(*ú

Ia

.t

*9,**

@

$

É\

I

\ìI

\tI

\<'

{

I:

II

a\

J

3OOMAXMROAD1OO RESERVE ROAD

TIARTFORD, CONNECIICUT

PRO¡Rry OFMMNOVANONN. Ed@GAWOW

ûø

tÇ

@

SUB,'ECI

-<.AREA

,F-2'

ELURSU&ECTÆa

$

ñY \ \

DtrÆL'ø' Scr'.LE t':60'

II

I./

.)GRAPHIC SCâ¡E

ffi(BE)

sll,lsols EæND

Eæú@øEMú + tubùtu-MhHh-úhww M tu&Wh

o

!À+

MOAM[l@COHIM¡Þ

103. Cromrcll ÀrcnùqsuÍ. a-2

rcr+hom: Íe)€H3s

390

t2-154

¿wrlcDEMAnoN o¡ñRow*NDt¡5ÊlìmMONNDGNOF

!ffi.ROEilO!IARÆNOV.ÀNONÆÀæfficûnoÀñ

NNMROrcÑ TORÑNEROþ

ßeEtuE5+É

3OO MAXM ROAD1OO RESERVE ROAD

HARTFORD, CONNECTICUT

IROPRry OF6ERÆ NOVATION NREqUGAWIORIT

1) _A!6 D r8E Ctl.l 0F ffiom oN ilE Ls oF @88 t. 2Ot6è offi 1,20t7 Frcw E @mmYTA M.2) N SAE OF FÆ ffiffi N @ilE Sffi OR N@ON OFEPRÛ6EWU¡)wÐ Rffi OF Pm6 ORll]{m N tuSsþN NO Sm truPUBUC @G.4) Æ uil, oR Rrffi æ Á Ua. æi wcE. @& oR u]ruHæFOE OÂ ll@ ruilSq u¡¡@ ry w/ñD Nt$MfrftE PU&C ffi5) N NO I PffisONS OF N OÚW WMCFI @UAÌdoR PUBUC d ruE UW-

6) TPM ruCffiOF o]]G 'N

AO rcN ry OFBMÆMG OR GGSNG ftrcUGH DE ruSÈ

13) æñ tuR PE SE ru! üE lmÐ UmÉ ucF!!!¡¡¡{aE ffE ffiÐ 6 @pN ilE JU{E & 1¡S AOEæMÐ N WME 081, PÆE È1 OF ßE ll¡mÐ ¡Æ @iiGlrfr PþnÆr¡l

9) tffiowYoÞ¡E.

s) sæÆ sm oNrB sffi. Æ M:

O¡JMR INAD EN ÁmIMSA

^tv&¡oNs ffi æN P@ñU6

Ðrrn ($) Milurc ffi wao tbtNc aMilmOCNN4 TCWÑ UNßD)

Ð

F86

Gffi

NüEtE f 4llffi. [dfrtrffM-q

È

5, æt5 ÆWOEffi

. 8l1q d EE@oN@ÐÐ rc

DGNOOFÆoÞN^DATE ffiOÐffiIC Uff @CPN üÞ UY Z IO1E Æ EæÐED N þUME

4U0. P& Jã OFffE ffiÐ SD @RE lffi ON sJ@wN $gtrM ts1 ê G< N0@ OF@dff ffi *mDcÉl

10) rl¡[email protected]) tNmowYDEÞ.12) UEW OF W OreÆ g Ðm tN ûE @mN rüEøUfr OF 6IMON æUNOL OF E ffi OF ffiM @ JUNE QrgE Lffi ON SUMI

rl)

uY 24, t0ß. lson oN suRh,

16) ÊGE rc co[W iltM stoño Æ REm d ilE cñ oF¡mM N AW UM D@8ffi ffiRD EffiIC UffiæMPN qE 4W q 1Ê5T AO RÊæroÐ N þÛME A76, PÆE4æ OF tr ffi0R0 ND mn6. [$m oN suMl¡

I N

E ÆT,

E 42q

E @6,

o

uE &q

rc.

þ

tl@re @RÉ [NûPø8¡]L) N6CEOF e@ d^R MñmA ss€ADê4f NO. i4e4y, 14il & 1a9a B¡ iat4 X+ 144 E, tø u3WMIGOFqNffiOFMÑSMWII:I@d D TE øM@Ch Uff AD ffi WPÑ RffiÐ0N w a 2ø4 tN @ME4aS. PE s OFE tffiNR@rNOMÆt4

s) tuPÀElñMñmVæNtffi@u@R@ffiWDd@ÚUCTAOMæWùÞÆ 1ô.Ð. AD RDFDÐ IT WtrE g, ÞÆ IZ Æ Cd@ ilÆwE ruPÆTAK @tr@ÐÐ d&ñ2, æ14

l!"ffiTnffiffttt r7q u oF È ffiÐ wo @Ria

utot w dÆ6NlÑS,TE ffiM WD

¡o Rffiffi.MÆÆ@mÆùflmN^Þ ÑI ÙE @N@Ú UffiAD ffi qPM rc6NflEfrIW RsUrcE M AfiOW ùÞ Æ ø@ 4& AO FÐ@ IT bU¡E 326 PÆ A2 OF ÛE ffiÐ-ND@c [sM ox smús) R6tu ffiñ UOOmTN Æ@M ffi dmcfr@U@ RffiÆOffiN oNl@Cfr &frAD ffi

múME

^r PÆE sr€, e 6 nE ffiÐ .* @i6 r*- #HË-å'*

40) flcß oF mæ N aDD oÞ @ M cm N D@ fPÆ E dE lm m !ôfr øPN. [M f'qÆt¡]41) u{mo&YDEÞ.42) WOWYM.s) wowYoE.m

WE 4'9 PÆE Þ OF NEPtmr4

MOAMreCo@tAlsoæ

1oM Cr.h@ll ^v¿nu.,

Suk.^-2

relênho6.: t36ot ¡3tu3&

391

*[email protected]

MTCDE4ETON OFeMOWME¡ÆUSETMOONÑCNOP

!gss. i¡o?Erõ' ô! hmÑ Nov^roN sEdilo^@onrfr

úffi1roÆM r@tEgu¡o,ÐmftoÞ.oñfitr

ßFÞtùEJ+ú

3OO MA)qM ROAD1OO RESER\¡E ROAD

I{ARTFORD, CONNECTICUT

IROPERry OFU:B{S NOVANON NGd(uGAltrOTT

MOA 10ð¡ Croñdl Ênuc

sùir. ^-2

r.l.Þhonê: (úqßæa

PfuPffiD&MÈSW M

!) W SHfrNG P@ OF E @NM Uffi &Nd@UPÑDBEffiþNMÚ@UGffi@WWY&MMffioÐ, @smM,'sæ 1'-100. sÞ 0E ls.2mrBMsffiErE$ftlSt40F+zlæsmc æFffi(PMJEESI@wótrNffi@U6EffiMOffiADffißÑÉMÐñøNNffiffiâMRÊffru.ll¡mfu.@NMÚ.. Wr'-16" ù@ DÊ 6, 2æZ d HP ¡sAE lts

'I@MON¡q6MMNDNIfu. ¡]mrc, Nffi. ruPWff@NEOffRæU€FffiM.'ùÞ 1-15-OZ eMmeddùME@4)IÐMNMPBF{tMffiÆ,RÉffiMN M& n@. ÆM.6NNMff.P@WOFøNffi@E@ffiffiffi.'uÞ2{l-@@Dll-Ftwmaæ âsdE@

6) wf lmÙ w sffim ND&r@ m!úEffiffilcKNDffiæ.TtrSAEOFæl¡l@tr È01 a d, 1s ffi * åÊË (uv@ÆÑ HWI),' * r'-{'. m JULY 13t *

' M OF tlÀm8o W S@Iô MÑ A@URÐ

fuff6ffimttE9E@@Wl-gt&q. þffi*nEcJ!@ÆHGMll,'ru 1.{., ¡Þ N. 1!32 tr dNEfrtr M.alMdtmruwsdrc@Et@@fu ffi6ffi ñüEsE@æwt-9f& d. 1s ffi d ffi (ur@ Æs Hrcw Y).'ru1'-e'.qÞRlp.ffmNffim.rl.ffioFllmaoffilmruw$wEftilffdum tuuffi6NW6frùlffi6- t tr sAE 0F @NMff r-31 è d. 15 ffid mrÊ (ux@ Æ HrffiY),- * 1'-e',ùÞNtgg.ddEffim.ro)mNñll¡m@cllmilffiErcmß5aDfi. 15@@wMurcwN.' U@ Sfi. 1. tlt t slE 4 æNNffiDffi ffrurcFfoN. $6 2 À æ OF 161.

lIIffiMOXOFffiÆffiEAD RE@fuBDBEffidÞEmEmmus5¿15, l4l ll¡mE, NÊ'W l'-e. uÞ ruCUf¿10qffi$&i@oFÆ.IâIdWdONffM@EADRUEfuÊmilEffidffi¡ffius5&15, l-!t ¡l¡JltM, dN.'9Æ l--æ'. il@ &ruf¿ 19&sE71-^G@.

'SìIIffi d MY W lm OF ffiþ IWAE 91

É¡6il BEffid ÑHÆRB l¡ffidYrcilE}ffi H|MY.'S r'-e'. úÞÆil l{1966 AD R@ UY 1rq fr Oñøú l EHMYDPÆtr. g6 I 6Ir4).M W l¡10H AO Effi q YAf'Wt'-t'. u@ N req tnÊ l1@ ffic u6Kø. âdtrffi Dø. ffi Nq Ér1.1Ðu0 r

mBmo@dMNGoemtr [email protected]Æ!FñEffioFuY¡@ÑBffiilaM! oL6yPM.rNCÆBEllmmc uffi æMPñ.' ru 1'-Û. qÞ 4W 18.19ß. dûE tffi fficuffi@ ffiN@c0Ð. ffG x0. Nt7-À

r?)?ND@[?NæflS@ÑffiTEsÑvrur dLø.NDffifroFl{m.'trl'4" uÞ JUE r*1. d DF. OF ÐdWNql{m.NN-Sl€dND.@Zr8)M OF PrcPW N TE 9@ ÍM I@NCNG MLÞ N flE ProruÐ IlffiE dffiOF,]¡mÐ,tÊ0Fæll@waDll¡mÐ ffiucfr @-. * r.-d. uE JWE 1tq d fr dtl¡mÐ DFffiOFSCNW ú@Krc,@€.lE)..lM OF ffiD Þd $NÑC asff D ÉÆþuRÐ M ta lffiÐ æmc uffi ø ñ Ef E oF @Nmd ffitu l-Ps,'ff 1'4'.

b)IM UNE RÆÆ 6É OFBE lmþfu rcFb- woF tl@Ð, ffi @.6NX. M6U PE UXEæ¡PNM..æ.sru 1'-eÌ m No H4P.21)ffif{AYrcæ0@OflEgmdWil¡ÆÉHNæ-9m MM* lr¡@q'sru l'-rd. uE JWE 4 r97a t nE ffimtrmEUffiú.dilflO@Ormú. ffi

zlMÈÐffi!ffÆ @l{l@Cq M mUmiMDlffiÐffim.6w..ff1'-1S. m UY lte. fl F¡. M ¿ SOqsm 5 À 4 0F 10. @ NUIE6 7ã ¿ Þ.

ffi 141AAZ d &ffiN tlffi WC @lPN.m2g24)@MrcN W DÞIfrTC æÛÑ E BE @@fu llNffi RMUGÀ Rffi RG ffio. d@ú.'* 1'-1d.Dm r/1610!. d NomN UM6 sRG 6 ffi

6Þb¡æNÆR8ñAMEt¡Wdf @PNOFNillffiAOTElffiffiuffi co@ñ, lmÐ @NÈ,'ru l'ú" uEpRL teie. d sd@ N wNBUil. Nq

26)'fl OF ffiru ZNNC W ñ @ ffitu.NEøÚ,. &Y 2011. d ft PWTM Ñ5d@ffioFDru!ffA5ñ6øÌMLCWPW@Xffi@UGMffiffi6NWffiNOffiæFÑPrcPffW!¿RffiM,.qE

uf¡&rcilclffi,s-'sæ 1'-s. uÐd6 À Ð7 W4E V. Sro 6FN.ãlbNffiRffiM0mffim.ól¡ffiú$n M@É M tloN @þm ffiru.qfuUÎOñAD@'*1-#,ilEW13d: d G, tr ã6N@ 0@N. WEM @ftOF qGNæstuNEffiRmu0æl{Èll¡@.æ'NXEffi$NMffiffisAÎdM@DilNPÆMEsruNDgAq'ffr'd,uÞR 19qwÙsMN|EDßW Nil ililo @P5 OF MNÉflIMPN.Æ$MGffiffrcEfuÈEñtrffiþÆffiOFúlrudtMrcNNoll@tcM, 1æftffM.tl¡@Ð.dNffi.wi'-æ',DÞ e-æ-2ota æ@ w wtE @ èSæßE EgMPN.WSilrc@ÑrcæffiDEd6ÆGPf,OFffiOFUruNWION A0 EmUG Moffi. tñ 8Eff M,ffi, tNffi, sru l'-æ'. @ l.&2dqMÆ frMP ffi ÈME UC

ProPffiMÐ dg]ru INdAû ND RæNGMffi! fu W N STOEPMdßYoffiÐÆM

æNNG ÁIA ffi Iil E N@&Y ffiNE OFÆU @ Æ TE ffiY CNEdMUE $DMdGSi{!ôIÀFAC61g6 E Y@ M EMY ÛE @Y NX E ru @l{l@ @ lÐG roNUG MC tr Nffi&Yfi48 G W W 561456T A DFAE OF æ'U EE A rcM,rilcÊ ilNtM sæ!aÏ^ Dsrc oF t45 EE A lW,fldCE RUMNG MS4fl A ÚilG d 7l4 Erc A ruÑ.ûq€ roN s10%Ì

^ DgN€ F 14247 gE

^ W,

E€ MûG MI¡I4I A 6NG q I9Ú ED A rcM,rd€ RWuc s€'4Y

^ DFN€ G &d ÉD

^ tu¡M

ildEffiYsrmEf [email protected]@6 Erc¡JsND OFUTE@ UffAD æilæE Runfro MaJ'el

^ w oF s.@ E rc A H[

ild€ ruûNG Eg.4 A Dffi OF &I1 E Þ À M,üd€ rotñ ú$'fl

^ ñNÉ @ {û6 Erc A rcM!

É€ ÃUNMG ET@2gTA NÆ ø ru EÈ A ÞN.üilc NM #'*'ft^ ñÆE 0Fgt7 EE AÐÚ.ta€ MNG g'Æ'st

^ NAé OF 715 E lO A ÐlF.

ilffi rotM ff&'{-E ^

HA€ OF 7æ6 E rc ^

ñl[,tdc ruuñ *$1il A ÑilE 0F 1dS E lO A Ð[,dae Muo g7$'a7l^ M€ 6l¿Æ EE

^ ÐM.

ildc ruNNNG r4'57Þt À FdG 0F Sr0 E rc ^

Ð[ffi€ MUC M1i'24t

^ NME OF l*74 E E

^ &m.

ffilCE ruUWG @I.8 A Frc OF ¡@ E rc A MM.Êæ ruNNC BES'E

^ DErc OF 4zlt 6 þ l rcM,

fidé il¡Nñ Ei/*l ^

oBNE 0F S57 É rc ^

ÞdF,fldG ruTW NI74'E 06rÆ OF 8$ EÞ A M,]]ff ruNNM E0r26Y

^ ñd€ @ 2e E E

^ ffi,

ilde ru¡M Ns¡l'sï A DqN€ oF z.æ 6 rc ^

POttM ruNrM 65ær

^ 0rrÆ oF lw E D

^ ñM,

nræ ruuM gø4fl ^

ñaE 0F !1.76 E D ^

roM.ûqd ruNdô E2¡S'E

^ NÆ 0t 15t E D

^ W,

flM ruMÑ EI!'.4V A D6il€ø IÈg EDA rcI[.B€ ruNUC N6412ôl

^ DlsrM 6 9{14 E rc A Ðm,

lÐ€ ruNNC SU16l ^

D$M @ tO.ß E m ^

tu[DæE ruUNO SS.6A A WNE OF æ Erc A MIF,ûE Ælffi dR @6 MC N f Utr IWÆil N Rære M'

0F uro ÉaD N & 6d d 111¿4 Erc^ rcM.ûdÉ rumrG Mo5'grÁ 0m€ oF ss Éæ

^ mlÑ, re Fm @Æ

BEIGMTEslwf 6ffiM.llæ FWNINCMrc AdM E Û€ H ffi{G A cmN6E F Ú9Y.. ¡ Rtrf 2ô1{6 END A Æ 6fl ff 44 EE À Ðffi.Be ruNNo N{øtE

^ D6re 0F all¡ E rc

^ rcM,

BdCE ruUWO MÑ A W D flE q WTC @NOE OF Úg1f A ffi0F 2æ?.æ EÍAD N & qffi d Ë1 Eþ

^ rcN.

ilE6Æ øM MCMrc WD f SE OF@8MÚ,il@ mwo s{'6t

^ ñae oF u4g Erc

^ rcÑ.

flM ruNNM Ss'Æ%l ^

FÆ OF 514æ E þ ^

rcN,ilM ruN¡M SlGÌ

^ 06Æ OF U ÉD

^ ff,

td€ duM Mñ À ffi E nE Rffi uw ^

cE{ruatr tr lcÐ24'. A @6OF 2m& ÚN N Æ 6d OF ¡!æ EIO A POF.ildC ruNNNG BS,I¿E A ÑÆ OF 1*ñ E lOE M E E tr l€@Y NX

Ærc A BOMC RE EENC N NE8D6Y@ORErcArcIFNWffiOFI&fu'

ildÉ rumM sgl+w ^

ñaG oF lv,s E mE m E fo ft M ND

PmPm m t @ tlwrd N0 llæ{c Moffi, s NMMtsloftÞ@YoERmÆrctffiBETNÑ ¡f A rcIE N E ffiY ffiE OF ffi M AO BEffim4 Gre OFñOFlmm,mq MN 6adfE

^ ñNG f Ð.01 E E

^ N,

]læ MúNO FSOIA 6d€ G æ E ß A ÐM.É€ ruNtrrc FIIOT A NN€ G 16.€ E D À roM,ffiE ñNß W+1'2At

^ ñAÉ ø U{14 E lO A rcln

Éø ruNMNG Ssf6'sl A DmG ø t2* EE ^

ælM.ffid iltMNG ffdsl A DFM 0F ts7 E E

^ rclú,

Ee ruNNNG 9fl2'4Ê A DmG f 11,70 Érc ^

rclF,Ée ffiN6 5'15'æl A NA€ OF 1S7 E rc

^ rclM.

lu€ ruNM& Sg5t'$t A DFSE OF te E rc ^

rclM.]ÐG rurflm só2ôl^ Dsw4 ø læ EÑ

^ rol$,

ìtr ru¡Mrc SI74I A 6N€ f Ð9 ÉD A 8ErÐCE ruiUO $F17!2T A NAÉ OF $57 E D A MM.@€ ruxuc ss'$v

^ ñae oF 4tl1 E þ a ñlm,

ÉÉ @uG slt'ãl a DdÆ oF lm E E ^

Él[,@G NC g1r2aA

^ NA€ G i*74 E rc A ÞM,

ÈcE ruNN Mf57$l ^

ñÆ G S.90 E D A rcl[ÈcE &NNre ta7$'4n A DilE OF lãO E Þ

^ mlft

MCE rumNO WSllÌ A D6rM OF t6S E Ð ^

tuÑ.ffi dNMNG Mtdßl À DSÆ OF 7U6 E Þ

^ Ðl[.

]Ð€ UñNG g'ßSl ^

ñA€ OF 715 E lO ^

æl[,Éæ ruN& Bg'øl

^ FAE OF $.17 E E Á rcMl

]1æ dNNO $f09.ÐÏA FAE F ro ÉE A rcIM,lÐE dNÑ{ô SS.óÈA MÉ OF42M Éfu A æIM.mcE uNrc sEd'Ðv

^ NNc oF s.l1 EE

^ Polm

tTilE MLYffiNE GRffi M. BE FWfuUiæUG MTC ND SM NMM¡AD Rru¡[email protected]€ tuM6 glJ*l

^ D5AÉ OF 27Ê.4t E rc

^ rclm.

lWÊ rutrcMNo ffituE iWUnCAmACE OF SIdS', A NUS OF &ø E AO A Æ ffi OFæ728D^dM.ÌmcE ruNñNG

'wStA 6NCE f st¡l Ú tu È rcMÆ æ

1

2

676¡11

1!f4l!161':a

zl

26

392

ATTACHMENT B

REQUEST FROM LANDOWNER TO RELEASE ELUR

393

MIRdäMaterials lnnovation and Recycling Authority

200 CORPORATE PL,CCE Suite 202 o Rocky Hill o CONNECTICUT o 06067 o TELEPHONE (Bó0) 757-7700FAX lBó0) 7s7-7740

September 21,2018

Via USPS First Class MailAnd PDF via E-Mail to [email protected]

Mr. Peter HillBureau of V/ater Protection and Land ReuseConnecticut Department of Energy & Environmental"Protection (DEEP)79 Elm StreetHartford, Connecticut 06106-5 127

Re: DOT Request for Temporary, Partial Release from Environmental Land UseRestriction (ELUR)MIRA South Meadow Station Property, 100 Reserve Road and 300 Maxim Road,Hartford, Connecticut

Dear Mr. Hill:

The Materials Innovation and Recycling Authority (MIRA, established by Public Act 14-94 as

the successor to the Connecticut Resources Recovery Authority) is the owner of the SouthMeadow Station property located at 100 Reserve Road and 300 Maxim Road in Hartford. OnApn120,2018, MIRA recorded an ELUR on this property in the City of Hartford Land Recordsas the final step of sitewide environmental remediation to meet the requirements of the State'sRemediation Standard Regulations.

At the request of the State of Connecticut Department of Transportation (DOT), MIRA herebysubmits this letter to DEEP requesting a temporary,pafüal release from the ELUR. The reasonfor the temporary, partial release is to allow DOT to complete portions of its Project No. 63-703

- "Relocation of I-91 NB Interchange 29 and Widening of I-91 NB and Route 15 NB," wherethis DOT project crosses the South Meadow Station property.

While working on-site, DOT will be completing work both within its existing easement for theCharter Oak Bridge (which easement has been subordinated to the ELUR), as well as within a

temporary "construction easement" that will be established by recording in the City of HartfordLand Records in the near future. The proposed work areas occur within three ELUR subjectareas at the South Meadow Station property - Subject Areas A-1, G-a, and G-b.

DOT has provided information to MIRA that demonstrates DOT is aware of the constituents ofconcern associated with each Subject Area, is aware of the presence and manner of constructionof the engineered control in Subject Area G-a, and is aware of the minimum depths of ooclean"

soil and/or pavement that render remaining soil contamination at depth inaccessible. DOT has

also identified a Licensed Environmental Professional (Joy Kloss with BL Companies) that willoversee activities conducted under the release of the ELUR. In project specification Item No.

PRINTED ON RECYCLED PAPER394

Mr. Peter HillSeptember 2lr2018RE: DOT Request for Temporary, Partial Release from ELUR

MIRA South Meadow Station Property, HartfordPage2 of2

0101050A - ELUR Soil Management and Restoration, revision date07ll3l18, DOT has stated

that* ...the impacted area shall be restored to a condition èonsistent wíth the ELUR that assures

protection of human health and the environment. Site restoration will not be considered-complete uit¡l the specific ELUR requirements are re-esîablìihed..." Given this information,

DO'i's request for â panial, temporáry release from the ELUR is acceptable to,MIRA, pending

DEEP review and approval. . j

Note that this request is not a request for a full, sitewide release from the ELUR. This request is

considered a request for a partial release from the ELUR becau'be the release will only apply to

activities conducted by DOT and its contractors within the existing DOT easement and withinthe construction easement to be recorded. This request is considered temporary because the

currently-existing contamination at depth will remain after the project has been completed, and

because the ELUR requirements will therefore have to be re.stoied at the end of'the project inorder to ensure future compliance with the Remediation Sland.ar{ Regulations. . ,,,,., , .

The DOT's project schedule estimates that construction will'start in'Marchz}lg, and that site

restoration will be completed by June 2022. Per your request, MIRA will contact you at least

two days prior to DOT starting its work on-site.

Please contact Christopher Shepard of MIRA via telephone at (860) 757-7i06 or via e-mail at

[email protected] if you have any questions regarding this informatiori.

, ! ,.. .'..t1 .'

t """t"t

&L ÅuPeter W. EganDirector of Operations & Environmental Affairs

Cc: Stephen Clout, DOT (PDF via e-mail)Meredith Andrews, DOT (PDF via e-mail)Jason Coite, DOT (PDF via e-mail)Sebastian Cannamela, DOT (PDF via e-mail)Joy Kloss, BL Companies (PDF via e-mail)Christopher Shepard, MIRA (PDF via e-mail)MIRA Environmental File

395

ATTACHMENT C

PROPOSED PROJECT AREA

396

397

398

ATTACHMENT D

ITEM NO. 0101050 – ELUR SOIL MANAGEMENT AND RESTORATION

399

Rev. Date 07/13/18

0063-0703 ITEM #0101050A

ITEM NO. 0101050A – ELUR SOIL MANAGEMENT AND RESTORATION

Description:

A portion of the Materials Innovation and Recycling Authority (MIRA)-owned South Meadows

Mid-Connecticut Facility (Gate 20 Reserve Road, Hartford, Connecticut), as shown on the

Project Plans, is located within the Project limits and is subject to an Environmental Land Use

Restriction (ELUR). Under this Item, the Contractor shall manage and segregate soil and restore

areas including engineered controls within the portion of the MIRA property subject to the

ELUR and overlapping the Project Limits. The contamination present and a description the

engineered controls are identified in the “Notice to Contractor – MIRA Property ELUR”.

Materials:

All materials shall conform to the State of Connecticut DOT Standard Specifications for Roads,

Bridges, and Incidental Construction Form 817, as supplemented, and to the requirements of the

Contract.

Orange geotextile fabric material shall conform to the requirements of Section M.08.01 of the

specifications.

HDPE pavers shall conform to existing pavers or approved equivalent.

Submittals:

Contractor shall submit the following in accordance with Form 817 Article 1.20-1.05.02 or in

accordance with NOTICE TO CONTRACTOR – SUBMITTALS.

Submit Product Data for all materials to be incorporated in the ELUR management and

restoration, including, but not limited to the orange geotextile fabric and HDPE pavers.

Construction Methods:

A. General

Intrusive work that will encounter or disturb the impacted soil within the area subject to the

ELUR, including any modifications or repairs to Site, will be performed by the Contractor in

accordance with this specification, modified as needed for the work proposed, and the

Regulations of Connecticut State Agencies (RCSA). Additional activities, not described herein,

may be required and methods shall be modified (as needed) to meet the project-specific goals in

a manner consistent with the ELUR. Adjustments to the protocols outlined within may be made,

on a case by case basis, with the concurrence of the Property owner and the Engineer.

400

Rev. Date 07/13/18

0063-0703 ITEM #0101050A

The Contractor shall notify the Engineer at least thirty (30) days prior to the initiation of

construction activities within the area subject to the ELUR.

When the ELUR is encountered during the course of the work, health and safety provisions shall

conform to the appropriate sections of the Contract. Provisions may include implementation of

engineering controls, air and personal monitoring, the use of chemical protective clothing (CPC),

personal protective equipment (PPE), and decontamination procedures.

The Contractor will be responsible for the safe performance of all intrusive work, the structural

integrity of excavations, proper disposal of excavation de-watering fluids, control of runoff from

open excavations into other nearby areas, and for structures that may be affected by excavations

(such as building foundations and footings).

The Contractor will ensure that Site activities will not interfere with, or otherwise permanently

impair or compromise the engineered controls and certify that such engineered controls are fully

restored following completion of intrusive activities.

MIRA, its Contractor(s), and/or other persons holding an interest in the property will provide

periodic environmental oversight during activities in the areas subject to the ELUR when

potentially impacted soil is to be excavated, backfilled, or transported, and/or when excavation

dewatering activities are occurring. The schedule of periodic oversight shall be determined

based on best professional judgment, including the licensed environmental professional (LEP)

review, and the nature, duration, and extent of the excavation activity.

All equipment and materials required as a part of this Item shall be used in a manner acceptable

to the Engineer and in accordance with the manufacturer’s recommendations.

B. Material Segregation, Storage, and Handling

In order to ensure that the mixing of materials with different contaminant concentrations is

minimized to the greatest extent possible, excavation, handling and staging of contaminated

materials should be completed using a phased approach. In areas where the polluted soil is

located at a depth of four or more feet beneath clean soil, the top two or four feet of clean soil

shall be segregated from the contaminated soil beneath. In areas where HDPE pavers are

encountered, the overlying soil shall be removed and the pavers shall be peeled back with care to

minimize breakage of the sections and maximize reuse of the pavers during site restoration.

All suitable Controlled Material excavated from the areas subject to the ELUR may be reused.

Excess or unsuitable soil that cannot be reused must be transported to the Waste Stockpile Area

(WSA) and placed within a designated storage bin for waste characterization.

Excavation of soil and associated subsurface debris shall be performed in a manner that limits

mixing of materials with different levels and types of contamination to the highest degree

possible. Transfer of contaminated materials from the excavation to WSA shall be conducted in

401

Rev. Date 07/13/18

0063-0703 ITEM #0101050A

accordance with Item 0101117A, as to prevent the spread of contamination, or potentially

contaminated materials across the Site.

Where excess soil is expected to be generated, a preliminary segregation plan should be

established based on existing data. If deemed appropriate, soil with the potential to have the

highest chemical concentrations shall be segregated for off-site reuse, recycling, and disposal of.

This segregation will allow the Project to prioritize the on-site reuse of the least impacted

material, as applicable, and prioritize the off-site management of soil with potentially greater

chemical impacts.

During performance of the work, an environmental consultant will be onsite, on behalf of the

State, to screen soil for the evaluation the potential presence of impacts. Soil screening methods

include the following:

• Visual - Soil with visual presence of impact should be segregated for potential off-site

management and disposal.

• Olfactory - Soil with strong odors (e.g., chemical, petroleum) should be segregated for

potential off-site management and disposal.

• Instrument - Soil with photoionization detector (PID) readings above action levels shall

be segregated for potential off-site management and disposal.

Soils segregated based on previous environmental data and field screening results that requires

off-site disposal will be further tested at the WSA to evaluate management and disposal options.

C. Management of Soils

Soil removed during excavations will be utilized to backfill the excavations to the maximum

extent practical (only if back-filled in the order in which it was removed from the excavation to

ensure placement of impacted soils below layers rendering them inaccessible) or will be

characterized to evaluate reuse, recycling and/or disposal options in accordance with Items

0202315A and 0101126A.

D. Cover and Backfill Materials

This section describes methods to be followed for the import, handling and placement of backfill

material from off-site sources.

• All materials proposed for import onto the MIRA site will be approved by the property

owner and/or approved representative in compliance with the provisions of this SMP

prior to receipt at the MIRA property.

• Material from industrial sites, spill sites, or other environmental remediation sites will not

be imported to the MIRA property.

1. Requirements for Imported Material

402

Rev. Date 07/13/18

0063-0703 ITEM #0101050A

For the purposes of this specification, the terms “Clean Cover”, “Cover”, “Clean Fill” and

“Clean Soil” are all used interchangeably to describe the material placed above soil containing

substances exceeding the RSR criteria to render the polluted soil inaccessible, and/or borrow

source materials for import to the Site for any other project-related reasons.

The following requirements apply to Clean Soil material targeted for on-site use:

Off-site sources shall comply with the term “Clean Fill” as defined in Section 22a-209-1 of the

Regulations of RCSA, except that the approved material shall not contain ceramics and asphalt

paving fragments. Note that by reference in the “clean fill” definition contained in 22a-209-1,

the provisions of 22a-133k-(h)(3) of the RSRs apply. Those provisions include the following:

Polluted soil from a release area may be treated to achieve concentrations of substances that do

not exceed either the applicable direct exposure criteria or pollutant mobility criteria. After such

treatment, such soil may be reused on the parcel from which it was excavated or on another

parcel approved by the Commissioner, provided that such reuse is consistent with all other

provisions of Sections 22a-133k-1 through 22a-133k-3, inclusive, of the Regulations of

Connecticut State Agencies and:

(A) Prior to reuse, a map showing the location and depth of proposed placement of such soil is

submitted to the Commissioner;

(B) Such soil is not placed below the water table;

(C) Such soil is not placed in an area subject to erosion; and

(D) Any such soil in which the concentration of any substance exceeds the pollutant mobility

criteria applicable to a GA area is not placed over soil and ground water which have not been

affected by a release at the parcel at which placement is proposed; and

(E) For soils polluted with PCB, the Commissioner has issued a written approval in accordance

with by section 22a-467 of the General Statutes.

Additional requirements and provisions include:

• Off-site sources may contain substances in concentrations that do not exceed the I/C DEC

contained in Appendix A of the RSRs or constituents considered to be “additional

polluting substances” for which criteria were approved for use at the Site by the CT

DEEP on December 2, 2011 multiplied by a factor of 0.80, except the factor shall be 1.0

for substances which have the same I/CDEC and RDEC.

• Off-site sources may contain substances in concentrations that do not exceed the GB

PMC contained in Appendix B of the RSRs or constituents considered to be “additional

polluting substances” for which criteria were approved for use at the Site by the CT

DEEP on December 2, 2011 multiplied by a factor of 0.80, except the factor shall be 1.0

for substances which have the same GB PMC and GA PMC.

403

Rev. Date 07/13/18

0063-0703 ITEM #0101050A

• Off-site sources shall not contain PCBs exceeding 1 mg/kg or any of the following as

defined in Section 22a-209-1 of the RCSA: (1) municipal solid waste and (2) special

wastes and hazardous waste as defined in 40 CFR PART 261.

• Material generated from on-site remediation and excavation activities may contain

substances that do not exceed the I/CDEC and GB PMC of the RSRs or constituents

considered to be “additional polluting substances” for which criteria were approved for

use at the Site by the CT DEEP on December 2, 2011 and shall not contain any of the

following as defined in Section 22a-209-1 of the RCSA: (1) municipal solid waste and

(2) special wastes and hazardous waste as defined in 40 CFR PART 261.

2. Imported Material Testing

The Engineer shall test “Clean Cover”, “Cover”, “Clean Fill” and “Clean Soil” imported from

off-site sources as follows:

• Three composite samples shall be collected from the source area and shall be analyzed by

the test methods contained in Item #4 below;

• One composite sample shall be collected for every 200 cubic yards delivered to the Site

for the first 1,000 cubic yards from a single off-site source area by the test methods

contained in Item #4 below;

• One composite sample shall be collected for every 500 cubic yards delivered to the Site

following the first 1,000 cubic yards and shall be analyzed only for any constituent that

exceeded 50% of the criteria contained in this sub-article for any sample collected in

Items #1 & #2 above;

• The following EPA test methods apply to samples collected for the purposes of

establishing suitability of use:

o Volatile Organic Compounds via SW-846 Method 8260

o Semi-Volatile Organic Compounds via SW-846 Method 8270;

o PCBs via SW-846 Method 3550B/8082;

o Pesticides via SW-846 Method 3550B/8081;

o Herbicides via SW-846 Method 8151;

o RSR Metals via SW-846 Method 6010;

o Mercury – via SW-846 Method 7470; and

o Extractable Total Petroleum Hydrocarbons by Connecticut approved method.

Pollutant Mobility determinations requiring leaching methods will be performed via the

Synthetic Precipitation Leaching Procedure (SPLP). Hazardous Waste determinations will be

performed via the TCLP method.

404

Rev. Date 07/13/18

0063-0703 ITEM #0101050A

Trucks entering the MIRA property with imported soils will be appropriately covered. Imported

soils will be stockpiled separately from excavated materials and may be covered to prevent dust

releases.

D. Site Restoration

Following completion of all intrusive activities, the impacted area shall be restored to a condition

consistent with the ELUR that assures protection of human health and the environment. Site

restoration will not be considered complete until the specific ELUR requirements are re-

established as follows:

• Soil at concentrations in excess of the DEC, as defined in Section 22a-133k-1 of the

RCSA, are rendered inaccessible through one or more of the following methods within

the area subject to the ELUR:

o The polluted soil is located at a depth of four or more feet beneath Clean Soil as

defined above;

o The polluted soil is located two or more feet below a paved surface comprised of

a minimum of three inches of bituminous concrete, of which two feet may include

the depth of any material used as sub-base for the pavement; or

o The polluted soil is located beneath an existing building or beneath various

permanent structures for which notice has been provided to the CT DEEP.

• Soil at concentrations in excess of the DEC or PMC, as defined in Section 22a-133k-1 of

the RCSA, is located beneath a restored/reestablished engineered control (orange

geotextile warning layer or HDPE pavers).

Prior to backfilling with Clean Soil, the orange geotextile shall be replaced so that it overlaps the

existing orange geotextile warning layer by 1 foot. HDPE pavers shall be replaced and

interlocked with existing paver sections. In the event that the existing bituminous concrete is

thicker than 3 inches, then the Contractor shall match the existing thickness of bituminous

concrete.

Additional site restoration activities (e.g., final grading, reseeding, removal of safety, security

and erosion/sedimentation control measures, etc.) will be completed on a project-specific basis

and to the satisfaction and approval of MIRA.

Method of Measurement:

This work will be measured for payment at the Lump Sum cost for managing and segregating

soil and restoring areas and engineered controls within the portion of the MIRA property subject

to the ELUR and overlapping the Project Limits.

Basis of Payment:

405

Rev. Date 07/13/18

0063-0703 ITEM #0101050A

This work will be paid for at the Contract Lump Sum, which shall include all materials, tools,

labor, equipment, and work needed to manage and segregate soil and restore areas and

engineered controls within the portion of the MIRA property subject to the ELUR and

overlapping the Project Limits.

Transporting and stockpiling materials at the WSA and covering, securing, and maintaining the

stockpiled materials throughout the duration of the Project shall be paid for under Item 101117A.

Securing, construction and dismantling of the WSA shall be paid for under Item 101128A.

Handling and disposal of contaminated groundwater will be paid for under Item 0204210A.

Payment for dust control activities shall be made under the appropriate Contract items.

Pay Item Pay Unit

ELUR Soil Management and Restoration Lump Sum

406

Connecticut Department of

ENERGY &ENVIRONMENTALPROTECTION

79 Elm Street • Hartford, CT 06106-5127 www.ct.gov/deep Affirmative Action/Equal Opportunity Employer

Bureau of Materials Management and Compliance Assurance

Notice of Permit Authorization

October, 19 2018

Ravi V. ChandranSTATE OF CONNECTICUT DEPARTMENT OF TRANSPORTATIONDISTRICT 1 ADMINIST OFFICEROCKY HILL, CT 06067

Subject: General Permit Registration for the Discharge of Stormwater and DewateringWastewaters from Construction ActivitiesApplication NO.: 201808342

Ravi V. Chandran:

The Department of Energy and Environmental Protection, Water Permitting and EnforcementDivision of the Bureau of Materials Management and Compliance Assurance, has completed thereview of the State Project No. 159-191 (located at , Wethersfield) registration for the GeneralPermit for the Discharge of Stormwater and Dewatering Wastewaters from ConstructionActivities, effective 10/1/13 (general permit) . The project is compliant with the requirements ofthe general permit and the discharge(s) associated with this project is (are) authorized to commenceas of the date of this letter. Permit No. GSN003334 has been assigned to authorize the stormwaterdischarge(s) from this project.

Questions can be emailed to [email protected].

407