FINAL ADDENDUM NO 2 STP 0377 008.pdf

SEISMIC RETROFIT, HALEAKALA HIGHWAY ROUTE 377, WAIALE GULCH, ADDENDUM NO. 2

ALAE (NAALAE GULCH) AND PULEHU GULCH (POHAKUOKALA) BRIDGES PAGE 1 OF 3

FEDERAL-AID PROJECT NO. STP-0377(008) OCTOBER 21, 2026

STATE OF HAWAII

DEPARTMENT OF TRANSPORTATION

HIGHWAYS

ADDENDUM NO. 2

FOR

SEISMIC RETROFIT, HALEAKALA HIGHWAY ROUTE 377,

WAIALE GULCH, ALAE (NAALAE GULCH),

AND PULEHU GULCH (POHAKUOKALA) BRIDGES

DISTRICT OF MAKAWAO, ISLAND OF MAUI

FEDERAL-AID PROJECT NO. STP-0377(008)

October 21, 2026

This Addendum shall make the following amendment(s) to the Solicitation:

A. SPECIAL PROVISIONS

1. Delete SECTION 202 – REMOVAL OF STRUCTURES AND OBSTRUCTIONS, dated 7/17/26, in its entirety and replace it with attached

SECTION 202 – REMOVAL OF STRUCTURES AND OBSTRUCTIONS,

dated r10/21/26.

2. Delete SECTION 645 – WORK ZONE TRAFFIC CONTROL, page 645-7a, dated 9/04/26, and replace it with SECTION 645 – WORK ZONE TRAFFIC CONTROL, page 645-7a, dated r10/21/26.

B. PROPOSAL SCHEDULE

1. Delete PROPOSAL SCHEDULE, pages P-8 to P-21, dated 9/04/26, and replace it with attached PROPOSAL SCHEDULE, pages P-8 to P-21, dated r10/21/26.

C. PLANS

1. Delete PLANS SHEET NO. 3 GENERAL NOTES, dated July 2026, and replace it with the attached PLANS SHEET NO. ADD. 3 GENERAL NOTES.

2. Delete PLANS SHEET NO. 5 GENERAL NOTES, dated July 2026, and replace it with the attached PLANS SHEET NO. ADD. 5 GENERAL NOTES.

3. Delete PLANS SHEET NO. 6 GENERAL NOTES, dated July 2026, and replace it with the attached PLANS SHEET NO. ADD. 6 GENERAL NOTES.

ALAE (NAALAE GULCH) AND PULEHU GULCH (POHAKUOKALA) BRIDGES PAGE 2 OF 3

FEDERAL-AID PROJECT NO. STP-0377(008) OCTOBER 21, 2026

4. Delete PLANS SHEET NO. 56 TYPICAL SOIL NAIL DETAILS, dated July 2026, and replace it with the attached PLANS SHEET NO. ADD. 56 TYPICAL

SOIL NAIL DETAILS.

5. Delete PLANS SHEET NO. 70 WAIALE GULCH BRIDGE BENT NO. 1 DEMOLITION PLAN AND SECTIONS, dated July 2026, and replace it with the attached PLANS SHEET NO. ADD. 70 WAIALE GULCH BRIDGE

BENT NO. 1 DEMOLITION PLAN AND SECTIONS.

6. Delete PLANS SHEET NO. 71 WAIALE GULCH BRIDGE BENT NO. 1 PLAN, SECTION, AND DETAIL, dated July 2026, and replace it with the attached PLANS SHEET NO. ADD. 71 WAIALE GULCH BRIDGE BENT

NO. 1 PLAN, SECTION, AND DETAIL.

7. Delete PLANS SHEET NO. 73 WAIALE GULCH BRIDGE BENT NO. 1 REINFORCING PLANS, dated July 2026, and replace it with the attached

PLANS SHEET NO. ADD. 73 WAIALE GULCH BRIDGE BENT NO. 1

REINFORCING PLANS.

8. Delete PLANS SHEET NO. 74 WAIALE GULCH BRIDGE BENT NO. 1 REINFORCING SECTION, dated July 2026, and replace it with the attached

PLANS SHEET NO. ADD. 74 WAIALE GULCH BRIDGE BENT NO. 1

REINFORCING SECTION.

9. Delete PLANS SHEET NO. 78 WAIALE GULCH BRIDGE BENT NO. 2 DEMOLITION PLAN AND SECTIONS, dated July 2026, and replace it with the attached PLANS SHEET NO. ADD. 78 WAIALE GULCH BRIDGE

BENT NO. 2 DEMOLITION PLAN AND SECTIONS.

10. Delete PLANS SHEET NO. 79 WAIALE GULCH BRIDGE BENT NO. 2 PLAN AND SECTIONS, dated July 2026, and replace it with the attached

PLANS SHEET NO. ADD. 79 WAIALE GULCH BRIDGE BENT NO. 2

PLAN AND SECTIONS.

11. Delete PLANS SHEET NO. 81 WAIALE GULCH BRIDGE BENT NO. 2 REINFORCING SECTION, dated July 2026, and replace it with the attached

PLANS SHEET NO. ADD. 81 WAIALE GULCH BRIDGE BENT NO.2

REINFORCING SECTION.

12. Delete PLANS SHEET NO. 84 WAIALE GULCH BRIDGE TIE BEAM CFRP DETAILS, dated July 2026, and replace it with the attached PLANS

SHEET NO. ADD. 84 WAIALE GULCH BRIDGE TIE BEAM CFRP

DETAILS.

13. Delete PLANS SHEET NO. 85 WAIALE GULCH BRIDGE TIE BEAM CFRP DETAILS, dated July 2026, and replace it with the attached PLANS

ALAE (NAALAE GULCH) AND PULEHU GULCH (POHAKUOKALA) BRIDGES PAGE 3 OF 3

FEDERAL-AID PROJECT NO. STP-0377(008) OCTOBER 21, 2026

SHEET NO. ADD. 85 WAIALE GULCH BRIDGE TIE BEAM CFRP

DETAILS.

14. Delete PLANS SHEET NO. 102 ALAE BRIDGE ABUTMENT NO. 2 EROSION PROTECTION DETAILS, dated July 2026, and replace it with the attached PLANS SHEET NO. ADD. 102 ALAE BRIDGE ABUTMENT NO. 2

EROSION PROTECTION DETAILS.

The following is provided for information.

D. RESPONSES TO REQUESTS FOR INFORMATION (RFI’S/QUESTIONS)

1. The attached RESPONSES TO REQUESTS FOR INFORMATION are provided for information.

Please acknowledge receipt of this ADDENDUM NO. 2 by recording the date of its receipt in the space provided on PAGE P-4 of the Proposal.

HENRY KENNEDY

Engineering Program Manager for

STP-0377(008) Addendum No. 2 202-1a r10/21/26

SECTION 202 – REMOVAL OF STRUCTURES AND OBSTRUCTIONS1

Make the following amendments to said Section:3

(I) Amend 202.03 (B) – Removal of Concrete Structures by revising lines5 68 to 75 to read as follows:6

“(B) Removal of Concrete Structures. Cut, with power-driven abrasive8 saw, a 1/2-inch-deep joint (unless as otherwise stipulated on the9 drawings) at interface of concrete that is to remain and that which is to be10 removed. Cut neat and true with no shattering or spalling of concrete to11 remain in place. Use demolition equipment no larger than allowed in the12 concrete drawings. Do not damage existing reinforcing steel to remain,13 unless otherwise explicitly shown.14

Demolish concrete to the limits as shown on the plans using16 pneumatic breakers that do not exceed the weight limits as stipulated in17 the contract documents. When using electric breakers, use tools with18 equal energy to their pneumatic counterpart.”19

(II) Add the following paragraphs to Subsection 202.03(C) Removal of21 Bridges, line 118, to read as follows:22

“All concrete and/or reinforcing steel removed shall be recycled by24 an appropriately licensed or certified concrete recycling facility.”25

(III) Add the following paragraphs to Section 202.03 Construction line 118 to27 read as follows:28

“(D) Cleaning of Existing Bridge Bearings. Remove all deleterious30 materials from bridge bearings and on top of bent caps. For metal31 bearings to remain, clean the bearing by applying a suitable degreaser32 and solvent agent to clean the surface of the metal, ensuring to remove33 any dirt or oxidation on the surface. Concrete bent caps, diaphragms, and34 ends of girders shall be free of all foreign material.35

(E) Removal of Existing Bearings. Cut, with power driven abrasive37 saw, a ¾-inch-deep join around perimeter of existing bearings at the38 interface of concrete that is to remain and that which is to be removed at39 both the soffit of girders and top of bent cap.40

Demolition shall be to a depth necessary to remove embedded42 bearing plate and masonry plate studs. No larger than a 15-lb pneumatic43 breaker shall be used when removing concrete in these areas. Care shall44 be taken when removing concrete in these areas to not damage existing45 reinforcing steel.46

202-2a r10/21/26

Remove steel rocker bearings, grout pad, and demolished concrete48 and dispose of at an appropriately licensed or certified recycling facility.49

(F) Removal of Debris from Beneath the Bridges. When directed by51 the Engineer, remove debris from beneath the bridges. Debris shall be52 defined as man-made objects such as appliances, car parts, etc... and53 logs and branches deposited from upstream areas. Debris shall not be54 items that is included in Section 201 – Clearing and Grubbing.”55

(IV) Amend 202.04 – Measurement by revising lines 119 to 120 to read as57 follows:58

“202.04 Measurement.60

(A) Clean Existing Bearings. Clean Existing Bearings will be paid on a62 lump sum basis. Measurement for payment will not apply.63

(B) Removal of Existing Bearings. Removal of Existing Bearings will65 be paid on a lump sum basis. Measurement for payment will not apply.66

(C) Removal of Debris from Beneath the Bridges. The Engineer will68 measure removal of debris from beneath the bridges, if ordered by the69 Engineer, on a force account basis, in accordance with Subsection 109.0670

– Force Account Provisions and Compensation.”71

(V) Amend 202.05 – Payment by revising lines 122 to 131 to read as follows:73

“202.05 Payment.75

(A) Clean Existing Bearings. The Engineer will pay for accepted Clean77 Existing Bearings on a contract lump sum basis. Payment will be full78 compensation for work prescribed in this section and contract documents.79

(B) Removal of Existing Bearings. The Engineer will pay for accepted81 Removal of Existing Bearings on a contract lump sum basis. Payment will82 be full compensation for work prescribed in this section and contract83 documents.84

(C) Removal of Debris from Beneath the Bridges. The Engineer will86 pay for accepted removal of debris from beneath the bridges, if ordered by87 the Engineer, on a force account basis, in accordance with Subsection88

109.06 – Force Account Provisions and Compensation.”89

If the proposal does not show a contract item for the removal of structures91 and obstructions, the Engineer will not pay for the removal of structures and92

202-3a r10/21/26 obstructions separately. The Contractor shall consider them incidental to the93 various contract items.94

The Engineer will pay for specific items stipulated for demolition, removal96 and disposal at the contract price bid per unit specified in the proposal. The price97 shall be full compensation for removal, hauling, and disposal of the items and98 salvage of materials removed. Salvaging of materials removed includes their99 custody, preservation, storage on the right-of-way. Also, the price shall be full100 compensation for equipment, tools, labor, materials and incidentals necessary to101 complete the work.102

The Engineer will pay for the following pay item when included in the104 proposal schedule.105

Pay Item Pay Unit107

Clean Existing Bearings Lump Sum109

Removal of Existing Bearings Lump Sum111

Removal of Debris from Beneath the Bridges ________ Force Account113

An estimated amount for the force account may be allocated in the115 proposal schedule under “Removal of Debris from Beneath the Bridges”, but the116 actual amount to be paid will be the sum shown on the accepted force account117 records, whether this sum be more or less than the estimated amount allocated118 in the proposal schedule.”119

END OF SECTION 202122

645-7a r10/21/26

(2) Full Bridge Closure. Each bridge can be fully closed one time for up to 20 consecutive days (20 calendar days; 24 hours per a day). Only one bridge can be fully closed at any one time. The Alae Bridge cannot be fully closed between Thanksgiving Day and New Year’s Day, inclusive. See Special Provision 108.02 Night Work for additional night work provisions.

No time extension will be given for the above restrictions. The282 contract time for the project has accounted for any loss of time due to the283 above restrictions.284

If applicable, coordinate lane closures with adjacent project(s) at no286 increase in contract price or contract time.287

Rental fees will be assessed in accordance with Subsection 108.09 –289 Rental Fees for Unauthorized Lane Closure or Occupancy, for failure to open290 lanes to traffic during peak hours. Morning and afternoon peak hours shall291 be from 5:30 a.m. to 8:30 a.m. and 3:00 p.m. to 6:00 p.m., respectively,292 Monday through Friday.293

Before scheduling work, submit requests for detours and lane closures295 as follows:296

(1) Detours - 8 weeks before implementing detours.298

(2) Lane closures - 6 weeks before implementing lane closures.300

Include the following with detour and lane closure requests:302

(1) Explanation of proposed changes to existing traffic pattern.304

(2) Installation schedule for informational and traffic control signs.306

(3) Publication schedule for legal notices.308

(4) Plan showing proposed informational signs.310

(5) Plan showing lane changes or detours in accordance with312 accepted TCP, including details at beginning of multi-lane highway313 lane changes and detours.314

Detours or lane closures will not be allowed before the Engineer316 accepts detour or lane closure request.317

ITEM NO. ITEM APPROX.

QUANTITY

UNIT UNIT PRICE AMOUNT

201.3010 Clearing and Grubbing - Waiale Gulch Bridge 0.3 Acre $ $

202.3000 Clean Existing Bearings L.S. L.S. L.S. $

202.3100 Removal of Existing Bearings L.S. L.S. L.S. $

202.3500 Removal of Debris from Beneath the Bridges - Waiale Gulch Bridge F.A. F.A. F.A. $ 20,000.00

203.3010 Roadway Excavation - Waiale Gulch Bridge 13 C.Y. $ $

205.3010 Structure Excavation for Abutment No. 1 40 C.Y. $ $

205.3020 Structure Excavation for Abutment No. 2 70 C.Y. $ $

205.3025 Structure Excavation for Tie Beam 4 C.Y. $ $

205.3030 Lightweight Cellular Concrete Backfill for Abutment No. 2 40 C.Y. $ $

209.3010 Installation, Maintenance, Monitoring, and Removal of BMP - Waiale Gulch Bridge L.S. L.S. L.S. $

209.3020 Additional Water Pollution, Dust, and Erosion Control - Waiale Gulch Bridge F.A. F.A. F.A. $ 60,000.00

301.3110 Hot Mix Asphalt Base Course - Waiale Gulch Bridge 12 TONS $ $

305.3110 Aggregate Subbase - Waiale Gulch Bridge 8 C.Y. $ $

PROPOSAL SCHEDULE

SEISMIC RETROFIT OF WAIALE GULCH BRIDGE

STP-0377(008)

Addendum No. 2 r10/21/26 P-8

UNIT UNIT PRICE AMOUNT

PROPOSAL SCHEDULE

SEISMIC RETROFIT OF WAIALE GULCH BRIDGE

401.3410 PMA Pavement, Mix. No. IV - Waiale Gulch Bridge 59 Tons $ $

401.3510 Tensar Rapid Repair PG100 - Waiale Gulch Bridge 540 S.Y. $ $

415.3410 Cold Planing - Waiale Gulch Bridge 395 S.Y. $ $

503.3100 Concrete for Corbel L.S. L.S. L.S. $

503.3200 Concrete for Tie Slab L.S. L.S. L.S. $

503.3300 Concrete for Anchor Beam L.S. L.S. L.S. $

503.3400 Concrete for Pier Cap L.S. L.S. L.S. $

503.3500 Concrete for Built Up Diaphragms L.S. L.S. L.S. $

503.3600 Concrete for Creep Blocks L.S. L.S. L.S. $

503.3700 Concrete for Timber Bumper Repair L.S. L.S. L.S. $

506.3100 Steel Reinforced Elastomeric Bearings 12 Each $ $

520.3100 Bridge Joint Repair - Waiale Gulch Bridge 48 L.F. $ $

520.3200 Removal and Repair of the Bottom Plate Irons - Waiale Gulch Bridge F.A. F.A. F.A. $ 20,000.00

STP-0377(008)

Addendum No. 2

P-9

UNIT UNIT PRICE AMOUNT

PROPOSAL SCHEDULE

SEISMIC RETROFIT OF WAIALE GULCH BRIDGE

577.3100 Externally Bonded Carbon Fiber Reinforced Polymer (CFRP) Composite System L.S. L.S. L.S. $

577.3200 Carbon Fiber Reinforced Polymer Anchors L.S. L.S. L.S. $

577.3300 Finish for CFRP System L.S. L.S. L.S. $

602.3100 Reinforcing Steel for Corbel L.S. L.S. L.S. $

602.3200 Reinforcing Steel for Tie Slab L.S. L.S. L.S. $

602.3300 Reinforcing Steel for Anchor Beam L.S. L.S. L.S. $

602.3400 Reinforcing Steel for Pier Cap L.S. L.S. L.S. $

602.3500 Reinforcing Steel for Built Up Diaphragms L.S. L.S. L.S. $

602.3600 Reinforcing Steel for Creep Blocks L.S. L.S. L.S. $

602.3700 Reinforcing Steel for Timber Bumper Repair L.S. L.S. L.S. $

621.3010 Inventory of Invasive Species before Construction - Waiale Gulch Bridge L.S. L.S. L.S. $

621.3020 Invasive Species Removal Plan - Waiale Gulch Bridge F.A. F.A. F.A. $ 5,000.00

STP-0377(008)

Addendum No. 2

P-10

UNIT UNIT PRICE AMOUNT

PROPOSAL SCHEDULE

SEISMIC RETROFIT OF WAIALE GULCH BRIDGE

621.3030 Removal of Plants and Animals Established before Physical Construction or Site Work, Post-removal Monitoring - Waiale Gulch Bridge F.A. F.A. F.A. $ 20,000.00

621.3040 Monitoring of Invasive Species during and after-Construction - Waiale Gulch Bridge L.S. L.S. L.S. $

621.3050 Post-Construction Inventory Prior to Returning the Site to the State - Waiale Gulch Bridge L.S. L.S. L.S. $

629.3015 4-Inch Double Pavement Striping (Type I Tape or Thermoplastic Extrusion) - Waiale Gulch Bridge 165 LF $ $

629.3025 6-Inch Pavement Striping (Type I Tape or Thermoplastic Extrusion) - Waiale Gulch Bridge 330 LF $ $

629.3030 Type C Pavement Marker - Waiale Gulch Bridge 8 Each $ $

629.3040 Type D Pavement Marker - Waiale Gulch Bridge 8 Each $ $

636.3000 Additional E-Construction Programs, additional licenses or additional equipment FA FA FA $ 10,000.00

645.3010 Traffic Control - Waiale Gulch Bridge L.S. L.S. L.S. $

645.3020 Additional Police Officers, Additional Traffic Control Devices, and Advertisement - Waiale Gulch Bridge FA FA FA $ 40,000.00

STP-0377(008)

Addendum No. 2

P-11

UNIT UNIT PRICE AMOUNT

PROPOSAL SCHEDULE

SEISMIC RETROFIT OF WAIALE GULCH BRIDGE

648.3000 Field-Posted Drawings - Waiale Gulch Bridge L.S. L.S. L.S. $

657.3010 Furnishing Soil Nail Drilling and Grouting Equipment - Waiale Gulch Bridge L.S. L.S. L.S. $

657.3020 Production Soil Nails - Waiale Gulch Bridge 360 L.F. $ $

657.3030 Pre-Production Verification Test of Sacrificial Soil Nails - Waiale Gulch Bridge 1 Each $ $

657.3040 Proof Test of Production Soil Nails - Waiale Gulch Bridge 2 Each $ $

671.3000 Protection of Endangered Species - Waiale Gulch Bridge FA FA FA $ 20,000.00

696.1000 Field Office Trailer (Not to Exceed $50,000.00) L.S. L.S. L.S. $

699.3000 Mobilization (Not to Exceed 6 Percent of the Sum of All Items Excluding the Bid Price of this Item ) - Waiale Gulch Bridge L.S. L.S. L.S. $

SUBTOTAL BID ITEMS - Waiale Gulch Bridge $

STP-0377(008)

Addendum No. 2

P-12

UNIT UNIT PRICE AMOUNT

201.1010 Clearing and Grubbing - Alae Bridge 0.4 Acre $ $

202.1000 Clean Existing Bearings L.S. L.S. L.S. $

202.1500 Removal of Debris from Beneath the Bridges - Alae Bridge F.A. F.A. F.A. $ 20,000.00

203.1010 Roadway Excavation - Alae Bridge 14 C.Y. $ $

205.1010 Structure Excavation for Abutment No. 1 71 C.Y. $ $

205.1020 Structure Excavation for Abutment No. 2 51 C.Y. $ $

205.1300 Lightweight Cellular Concrete Backfill for Abutment No. 1 52 C.Y. $ $

205.1400 Lightweight Cellular Concrete Backfill for Abutment No. 2 28 C.Y. $ $

206.1000 Removal of Loose Material 5 C.Y. $ $

209.1010 Installation, Maintenance, Monitoring, and Removal of BMP - Alae Bridge L.S. L.S. L.S. $

209.1020 Additional Water Pollution, Dust, and Erosion Control F.A. F.A. F.A. $ 50,000.00

301.1110 Hot Mix Asphalt Base Course - Alae Bridge 11 TONS $ $

305.1110 Aggregate Subbase - Alae Bridge 9 C.Y. $ $

313.1000 Filter Fabric (Mirafi FW404) 20 S.Y. $ $

PROPOSAL SCHEDULE

SEISMIC RETROFIT OF ALAE (NAALAE GULCH) BRIDGE

STP-0377(008)

Addendum No. 2

P-13

UNIT UNIT PRICE AMOUNT

PROPOSAL SCHEDULE

SEISMIC RETROFIT OF ALAE (NAALAE GULCH) BRIDGE

401.1410 PMA Pavement, Mix. No. IV - Alae Bridge 57 Tons $ $

401.1510 Tensar Rapid Repair PG100 - Alae Bridge 480 S.Y. $ $

415.1410 Cold Planing - Alae Bridge 370 S.Y. $ $

503.1100 Concrete for Corbel L.S. L.S. L.S. $

503.1200 Concrete for Tie Slab L.S. L.S. L.S. $

503.1300 Concrete for Anchor Beam L.S. L.S. L.S. $

503.1400 Concrete for Built Up Diaphragms L.S. L.S. L.S. $

503.1500 Concrete for Creep Blocks L.S. L.S. L.S. $

508.1000 Cement Rubble Masonry L.S. L.S. L.S. $

510.1100 Riprap, Class III 40 C.Y. $ $

510.1200 Partially Grouted Riprap, Class IV 30 C.Y. $ $

520.1100 Bridge Joint Repair - Alae Bridge 44 L.F. $ $

520.1200 Removal and Repair of the Bottom Plate Irons - Alae Bridge F.A. F.A. F.A. $ 20,000.00

602.1100 Reinforcing Steel for Corbel L.S. L.S. L.S. $

STP-0377(008)

Addendum No. 2

P-14

UNIT UNIT PRICE AMOUNT

PROPOSAL SCHEDULE

SEISMIC RETROFIT OF ALAE (NAALAE GULCH) BRIDGE

602.1200 Reinforcing Steel for Tie Slab L.S. L.S. L.S. $

602.1300 Reinforcing Steel for Anchor Beam L.S. L.S. L.S. $

602.1400 Reinforcing Steel for Built Up Diaphragms L.S. L.S. L.S. $

602.1500 Reinforcing Steel for Creep Blocks L.S. L.S. L.S. $

621.1010 Inventory of Invasive Species before Construction - Alae Bridge L.S. L.S. L.S. $

621.1020 Invasive Species Removal Plan - Alae Bridge F.A. F.A. F.A. $ 5,000.00

621.1030 Removal of Plants and Animals Established before Physical Construction or Site Work, Post-removal Monitoring - Alae Bridge F.A. F.A. F.A. $ 20,000.00

621.1040 Monitoring of Invasive Species during and after-Construction - Alae Bridge L.S. L.S. L.S. $

621.1050 Post-Construction Inventory Prior to Returning the Site to the State - Alae Bridge L.S. L.S. L.S. $

629.1015 4-Inch Double Pavement Striping (Type I Tape or Thermoplastic Extrusion) - Alae Bridge 200 LF $ $

629.1025 6-Inch Pavement Striping (Type I Tape or Thermoplastic Extrusion) - Alae Bridge 400 LF $ $

STP-0377(008)

Addendum No. 2

P-15

UNIT UNIT PRICE AMOUNT

PROPOSAL SCHEDULE

SEISMIC RETROFIT OF ALAE (NAALAE GULCH) BRIDGE

629.1030 Type C Pavement Marker - Alae Bridge 10 Each $ $

629.1040 Type D Pavement Marker - Alae Bridge 10 Each $ $

645.1010 Traffic Control - Alae Bridge L.S. L.S. L.S. $

645.1020 Additional Police Officers, Additional Traffic Control Devices, and Advertisement - Alae Bridge FA FA FA $ 40,000.00

648.1000 Field-Posted Drawings - Alae Bridge L.S. L.S. L.S. $

657.1010 Furnishing Soil Nail Drilling and Grouting Equipment - Alae Bridge L.S. L.S. L.S. $

657.1020 Production Soil Nails - Alae Bridge 240 L.F. $ $

657.1030 Pre-Production Verification Test of Sacrificial Soil Nails - Alae Bridge 1 Each $ $

657.1040 Proof Test of Production Soil Nails - Alae Bridge 2 Each $ $

671.1000 Protection of Endangered Species - Alae Bridge FA FA FA $ 20,000.00

699.1000 Mobilization (Not to Exceed 6 Percent of the Sum of All Items Excluding the Bid Price of this Item ) - Alae Bridge L.S. L.S. L.S. $Mobilization (Not to Exceed 6 Percent of the Sum of All Items L.S. L.S.

SUBTOTAL BID ITEMS - Alae (Naalae Gulch) Bridge $

STP-0377(008)

Addendum No. 2

P-16

UNIT UNIT PRICE AMOUNT

201.2010 Clearing and Grubbing - Pulehu Gulch Bridge 0.2 Acre $ $

202.2000 Clean Existing Bearings L.S. L.S. L.S. $

202.2500 Removal of Debris from Beneath the Bridges - Pulehu Gulch Bridge F.A. F.A. F.A. $ 20,000.00

203.2010 Roadway Excavation - Pulehu Gulch Bridge 22 C.Y. $ $

205.2010 Structure Excavation for Abutment No. 1 32 C.Y. $ $

205.2020 Structure Excavation for Abutment No. 2 32 C.Y. $ $

209.2010 Installation, Maintenance, Monitoring, and Removal of BMP - Pulehu Gulch Bridge L.S. L.S. L.S. $

209.2020 Additional Water Pollution, Dust, and Erosion Control - Pulehu Gulch Bridge F.A. F.A. F.A. $ 40,000.00

301.2110 Hot Mix Asphalt Base Course - Pulehu Gulch Bridge 20 TONS $ $

305.2110 Aggregate Subbase - Pulehu Gulch Bridge 14 C.Y. $ $

401.2410 PMA Pavement, Mix. No. IV - Pulehu Gulch Bridge 43 Tons $ $

401.2510 Tensar Rapid Repair PG100 - Pulehu Gulch Bridge 380 S.Y. $ $

415.2410 Cold Planing - Pulehu Gulch Bridge 270 S.Y. $ $

PROPOSAL SCHEDULE

SEISMIC RETROFIT OF PULEHU GULCH (POHAKUOKALA) BRIDGE

STP-0377(008)

Addendum No. 2

P-17

UNIT UNIT PRICE AMOUNT

PROPOSAL SCHEDULE

SEISMIC RETROFIT OF PULEHU GULCH (POHAKUOKALA) BRIDGE

503.2100 Concrete for Corbel L.S. L.S. L.S. $

503.2200 Concrete for Tie Slab L.S. L.S. L.S. $

503.2300 Concrete for Anchor Beam L.S. L.S. L.S. $

503.2400 Concrete for Built Up Diaphragms L.S. L.S. L.S. $

503.2500 Concrete for Creep Blocks L.S. L.S. L.S. $

520.2100 Bridge Joint Repair - Pulehu Gulch Bridge 44 L.F. $ $

520.2200 Removal and Repair of the Bottom Plate Irons - Pulehu Gulch Bridge F.A. F.A. F.A. $ 20,000.00

602.2100 Reinforcing Steel for Corbel L.S. L.S. L.S. $

602.2200 Reinforcing Steel for Tie Slab L.S. L.S. L.S. $

602.2300 Reinforcing Steel for Anchor Beam L.S. L.S. L.S. $

602.2400 Reinforcing Steel for Built Up Diaphragms L.S. L.S. L.S. $

602.2500 Reinforcing Steel for Creep Blocks L.S. L.S. L.S. $

621.2010 Inventory of Invasive Species before Construction - Pulehu Gulch Bridge L.S. L.S. L.S. $

621.2020 Invasive Species Removal Plan - Pulehu Gulch Bridge F.A. F.A. F.A. $ 5,000.00

STP-0377(008)

Addendum No. 2

P-18

UNIT UNIT PRICE AMOUNT

PROPOSAL SCHEDULE

SEISMIC RETROFIT OF PULEHU GULCH (POHAKUOKALA) BRIDGE

621.2030 Removal of Plants and Animals Established before Physical Construction or Site Work, Post-removal Monitoring - Pulehu Gulch Bridge F.A. F.A. F.A. $ 20,000.00

621.2040 Monitoring of Invasive Species during and after-Construction - Pulehu Gulch Bridge L.S. L.S. L.S. $

621.2050 Post-Construction Inventory Prior to Returning the Site to the State - Pulehu Gulch Bridge L.S. L.S. L.S. $

629.2015 4-Inch Double Pavement Striping (Type I Tape or Thermoplastic Extrusion) - Pulehu Gulch Bridge 205 LF $ $

629.2025 6-Inch Pavement Striping (Type I Tape or Thermoplastic Extrusion) - Pulehu Gulch Bridge 405 LF $ $

629.2030 Type C Pavement Marker - Pulehu Gulch Bridge 10 Each $ $

629.2040 Type D Pavement Marker - Pulehu Gulch Bridge 10 Each $ $

645.2010 Traffic Control - Pulehu Gulch Bridge L.S. L.S. L.S. $

645.2020 Additional Police Officers, Additional Traffic Control Devices, and Advertisement - Pulehu Gulch Bridge FA FA FA $ 40,000.00

648.2000 Field-Posted Drawings - Pulehu Gulch Bridge L.S. L.S. L.S. $

657.2010 Furnishing Soil Nail Drilling and Grouting Equipment - Pulehu Gulch Bridge L.S. L.S. L.S. $

STP-0377(008)

Addendum No. 2

P-19

UNIT UNIT PRICE AMOUNT

PROPOSAL SCHEDULE

SEISMIC RETROFIT OF PULEHU GULCH (POHAKUOKALA) BRIDGE

657.2020 Production Soil Nails - Pulehu Gulch Bridge 280 L.F. $ $

657.2030 Pre-Production Verification Test of Sacrificial Soil Nails -Pulehu Gulch Bridge 1 Each $ $

657.2040 Proof Test of Production Soil Nails - Pulehu Gulch Bridge 2 Each $ $

671.2000 Protection of Endangered Species - Pulehu Gulch Bridge FA FA FA $ 20,000.00

699.2000 Mobilization (Not to Exceed 6 Percent of the Sum of All Items Excluding the Bid Price of this Item ) - Pulehu Gulch Bridge L.S. L.S. L.S. $

SUBTOTAL BID ITEMS - Pulehu Gulch (Pohakuokala) Bridge $

STP-0377(008)

Addendum No. 2

P-20

AMOUNT

SUBTOTAL BID ITEMS - Waiale Gulch Bridge $

SUBTOTAL BID ITEMS - Alae (Naalae Gulch) Bridge $

SUBTOTAL BID ITEMS - Pulehu Gulch (Pohakuokala) Bridge $

TOTAL AMOUNT FOR COMPARISON OF BIDS $

PROPOSAL SCHEDULE - SUMMARY

STP-0377(008)

Addendum No. 2

P-21

Rum

FED. ROAD

HAWAII HAW.

STATE FISCAL

YEAR

SHEET

NO.

TOTAL

SHEETSDIST. NO.

DEPARTMENT OF TRANSPORTATION

STATE OF HAWAII

SHEET No. OF SHEETS

HIGHWAYS DIVISION

FEDERAL AID

PROJ. NO.

ADD. 56

DATE REVISION

STATE FISCAL

YEAR

SHEET

NO.

TOTAL

SHEETSDIST. NO.

DEPARTMENT OF TRANSPORTATION

STATE OF HAWAII

SHEET No. OF SHEETS

HIGHWAYS DIVISION

FEDERAL AID

PROJ. NO.

ADD. 70

STATE FISCAL

YEAR

SHEET

NO.

TOTAL

SHEETSDIST. NO.

DEPARTMENT OF TRANSPORTATION

STATE OF HAWAII

SHEET No. OF SHEETS

HIGHWAYS DIVISION

FEDERAL AID

PROJ. NO.

ADD. 71

STATE FISCAL

YEAR

SHEET

NO.

TOTAL

SHEETSDIST. NO.

DEPARTMENT OF TRANSPORTATION

STATE OF HAWAII

SHEET No. OF SHEETS

HIGHWAYS DIVISION

FEDERAL AID

PROJ. NO.

ADD. 73

STATE FISCAL

YEAR

SHEET

NO.

TOTAL

SHEETSDIST. NO.

DEPARTMENT OF TRANSPORTATION

STATE OF HAWAII

SHEET No. OF SHEETS

HIGHWAYS DIVISION

FEDERAL AID

PROJ. NO.

ADD. 74

STATE FISCAL

YEAR

SHEET

NO.

TOTAL

SHEETSDIST. NO.

DEPARTMENT OF TRANSPORTATION

STATE OF HAWAII

SHEET No. OF SHEETS

HIGHWAYS DIVISION

FEDERAL AID

PROJ. NO.

ADD. 78

STATE FISCAL

YEAR

SHEET

NO.

TOTAL

SHEETSDIST. NO.

DEPARTMENT OF TRANSPORTATION

STATE OF HAWAII

SHEET No. OF SHEETS

HIGHWAYS DIVISION

FEDERAL AID

PROJ. NO.

ADD. 79

STATE FISCAL

YEAR

SHEET

NO.

TOTAL

SHEETSDIST. NO.

DEPARTMENT OF TRANSPORTATION

STATE OF HAWAII

SHEET No. OF SHEETS

HIGHWAYS DIVISION

FEDERAL AID

PROJ. NO.

ADD. 81

STATE FISCAL

YEAR

SHEET

NO.

TOTAL

SHEETSDIST. NO.

DEPARTMENT OF TRANSPORTATION

STATE OF HAWAII

SHEET No. OF SHEETS

HIGHWAYS DIVISION

FEDERAL AID

PROJ. NO.

ADD. 84

STATE FISCAL

YEAR

SHEET

NO.

TOTAL

SHEETSDIST. NO.

DEPARTMENT OF TRANSPORTATION

STATE OF HAWAII

SHEET No. OF SHEETS

HIGHWAYS DIVISION

FEDERAL AID

PROJ. NO.

ADD. 85

STATE FISCAL

YEAR

SHEET

NO.

TOTAL

SHEETSDIST. NO.

DEPARTMENT OF TRANSPORTATION

STATE OF HAWAII

SHEET No. OF SHEETS

HIGHWAYS DIVISION

FEDERAL AID

PROJ. NO.

ADD. 102

ALAE (NAALAE GULCH) AND PULEHU GULCH (POHAKUOKALA) BRIDGES RESPONSES TO RFI’S

FEDERAL-AID PROJECT NO. STP-0377(008) PAGE 1 OF 14

r10/21/26

STATE OF HAWAII

DEPARTMENT OF TRANSPORTATION

HIGHWAYS

RESPONSES TO REQUESTS FOR INFORMATION

Project Title: Seismic Retrofit, Haleakala Highway Route 377, Waiale Gulch, Alae (Naalae Gulch) and Pulehu Gulch (Pohakuokala) Bridges, District of Makawao, Island of Maui

F.A.P. No.: STP-0377(008)

Solicitation No.: B27000415

Prospective bidders had submitted RFI in HIePRO. Questions and responses are as follows:

1. We are submitting TuffTex Materials substitution requests to the project manager for products as specified in the solicitation

See response to RFI Question 6.

2. Detail 1 of Sheet No. S1.1 shows a min. 8” diameter drilled hole for the soil nails. a.

Due to the limited access of the drilling locations and adverse subsurface conditions, it’s unlikely a small drill rig that can access the drilling locations will be able to drill 8” diameter holes through gravels, cobbles, and boulders. Are 6” diameter holes allowable? 6” diameter drilled holes are much more typical for soil nails and can be drilled with smaller equipment.

8” Hole Diameter is required. Soil nail capacity and corrosion protection is a function of the hole diameter.

3. Specification Section 657.02 (B) (4) states, “Nail Grout. Grout for the soil nails shall be a pre-bagged neat cement, non-shrink grout with silica fume admixture and anti-washout additive in conformance with ASTM C1107. Grout shall achieve minimum

8,000 psi compressive strength at 28-days per ASTM C-109 Mortar and Sand…” a. Pre-bagged non-shrink grout is more typically used for base plates, columns, foundations, etc. and is highly atypical for a soil nail installation. It will be much more expensive than a typical neat cement grout with non-shrink and corrosion inhibiting admixtures that’s batched onsite using bulk Portland cement. Can a typical neat cement grout with non-shrink and corrosion inhibiting admixtures with a min. compressive strength of

5,000 psi be used instead?

FEDERAL-AID PROJECT NO. STP-0377(008) PAGE 2 OF 14

r10/21/26

Prebagged grout as specified in the contract plans and specs shall be used. Grout quantities are minimal due to the limited number of soil nails on the project. Prebagged grouts provide a superior product and improved quality control.

4. The soil nails will need to be shipped in shorter sections and coupled in the field. a. Can a coupler detail be provided?

It is acceptable to couple soil nails in the field. A coupler detail will be provided on Plan

Sheet ADD. 56 Typical Soil Nail Details in Addendum No. 2.

5. Due to the complexity of this project, we would like to request a two-week extension to the bid date.

See Addendum No. 1.

6. We are submitting TuffTex Materials substitution requests to the project manager for products as specified in the solicitation Specs Section 401.05 (a) Polymer Modified

Asphalic (PMA) "Concrete Tensar Rapid Repair PG100 - TuffTex RepCrete HES Specs

Section 520.02 (b) -Rapid Cure Sealant - "RCS Dow Corning 902" - TuffTex RepSil FS

Specs Section 520.02 (c) .Polymer Nosing System (PNS) "Silspec 900"- TuffTex -

RepPoxy II Nosing Specs Section 577-1A 14 (e) Anchor Adhesive- "Simpson Strong-Tie

Set-3G" -TuffTex RepPoxy DBA Specs Section 577.02 (13) Crack Injection - TuffTex

RepPoxy CI Plans Page 53 7 (c) Leveling Grout -"FasTrac CE815 Epoxy Grout" -

TuffTex RepPoxy DP Plans Page 53 7 (i) Concrete Repair Mortar- "FasTrac V/O" -

TuffTex RepPatch VOH-XL Plans Page 53 7 (j) Grout for PT ducts "Target 1121

Grout" - TuffTex RepGrout NS Specs Section 577.02 - Plans Page 53 7 (h) CFRP Wet

Layup method .04" thickness min -TuffTex RepWrap CFRP System: RepWrap 300

Specs Section 577.03 (G) FRP Finishing- TuffTex RepCoat UV Plans Page 52 5 (g)

Concrete Curing Compound -"Sinak Lithium Cure 1000" TuffTex RepCure W, RepCure P Section 657.02 Soil Nail Grout - RepGrout 1107

+ 401.05 (b) Polymer Modified Asphaltic (PMA) “Concrete Tensar Repair PG100 –

TuffTex RepCrete HES – This product is not accepted for a material substitution.

+ 520.02(b) Rapid Cure Sealant – “RCS Dow Corning 902” – TuffTex RepSil FS – This product is not accepted for a material substitution. A single component silicone is not an equal product to the product specified in Spec Section 520.

FEDERAL-AID PROJECT NO. STP-0377(008) PAGE 3 OF 14

r10/21/26

+ 520.02(a) Polymer Nosing System (PNS) “Silspec 900” – TuffTex RepPoxy II Nosing

– This product is not accepted for a material substitution. The expansion joint system with polymer nosing and silicone is a system. If Silione from TuffTex is not approved, cannot approve TuffTex RepPoxy II Nosing since it is unclear how it performs with RCS

Dow Corning 902 product.

+ 577-1A 14(e) Anchor Adhesive “Simpson Strong-Tie Set-3G” – TuffTex RepPoxy

DBA – This product is not accepted for a material substitution. A current ICC-ES evaluation service report was not provided and no indication of one is mentioned in the

TDS. Unable to verify if product provides equivalent bond strength to specified product.

+ 577.02 (13) Crack Injection – TuffTex RepPoxy CI – This product is acceptable for a material substitution.

+ Plans Page 53 7 (c) Leveling Grout “FasTrac CE815 Epoxy Grout” – TuffTex

RepPoxy DP - This product cannot be accepted for a material substitution request at this time since there is missing information. No indication of compressive modulus of elasticity values on TDS.

+ Plans Page 53 7 (i) Concrete Repair Mortar “FasTrac V/O” – TuffTex RepPatch VOH-

XL - This product is not accepted for a material substitution. No internal corrosion inhibitor indicated in TDS as required by the contract plans.

+ Plans Page 53 7 (j) Grout for PT ducts “Target 1121 Grout” – TuffTex RepGrout NS –

This product is not accepted for a material substitution. Compressive strength characteristics do not meet contract plan requirements.

+ 577.02 – Plans Page 53 7 (h) CFRP Wet Layup Method .04 inch thickness min –

TuffTex RepWrap CFRP System: RepWrap 300 – It is noted that the dry fiber and composite gross laminate properties meet the requirements of Spec Section 577.

However, this product cannot be accepted for a material substitution request at this time since there is missing information. The material may be considered acceptable only if the following items were satisfied and information provided to the Engineer:

1. RepWrap 300 TDS does not provide any information for FRP anchors. FRP anchors would need to meet the requirements as shown in Spec Section 577.

2. RepWrap 300 TDS does not provide any information about whether the system has a current ICC Evaluation Service Report. This is required. See Spec Section 577.

3. Applicator needs to be certified by FRP manufacture and needs a list of no fewer than 10 successful installations and 5 years of experience. Ensure that this requirement can be met.

FEDERAL-AID PROJECT NO. STP-0377(008) PAGE 4 OF 14

r10/21/26

+ 577.03 (G) FRP Finishing – TuffTex RepCoat UV – This product is not accepted for a material substitution request. An acrylic polycarbonate resin is not an equal product to what is specified in Spec Section 577.

+ Plans Page 52-5 (g) Concrete Curing Compound “Sinak Lithium Cure 1000” – TuffTex

RepCure P – This product is not accepted for a material substitution request. A Silicate based curing compound is not an equal product to what is specified on the Contract Plans.

+ 657.02 Soil Nail Grout – RepGrout 1107 – No TDS for RepGrout 1107 was provided for review, therefore no acceptance can be given.

7. We are submitting TuffTex Materials substitution requests to the project manager for products as specified in the solicitation Specs Section 401.05 (b) RepCrete QP Specs

Section 520.02 (a) - RepCrete JN Specs Section 6 (d)- RepCrete HES Specs Section 7 (j)

- PT Grout Specs Section 577.03 (G) FRP Finishing -RepPoxy WP mid coat and

RepDeck PA topcoat

+ 401.05 (b) - RepCrete QP – This product is not acceptable for a material substitution.

+ 520.02(a) - RepCrete JN – This product is not acceptable for a material substitution, unable to find RepCrete JN specifications.

+ Specs Section 6 (d) – RepCrete HES – It is unclear what “Specs Section 6 (d)” is referring to.

+ Plans Page 53 7 (j) – PT Grout – This product is acceptable for a material substitution.

+ 577.03 (G) FRP Finishing – RepPoxy WP Mid Coat and RepDeck PA Topcoat. Need more information to assess whether this is a compatible system with each other and for application to a CFRP system. Contractor would need to provide a list of CFRP projects successfully coated using this system. Additionally, this coating would only be accepted for use if the RepWrap 3000 system were ultimately accepted as well.

8. Sht. S0.5 Note 9.A; Shts. 124-131; SP 657.03(C)(19) - Structural General Note 9.A states that the geotechnical parameters are based on the Geolabs, Inc. report "Final

Submission Geotechnical Engineering Exploration, Waiale, Pohakuokala, and Alae

Bridges Seismic Retrofit" dated March 25, 2026, and SP 657.03(C)(19) refers to the allowable pullout resistance "as specified on the Plans or in the Geotechnical Report."

Only the boring logs are included in the bid documents. Please issue the complete geotechnical report (laboratory data, core photographs, design parameters, and any groundwater or seepage observations) by addendum so that all bidders price the same subsurface information.

FEDERAL-AID PROJECT NO. STP-0377(008) PAGE 5 OF 14

r10/21/26

Geotechnical Report was included in HIePro as part of the original bid set.

9. SP 657.03(C)(9); Std. Spec 104.08, 105.07; Shts. 127-131 - SP 657.03(C)(9) states that the

Contractor may assume the subsurface materials at the soil nail locations consist of the geologic formations identified in the boring logs, while Std. Spec 105.07 states the logs are not warranted to be representative of the site. Please confirm that, for purposes of

Std. Spec 104.08 (Differing Site Conditions), Borings A-1, A-2, P-1, P-2, W-1 and W-2 establish the subsurface conditions indicated in the contract, and that materially different conditions (for example voids, buried concrete or masonry, unrecorded fill, or groundwater) will be eligible for an equitable adjustment of contract price and time.

Any unforeseen conditions requiring modification of the design will be evaluated by the

Engineer.

10. Sht. S1.1 Note 1; SP 657.03(C)(8), (9), (11)(b) - Sheet S1.1 Note 1 and SP

657.03(C)(11)(b) require bidders to anticipate cobbles and boulders in the abutment fill and drilling through hard basalt. Please confirm that man-made obstructions (for example remnant original abutment or wingwall concrete, CRM, timber, rubble, or buried utilities) are "unanticipated obstructions" to be paid as Extra Work, including abandoning, backfilling and relocating the affected nails. Please also confirm that nails added, lengthened or relocated by the Engineer under SP 657.03(C)(8) will be paid at the contract unit price per linear foot, with any added verification or proof tests paid per each.

Contractors shall anticipate drilling through the subsurface materials described in the boring logs, including fill, residual soils, cobbles, boulders, clinker, and basalt rock. Due to the limited working area behind the abutments and the design configuration of the soil nail system, relocation of soil nails may not be feasible. Contractors shall provide drilling equipment and tooling capable of advancing through anticipated subsurface materials and isolated obstructions encountered within the soil nail alignment. Any unforeseen conditions requiring modification of the design will be evaluated by the Engineer.

11. SP 657.03(C)(2); Shts. 129-131 - SP 657.03(C)(2) states that perched groundwater or seepage shall not be considered a differing site condition, yet no water was encountered in any of the six borings. Please confirm that groundwater or seepage requiring cased drilling, dewatering, or a change to the accepted grouting method, and stream water entering the abutment or footing excavations, will be evaluated under Std. Spec 104.08.

Alternatively, please define a measurable threshold (for example a sustained inflow rate) above which the condition will be treated as a differing site condition.

FEDERAL-AID PROJECT NO. STP-0377(008) PAGE 6 OF 14

r10/21/26

Groundwater was not encountered during the geotechnical exploration. However, groundwater levels and seepage conditions may vary due to rainfall, seasonal conditions, surface water runoff, and other environmental factors. The selection of drilling equipment, casing, dewatering methods, and grouting procedures shall be the responsibility of the Contractor.

12. Shts. SA1.1, SA3.1; Sht. S0.4 Note 8; Sht. S0.5 - Sheet SA1.1 notes that the as-constructed Waiale Abutment No. 2 differs from the as-built drawings, Sheet SA3.1 notes that the Waiale foundation elevations differ from the as-built drawings, and

Construction Note 8 on Sheet S0.4 states that existing dimensions are shown for the

Contractor's convenience only. Please (a) post to HIePRO the 1929 (Waiale and

Pohakuokala) and 1932 (Alae) as-built drawings and any field measurements or survey the designer relied on, (b) describe the known differences at Waiale Abutment No. 2 and the bent foundations, and (c) confirm that existing dimensions, reinforcing, or configurations found in the field that differ from the plans and require redesign or additional work will be handled as a change or differing site condition with adjustment of price and time.

Please see Structural General Notes 8. Construction Notes. S for obtaining a copy of the as-built drawings.

During site investigation, it was noticed that Abutment No. 2 deviates from the as-built plans in several ways. There are wingwalls at both the upstream and downstream ends of the abutment that are not shown on the as-built drawings. Additionally, the abutment is taller than is shown on the as-built drawings. The depth of the abutment footing was not able to be verified.

During site investigation, it was noticed that for Bent No. 1 and Bent No. 2, the in-field dimension from the soffit of the bent cap to the top of the foundations was higher than shows in the as-built drawings.

13. SP 645.03(F)(2), 108.09; Shts. SA4.1-SA4.3, SB5.1-SB5.3, SC4.1-SC4.3 - Each bridge may be fully closed once for up to 20 consecutive days, with rental fees of $72,000

(Waiale), $40,000 (Pulehu) and $11,000 (Alae) per day beyond 20 days and no maximum. The existing abutment backfill, reinforcing and configuration can only be fully exposed after the closure begins. Please confirm (a) that exploratory potholing, test pits and GPR scanning may be performed under lane closures before the full closure, FEDERAL-AID PROJECT NO. STP-0377(008) PAGE 7 OF 14 r10/21/26

(b) that if a differing site condition, unanticipated obstruction, utility conflict, or

Engineer-directed redesign discovered during the closure extends it beyond 20 days, the rental fee will be waived under SP 108.09 and contract time extended, and (c) whether a supplemental full closure will be allowed in that event.

a) Exploratory work may be conducted under one lane closures before the full closure.

b) Any unforeseen conditions requiring modification of the design will be evaluated by the Engineer.

c) Any unforeseen conditions requiring modification of the design will be evaluated by the Engineer.

14. Shts. SA3.2, SA3.9, SA3.10, SA3.15; SP 202.03(E) - The Waiale bent construction sequences require concrete repairs on the bottom of the girders and top of the bent caps at the bearing seats, and Sheet SA3.2 makes this patching incidental to the lump sum

Removal of Existing Bearings. These surfaces cannot be observed until the cast steel rocker bearings and grout pads are removed. Please state the repair area and depth bidders should include in the lump sum, and confirm that deterioration beyond that extent (including section loss of existing reinforcing) will be paid as extra work.

The extents of the demolition in both plan and depth are based on the intent of removing the existing cast steel rocker bearings and grout pads. Please see record as-built plans for dimensions and details of rocker bearing, including the dimensions of the concrete embedded bearing/masonry plate studs. No corrosion or section loss in existing reinforcing steel at these locations is anticipated.

15. Sht. S0.5 (jacking note); Shts. SA3.9, SA3.15 Notes 2-3; Item 506.3100 - The

Contractor's Hawaii-licensed structural engineer must check the existing bridge elements for adequacy at the temporary jacking locations, and jacking is incidental to

Removal of Existing Bearings. Please provide the dead load bearing reactions, existing diaphragm and girder reinforcing information, and any load rating used in design.

Please confirm that if the existing elements are inadequate for the jacking loads, the required strengthening or alternate temporary support will be paid as extra work.

Please also confirm that bearing replacement and jacking apply to Waiale only (12 bearings), and that the Alae and Pulehu bearings are cleaned in place only.

Bridge jacking only occurs at Waiale Stream Bridge. 12 Bearings. Calculating dead load bearing reactions shall be done by the Contractor’s Structural Engineer. Existing diaphragm and girder reinforcing information can be obtained from record as-built drawings. Please see Structural General Notes 8. Construction Notes. S for obtaining a

FEDERAL-AID PROJECT NO. STP-0377(008) PAGE 8 OF 14

r10/21/26 copy of the as-built drawings.

It is unclear what is meant by “any load rating used in design.” Load rating calculations are applicable to in-service bridges subjected to truck loads, which would not be applicable to hydraulically jacking of the bridge since bridge is required to be closed to traffic during jacking work.

16. SP 577.03(C)(1)-(2); Shts. SA3.16-SA3.17 - SP 577.03(C) requires repair of all damaged or defective concrete and pressure epoxy injection of cracks wider than 0.010 inch before CFRP is applied, and the tie beam dimensions on Sheet SA3.16 are "To be Field

Verified." The CFRP items are lump sum and there is no item for substrate repair or crack injection. Please provide the estimated spall repair (square feet and depth) and crack injection (linear feet) to include in the lump sum, or add unit-price or force account items. Please also confirm that tie beam dimensions that differ from the plans will be adjusted under Std. Spec 104.06(3).

Existing dimensions are always to be field verified by the Contractor. Contract plans show dimensions of tie beam elements. Additionally, as-built plans are available, so the

Contractor is able to obtain the geometric quantities necessary for bidding. The

Contractor can use zero square feet of spall repair and zero linear feet of crack injection repair for lump sum bid price. Tie beam dimensions that differ from the plans may be adjusted under Std. Spec 104.06(3) or any of the other methods that apply and as mutually agreed upon by all parties.

17. Sht. GN-1 Note 1; Notice to Bidders; Shts. SA1.1, SA3.16 - GN-1 Note 1 and the Notice to Bidders include "removal of debris from the piers," but no pay item, limits, or quantity are shown, and the Waiale tie beams that receive CFRP appear to be at or near existing grade. Please identify for each bridge (a) the locations and approximate volume of debris to be removed, (b) the pay item, (c) whether excavation is required to expose the tie beams or footings and how it is paid, and (d) the disposal requirements, including whether the work is within the Section 404 jurisdictional area.

a) The amount of debris, if any, is undetermined and thus a force account item has been added for each bridge.

b) The following force account pay items have been added:

i. 202.3500 Removal Debris from Beneath the Bridges – Waiale Gulch Bridge

FEDERAL-AID PROJECT NO. STP-0377(008) PAGE 9 OF 14

r10/21/26

ii. 202.1500 Removal Debris from Beneath the Bridges – Alae Bridge

iii. 202.2500 Removal Debris from Beneath the Bridges – Pulehu Gulch Bridge

c) The Upstream side Tie Beam at Pier 2 for Waiale Stream Bridge is the only tie beam location that requires soil excavation in order to perform the CFRP work. A pay item for this work will be created for in the proposal schedule. Excavation pay limits will be included on sheet SA3.17. Any excavation work outside of the prescribed pay limits will be at the Contractor’s discretion and cost.

d) The Contractor is responsible for proper disposal of excavated material. For Waiale

Gulch, the USACE has authorized the installation of the carbon fiber reinforced polymer within the USACE Ordinary High Water Mark (OHWM).

18. Shts. SB1.1, SB4.1, SB5.3, C-2; Item 508.1000 - Sheet SB4.1 makes grouting of the voids beneath the Alae Abutment No. 2 footing incidental to lump sum Item 508.1000 Cement

Rubble Masonry. The void extent is known only from the June 4, 2024 inspection shown

"For Reference Only" on Sheet C-2 and may have enlarged since. Please provide the estimated grout volume to include in the lump sum, and confirm that grout required beyond that volume will be paid as extra work. Please also clarify whether the

Abutment No. 1 footing undermining listed in the Sheet C-2 defect table is part of the scope.

Grout quantity for void extent will be addressed on Plan Sheet ADD. 102 Alae Bridge

Abutment No. 2 Erosion Protection Details as part of Addendum No. 2.

Abutment No. 1 footing undermining is not included in the scope of work.

19. Shts. C-1 to C-3; SP 510.03-510.05; Items 206.1000, 510.1100, 510.1200 - The riprap quantities (40 CY Class III and 30 CY Class IV partially grouted) appear to be based on the 2024 scour pocket dimensions (17'-6" x 13'-5" x 6'-9"). Please confirm that riprap will be paid by the measured in-place volume at the contract unit prices, that Std. Spec

104.07 applies if the scour pocket has changed, and that removal of sediment and loose material from the pocket is paid under Item 206.1000 Removal of Loose Material.

The estimated quantities were based on the scour pocket observed during the 6/4/24 inspection date. Riprap placement will be paid under the applicable contract unit price based on the measured in-place volume of riprap incorporated into the work. If field conditions indicate that the limits or dimensions of the scour pocket differ from those shown in the Contract Documents, the provisions of Specification Section 104.07 shall apply for any resulting adjustment to the work.

FEDERAL-AID PROJECT NO. STP-0377(008) PAGE 10 OF 14

r10/21/26

20. Sht. C-3 Note 4; Sht. GN-2 (NWP 3); SP 209.01(C) - Sheet C-3 requires the scour work to be performed during prolonged dry stream conditions and prohibits placing riprap or grout underwater. Please confirm (a) whether temporary clear-water diversion or isolation is authorized under the Nationwide Permit No. 3 verifications and, if so, how it is paid, (b) that contract time will be extended if stream flow prevents this work, and (c) whether any work at the Waiale or Pulehu piers is below the ordinary high water mark.

a) The Nationwide Permit No. 3 authorizes the Contractor to propose clear water isolation BMPs within the temporary impact area. Costs associated with the means and methods required to construct the riprap shall be included in the 510 riprap pay items.

b) Any unforeseen conditions requiring modification of the design or…