Amendment 0005 - PR ST ER PRMNT RPR(8).pdf

(x)

693C7321B000012 x x

1 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted ; or (c) By separate letter or electronic communication which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGEMENT TO BE

RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR

OFFER. If by virtue of this amendment you desire to change an offer already submitted , such change may be made by letter or electronic communication, provided each letter or electronic communication makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

x

ASHBURN VA 20147

ATTN:CONSTRUCTION

693C73

SUITE E2-3-300

QUANTUM PARK, 22001 LOUDOUN COUNTY PKWY

EASTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

ASHBURN VA 20147

ATTN: ACQUISITIONS

693C73

SUITE E2-3-300

QUANTUM PARK, 22001 LOUDOUN COUNTY PKWY

EASTERN FEDERAL LANDS HIGHWAY DIVISION

FEDERAL HIGHWAY ADMINISTRATION

See Block 1406/17/20210005

13. THIS ITEM ONLY APPLIES TO MODIFICATION OF CONTRACTS/ORDERS. IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

12. ACCOUNTING AND APPROPRIATION DATA (If required) is not extended.is extended, Items 8 and 15, and returning

Offers must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended , by one of the following methods: (a) By completing

The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offers

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

FACILITY CODE CODE

10B. DATED (SEE ITEM 13)

10A. MODIFICATION OF CONTRACT/ORDER NO.

9B. DATED (SEE ITEM 11)

9A. AMENDMENT OF SOLICITATION NO.

CODE

8. NAME AND ADDRESS OF CONTRACTOR (No., street, county, State and ZIP Code)

7. ADMINISTERED BY (If other than Item 6)CODE 6. ISSUED BY

PAGE OF PAGES

4. REQUISITION/PURCHASE REQ. NO.3. EFFECTIVE DATE2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO. (If applicable)

1. CONTRACT ID CODE

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

04/16/2021

CHECK ONE A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE CONTRACT

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority) appropriation data, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(b).

E. IMPORTANT: Contractor is not is required to sign this document and return __________________ copies to the issuing office.

ORDER NO. IN ITEM 10A.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

Project PR ST ER PRMNT RPR(8)

The purpose of this Amendment is to:

1) Revise the Bid Schedule Instructions to:

a) Revise the Schedule of Work section to revise the Bid Schedule pages for Schedules B and

C.

b) See Bid Schedule Instructions Changes_Amendment 5.pdf for details.

15A. NAME AND TITLE OF SIGNER (Type or print)

15C. DATE SIGNED 16B. UNITED STATES OF AMERICA 15B. CONTRACTOR/OFFEROR 16C. DATE SIGNED

(Signature of person authorized to sign) (Signature of Contracting Officer)

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)

STANDARD FORM 30 (REV. 11/2016)

Prescribed by GSA FAR (48 CFR) 53.243

Previous edition unusable

2) Revise the Solicitation Bid Schedule (B Pages) to:

a) Replace the Cost Proposal Bid Schedules and Cost Proposal Bid Summary to update

Except as provided herein, all terms and conditions of the document referenced in Item 9 A or 10A, as heretofore changed, remains unchanged and in full force and effect .

ITEM NO. SUPPLIES/SERVICES QUANTITY UNIT UNIT PRICE AMOUNT

NAME OF OFFEROR OR CONTRACTOR

2 151

CONTINUATION SHEET

REFERENCE NO. OF DOCUMENT BEING CONTINUED PAGE OF

(A) (B) (C) (D) (E) (F)

693C7321B000012/0005 quantities for various bid items; add/delete pay items; and revise the contract amount for a pay item; and revise the unit of measure of a pay item, among other changes.

b) See B Pages Changes Summary_Amendment 5.pdf for details.

3) Revise the Plans as follows:

a) Replace Sheets GR-A/5, DM-A/1, MOT-A/2, MOT-A/3, MOT-A/4, PP-A/1, DR-A/1, DR-A/2, RW-A/1, RW-A/3, RW-A/4, CS-A/1, CS-A/2, GR-C/5, DM-C/1, PP-C/1, DR-C/1, RW-C/2, RW-C/3, and CS-C/2.

b) See Amended Plan Sheets_Amendment 5.pdf for details.

4) Provide the Global Stability Analysis and the Structural Analysis for sites ER-HWY-2 and

ER-HWY-463.

5) Provide a summary of responses to questions/clarifications asked by potential bidders.

6) Reschedule the Bid Opening date to July 1, 2021 at 2:00 P.M. EST.

NSN 7540-01-152-8067 OPTIONAL FORM 336 (4-86)

Sponsored by GSA

FAR (48 CFR) 53.110

Amendment No. 0005

Info Page 1 of 1

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

Project PR ST ER PRMNT RPR(8)

Landslide Repairs - East Region Contract 1 Solicitation: 693C73-21-B-000012

The purpose of this Amendment is to:

1) Revise the Bid Schedule Instructions to:

a) Revise the Schedule of Work section to revise the Bid Schedule pages for

Schedules B and C.

b) See Bid Schedule Instructions Changes_Amendment 5.pdf for details.

2) Revise the Solicitation Bid Schedule (B Pages) to:

a) Replace the Cost Proposal Bid Schedules and Cost Proposal Bid Summary to update quantities for various bid items; add/delete pay items; and revise the contract amount for a pay item; and revise the unit of measure of a pay item, among other changes.

b) See B Pages Changes Summary_Amendment 5.pdf for details.

3) Revise the Plans as follows:

a) Replace Sheets GR-A/5, DM-A/1, MOT-A/2, MOT-A/3, MOT-A/4, PP-A/1, DR-

A/1, DR-A/2, RW-A/1, RW-A/3, RW-A/4, CS-A/1, CS-A/2, GR-C/5, DM-C/1, PP-

C/1, DR-C/1, RW-C/2, RW-C/3, and CS-C/2.

b) See Amended Plan Sheets_Amendment 5.pdf for details.

4) Provide the Global Stability Analysis and the Structural Analysis for sites ER-HWY-2 and ER-HWY-463.

5) Provide a summary of responses to questions/clarifications asked by potential bidders.

6) Reschedule the Bid Opening date to July 1, 2021 at 2:00 P.M. EST.

Bid Schedule Instructions changes 1 of 1

Bid Schedule Instructions changes

1. Delete the first paragraph of the Schedules of Work section, page 1, and substitute with the following:

The Bid Schedule is comprised of the following separate schedules and options of work:

Schedule A (Base Contract) - Pages B-1 thru B-2 Schedule B (Government Option 1) - Pages B-3 thru B-5 Schedule C (Government Option 2) - Pages B-6 thru B-8

B I D S C H E D U L E Schedule A

Project No: PR ST ER PRMNT RPR(8)

Name: ER-HWY-344

Item No. Quantity Unit Unit Price Amount

15001-0000 Line A0020 ALL LPSM $

15101-0000 Line A0040 ALL LPSM $

15102-0000 Line A0060 1 CTSM $

15401-0000 Line A0080 ALL LPSM $

15401-1000 Line A0100 ALL LPSM $

15501-0000 Line A0120 ALL LPSM $

20100-0000 Line A0140 2.65 Cuerda $ $

20100-2000 Line A0160 8 Each $ $

20100-3000 Line A0180 12 Each $ $

20100-4000 Line A0200 3 Each $ $

20300-0000 Line A0220 1,000 m3 $ $

21000-0000 Line A0240 3,000 M $ $

21000-2000 Line A0260 15 Each $ $

21000-3000 Line A0280 5 Each $ $

21012-0000 Line A0300 4 Each $ $

30500-1000 Line A0320 20 m3 $ $

40301-0000 Line A0340 420 m3 $ $

42100-1000 Line A0360 1,100 TON $ $

60600-1000 Line A0380 1,200 M $ $

Construction survey and staking

Mobilization

Reimbursement for Municipality Tax Payments

Contractor testing

Contractor testing (Biological Monitoring)

Construction schedule

W-Beam Guardrail

Fiber Rolls (sediment log)

Stabilized Construction Exit

Erosion Control for Inlet (Bag)

Clearing and Grubbing

Cutting and Removing Trees, Small (7" to 12" Diameter)

Cutting and Removing Trees, Small (13" to 24" Diameter)

Cutting and Removing Trees, Large (25" to 46" Diameter)

Unclassified Excavation (Cut to Waste)

Silt Fence

Lean Concrete Base (0.15m)

Cold Milling Bituminous Concrete Pavement (0.05m)

Hot Plant-Mix Bituminous Pavement S (75) (38)

Schedule Total: ________________________

Submitted by: _________________________

Amendment No. 0005

10.00

65,000.00

30,000.00

Francisco.Cintron Text Box B-1

Schedule A

Project No: PR ST ER PRMNT RPR(8)

Name: ER-HWY-344

Item No. Quantity Unit Unit Price Amount

60600-7000 Line A0400 2 Each $ $

61101-0000 Line A0420 ALL LPSM $

61400-1000 Line A0440 700 m3 $ $

61800-1000 Line A0460 390 M $ $

61800-2000 Line A0480 3,100 M $ $

61800-3000 Line A0500 800 M $ $

61800-4000 Line A0520 600 M $ $

62500-0000 Line A0540 65 m3 $ $

62600-0000 Line A0560 10,000 Each $ $

63800-1000 Line A0580 ALL LPSM $

64000-0000 Line A0600 260 Each $ $

66100-1000 Line A0620 2 Each $ $

66400-0000 Line A0640 1,600 M $ $

93501-0000 Line A0660 5 Each $ $

Project Funding Sign

Centerline Rumble Strip

Locate Utility, Test Pit

Crashworthy End Terminal Type 1

Field Office

Thermoplastic Pavement Marking Stripes, white (0.20 mts. Width)

Thermoplastic Pavement Marking Stripes, white (0.46 mts. Width)

Furnishing and Placing Loamy Topsoil

Planting Vetiveria zizanioides (Vetiveria Grass)

Maintenance of Traffic (MOT)

Reflective Raised Pavement Markers (Two way)

Gabions (Marine Gabion Mattress)

Thermoplastic Pavement Marking Stripes, yellow (0.15 mts. Width)

Thermoplastic Pavement Marking Stripes, white (0.15 mts. Width)

Amendment No. 0005

Francisco.Cintron

B-2

Schedule B

Project No: PR ST ER PRMNT RPR(8)

Name: ER-HWY-2

Item No. Quantity Unit Unit Price Amount

15001-0000

Line B0020 ALL LPSM $

15101-0000

Line B0040 ALL LPSM $

15102-0000

Line B0060 1 CTSM $

15401-0000

Line B0080 ALL LPSM $

15401-1000

Line B0100 ALL LPSM $

15501-0000

Line B0120 ALL LPSM $

20100-0000

Line B0140 0.26 Cuerda $ $

20200-1000

Line B0160 20 M $ $

20200-5000

Line B0180 ALL LPSM $

20200-6000

Line B0200 7 M $ $

20200-7000

Line B0220 7 M $ $

20300-0000

Line B0240 1,620 m3 $ $

21000-0000

Line B0260 110 M $ $

21000-1000

Line B0280 60 Each $ $

21000-2000

Line B0300 5 Each $ $

21000-3000

Line B0320 1 Each $ $

30400-1000

Line B0340 30 m3 $ $

Schedule Total: ________________________

Submitted by: _________________________

Stabilized Construction Exit

Aggregate Base Course Class, A, (0.15m)

Construction survey and staking

Mobilization

Reimbursement for Municipality Tax Payments

Contractor testing

Contractor testing (Biological Monitoring)

Construction schedule

Silt Fence

Straw Bale (Dikes)

Fiber Rolls (sediment log)

Clearing and Grubbing

Removal of Concrete Barrier

Removal of Structures and Obstructions (Concrete Retaining Wall)

Removal of Structures and Obstructions (Water line)

Removal of Structures and Obstructions (Telephone line)

Unclassified Excavation (Cut to Waste)

B-3 Amendment No. 0005

28,000.00

1,100.00

900.00

10.00

15.00

Project No: PR ST ER PRMNT RPR(8)

Name: ER-HWY-2

Item No. Quantity Unit Unit Price Amount

30400-2000

Line B0360 120 m3 $ $

40301-0000

Line B0380 34 m3 $ $

42100-1000

Line B0400 105 TON $ $

42100-3000

Line B0420 40 TON $ $

60600-1000

Line B0440 130 M $ $

60600-7000

Line B0460 2 Each $ $

60900-0000

Line B0480 10 M $ $

60900-1000

Line B0500 32 M $ $

60900-4000

Line B0520 65 M $ $

61312-4000

Line B0540 31 SQFT $ $

61312-5000

Line B0560 13 SQFT $ $

61312-6000

Line B0580 9 SQFT $ $

61312-7000

Line B0600 4 SQFT $ $

61800-1000

Line B0620 190 M $ $

61800-2000

Line B0640 190 M $ $

62600-0000

Line B0660 900 Each $ $

63800-1000

Line B0680 ALL LPSM $

Maintenance of Traffic (MOT)

Traffic Sign Assembly, W1-2R, 2L (30"x30")

Traffic Sign Assembly, W13-1P (24"x24")

Traffic Sign Assembly, D10-2A (10"x36")

W-Beam Guardrail

Crashworthy End Terminal Type 1

Combination Concrete Curb and Gutter, Type-F

Aggregate Base Course Class, A-1-a (AASHTO Soil Classification System), (0.63m)

Thermoplastic Pavement Marking Stripes, yellow (0.15 mts. Width)

Thermoplastic Pavement Marking Stripes, white (0.15 mts. Width)

Planting Vetiveria zizanioides (Vetiveria Grass)

Cold Milling Bituminous Concrete Pavement (0.05m)

Hot Plant-Mix Bituminous Pavement S (75) (38)

Hot Plant-Mix Bituminous Pavement B (75) (1)

Concrete Curb, Type-D

Combination Concrete Curb and Gutter, Type West

Traffic Sign Assembly, W1-8R (24"x30")

Amendment No. 0005B-4

Project No: PR ST ER PRMNT RPR(8)

Name: ER-HWY-2

Item No. Quantity Unit Unit Price Amount

66100-1000

Line B0700 2 Each $ $

91300-4000

Line B0720 3 Each $ $

92500-0000

Line B0740 115 m2 $ $

93501-0000

Line B0760 5 Each $ $

94000-1000

Line B0780 1,635 m3 $ $

Mechanically Stabilized Earth Retaining Wall

Locate Utility, Test Pit

Select Granular Backfill

Project Funding Sign

Removal of Existing Traffic Signs

Amendment No. 0005B-5

Schedule C

Project No: PR ST ER PRMNT RPR(8)

Name: ER-HWY-463

Item No. Quantity Unit Unit Price Amount

15001-0000 Line C0020 ALL LPSM $

15101-0000 Line C0040 ALL LPSM $

15102-0000 Line C0060 1 CTSM $

15401-0000 Line C0080 ALL LPSM $

15401-1000 Line C0100 ALL LPSM $

15501-0000 Line C0120 ALL LPSM $

20100-0000 Line C0140 0.11 Cuerda $ $

20200-8000 Line C0160 60 M $ $

20200-9000 Line C0180 35 M $ $

20300-0000 Line C0200 780 m3 $ $

20500-0000 Line C0220 22 m3 $ $

21000-0000 Line C0240 11 M $ $

21000-2000 Line C0260 13 Each $ $

21000-3000 Line C0280 1 Each $ $

21000-4000 Line C0300 75 M $ $

21000-5000 Line C0320 120 m2 $ $

30400-1000 Line C0340 11 m3 $ $

30400-2000 Line C0360 45 m3 $ $

30500-1000 Line C0380 6 m3 $ $

Construction survey and staking

Mobilization

Reimbursement for Municipality Tax Payments

Contractor testing

Contractor testing (Biological Monitoring)

Construction schedule

Lean Concrete Base (0.15m)

Fiber Rolls (sediment log)

Stabilized Construction Exit

Silt Fence (Wire Backing)

Clearing and Grubbing

Removal of Guard Rail

Removal of Structures and Obstructions (Gutter)

Unclassified Excavation (Cut to Waste)

Trench Excavation, Unclassified (4" PVC Pipe, SDR 14)

Silt Fence

Plastic Liner

Aggregate Base Course Class, A, (0.15m)

Aggregate Base Course Class, A-1-a (AASHTO Soil Classification System), (0.63m)

Schedule Total: ________________________

Submitted by: _________________________

Amendment No. 0005

17,000.00

10.00

11.00

110.00

1,320.00

B-6

Project No: PR ST ER PRMNT RPR(8)

Name: ER-HWY-463

Item No. Quantity Unit Unit Price Amount

40301-0000 Line C0400 18 m3 $ $

42100-1000 Line C0420 56 TON $ $

42100-2000 Line C0440 45 TON $ $

60600-1000 Line C0460 80 M $ $

60600-7000 Line C0480 1 Each $ $

60900-0000 Line C0500 55 M $ $

60900-3000 Line C0520 40 M $ $

61400-0000 Line C0540 2 m3 $ $

61400-2000 Line C0560 17 m2 $ $

61700-0000 Line C0580 30 m2 $ $

61800-1000 Line C0600 160 M $ $

61800-2000 Line C0620 160 M $ $

62200-0000 Line C0640 3 m3 $ $

62600-0000 Line C0660 900 Each $ $

63600-0000 Line C0680 24 M $ $

63600-1000 Line C0700 1 Each $ $

63600-2000 Line C0720 2 Each $ $

63600-3000 Line C0740 1 Each $ $

63600-5000 Line C0760 1 CTSM $

Thermoplastic Pavement Marking Stripes, white (0.15 mts. Width)

Dumped Riprap, Class 1

Planting Vetiveria zizanioides (Vetiveria Grass)

Cold Milling Bituminous Concrete Pavement (0.05m)

Hot Plant-Mix Bituminous Pavement Mix S (75) (38)

Combination Concrete Curb and Gutter, Type-F

Concrete Gutter (Shallow)

Gabions (Riprap/ Revetment)

Filter Blanket (Riprap/ Revetment)

Concrete Chute

Thermoplastic Pavement Marking Stripes, yellow (0.15 mts. Width)

Hot Plant-Mix Bituminous Pavement Mix B (75) (1)

W-Beam Guardrail

Crashworthy End Terminal Type 1

4" Gate Valve

Utility Company Compensation (PRASA)

4" PVC Pipe, SDR 14

4" SD Cast Iron Elbow (22.5° Bend)

4" SD Cast Iron Elbow (45° Bend)

Amendment No. 0005

12,000.00

B-7

Project No: PR ST ER PRMNT RPR(8)

Name: ER-HWY-463

Item No. Quantity Unit Unit Price Amount

63800-1000 Line C0780 ALL LPSM $

65000-0000 Line C0800 65 m2 $ $

66100-1000 Line C0820 2 Each $ $

92500-0000 Line C0840 65 m2 $ $

93501-0000 Line C0860 5 Each $ $

94000-1000 Line C0880 180 m3 $ $

Maintenance of Traffic (MOT)

Concrete Slope Paving (Embankment Protection)

Project Funding Sign

Mechanically Stabilized Earth Retaining Wall

Locate Utility, Test Pit

Select Granular Backfill

Amendment No. 0005

Francisco.Cintron

B-8

BID SUMMARY

Project PR ST ER PRMNT RPR(8)

(1) $____________________

(2) $____________________

Schedule A (Base Contract) Bid Total (from Page B-1) =

Schedule B (Government Option 1) Bid Total (from Page B- ) =

Schedule C (Government Option 2) Bid Total (from Page B-6) = (3) $____________________

Total Price of Project (for evaluation purposes only)

EVALUATION TOTAL PRICE OF PROJECT = (1) + (2) + (3) $____________________

Maximum Time Allowed for the Contract if all schedules are Awarded at the Same Time

If the Government awards the contract as Schedules A + B + C, the performance period to complete all contract work will be 460 calendar days.

If Schedules A, B, and C are not awarded at the same time, Maximum Time Allowed for completion of each award configuration is as follows:

If the Government awards the contract as Schedules A + B, the performance period to complete all contract work will be 450 calendar days.

If the Government awards the contract as Schedules A + C, the performance period to complete all contract work will be 420 calendar days.

If the Government awards the contract as Schedule A only, the performance period to complete all Schedule A work will be 310 calendar days and will start on the effective date of Schedule A’s Notice to Proceed.

If Schedule B (Government Option 1) is exercised after the award of the original contract, the performance period to complete all Schedule B work will be 195 calendar days and will start on the effective date of Schedule B’s Notice to Proceed.

If Schedule C (Government Option 2) is exercised after the award of the original contract, the performance period to complete all Schedule C work will be 170 calendar days and will start on the effective date of Schedule C’s Notice to Proceed.

Amendment No. 0005B-9

B Pages Changes Summary Page 1 of 1

B Pages changes

1. Delete the Cost Proposal Bid Schedules and Cost Proposal Bid Summary, pages B-1 through B-8, and substitute with the amended Cost Proposal Bid Schedules and Cost Proposal Bid Summary, pages B-1 through B-9.

a) Revised bid quantities for the following Schedule B pay item:

1. Pay Item 20300-0000 Unclassified Excavation (Cut to Waste)

2. Pay Item 30400-1000 Aggregate Base Course Class, A, (0.15m)

3. Pay Item 42100-1000 Hot Plant-Mix Bituminous Pavement S (75) (38)

4. Pay Item 42100-3000 Hot Plant-Mix Bituminous Pavement B (75) (1)

5. Pay Item 94000-1000 Select Granular Backfill

b) Added Pay Item 60900-4000 Combination Concrete Curb and Gutter, Type West to Schedule B.

c) Revised bid quantities for the following Schedule C pay item:

1. Pay Item 20300-0000 Unclassified Excavation (Cut to Waste)

2. Pay Item 20500-0000 Trench Excavation, Unclassified (4" PVC Pipe, SDR 14)

3. Pay Item 30400-1000 Aggregate Base Course Class, A, (0.15m)

4. Pay Item 30400-2000 Aggregate Base Course Class, A-1-a (AASHTO Soil

Classification System), (0.63m)

5. Pay Item 30500-1000 Lean Concrete Base (0.15m)

6. Pay Item 42100-1000 Hot Plant-Mix Bituminous Pavement S (75) (38)

7. Pay Item 42100-3000 Hot Plant-Mix Bituminous Pavement B (75) (1)

8. Pay Item 61700-0000 Concrete Chute

9. Pay Item 92500-0000 Mechanically Stabilized Earth Retaining Wall

10. Pay Item 94000-1000 Select Granular Backfill

d) Revised the amount for Pay Item 15102-0000 Reimbursement for Municipality Tax

Payments in Schedule C.

e) Revised the unit of measurement for Pay Item 61400-2000 Filter Blanket (Riprap/Revetment) in Schedule C.

f) Deleted pay item 42100-3000 Hot Plant-Mix Bituminous Pavement Mix B (75) (12) in Schedule C.

g) Revised the Cost Proposal Summary to edit the page number of where to get the Bid Total for Schedule C (Government Option 2).

Plan Sheet changes 1 of 3

Plan Sheet changes

1. Delete Typical Sections, Sheet GR-A/5, and substitute the amended Typical Sections, Sheet GR- A/5.

a) Revised Typical Sections (STA 0+37.9014 TO 0+38.7740, STA 0+38.7740 TO

0+51.6505, STA 0+51.6505 TO 0+58.2643, and STA 0+58.2643 TO 0+61.2564)

2. Delete Demolition Plan, Sheet DM-A/1, and substitute the amended Demolition Plan, Sheet DM- A/1.

a) Revised Demolition Plan.

3. Delete Construction Notes and Details, Sheet MOT-A/2, and substitute the amended Construction

Notes and Details, Sheet MOT-A/2.

a) Revised Stage-I Construction notes.

4. Delete Maintenance of Traffic Plan, Sheet MOT-A/3, and substitute the amended Maintenance of Traffic Plan, Sheet MOT-A/3.

a) Revised Maintenance of Traffic Plan.

5. Delete Maintenance of Traffic Plan, Sheet MOT-A/4, and substitute the amended Maintenance of

Traffic Plan, Sheet MOT-A/4.

a) Revised Maintenance of Traffic Plan.

6. Delete Plan and Profile, Sheet PP-A/1, and substitute the amended Plan and Profile, Sheet PP- A/1.

a) Revised the plan view in the Plans and Profile.

7. Delete Drainage Plan and Details, Sheet DR-A/1, and substitute the amended Drainage Plan and

Details, Sheet DR-A/1.

a) Revised Proposed Elevations Blow-Up.

8. Delete Drainage Plan Phase II and Detail, Sheet DR-A/2, and substitute the amended Drainage Plan Phase II and Detail, Sheet DR-A/2.

a) Revised multiple call outs on the Drainage Plan Phase II and Detail.

9. Delete Reinforced Soil Wall Plan and Profile, Sheet RW-A/1, and substitute the amended

Reinforced Soil Wall Plan and Profile, Sheet RW-A/1.

a) Revised the plan view in the Reinforced Soil Wall Plan and Profile.

Plan Sheet changes 2 of 3

10. Delete Reinforced Soil Wall Detail, Sheet RW-A/3, and substitute the amended Reinforced Soil Wall Detail, Sheet RW-A/3.

a) Revised notes regarding the backfill required for the wall.

11. Delete Reinforced Soil Wall Notes, Sheet RW-A/4, and substitute the amended Reinforced Soil

Wall Notes, Sheet RW-A/4.

a) Revised notes 7.0 and 7.1.

12. Delete Cross Section Key Map, Sheet CS-A/1, and substitute the amended Cross Section Key Map, Sheet CS-A/1.

a. Revised Cross Section Key Map.

13. Delete Cross Sections, Sheet CS-A/2, and substitute the amended Cross Sections, Sheet CS-A/2.

a) Revised Cross Sections (STA 0+40, STA 0+50, and STA 0+60)

14. Delete Typical Sections, Sheet GR-C/5, and substitute the amended Typical Sections, Sheet GR-

C/5.

a) Revised Typical Sections (STA 0+00.0000 TO 0+27.0544, STA 0+27.0544 TO

0+35.4959, STA 0+35.4959 TO 0+38.8138, STA 0+38.8138 TO 0+47.6735, STA

0+47.6735 TO 0+59.5800, and STA 0+59.5800 TO 0+73.5300)

b) Revised Table No.1

15. Delete Demolition Plan, Sheet DM-C/1, and substitute the amended Demolition Plan, Sheet DM- C/1.

a) Revised Demolition Plans.

16. Delete Plans and Profiles, Sheet PP-C/1, and substitute the amended Plans and Profiles, Sheet

PP-C/1.

a) Revised Plan view in the Plan and Profiles.

17. Delete Drainage Plan (Phase I & II), Sheet DR-C/1, and substitute the amended Drainage Plan (Phase I & II), Sheet DR-C/1.

b) Revised Drainage Plan (Phase I).

18. Delete Reinforced Soil Wall Detail, Sheet RW-C/2, and substitute the amended Reinforced Soil

Wall Detail, Sheet RW-C/2.

a) Revised notes regarding the backfill required for the wall.

Plan Sheet changes 3 of 3

19. Delete Reinforced Soil Wall Notes, Sheet RW-C/3, and substitute the amended Reinforced Soil Wall Notes, Sheet RW-C/3.

a) Revised notes 7.0 and 7.1.

20. Delete Cross Sections, Sheet CS-C/2, and substitute the amended Cross Sections, Sheet CS-C/2.

c) Revised Cross Sections (STA 0+30, STA 0+40, and STA 0+50)

DESPIAU ASSOCIATES

CONSULTING GEOTECHNICAL ENGINEERS

PO BOX 260370

San Juan, PR 00926-2622 www.despiau.net

ADDENDUM No.1 Slope Stability Report as Part of the Landslide and Road Damage

Evaluation and Reconstruction Project ER-HWY-2 at State Road PR-1, Km. 61.80 on Pedro Avila Ward

Of the Municipality of Cayey, Puerto Rico Reference No. DA/18O3759

April 28, 2020

Prepared for:

EBP Design Group Consulting Engineers, P.S.C.

207 Del Parque St., 4th Floor San, Juan, PR. 00912

Jose R. Despiau, P.E., License #17343 Geotechnical Engineer, Despiau Associates – Consulting Geotechnical Engineers.

P.O. Box 260370 San Juan, PR 00926-2622 ● 787.281.0686 ● www.despiau.net

April 28, 2020

San, Juan, PR. 00912

Ph: (787) 268-0550; Fax: (787) 268-1410 e-mail: ebpdesign@prtc.net

Attn.: Mr. Enrique Blanes Palmer, President

Subject: Addendum 1 - Proposed Geotechnical Engineering and Subsurface Exploratory

Services for Landslide and/or Road Damage Evaluation ER-HWY-2

Reconstruction Project Assessment at State Road PR-1, Km. 61.80 on Pedro Avila

Ward, of the Municipality of Cayey, Puerto Rico; Reference No. DA/18O3759

Dear Eng. Blanes-Palmer:

Attached herewith is the Slope Stability Analyses, prepared for the Landslide and/or Road

Damage Evaluation ER-HWY-2 Reconstruction Project at State Road PR-1, Km. 61.80 on Pedro

Avila Ward, of the Municipality of Cayey, Puerto Rico.

We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further service, please contact us.

Respectfully Submitted, Jose R. Despiau, PE.

Geotechnical Engineer

Project No.: DA/18O3759 Cayey, Puerto Rico April 28, 2020

DESPIAU ASSOCIATES – CONSULTING GEOTECHNICAL ENGINEERS i

TABLE OF CONTENTS

Page No.

I. INTRODUCTION

II. SLOPE AND GLOBAL STABILITY

2.1 Proposed Retaining Structure

2.2 Global Stability Analysis Results

III. LIMITATIONS

Appendix (1) – Slope Stability Analyses

I. INTRODUCTION

A subsoil exploratory program was conducted to establish the subsurface profile and to allow the presentation of the engineering assessment, from a geotechnical standpoint, in addition to providing the construction guidelines for the implementation of the proposed improvements along the eastern sloping grounds, where extensive degradation, erosional effects, and a major landslide and road distress have been experienced causing the complete failure of the eastern edge of State Road PR-1 and partial collapse of State Road PR-1 pavement/curb structure. The results of the subsurface exploratory program were presented in our geotechnical report DA/18O3759, dated January 8, 2019.

This addendum shall form part of the project’s geotechnical documentation in conjunction with the already submitted geotechnical report.

Based on the results of the subsurface exploration performed, evaluations and Site observations, our engineering assessment was that the primary cause for the prevalent conditions were caused by the excessive surface runoff/raveling and subsurface ground water toward the eastern lowland sectors, eroding the lower eastern sloping grounds composed of subsurface coarse cobble-gravel conglomerate with silty, and clayey sand soil fines. The storm surge (extensive water runoff/flow) experienced during the hurricane (Maria) saturated and eroded the eastern southern sloping ground subsurface. The intense and above normal surface erosional conditions experienced during Hurricane

Maria was the primary factor which caused the prevailing conditions.

The prevailing sloping grounds east of State Road PR-1 have slope ratios ranging between 38 to 48 degrees. These slope ratios are too steep considering the in-situ soil which have lower internal friction angles, especially on the upper surface layer. Moreover, since there is no space available to reconstruct the affected sloping grounds with adequate slope ratios (not steeper than 2.0H:1V), then a retaining structures along the eastern edge of State Road PR-1 shall be provided to protect the pavement structure and traffic loads.

To cope with the disclosed subsoil conditions and to assure not further instability is experienced, geotechnical recommendations and foundation design parameters were provided for the proposed improvements.

Project No.: DA/18O3759 Cayey, Puerto Rico April 28, 2020

DESPIAU ASSOCIATES – CONSULTING GEOTECHNICAL ENGINEERS 2

Considering the subsoil profile and the prevailing conditions of the Site (i.e. slope ratios), three (3) re-construction/design approaches were provided in the aforementioned geotechnical report. These were the following:

1. A cantilever retaining structure to retain the eastern soil embankment mass and any existing structures (i.e. State Road PR-1). For this alternative, rock anchors were predicted in order to allow an adequate factor of safety against sliding and overturning.

2. As a second alternative, a Reinforced Soil Wall was proposed, provided enough space to place the required geogrids lengths behind the wall was guaranteed.

3. Another alternative proposed, was the use of a cantilever retaining wall supported over 18”-inch drilled shafts, spaced evenly along the eastern sloping grounds (east of PR-1) to restrict the embankment soil movements.

Following the evaluation of the A/E Design Team and PRTHA personnel the second alternative was selected. The global slope stability analysis performed on the selected Reinforced Soil Wall are being presented in the following sections of this Addendum.

As per the project’s requirements, the evaluation of the proposed retaining structure was made in accordance with the AASHTO LRFD Standards and the PRTHA Highway Design Manual.

II. SLOPE AND GLOBAL STABILITY

The proper design and analysis of the proposed retaining structure includes consideration of external, internal, and global stability. The external stability considers the wall mass and any supplemental reinforced backfill zone as a monolithic block, and includes sliding, overturning, and bearing capacity failure of the wall. The internal stability should consider the strength and mechanical connections or interlocking of the selected retaining structure. On the other hand, the global stability considers the failure of the slope cross-section above and below the limits of the retaining structure components. The results of these analyses are dependent upon the wall

Project No.: DA/18O3759 Cayey, Puerto Rico April 28, 2020

DESPIAU ASSOCIATES – CONSULTING GEOTECHNICAL ENGINEERS 3

configuration, wall type, slope geometry, surcharge loading, groundwater, as well as soil characteristics (e.g. texture, density, shear strength, and moisture content).

In general, slope stability analyses include static and dynamic, analytical or empirical methods to evaluate the stability of slopes in soil and rock. The analyses are aimed to understand the causes of an occurred slope failure, or the factors that can potentially trigger a slope movement, resulting in a landslide, as well as at preventing the initiation of such movement, slowing it down or arresting it through mitigation countermeasures.

The adequacy of slope is determined by the Factor of Safety (FS) obtained in a slope stability analysis. A Factor of Safety is the sum of resisting forces (forces which resist movement or failure) divided by the sum of driving forces (forces which promote movement or failure). Factors that resist movement are primarily the soil shear strength (friction and cohesion), mechanical or man-made devices to reinforce the slope, and/or counterweight measures at the lower portions of the slopes.

Factors that drive or promote slope movement are primarily upland soil mass, surcharge loads, gravity, groundwater or pore water pressure, and seepage forces, where present.

To avoid movement or failure, the resisting forces must be greater than the driving forces and their ratio, or Factor of Safety, must be greater than 1. When driving forces exceed the peak resisting forces, movement occurs. Often, the remaining strength of the failed soil mass, or soil in the zone of shear planes (referred to as residual strength) is lower than the peak strength. Increasing or improving stability of slopes involves increasing the resisting or decreasing the driving forces.

Sometimes only minor changes to slope geometry, erosion, surface water flow, or changes in groundwater levels can affect the stability of slopes. Movements related to instability can occur rapidly or slowly.

Soil slopes that have noticeably failed, as is the case of the present project, provide useful information regarding the conditions of the slope and soil strength characteristics at the time of failure. The slope model requires information about the slope geometry, shape of failure surface, stratigraphy, shear strength, unit weight of the materials, pore water pressures, and presence of other over-imposed loadings. Much of this information is collected during field exploration at the site, and then is used to constitute a back-analysis model. Back-analysis is the iterative process of developing a suitable slope model from the assumed near-failure condition. This model is helpful to better understand the

Project No.: DA/18O3759 Cayey, Puerto Rico April 28, 2020

DESPIAU ASSOCIATES – CONSULTING GEOTECHNICAL ENGINEERS 4

condition of the existing slope, and aids in the evaluation of changes in overall stability by the planned grading changes, and for the development of measures that should be considered to obtain an adequate factor of safety of the slope.

Generally, the proposed conditions of slopes are modeled to evaluate if the proposed improvements are adequate to obtain slope stability. Should the factor of safety be less than the minimum required, then changes in design should be considered and re-evaluated until satisfactory Factor of Safety are obtained.

The following sections of this Addendum present the results of the global stability analyses made for the proposed improvements planned at the most critical section of the project.

2.1 Proposed Retaining Structure

A Reinforced Earth Wall (MSE) consisting of steel wire facing with geotextile in the wall face and geogrid soil reinforcement installed horizontally in the wall backfill, was selected by the A/E Design

Team. The typical Reinforced Earth Wall section selected is presented in Figure 1.

Figure 1: Typical Section of Reinforced Soil Wall – taken from Design Calculation Report

Project No.: DA/18O3759 Cayey, Puerto Rico April 28, 2020

DESPIAU ASSOCIATES – CONSULTING GEOTECHNICAL ENGINEERS 5

The wire facing consists of L-shaped baskets typically 18 inches high and 18 inches deep. Galvanized steel wire is typically used for permanent structures and black steel for temporary walls. The typical welded wire form system in presented in Figure 2.

Figure 2: Typical Section of Wire – presented in Sheet RW-A/3 of Design Plans

Also, a geotextile to retain the backfill placed in the wall face shall be installed behind the wire facing.

The total height of the wall (i.e. 6.40 meters – (20.9 ft.), and the long-term design strengths and length of the geogrids (i.e. 4.5 meters – (14.76 ft.)) were selected based on the structural design submitted for our review for the present evaluation. The geogrid properties used are shown in the following table.

Project No.: DA/18O3759 Cayey, Puerto Rico April 28, 2020

DESPIAU ASSOCIATES – CONSULTING GEOTECHNICAL ENGINEERS 6

TABLE NO. 1 – Design Geogrid Properties

Geogrid Type Ultimate Tensile

(lb/ft.)

Long-Term Design

Tensile (lb/ft.)

Length

Type 3 7811 2486 4.5 mts. (14.8 ft.)

The minimum embedment of the MSE wall evaluated was 1.0 meter, below the final grade in front of the wall. The recommended backfill to be placed in the reinforced zone (i.e., reinforced backfill) consist of A-1-b or better AASHTO type compacted to 98 % of its maximum modified proctor density. The recommended soil design parameters for retaining wall backfill materials are presented below in Table

2 and the soil design parameter for analysis are presented in table 2A, below.

TABLE NO. 2 - SUMMARY OF IN-SITU SOIL PARAMETERS

(as per geotechnical report)

Recommended Range of values of In-situ Soil

Soil Description (pcf.) (degrees) C (psf.)

New Fill (A-2-4) 125 25 Neglect

New Fill (Crushed-Stone)

133 33 Neglect

(0'-5’) 125 27 Neglect deeper than 5’ 133 33 -

Key to abbreviations: = Moist Unit Weight, = Friction Angle, and c = Cohesion.

TABLE NO. 2A - SOIL PARAMETERS FOR ANALYSIS AND PRESENT EVALUATION

Reinforced Soil (A-1-b, AASHTO Type)

127 30 Neglect

Retained Soil 125 27 Neglect

Foundation Soil 133 33 Neglect

As part of the drainage control for the retaining walls, all proposed or existing slopes above and below the retaining walls should be maintained and protected against erosion.

Project No.: DA/18O3759 Cayey, Puerto Rico April 28, 2020

DESPIAU ASSOCIATES – CONSULTING GEOTECHNICAL ENGINEERS 7

Evaluation of the internal and external stability of the designed retaining structure is an integral part of the structural design and were not reviewed by the undersigned. However, for the present slope stability review the influence of the planned improvements on the global stability at the most critical section was analyzed. The results of these analyses, associated considerations, and opinions are

2.2 Global Stability Analysis Results

For purposes of evaluating the global stability, the cross-section and subsurface soil conditions that posed the greatest potential for slope instability were reviewed. A representative cross-sectional model of the designed retaining wall at the most critical section was used for the global stability analyses. The model made was developed from available information and submitted design plans which included: 1) the proposed retaining structure Cross Sections prepared by the designer; 2) a live load surcharge of 250 psf, accounting for traffic induced loads; and 3) soil parameters, test borings and laboratory test results contained in the geotechnical report.

Global slope stability analyses were completed utilizing the computer software GEO5 by FINE

Engineering Software. Specifically, the Bishop and Spencer analysis methods were used to calculate a factor of safety (FS), utilizing grid search of circular failure mode analysis. Extensive searches were performed that resulted in hypothetical failure surfaces with the lowest factors of safety against slope failure for the different conditions analyzed. The minimum required safety factors as per PRHTA

Design standards are: 1.5 and 1.125 (considering 50% of horizontal seismic coefficient), for static and pseudo-static conditions, respectively. Thus, these minimums were used in the herein slope stability evaluations.

Based on our global slope stability analyses for the designed retaining structure, the minimum slope stability safety factor obtained exceeded the desired values of 1.5 and 1.125, for static and pseudo-static conditions, respectively. The results of the analyses are summarized in Table 3.

Project No.: DA/18O3759 Cayey, Puerto Rico April 28, 2020

DESPIAU ASSOCIATES – CONSULTING GEOTECHNICAL ENGINEERS 8

Table 3: Global Stability Analysis Summary

Summary of Slope Stability Analyses Results

Location Method – Analysis Type Design

Situation Computed Minimum

Factor of Safety Status

(OK/NG)

STA. 0+54.05

Bishop – Grid Search Permanent 1.53 > 1.50 OK

Spencer – Grid Search Permanent 1.58 > 1.50 OK

STA. 0+54.05

Bishop – Grid Search Seismic 1.37 > 1.125 OK

Spencer – Grid Search Seismic 1.50 > 1.125 OK

Based on the results of our analyses, it is our opinion that the proposed retaining structure is satisfactory, and the reviewed sloping grounds will be stable, provided the designed retaining structure is adequately constructed. Computer outputs of the slope stability program showing the cross-sectional model, strength parameters, groundwater conditions, critical failure plane and computed relative lowest factor of safety are presented in Appendix 1.

III. LIMITATIONS

The above design parameters and recommendations are based in the information and interpretation of laboratory data of the test boring performed, and published correlations. In the event, any changes in the nature, design, or location of the proposed development, the conclusions and recommendations contained in this Addendum should not be considered valid unless the changes are reviewed, and the recommendations contain herein are verified and/or modified in writing by the undersigned.

The undersigned will not be responsible for any claims, damages, or liability associated with interpretation or reuse of the subsurface data, and engineering analysis contained herein without his written consent. These recommendations and other design variants provided in our geotechnical report, where applicable, shall be also considered.

The provision of services by Despiau Associates is specific to only providing documentation in relation to geotechnical recommendations and specifications for the submitted report. All other additional engineering or non-engineering specifications were not included in the services provided.

The scheduled fee did not cover any provision of any services beyond the issue of the geotechnical

Report. All further documentation or inspections will be charged at a separate quoted fee.

Project No.: DA/18O3759 Cayey, Puerto Rico April 28, 2020

DESPIAU ASSOCIATES – CONSULTING GEOTECHNICAL ENGINEERS 9

Should you have any question regarding this matter, do not hesitate to contact us.

Jose R. Despiau, PE

Addendum to Report DA/18O3759

APPENDIX (1)

Slope Stability Analysis Results

Despiau Associates J.Despiau

ER-HWY-2

[GEO5 - Slope Stability | version 5.2020.28.0 | hardware key 10291 / 2 | Despiau Associates Corp. | Copyright © 2020 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]

Slope stability analysis Input data Project Task :

Description :

Customer :

Author :

Date :

Project ID :

Project number :

ER-HWY-2

Slope Stability Analysis EBP Design Group, PSC J.Despiau 4/24/2020

ER-HWY-2

AC-805544

Settings

LRFD - PR

Stability analysis Earthquake analysis :

Verification methodology :

Standard Safety factors (PRHTA)

Safety factors Permanent design situation

Safety factor : SFs = 1.50 [–]

Safety factors Seismic design situation

Safety factor : SFs = 1.12 [–]

Interface

No. Interface location Coordinates of interface points [ft] x z x z x z

0.00 142.36 151.83 160.44 188.13 202.16 225.16 253.67

145.32 177.00 182.00 188.56 191.84

0.00 140.93 146.47 165.02 164.79 164.48 182.82 209.98

144.71 146.68 152.86 156.15 164.64

106.43 143.94 152.76 178.34 191.84 206.75 233.17 264.55

156.95 177.00 185.28 188.56 191.84

93.24 142.62 146.63 164.79 164.71 164.45 190.83 221.16

144.66 149.58 152.86 159.43 164.71

141.93 145.32 160.29 187.83 195.36 223.60 248.46 265.93

177.00 182.00 185.28 191.84

139.38 144.71 146.68 164.79 164.64 181.27 205.11 222.58

144.66 149.58 156.15 159.43

Soil parameters - effective stress state

No. Name Pattern jef cef [psf] g [pcf]

1 Poorly graded gravel (GP), medium dense 30.00 0.0 127.0

ER-HWY-2

[GEO5 - Slope Stability | version 5.2020.28.0 | hardware key 10291 / 2 | Despiau Associates Corp. | Copyright © 2020 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]

Soil parameters - uplift

No. Name Pattern gsat [pcf] gs [pcf] n

1 Poorly graded gravel (GP), medium dense 127.0

Soil parameters Poorly graded gravel (GP), medium dense Unit weight :

Stress-state :

Angle of internal friction :

Cohesion of soil :

Saturated unit weight :

g effective jef cef gsat

127.0

30.00 0.0

127.0 pcf psf pcf

Rigid bodies

No. Name Sample g [pcf]

1 Weathered Rock 133.0

Assigning and surfaces

No. Surface position Coordinates of surface points [ft] x z x z

Assigned soil

156.95 177.00 182.00 185.28 188.56 191.84 191.84 187.83 160.44 152.76 145.32

191.84 188.56 185.28 182.00 177.00 177.00 145.32 142.36 106.43

0.00 265.93 253.67 233.17 223.60

144.66 146.68 149.58 152.86 156.15 159.43 164.71 164.79 165.02 146.63 144.71

164.64 159.43 156.15 152.86 149.58 144.66 144.71 140.93 93.24

-10.00 222.58 209.98 190.83 181.27

177.00 177.00 182.00 185.28 188.56 191.84 188.13 178.34 160.29 151.83

191.84 188.56 185.28 182.00 177.00 156.95 143.94 141.93

0.00 265.93 264.55 248.46 225.16 206.75

144.66 149.58 152.86 156.15 159.43 164.64 164.79 164.79 146.68 146.47

159.43 156.15 152.86 149.58 146.68 144.66 142.62 139.38

0.00 -10.00 221.16 205.11 182.82 164.45

Poorly graded gravel (GP), medium dense

Weathered Rock

ER-HWY-2

[GEO5 - Slope Stability | version 5.2020.28.0 | hardware key 10291 / 2 | Despiau Associates Corp. | Copyright © 2020 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]

No. Surface position Coordinates of surface points [ft] x z x z

Assigned soil

202.16 191.84

164.48 164.71

195.36 164.64

Reinforcements

No.

Point to the left x [ft] z [ft] Point to the right x [ft] z [ft] Length L [ft]

Strength Rt [lbf/ft]

Pull out resist.

End of reinf.

160.29 160.30 160.31 160.32 160.33 160.34 160.35 160.36 160.37 160.38 160.39 160.40

146.68 148.18 149.68 151.18 152.68 154.18 155.68 157.18 158.68 160.18 161.68 163.18

175.05 175.06 175.07 175.08 175.09 175.10 175.11 175.12 175.13 175.14 175.15 175.16

146.68 148.18 149.68 151.18 152.68 154.18 155.68 157.18 158.68 160.18 161.68 163.18

14.76 14.76 14.76 14.76 14.76 14.76 14.76 14.76 14.76 14.76 14.76 14.76

7811.0 7811.0 7811.0 7811.0 7811.0 7811.0 7811.0 7811.0 7811.0 7811.0 7811.0 7811.0 lk = 3.00 ft lk = 3.00 ft lk = 3.00 ft lk = 3.00 ft lk = 3.00 ft lk = 3.00 ft lk = 3.00 ft lk = 3.00 ft lk = 3.00 ft lk = 3.00 ft lk = 3.00 ft lk = 3.00 ft

Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed Fixed

Surcharge

No. Type Type of action Location z [ft]

Origin x [ft]

Length l [ft]

Width b [ft]

Slope a [°]

Magnitude q, q1, f, F q2 unit

1 strip permanent on terrain x = 168.79 l = 33.50 0.00 250.0 lbf/ft2

Surcharges No. Name 1 traffic Load

Water Water type : No water Tensile crack Tensile crack not input.

Earthquake Horizontal seismic coefficient :

Vertical seismic coefficient :

Kh = Kv =

0.20 0.00

Settings of the stage of construction Design situation : permanent

Results (Stage of construction 1) Analysis 1 (stage 1) Circular slip surface

Slip surface parameters

Center :

Radius :

x = z = R =

161.56 180.05 31.68

[ft] [ft] [ft]

Angles :

a1 = a2 =

-2.27 61.16

Slip surface after grid search.

ER-HWY-2

[GEO5 - Slope Stability | version 5.2020.28.0 | hardware key 10291 / 2 | Despiau Associates Corp. | Copyright © 2020 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]

Reinforcement bearing capacity Reinforcement

Bearing capacity [lbf/ft] 0.0 0.0

7811.0 1224.4

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Slope stability verification (Bishop) Sum of active forces :

Sum of passive forces :

Sliding moment :

Resisting moment :

Fa = Fp = Ma = Mp =

23588.5 36087.2

747379.4 1143390.2 lbf/ft lbf/ft lbfft/ft lbfft/ft

Factor of safety = 1.53 > 1.50 Slope stability ACCEPTABLE Slip surface grid search (Bishop)

No. Center x [ft] z [ft]

Radius R [ft]

FS Verification

153.56 153.56 153.56 153.56 153.56 153.56 153.56 153.56 153.56 153.56 153.56 153.56 153.56 153.56 153.56 153.56 153.56 153.56 153.56 153.56 153.56 153.56 153.56 155.56 155.56 155.56 155.56 155.56

172.05 172.05 172.05 174.05 174.05 174.05 174.05 176.05 176.05 176.05 176.05 176.05 178.05 178.05 178.05 178.05 178.05 178.05 180.05 180.05 180.05 180.05 180.05 172.05 172.05 172.05 174.05 174.05

23.68 25.68 25.68 23.68 25.68 27.68 27.68 23.68 25.68 27.68 29.68 29.68 23.68 25.68 27.68 29.68 31.68 31.68 23.68 25.68 27.68 29.68 31.68 23.68 25.68 25.68 23.68 25.68

3.74 2.82 2.52 3.94 3.31 2.54 2.52 4.93 3.48 3.01 2.34 2.52 5.16 4.46 3.13 2.77 2.19 2.52 4.85 4.81 3.98 2.86 2.59 2.95 2.30 2.78 3.59 2.69

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ER-HWY-2

[GEO5 - Slope Stability | version 5.2020.28.0 | hardware key 10291 / 2 | Despiau Associates Corp. | Copyright © 2020 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]

No. Center x [ft] z [ft]

Radius R [ft]

FS Verification

155.56 155.56 155.56 155.56 155.56 155.56 155.56 155.56 155.56 155.56 155.56 155.56 155.56 155.56 155.56 155.56 155.56 157.56 157.56 157.56 157.56 157.56 157.56 157.56 157.56 157.56 157.56 157.56 157.56 157.56 157.56 157.56 157.56 157.56 157.56 157.56 159.56 159.56 159.56 159.56 159.56 159.56 159.56 159.56 159.56 159.56 159.56 159.56 159.56 159.56

174.05 174.05 176.05 176.05 176.05 176.05 176.05 178.05 178.05 178.05 178.05 178.05 180.05 180.05 180.05 180.05 180.05 172.05 172.05 174.05 174.05 174.05 176.05 176.05 176.05 176.05 178.05 178.05 178.05 178.05 178.05 180.05 180.05 180.05 180.05 180.05 172.05 172.05 174.05 174.05 174.05 176.05 176.05 176.05 176.05 178.05 178.05 178.05 178.05 178.05

27.68 27.68 23.68 25.68 27.68 29.68 29.68 23.68 25.68 27.68 29.68 31.68 23.68 25.68 27.68 29.68 31.68 23.68 25.68 23.68 25.68 27.68 23.68 25.68 27.68 29.68 23.68 25.68 27.68 29.68 31.68 23.68 25.68 27.68 29.68 31.68 23.68 25.68 23.68 25.68 27.68 23.68 25.68 27.68 29.68 23.68 25.68 27.68 29.68 31.68

2.11 2.77 3.77 3.24 2.48 1.99 2.76 4.07 3.39 2.99 2.29 1.88 5.35 3.63 3.08 2.79 2.18 2.43 2.32 2.90 2.26 2.15 2.92 2.65 2.11 2.06 3.77 2.69 2.50 1.96 1.98 4.14 3.46 2.44 2.39 1.88 2.05 2.07 2.45 1.94 1.93 2.36 2.25 1.85 1.86 2.94 2.22 2.14 1.76 1.79

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ER-HWY-2

[GEO5 - Slope Stability | version 5.2020.28.0 | hardware key 10291 / 2 | Despiau Associates Corp. | Copyright © 2020 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]

No. Center x [ft] z [ft]

Radius R [ft]

FS Verification

159.56 159.56 159.56 159.56 159.56 161.56 161.56 161.56 161.56 161.56 161.56 161.56 161.56 161.56 161.56 161.56 161.56 161.56 161.56 161.56 161.56 161.56 161.56 161.56

180.05 180.05 180.05 180.05 180.05 172.05 172.05 174.05 174.05 174.05 176.05 176.05 176.05 176.05 178.05 178.05 178.05 178.05 178.05 180.05 180.05 180.05 180.05 180.05

23.68 25.68 27.68 29.68 31.68 23.68 25.68 23.68 25.68 27.68 23.68 25.68 27.68 29.68 23.68 25.68 27.68 29.68 31.68 23.68 25.68 27.68 29.68 31.68

3.04 2.76 2.02 2.05 1.68 1.81 1.88 2.15 1.73 1.80 1.95 2.02 1.65 1.74 2.40 1.84 1.93 1.58 1.72 2.30 2.27 1.75 1.85 1.53

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

ACCEPTABLE

Name : Slope Stability Analysis Stage - analysis : 1 - 1

REINFORECED BACKFILL

TRAFFIC LOAD

1.37 1.50 1.65 1.80 1.95 2.10 2.25 2.40 2.55 2.70 2.85 3.01

> 3.01

Analysis 2 (stage 1) Circular slip surface

ER-HWY-2

[GEO5 - Slope Stability | version 5.2020.28.0 | hardware key 10291 / 2 | Despiau Associates Corp. | Copyright © 2020 Fine spol. s r.o. All Rights Reserved | www.finesoftware.eu]

Slip surface parameters

Center :

Radius :

x = z = R =

158.95…