Amendment_A001_.pdf

AMIENDMIENT OF SOLICITATION/MODIFICATION 10F CONTRACT

1. CONTRACT ID CODE PAGE OF PAGES

2. AME DMENT/MODIFICATIION NO. 3. E.FFECTIIVE DA TE 4. RE1QUl,SITION/PURCHASE REQ .. NO. 5. PROJECT NO. 'If appli cab le)

A00l 10/02/2019 CO FLAP SUM 91(1)

6. ISSUED BY CODE 6905001 7. ADMINISTERED BY r.f'otherthcmltem 6) CODE

FEDERAL HIGHWAY ADMINISTRATION

CENTRAL FEDERAL LANDS HIGHWAY DIVISION

12300 WEST DAKOTA A VENUE, SUITE 360

LAKEWOOD, COLORADO 80228

ATTENTION: JOREY DEML

8. NAME A ID ADDRESS OF CO TRACTOR (No., street, co1m, •, State and ZIP Cod.e (✓) 9A. AMENDMENT OF SOLICITATION NO.

6982AF 19B000006

9B. DA TED (SEE ITE1\111)

09/20/2019

10A. MODIIFICATIO OFCO TRACT/ORDER NO.

HJB. DATED (SEE ITEM 13

CODE I FACl!..ITY CODE

11.. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

[Z] Ttle above numbered svJicitation is. amended as set forth in Item 14. Tlhe hour and date specified for receipt of Offers D is extended. IZ] is not extended.

Offers must acknowledge receipt of th1is a:mendment prior to tile hour and date specified in the solicitation or as amended, by one of tile following methods:

(a) By completing Items 8 and 15, and returning 0* copies of me amendment; (b) By ac!mo'Wledlging receipt of this amendment on each copy of me offer submit1ted; or

(c) By separate letter or telegram Wlli,ah inclu,cles a reference to the so!icitatiion aM amendment numb:ers. FAILURE OF YOUR ACKNOWLEDGMENT TO BE RECEIIVED AT THE PlACIE DESIGNATED FOR THIE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR OFFER. If by virtue of t11is amendment you desire to change an offer already submitted, suc.h change may be mad:e by telegram or lletter, provided each te•legram or letl:er makes reference to the solicitation and this amendment, andl is received prior to the opening hour andl date specified.

12. ACOOUNTING AND APPROPRIATION DATA (Ifreqzrir.ed)

13,. THIS ITEM APPLIES ONLY TO MODIFICATIOINS OF CONTIRACTS/ORDERS,

IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

(✓) A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (SpeciJ aurhm:iiy) THE CHANGES SET FORT IN ITEr•/114 ARE MADE INI THE CONTRACT ORDER - 0. IN ITEM 110A.

B. THIE ABOVE NUMBERED OONTIRACT/ORDER IS MODIFIED TO REFLECT THE ADMI ISTRATIVECHA IGES (such as changes tn paying office, appropriation dat.e, etc.)

SET FORTH IN ITEM 114, PURSUA T TO THE AUTHORITY OF FAR 43. HJ3(b).

C. THIS SUPPLEME. TALAGREEMENT IS ENTERED INTO PURSUA T TO AUTHORITY OF:

D. OTHER (, ,pecifj, 'PtJ of modification and m1thority)

E.

IMPORTANT:

Contractor D isnot, [Z] iis required to sign this document and return * See Item 14 Below copies to the issuing office.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Otganiz.ed by UCF sectionlwadings, including solicitationlcontrac.t st�bject matierwherefeasib!e.)

INVITATION FOR BID

Remove and replace Section 582 on pages E-47 through E-54 with the attached corresponding pages.

Remove and replace plan sheets S3 and S6 with the attached corresponding pages.

*FAILURE TO ACKNOWLEDGE THIS AMENDMENT IN BLOCK 19 OF THE SF 1442 BY THE DESIGNATED DATE AND HOUR SPECIFIED IN THE

SOLICITATION MAY RESULT IN REJECTION OF YOUR BID (REFER TO ITEM 11.)

Except as pmvided herein, all terms and conditions o'l'the document referenoed in Item 9A or 1 OA, as heretofore ctlang:ea, remains uncllangecl and in full force a nd effect.

15A. NAME AND TITlE OF Sl!G ER (Type or print)

15B. CONTRACTOR/OFFEROR

(Signah.1r.e ojp.erson. authorized to sign)

PREVIOUS EDITIO U USABLE

16A. NAME AiND TITLE OF CONTRACTING OFFIIGER (Typeorpnnt)

15G. DATE SIGNED 16B. UNITED STATES OIF AMERIICA

BY

16C. DATE SIGNED

(Si grm tu re of Contracting Officer) STANDARD FOiRM' 3,0 (Rev. 10-83J Presoril)ed ,J)y GSA

FAIR (48 CFR) 53.243

Section 582. — HELICAL PILES

(ADDED SECTION)

08/01/14–FP14

Description

582.01 This work consists of designing, furnishing, and installing helical piles. Install the helical piles at the locations designated in the plan drawings or as directed and approved by the CO. The work includes any incidentals and additional work to install the helical piles.

Material

582.02 Material for the helical piles shall be manufactured by a helical pile manufacturer meeting the requirements of this specification. Submit the selected manufacturer to the Engineer for approval.

Components of the helical pile system shall be in accordance with the following:

(a) Central Steel Shaft.

The central steel shaft, consisting of lead sections, helical extensions, and plain extensions, shall comply with the following minimum requirements:

(1) Structural steel tube or pipe: Shall be seamless or straight-seam welded, per ASTM A53, A252, ASTM A500, or ASTM A618.

(2) Minimum wall thickness is 0.300 inches (schedule 80).

(3) Torsional strength rating= 11,000 foot-pounds

(4) Minimum yield strength= 50 ksi

(b) Helical Bearing Plate.

Shall be hot rolled carbon steel sheet, strip, or plate formed on matching metal dies to true helical shape and uniform pitch. Bearing plate material shall conform to the following ASTM specifications: ASTM A36, ASTM A572, A1018, or A656 with minimum yield strength of 50 ksi.

Minimum plate thickness is 3/8 inches.

(c) Bolts.

Amendment 001 10/2/2019

The size and type of bolts used to connect the central steel shaft sections together shall conform to the following specifications:

(1) For use with steel tube or pipe shafts: 3/4 inch diameter bolts per SAE J429 Grade 5 or ASTM F3125, Grade A325.

(d) Couplings.

Shall be formed as integral part of the plain and helical extension material. The couplings shall be hot upset forged sockets or hot forge expanded sockets.

(e) Plates, Shapes, or Pier Caps.

Structural steel plates and shapes for helical pile top attachments shall conform to ASTM A36 or ASTM A572 Grade 50.

(f) Galvanization.

All steel components of helical pile system shall be galvanized according to AASHTO M232 or AASHTO M111, as applicable.

Construction Requirements

582.03 General. The contractor shall be responsible for the design of the helical piles. Helical piles shall be designed to meet the specified loads and acceptance criteria shown on the plans and in the geotechnical report.

Arrange and conduct a pre-design conference following selection of the designer/supplier and before design work starts to discuss structure selection, constructability, and design parameters, methods, and limitations. Include the CO, CFL geotechnical representative, subcontractors, supplier, and the supplier’s design engineer.

Helical pile components as specified shall be manufactured by a facility whose quality systems comply with ISO (International Organization of Standards) 9001 requirements. Certificates of Registration denoting ISO Standards Number shall be presented upon request to the Engineer or their representative.

582.04 Qualifications. Provide the following qualifications to the CO at least 30 days prior to the beginning of any pile work including the following items:

(a) The name of the helical pile subcontractor, if any.

(b) Evidence of the successful completion of at least five (5) projects by the Contractor or Subcontractor in the past 3 years that were similar in concept and scope to this proposed project. Include names, addresses and telephone numbers of the owners’ representatives for verification.

(c) Résumés of the foreman, superintendent and operator to be employed on this project.

Provide evidence showing that the operator has experience and knowledge of the installation equipment that will be used on this project.

(d) Helical piles shall be installed by a Contractor certified by the helical pile manufacturer.

The Contractor shall have satisfied the certification requirements relative to the technical aspects of the product and installation procedures as required by the manufacturer.

582.05 Submittal. At least 30 days prior to the beginning of any pile work, submit the following according to Subsection 104.03:

(a) Start date and proposed construction sequence;

(b) All materials, methods and equipment to be used, including, but not limited to the following:

(1) Installation equipment including the manufacturer’s specifications on the torque motor,

(2) Methods of materials handling and disposal.

(3) Submit shop drawings for all helical pile components, including casing components and pile top attachment to the Engineer for review. This includes helical pile lead and extension section identification (manufacturer's catalog numbers).

(c) Design drawings and calculations for the helical piles signed and sealed by a Professional Engineer licensed in the State of Colorado. The drawings shall include the following:

(1) Pile number, location and pattern by assigned identification number;

(2) Pile design load;

(3) Type and size of central shaft;

(4) Helix configuration;

(5) Minimum effective installation torque;

(6) Displacement plates/centralizers and their locations;

(7) Minimum overall pile length;

(8) Minimum cased length, if applicable;

(9) Cut-off elevation;

(10) Installation equipment; and

(11) Installation procedure for all critical aspects of the construction process.

(d) Submit to the Engineer copies of calibration reports for each torque indicator and all load test equipment to be used on the project. The calibration tests shall have been performed within one year of the date submitted. helical pile installation and testing shall not proceed until the Engineer has received the calibration reports. These calibration reports shall include, but are not limited to, the following information:

(1) Name of project and Contractor

(2) Name of testing agency

(3) Identification (serial number) of device calibrated

(4) Description of calibrated testing equipment

(5) Date of calibration

(6) Calibration data

582.06 Preparation and Installation. Furnish excavating and installation equipment with capacity to install the helical pile of the maximum specified diameter to a depth of 10 feet deeper than the deepest pile indicated on the plans, as measured from the ground surface.

Provide installation equipment of rotary type, with hydraulic power driven torque motor with clockwise and counterclockwise rotation capabilities. Utilize a torque motor capable of continuous adjustment to number of revolutions per minute (RPM) during installation and with a torque capacity 15 percent greater than the torsional strength rating of the central steel shaft to be installed. Do not use percussion drilling equipment.

Provide hoisting/installation equipment capable of applying adequate downward pressure and torque simultaneously to suit project soil conditions and load requirements, and capable of continuous position adjustment to maintain proper pile alignment.

Install the helical piles in accordance with the details submitted under 582.05.

A torque indicator shall be used during helical pile installation. The torque indicator can be an integral part of the installation equipment or externally mounted in-line with the installation tooling.

(a) Shall be capable of providing continuous measurement of applied torque throughout the installation.

(b) Shall be capable of torque measurements in increments of at least 500 foot-pounds.

(c) Shall be calibrated prior to pre-production testing or start of work. Torque indicators which are an integral part of the installation equipment, shall be calibrated on-site. Torque indicators which are mounted in-line with the installation tooling, shall be calibrated either on-site or at an appropriately equipped test facility. Indicators that measure torque as a function of hydraulic pressure shall be calibrated at normal operating temperatures.

(d) Shall be re-calibrated, if in the opinion of the Engineer and/or Contractor reasonable doubt exists as to the accuracy of the torque measurements.

The contractor will be responsible for determining the tip elevations for the piles to provide the required capacity as shown in the plans. The tip depth will be lower than the minimum tip elevation shown in the plans.

Install piles within 2 inches of the position or the line shown in the plans as directed by the CO.

Provide the CO copies of helical pile installation records within 24 hours after each installation is completed. Records shall be prepared in accordance with these specifications. These installation records shall include, but are not limited to, the following information.

(a) Name of project and Contractor

(b) Name of Contractor’s supervisor during installation

(c) Date and time of installation

(d) Name and model of installation equipment

(e) Type of torque indicator used

(f) Location of helical pile by assigned identification number

(g) Actual helical pile type and configuration – including lead section (number and size of helix plates), number and type of extension sections (manufacturer’s SKU numbers)

(h) Total length of installed helical pile

(i) Cut-off elevation

(j) Inclination of helical pile

(k) Comments pertaining to interruptions, obstructions, or other relevant information

(l) Rated load capacities

582.07 Pile Load Tests.

(a) Static load tests. Perform one load test at each bridge end at locations approved by the CO. Install the load test pile to the same tip elevation as the production piles unless otherwise approved by the CO.

Use a test method that conforms to ASTM D 1143, modified for quick load tests, except provide the test load that is two times the Service I axial load. A loaded pile will be determined unacceptable when the total settlement under 200 percent of the Service I load exceeds 1 inch or the permanent settlement exceeds ¼ inch using the standard loading procedure in ASTM D 1143 Section 5.

(b) Exception. The registered design professional engineer of records may substitute installation torque for the axial compression pile load test provided all the following conditions are met:

(1) The helical pile manufacturer verified torque correlation and the correlation between final installation torque and nominal axial capacity is stated in the approved design submittal.

(2) The torque correlation demonstrates a factor of safety (FS) of 2.5 on the Service I axial load.

582.08 Termination Criteria.

(a) The torque as measured during the installation shall not exceed the torsional strength rating of the central steel shaft.

(b) The minimum installation torque and minimum overall length criteria as shown on the working drawings shall be satisfied prior to terminating the helical pile.

(c) If the torsional strength rating of the central steel shaft and/or installation equipment has been reached prior to achieving the contractor specified minimum overall length required, the Contractor shall have the following options:

(1) Terminate the installation at the depth obtained subject to the review and acceptance of the helical pile design representative.

(2) Remove the existing helical pile and install a new one with fewer and/or smaller diameter helical plates. The new helix configuration shall be subject to review and acceptance of the Engineer. If re-installing in the same location, the top-most helix of the new helical pile shall be terminated at least 3 feet beyond the terminating depth of the original helical pile. Shaft section shall not be reused after it has been permanently twisted during a previous installation.

(d) If the minimum installation torque as shown on the working drawings is not achieved at the minimum overall length, and there is no maximum length constraint, the Contractor shall have the following options:

(1) Install the helical pile deeper using additional extension sections, displacement plates, casing if required, and grout.

(2) Remove the existing helical pile and install a new one with additional and/or larger diameter helical plates. The new helix configuration shall be subject to review and acceptance of the Engineer. If re-installing in the same location, the top-most helix of the new helical pile shall be terminated at least 3 feet beyond the terminating depth of the original helical pile.

(3) De-rate the load capacity of the helical pile and install additional pile(s). The de-rated capacity and additional pile location shall be subject to the review and acceptance of the Engineer.

(e) If the helical pile is refused or deflected by a subsurface obstruction, the installation shall be terminated and the pile removed. The obstruction shall be removed, if feasible, and the helical pile re-installed. If obstruction can't be removed, the helical pile shall be installed at an adjacent location, subject to review and acceptance of the Engineer.

(f) The average torque for the last 3 feet of penetration shall be used as the basis of comparison with the minimum installation torque as shown on the working drawings. The average torque shall be defined as the average of the last three readings recorded at 1 foot intervals.

582.09 Unsatisfactory Piles. Correct unsatisfactory piles by a method approved by the CO.

582.10 Acceptance. Helical pile material will be evaluated under Subsections 106.02 and 106.03.

Helical pile installation and related work will be evaluated under Subsections 106.02 and 106.04.

Measurement

582.11 Measure the Section 582 items listed in the bid schedule according to Subsection 109.02.

Payment

582.12 The accepted quantities will be paid at the contract price per unit of measurement for the Section 582 pay items listed in the bid schedule. Payment will be full compensation for the work prescribed in this Section. See Subsection 109.05.

9,920

9,910

9,900

9,890

9,880

9,870

9,860

� 9,850 a3 G:

I

I

I i

Helical pile 1¾" spa.

Rockery wall. See Rdwy.

Plans for details. (typ.)

9'-10¼"

ABUT . 1

Timber support bracket.

See RG3117-F

V Ci_ Pier & Ci_ Helical Pile

To of Helical Pile Elevation bott. of timber beam See Table on RG3117-A.

Helical Pile shaft

ELEVATION HELICAL ANCHOR PILE DETAIL

Length of Boardwalk = 460'-0"

44 spa. @ 10'-0"= 440'-0"

FOUNDATION PLAN

Grade +4.100%

ELEVATION

Helical pile (typ.)

1/liill/N/lt

VIEW A-A

Approx. location of existing 6" 0 gas utility.

STATE

co

PROJECT

9'-10¼"

Profile grade

Helical pile foundation.

See detail.

FOUNDATION NOTES:

Rockery wall. See Rdwy.

Plans for details. (typ.)

a

Approximate existing ground @ 6' Lt. of Ci_ Boardwalk.

ABUT. 2

SHEET

NO.

,& Material for helical pile components shall be as specified in Section 582 of Special Contract Requirements. All welding shall conform to ANSI/AASHTO/AWS D1.1.

All connections between helical pile sections shall be made with steel fasteners conforming to ASTM F3125, Grade A325, Type 1.

All plates, brackets, fasteners, and helical pile material shall be galvanized according to AASHTO M232 or AASHTO M111, as applicable.

HELICAL PILE/BRACKET LOADS: See Special Contract Requirements for additional requirements and determining pile lengths.

Max. Load (@ top of pile) Location

Service I Strength I

Abuts. 4600 lbs. 7800 lbs.

Piers 6550 lbs. 10900 lbs.

See Final Geotechnical Report: Fremont Pass Trail, CO FLAP SUM91(1), Report #CO-FLAP-SUM91(1)-19-01, dated March 2019.

U.S. DEPA RTMENT OF T RANSP OR TATION

FEDERAL HIGHWAY ADMINISTRATION

CENT RAL FEDERAL LANDS HIGHWAY DIVISION

FREMONT PASS TRAIL

PEDESTRIAN BOARDWALK

WHITE RIVER NATIONAL FOREST

SUMMIT COUNTY, COLORADO

FOUNDATION PLAN

� _N_O _ . .,..._D_A_ T _E ___ B _Y...-------R -EV _I_S _IO_N _S _______ N_ O __ . __ D_A _T _E-.--B- Y...,,. ______ R _E_V-IS_I_O_N_S ________ D_E_S_I _G _N _E _D_ B_ Y ___ D_RA_W_N_ B_Y ___ C_H _E_ C_K _E_ D_BY ____ SC_A_ L _E ____ P _ R _O_J_E_CT _ T _E _A _M _ L _E_A _ D_E_R ____ B_R _ID_ G_E_ D _RA_W _I _N _G _______ D_A_T _E ______ D _RA_W_IN_ G_ N_Q ___ -1 d I 9/30/19 KHE REVISED PILE SHAFT MATERIAL NOTES. 1"= 40'-0" 3 of 12 FEBR UAR Y 2019 RG3117- C � ._........_-1--.:....___:__--1---_--+------------------l-----+-------l------+-------------------I K. EIKERMANN B. R OBINSON D. GERMANI UNLESS NOTED KA R L EIKERMANN

10/02/2019

6'-0" - -

(f_ Pier 6'-0"

2'-6" 2'-6"

I

I

STATE

co

I

PROJECT

-(f_4 x 4 timber ost (typ.) rail p

SHEET

NO.

S6 v- < BoanJwalk & < Tran

, -1-�--------------- -----=--------- ���-/ a3 G:

I

I

I i

1/� Timber joist spa. 1½"

3 x 12 timber edge joist (typ.)

1½" deep fiberglass pultruded grating panel.

0%

4 x 12 timber pier beam

Timber bridge railing (typ.). See RG3117-J for details.

Steel face-mount joist hanger (typ.).

See notes.

- - - - - - _fl.__sE_a. @ 1 '-2½"= 9'-8", 3 x 12 timber joist spa.

1'-2"

I I I

) I ' I

I I I I

I ' I

{ I I I

I ' I

I I

I

I I ' I

I I

I

I ' I

\ I

I

I �W'

Approx. existing�- - 7��/� ____ _ ground I - - - _ Helical pile (typ.)

hole for ½"0 bolts (2 min.)

i

9 -...

I I

I I

I I f l I I I

I I

I I t

3½"beam ledge widlli'"" I

Side plate w/ matching holes.

Steel pipe to accept or fit inside helical pile shaft.

Timber support bracket (typ.).

A See detail.

I

.-1

4'-2¾" _1_

PIER ELEVATION

½" 0 dome head bolt with nut & PL washers under head & nut (typ.).

¼" min. thick.

(typ.)

hole for connection to helical pile shaft.

TIMBER SUPPORT BRACKET ASSEMBLY

No Scale

4'-2¾" j

4 x 12 timber beam

Side plate w/ matching holes.

'---"-____,__-Bolted connection thru support bracket pipe & helical pile shaft.

Helical pile shaft

TIMBER SUPPORT BRACKET DETAIL

No Scale

½" 0 dome head bolts with nut & PL washers under head & nut.

4 x 12 timber pier beam

Helical pile spa.

Notes: Provide timber support bracket assembly as recommended by helical pile manufacturer.

See RG3117-C for required capacity.

Material for beam ledge and side plate shall be ASTM A36 steel.

Bolts used in connection of timber support bracket assembly to timber beams shall be domehead or carriage type bolts with round plate washers and nuts conforming to ASTM A307 , Grade A.

lj

I I

I I ' I

I I I

I ' I

I I I I

I ' I

I I

I

I I ' I

I I

I

I ' I

I, I I �

I I

I 1½" deep fiberglass pultruded grating panel. �� �L I

I , I

1-==== -, :J�

• I ,l3irrrrr,. "'T I

I � �3 I

Steel face-mount x 12 timber st (typ.) joi �- Jo•thange,/typ_)

Timber support bracket (typ.)

10'-0" (typ.)

SECTION A-A

NOTES:

1. Provide galvanized metal type joist hanger for attachment of joist to pier beams. Hanger and connectors shall be capable of supporting the following loads:

edge joist - 960 lbs (Strength I), 590 lbs (Service I) int. joist - 3600 lbs (Strength I), 2080 lbs (Service I) minimum bearing length = 2 inches.

2. See RG3117-H for framing plan and timber layout details.

U .S . DEPARTMENT OF TRANSPOR TATION

FEDERAL HIGHWAY A DMINISTRATION

CENT RAL FEDERAL LANDS HIGHWAY DIVISION

FREMONT PASS TRAIL

PEDESTRIAN BOARDWALK

WHITE RIVER NATIONAL FOREST

SUMMIT COUNTY, COLORADO

PIER

� _N_O _ • .,..._D_A_ T_E ___ B _Y...-------R -EV_I_S _IO_N _S _______ N_O __ . __ D_A _T _E-..-B-Y...,.. ______ R _E_V -IS_I_O_N_S ________ D_E_S_I _G _N _E _D_ B_Y ___ D_RA_W_N_ B_Y ___ C_H _E_ C_ K _E_ D _BY ____ SC_A_ L _E ____ P _R _O_J_E_CT_ T _E _A _M _ L _E_A _ D_E_R ____ B_R _ID_ G_E_ D _RA_W _I _N _G _______ D_A_T _E ______ D _RA_W_IN_ G _ N_O ___ """ d I 9/30/19 KHE DELETED PILE SHAFT SIZE. ½" = l'-0" 6 of 12 FEBRUAR Y 2019 RG3117-F � l----'==='----1---.:...._---'-----l-----+----------------------1----+----------l---------+---------------------I K. EIKERMANN B. ROBINSON D. GERMANI KAR L EIKERMANN

10/02/2019