D006272 Addendum 011.pdf

KATHY HOCHUL

Governor

RANDY SIMONS

Commissioner Pro Tempore

Hudson Valley – Saratoga/Capital District

ADDENDUM NO.1

September 9, 2025

TO PLANS AND SPECIFICATIONS FOR

Project SA-JT-2023-001 Contract D006272 – EC

Ground Mount (PV) Array System, John Boyd Thacher State Park

830 Thacher Park Road, Voorheesville, NY 12186

THIS ADDENDUM TO THE PLANS AND SPECIFICATIONS IS ISSUED TO MODIFY,

EXPLAIN OR CORRECT THE ORIGINAL DRAWINGS AND SPECIFICATIONS AND IS

HEREBY MADE A PART OF THE BIDDING DOCUMENTS. PLEASE ATTACH THIS

ADDENDUM TO THE BACK OF THE COVER SHEET OF THE SPECIFICATIONS IN YOUR

POSSESSION.

GENERAL INFORMATION:

IMPORTANT – Acknowledge receipt of all addenda on the Bid Form when submitting your bid.

1. Reminder to Bidder to submit a digital copy of their company’s registration certificate with the Bureau of Public Work and Prevailing Wage Enforcement at time of bid. Failure to provide the certificate at bid opening will result in automatic disqualification.

2. Pre-Bid Meeting Summary and List of Attendees is attached.

KATHY HOCHUL

Governor

RANDY SIMONS

Commissioner Pro Tempore

Hudson Valley – Saratoga/Capital District

RFI (Requests For Information):

1. No. 001 – Spec 321216 / Unirac Installation Drawings / Final Foundation Design

a. See attached response and attached Unirac Drawings.

James Killon, P.E.

NYS OPRHP

Date: September 9, 2025

Project SA-JT-2023-001; Contract D006272-E Ground Mount (PV) Array System John Boyd Thacher State Park Albany County, New York

Electrical Contract: D006272-E

PRE-BID MEETING SUMMARY

Meeting Date: September 2, 2025 @ 11:00 AM Location: Pear Orchard Pavilion John Boyd Thacher State Park Voorheesville, NY 12186

AGENDA

A. Introductions of Project Team

- OPRHP Staff James Killon, Project Manager

- OPRHP Staff Kurt Kress, Assistant District Manager

- OPRHP Staff Carley Kiernan, Park Manager

- CHA (Consultant) Staff Rene Lipatas, Project Manager

- CHA (Consultant) Staff Saarthak Narsipur, Energy Engineer

B. Project Details:

1. Engineer’s Estimate: $753,887 - $1,019,964

2. Allowance:$ 42,250; Bid Bond: $ 44,350

3. All bids are LUMP SUM and SHALL include Allowance Amount, $42,250.

4. Project Schedule: Project Completion Date: 365 days after OSC approval

5. MBE: 14%; WBE: 16%

6. Lowest Responsible Bidder’s bid goes to NYS Comptroller’s Office for approval (up to 90 days). Estimated Comptroller’s signature 6 to 8 weeks from bid opening 9/16/25;

therefore start construction by middle November 2025.

C. Scope of Work Description (and as per Summary of Work Spec. Section 011000):

1. A general description of the primary work elements for the Contract are listed below for reference. The Work consists of providing materials and installation for:

a. A ground mount photo voltaic (PV) array system including (126) panels, (1) inverter, electrical components, racking system and supports, and drilled pier foundations as shown in the contract documents,

b. A 75kVA transformer and electrical distribution equipment,

c. A 7-foot chain link fence to surround site,

d. Planting of trees and shrubs.

2. Additional Notes:

a. Staging area to be within temporary fenced in area at project site as shown on the contract plans.

b. Erosion and sediment controls and protection activities shall be in place prior to construction in accordance with the plans and specifications.

c. Contractor shall be responsible for snow removal of the Construction Entrance and Construction Site.

d. Existing 12-inch Sanitary Sewer line – Contractor to verify location. Sanitary sewer line is not in use but may contain residual waste.

e. Electrical outlets and water for temporary use not available at site.

f. Contractor to provide temporary toilet facilities at site.

g. Ensure safety of site patrons (walkers, bikers, drivers, etc.)

h. Embodied Carbon Disclosure (General Conditions Article 27) – Awarded contractor to submit Environmental Product Declarations (EPDs) for Steel and Glass during submittal process.

i. National Grid Interconnection Application has been conditionally approved, NYOPRHP is coordinating.

j. NYOPRHP will coordinate and procure Third Party Electrical Inspection when contractor states they are ready. Contractor to provide access as necessary for the inspector.

The Contractor is responsible for reviewing all the drawings and specifications to obtain a complete understanding of the work scope. Work will be contracted under one Lump Sum Prime Contract – refer to the Bid Form for more information.

D. Overview of Bid Forms / Project Manual / Drawings

- Bid Forms (Contractors to submit their bids on the respective Bid Form to the email address as provided in the Project Manual along with a scanned copy of Bid Bond

Bid Bond is $44,350.00

- Project Manual - Bidders are reminded to thoroughly review the Project Manual.

o Notice to Bidders o Instructions to Bidders o RFI Form o Sample Forms o Summary of and Implementation Guidelines for 139-J of the State Finance Law o General Conditions o Appendices A, B, and C o Prevailing Wage Rates o Specifications: Division 010000 through Division 329200 o Addenda – Addendum #1 to be issued 9/9/25

- Drawings: G-001 through E-801 (17 sheets)

E. General Information:

1. Contractors are reminded to review Spec. Section 011000 – Summary of the Work.

2. Allowances – See Specifications Section 012100 ALLOWANCES for allowance amount to be included in base bid $ 42,250).

F. NYS OPRHP has established the following approximate bid schedule and milestone dates as listed below:

Advertise for Bid ................................................... August 19, 2025 Pre-Bid Meeting ................................................ September 2, 2025 RFI Due Date ............................... September 5, 2025 by 5:00 PM Bid Submission Deadline ............ September 16, 2025 at 12:30 PM Bid Opening ................................. September 16, 2025 at 1:00 PM Contract Submittals to NYS OSC ........................ October 14, 2025* Contract Approval by NYS OSC ...................... November 11, 2025* Preconstruction Meeting .................................. November 18, 2025* Project Completion ......................................... November 11, 2026*

* Note: Date is approximate; Construction duration for contract D006272 is 365 days for overall contract completion from date of contract approval by NYS OSC (Office of State Comptroller)

G. COMPLETION / LIQUIDATED DAMAGES:

Complete all work within 365 days from date NYS OSC Approves Contract.

OPRHP will assess Liquidated Damages related to the failure to complete work that is to be open to the public by the project completion date; see General Conditions Article 14.10.

Liquidated damages will be assessed based on the number of days of delay after the project completion date that it takes to complete the work of the contract. If the contractor meets the final project completion date, no liquidated damages will be assessed.

H. NOTES:

- NYS OPRHP expects the Low Bidder of contract to expedite the submission of all contract submittals in order to expedite the submission of the contract by OPRHP to the NYS OSC by or before October 14, 2025.

- NYS OPRHP expects the Low Bidder to begin any and all processes/work as soon as the contract is approved (regardless of the date of the preconstruction meeting) – particularly the submission of shop drawings so that long lead items can be ordered so as to allow for work to be completed by the dates noted above.

- Low bid price shall include any and all costs that may be associated with meeting the project completion date.

- Copy of NYS Department of Labor Certificate of Registration is required at bid opening.

Failure to provide will result in automatic disqualification.

PERMITS

NYOPRHP Construction Permit has been issued.

RFI / BID SCHEDULE

- Questions as they relate to the Contract documents are to be forwarded to James Killon on the RFI Form (as provided in the Project Manual) by Friday, September 5, 2025 at 5:00 p.m. (no later). RFIs received after this date and time will not be answered (Bidders will have to bid the project as documented).

- OPRHP intends to issue Addendum #1 by Tuesday, September 9, 2025.

- Please email bids to the email address as per the Notice to Bidders. Bids are due on

September 16, 2025 by 12:30 PM. Bids received after this time will not be opened and will be returned to the bidder unopened.

- The Bid Opening will be conducted via WebEx Link on September 16, 2025 at 1:00 PM.

The Bid opening will be conducted ONLY via WebEx at link provided in the Project Manual.

06/2025 OPR 103

Answer: Click here to enter text.

NYS Office of Parks, Recreation and Historic Preservation Hudson Valley District – Saratoga/Capital Region

REQUEST FOR INFORMATION (RFI)

OPR-103

Project: JB Thacher Ground Mount PV Array System Contract Number: D006272-E Request From: Nic w/ AMZ Reply Email Address: Bids@amzinc.net Nic@amzinc.net Email Request to: James Killon, James.Killon@parks.ny.gov Request Number:Prebid - 1 Date: 09/05/2025 Spec Section No.: Drawing No:

Remarks:

Question:

1. Reference Spec 321216 Asphalt Paving – Please confirm there is no asphalt paving for this project, only gravel per detail on C501.

2. Reference note 1 on C502 – Please provide UNIRAC installation drawings.

3. Please confirm per note 3 on C502 that final foundation design is at the discretion of the contractor?

1. Confirmed. No asphalt paving.

2. The available Unirac drawings on file are attached.

3. Confirmed; this note is reproduced from CHA’s geotechnical report (also attached & referenced on note #2 of C-502).

Final drilled pier design calculations and results of the load testing program should be signed and sealed by a registered professional in the state of NY and shall be submitted to the EOR for review and approval per notes #5-6 of C-502.

DESIGN CRITERIA

BUILDING CODE 7-16

OCCUPANCY/RISK CATEGORY II

WIND SPEED (MPH) 110

GROUND SNOW LOAD (PSF) 40

WIND EXPOSURE C

SEISMIC Ss 0.181

SEISMIC S1 0

WIND ON ICE (MPH) 40

ICE THICKNESS (IN) 1

SITE ELEVATION ABOVE MSL (FT) 1238

PROJECT OVERVIEW

PROJECT SIZE (KW DC) 37.12 KW

MODULE QUANTITY 64

MODULE SPECIFICATIONS

MANUFACTURER Q-CELLS

MODEL Q.PEAK DUO XL-G11

LENGTH (IN) 95.1

WIDTH (IN) 44.7

FRAME THICKNESS (IN) 1.38

WEIGHT (LBS) 75.8

OUTPUT (W) 580

ENGINEERING OUTPUT - GFT - 30°

PRODUCT LINE GFT

ARRAY TILT 30

CLAMP SELECTION UAF

FOUNDATION TYPE CONCRETE

FRONT EDGE HEIGHT (FT) 2.5

FOUNDATION LENGTH (FT) 12.5

ARRAY PARTS LIST - GFT

PART NUMBER DESCRIPTION QUANTITY

404001 GFT C-PILE, 150" - (12.5’ TOTAL LENGTH) 26

404037 GFT TOP CHORD CHANNEL 20/30 - LGFMT 26

404032 GFTSR DIAG BRACE ASSEMBLY 30D 26

404034 GFTSR HARDWARE KIT 26

411246M GFT RAIL 246" MILL 36

404014 GFT RAIL SPLICE KIT 24

302045M UNIVERSAL AF SERIES MID CLAMP MILL 180

302050M UNIVERSAL AF SERIES END CLAMP MILL 24

GFT-CAP GFT RAIL END CAP, UV-BLK 24

404015 GFT WIRE MANAGEMENT CLIP 34

404020

GFT HARDWARE KIT, ADDITIONAL RAIL CLIPS

(8 CLIPS EACH) 20

SHEET INDEX

SHEET NUMBER SHEET TITLE

SR - 101 COVER SHEET

SR - 102 GENERAL STRUCTURAL RACKING NOTES

SR - 300 GFT TABLE CROSS-SECTION AND PARTS LIST (30 DEGREE TILT)

SR - 301 GFT E-W BEAM LOCATION OPTIONS (30 DEGREE TILT)

SR - 400 FOUNDATION OPTION 1 DETAILS

SR - 500 RACKING DETAILS

SR - 600 RACKING DETAILS - 2X16

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UNIRAC GROUND

FIXED

TILT

GENERAL NOTES:

1. ALL CONSTRUCTION FOR UNIRAC'S "GROUND FIXED TILT" (GFT) RACKING SYSTEM

AND FOUNDATION REQUIREMENTS SHALL CONFORM TO THE 2009, 2012, 2015 & 2018

EDITION OF THE INTERNATIONAL BUILDING CODE (IBC).

2. WHEREVER THE TERM CONTRACTOR IS USED IN THE CONSTRUCTION DOCUMENTS,

IT SHALL BE DEFINED TO MEAN THE GENERAL CONTRACTOR AND ANY

SUB-CONTRACTOR COLLECTIVELY AS APPLICABLE AND AS REQUIRED.

3. THE CONTRACT "STRUCTURAL RACKING" DRAWINGS REPRESENT THE FINISHED

STRUCTURE. THEY DO NOT INDICATE THE MEANS, METHOD, OR SEQUENCE OF

CONSTRUCTION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR AND PROVIDE ALL

MEASURES NECESSARY TO PROTECT THE RACKING SYSTEM FROM THE POINT OF

MATERIAL DELIVERY THROUGH THE COMPLETION OF CONSTRUCTION. UNIRAC AND

THE ENGINEER OF RECORD WILL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S

MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES OF

CONSTRUCTION. UNIRAC AND THE ENGINEER OF RECORD WILL NOT BE

RESPONSIBLE FOR CONSTRUCTION SITE SAFETY, OR SAFETY PRECAUTIONS AND

PROGRAMS INCIDENT HERETO.

4. IT IS THE CONTRACTOR'S RESPONSIBILITY TO INSPECT AND ENSURE THAT ALL

WORK IS IN CONFORMANCE WITH THE CONTRACT DOCUMENTS. ANY STRUCTURAL

INSPECTION/OBSERVATION PROVIDED BY OTHERS DOES NOT RELIEVE THE

CONTRACTOR OF THIS RESPONSIBILITY.

5. ANY DEVIATIONS FROM THE CONTRACT DOCUMENTS THAT ARE ENCOUNTERED AT

A LATER DATE AND ARE DECLARED TO BE SIGNIFICANT BY THE RACKING

DISTRIBUTOR SHALL BE CORRECTED BY THE CONTRACTOR (AT THE

CONTRACTOR'S EXPENSE).

6. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND COORDINATE SITE CONDITIONS

WITH THESE DRAWINGS PRIOR TO BIDDING OR THE START OF CONSTRUCTION. ANY

CONFLICTS, DISCREPANCIES, OR OMISSIONS SHALL BE RESOLVED THROUGH YOUR

RACKING DISTRIBUTOR PRIOR TO PROCEEDING.

7. DO NOT SCALE OFF OF THESE DRAWINGS. WRITTEN DIMENSIONS SHALL BE USED

OR WHERE NO DIMENSION IS PROVIDED CONSULT WITH YOUR RACKING

DISTRIBUTOR FOR CLARIFICATION BEFORE PROCEEDING WITH THE BID OR THE

WORK.

8. IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE THAT THE EQUIPMENT AND

INSTALLATION PROCESS (MEANS AND METHODS) ARE APPROPRIATE FOR THE

FOUNDATIONS AND THAT THE PILES ARE INSTALLED TO THE SPECIFIED

TOLERANCES. UNIRAC IS NOT RESPONSIBLE FOR DAMAGED AND/OR

OUT-OF-TOLERANCE PILES DUE TO IMPROPER INSTALLATION EQUIPMENT,

METHODS, AND SOIL RELATED ISSUES INCLUDING DENSE SOILS, GRAVEL, OR

BEDROCK.

9. WHERE ANY DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, STRUCTURAL

NOTES AND SPECIFICATIONS, THE GREATER (MOST CONSERVATIVE)

REQUIREMENTS SHALL GOVERN. WHERE NO SPECIFIC DETAIL IS SHOWN,

CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT, OR IF

THERE IS NO SIMILAR WORK, THEN CONSTRUCTION SHALL CONFORM TO INDUSTRY

STANDARDS. CONTRACTOR MUST INFORM UNIRAC OF ANY DISCREPANCIES.

10. REFER TO SITE PLAN, PILE LAYOUT DRAWING, ELECTRICAL DRAWINGS AND/OR

OTHER CIVIL DRAWINGS FOR SPECIFIC PILE LOCATIONS, NORTH-SOUTH PILE

SPACING, LOCATION AND DETAILS OF CURBS, INVERTER/EQUIPMENT PADS,

TRENCHING/CONDUIT LOCATIONS, JUNCTION BOXES, SITE WORK ITEMS, ETC. AND

DIMENSIONS NOT SHOWN ON STRUCTURAL RACKING DRAWINGS.

11. CONTRACTOR SHALL INVESTIGATE THE SITE DURING CLEARING AND EARTHWORK

OPERATIONS FOR FILLED EXCAVATIONS OR BURIED STRUCTURES, SUCH AS

CESSPOOLS, CISTERNS, EXISTING FOUNDATIONS, OR OTHER.

12. ASTM SPECIFICATIONS ON THE DRAWINGS SHALL BE OF THE LATEST ASTM

STANDARD SPECIFICATION.

13. ANY ENGINEERING DESIGN PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW

SHALL BEAR THE SEAL OF A PROFESSIONAL CIVIL OR STRUCTURAL ENGINEER

REGISTERED IN THE STATE OF THE LOCAL JURISDICTION.

14. THE FOLLOWING DESIGN CRITERIA ARE EXCLUDED FROM THE RACKING AND

FOUNDATION DESIGN: FLOOD LOADING, DEBRIS LOADING, DYNAMIC ANALYSIS,

ACTS OF GOD (TORNADO, HURRICANE, WATER INUNDATION LOADING, ETC.),

EROSION, EXPANSIVE SOILS, FROST HEAVE, SOIL LIQUEFACTION, DYNAMIC

LOADING FROM SEISMIC EVENTS AND CONDITIONS. THE DESIGN CAN CONSIDER

THESE CRITERIA FOR SPECIFIC PROJECTS IN A SEPARATE DOCUMENT FROM

UNIRAC OR BY A THIRD PARTY ENGINEER.

15. DESIGN CRITERIA PER ASCE 7-05, 7-10, OR ASCE 7-16*:

DESIGN WIND SPEED = VARIES (SEE DESIGN PACKAGE or UBUILDER DESIGN INPUTS)

GROUND SNOW LOAD = VARIES (SEE DESIGN PACKAGE or UBUILDER DESIGN INPUTS) ICE THICKNESS = VARIES (SEE DESIGN PACKAGE AND or UBUILDER DESIGN INPUTS) ICE LOAD WIND SPEED = VARIES (SEE DESIGN PACKAGE or UBUILDER DESIGN INPUTS) SEISMIC Ss = VARIES (SEE DESIGN PACKAGE or UBUILDER DESIGN INPUTS) SEISMIC S1 = VARIES (SEE DESIGN PACKAGE or UBUILDER DESIGN INPUTS)

SOIL SITE CLASS = D

WIND EXPOSURE CATEGORY = B OR C (SEE DESIGN PACKAGE or

UBUILDER DESIGN INPUTS)

HURRICANE ZONE = (SEE DESIGN PACKAGE or UBUILDER DESIGN INPUTS) RISK CATEGORY = I OR II (SEE DESIGN PACKAGE or UBUILDER DESIGN INPUTS)

MINIMUM OF 20' OFFSET FROM NEAREST ADJACENT BUILDING (TO AVOID SNOW

DRIFT.)

*DESIGN WIND PRESSURES PER ASCE 7-05, SECTION 6.5.13,"WIND LOADS ON OPEN

BUILDINGS WITH MONOSLOPE, PITCHED OR TROUGHED ROOFS", AND SECTION 6.5.13.3,

"COMPONENTS AND CLADDING" FOR MONOSLOPE FREE ROOFS, ASCE 7-10, SECTION

27.4.3, "WIND LOAD ON OPEN BUILDING WITH MONOSLOPE, PITCHED OR TROUGHED

FREE ROOFS", AND SECTION 30.7.1, "COMPONENTS AND CLADDING" FOR MONOSLOPED

PITCHED OR TROUGHED ROOFS, OR ASCE 7-16, SECTION 27.3.2, "WIND LOAD ON OPEN

BUILDING WITH MONOSLOPE, PITCHED OR TROUGHED ROOFS", AND SECTION 30.7.2,

"COMPONENTS AND CLADDING" FOR MONOSLOPE, PITCHED OR TROUGHED ROOFS.

16. SOLAR REQUIREMENTS: FROM OWNER

17. CORROSION PROTECTION REQUIREMENTS:

COLD-FORMED STEEL MEMBERS = SEE MEMBER SECTION TABLE

HARDWARE = STAINLESS STEEL OR DELTA PROTEKT

18. ABOVE GRADE CORROSION PROTECTION WILL SUFFICE FOR MOST

ENVIRONMENTAL CONDITIONS. BELOW GRADE CORROSION PROTECTION WILL

SUFFICE FOR MOST SOILS WITH RESISTIVITY VALUES GREATER THAN 10,000

OHM/CM. IT IS THE OWNER'S RESPONSIBILITY TO DETERMINE IF THE SOILS ARE

MORE CORROSIVE AND FURTHER CORROSION PROTECTION WILL BE REQUIRED.

19. IT IS THE CONTRACTOR'S RESPONSIBILITY TO SPLICE EAST-WEST BEAMS (AS

REQUIRED) TO COMPLETE THE TABLE AND AVOID SPLICE CONFLICTS SPECIFIED IN

DETAIL 501 ON SHEET SR-500.

20. EACH ROW CANNOT EXCEED 100 FEET IN LENGTH WITHOUT HAVING A THERMAL

BREAK.

SPECIAL INSPECTION (PER CHAPTER 17 OF THE IBC):

STRUCTURAL ONLY: SPECIAL INSPECTION IS TO BE PROVIDED FOR THE ITEMS LISTED

BELOW IN ADDITION TO THE INSPECTIONS CONDUCTED BY THE BUILDING JURISDICTION.

"SPECIAL STRUCTURAL INSPECTION" SHALL NOT RELIEVE THE OWNER OR THEIR AGENT

FROM REQUESTING THE BUILDING JURISDICTION INSPECTIONS REQUIRED.

1. DRIVEN DEEP ELEMENTS: PERIODICALLY DURING THE PLACEMENT OF ALL DRIVEN

DEEP FOUNDATION ELEMENTS ON STRUCTURAL DRAWINGS.

A. VERIFICATION OF ELEMENT MATERIALS, SIZES, AND LENGTHS.

B. OBSERVATION AND DOCUMENTATION OF DRIVING OPERATIONS. MAINTAIN A

COMPLETE AND ACCURATE RECORD FOR EACH PILE DRIVEN.

C. VERIFICATION OF PLACEMENT LOCATIONS AND PLUMBNESS, TYPE OF PILE

DRIVER, ELEVATION OF TIP AND BUTT, ANY DAMAGE TO FOUNDATION ELEMENT,

ETC.

2. BOLTING: VERIFICATION OF TORQUE PER TORQUE TABLE SHOWN.

3. CONCRETE: SEE CHAPTER 17 OF MOST CURRENT IBC FOR REQUIRED INSPECTIONS.

ALUMINUM:

1. ALL ALUMINUM EAST-WEST BEAM MEMBERS HAVE BEEN DESIGNED IN

ACCORDANCE WITH THE "ALUMINUM DESIGN MANUAL" BY THE ALUMINUM DESIGN

ASSOCIATION, CURRENT EDITION.

2. ALL ALUMINUM EAST-WEST BEAMS CONFORM TO ONE OF THE FOLLOWING:

ALLOY: 6005A TEMPER: T61 (Ftu = 38 KSI, Fcy = 35 KSI) ALLOY: 6351 TEMPER: T5 (Ftu = 38 KSI, Fcy = 35 KSI) ALLOY: 6061 TEMPER: T6 (Ftu = 38 KSI, Fcy = 35 KSI)

3. ALL ALUMINUM EAST-WEST BEAMS HAVE A MILL FINISH.

4. WELDING IS NOT REQUIRED OR PERMITTED UNLESS SPECIFICALLY APPROVED BY

UNIRAC AND THE ENGINEER OF RECORD.

5. FIELD CUTTING OF ALUMINUM MEMBERS IS PERMITTED WHEN REQUIRED TO

ACCOMMODATE PROJECT SPECIFIC MODULE WIDTHS.

HARDWARE:

1. ALL 1/4"Ø HARDWARE SHALL CONFORM TO 18/8 STAINLESS STEEL (AISI 300 SERIES

STAINLESS, 304) OF DIMENSIONS PER ASME B18.2.1.

2. ALL 1/4"Ø SELF DRILLING SCREW HARDWARE SHALL CONFORM TO GRADE 5 SAE

J429 AND ASTM A449.

3. ALL 5/8"Ø AND 3/4"Ø BOLTS SHALL CONFORM TO GRADE 2 SAE J429 OR ASTM A307.

4. ALL 5/8"Ø AND 3/4"Ø SERRATED FLANGE NUTS SHALL CONFORM TO ASME B.18.16.4.

5. ALL 5/8"Ø AND 3/4"Ø WASHERS SHALL CONFORM TO USS TYPE A WIDE OR ANSI

TYPE A WIDE.

6. UNIRAC T-BOLTS, MID CLAMPS, AND END CLAMPS ARE PROPRIETARY. TECHNICAL

DATA SHEETS WITH TESTED CAPACITIES CAN BE PROVIDED UPON REQUEST.

7. CORROSION PROTECTION FOR HARDWARE CAN BE FOUND IN THE GENERAL NOTES

SECTION OF THIS DOCUMENT, NOTE 17.

8. ALL HARDWARE RECEIVED ON SITE SHALL BE CHECKED BY CONTRACTOR AGAINST

THE SPECIFICATIONS ON THIS SHEET SR-100, DIAMETERS AND LENGTHS CALLED

OUT ON RACKING DETAILS SHEET SR-500, AS WELL AS THE PROJECT BILL OF

MATERIAL. ANY CONFLICTS, DISCREPANCIES, OR OMISSIONS MUST BE RESOLVED

WITH THE RACKING DISTRIBUTOR AS SOON AS POSSIBLE AND PRIOR TO

PROCEEDING.

COLD FORMED STEEL:

1. ALL COLD FORMED STRUCTURAL STEEL MEMBER CONSTRUCTION SHALL BE IN

ACCORDANCE WITH AISI "SPECIFICATIONS FOR DESIGN OF COLD-FORMED STEEL

STRUCTURAL MEMBERS" CURRENT EDITION.

2. ALL COLD-FORMED STRUCTURAL MEMBERS SHALL BE PER ICC-ER-4943P.

3. ALL COLD-FORMED STEEL CONFORMS TO ONE OF THE FOLLOWING:

A653 HSLAS 50 (Fy = 50 KSI, Fu = 60 KSI) A653 SS 50 CLASS 4 (Fy = 50 KSI, Fu = 60 KSI)

4. ALL COLD-FORMED STEEL MEMBERS ARE GALVANIZED PER ASTM A653 (MOST

RECENT EDITION).

5. WELDING IS NOT REQUIRED OR PERMITTED UNLESS SPECIFICALLY APPROVED BY

UNIRAC AND/OR THE ENGINEER OF RECORD.

6. FIELD CUTTING OF COLD-FORMED STEEL MEMBERS IS NOT REQUIRED OR

PERMITTED UNLESS THE C-PILE IS BEING MODIFIED DUE TO ALTERNATIVE

FOUNDATION REQUIREMENTS PROVIDED ON SHEET 400.

7. ALL CALCULATED COLD-FORMED MEMBER PROPERTIES PER AISI SPECIFICATIONS

ARE BASED ON THE FOLLOWING MINIMUM THICKNESSES:

14 GAGE (0.070" OR 70 MILS)

11 GAGE (0.120" OR 120 MILS)

SOLAR DESIGN:

UNIRAC IS NOT THE SOLAR DESIGN ENGINEER OF RECORD AND IS NOT RESPONSIBLE FOR

ANY SOLAR DESIGN, OUTPUT EFFICIENCIES, SHADING, ROW SPACING, POWER

PRODUCTION, ETC.

ELECTRICAL DESIGN:

UNIRAC IS NOT THE ELECTRICAL ENGINEER OF RECORD AND IS NOT RESPONSIBLE FOR

THE ELECTRICAL DESIGN FOR THIS PROJECT. THE UNIRAC GFT RACKING SYSTEM IS

CERTIFIED TO UL-2703 WHEN PROPERLY INSTALLED. SEE THE GFT INSTALLATION GUIDE

FOR MORE DETAIL.

CIVIL/GRADING/SITE WORK:

UNIRAC IS NOT THE CIVIL ENGINEER OF RECORD FOR THIS PROJECT AND IS NOT

RESPONSIBLE FOR ANY SITE GRADING, SURVEYING, TRENCHING, EARTHWORK, LAYOUT,

STORM WATER POLLUTION PREVENTION PLANS, SURFACE WATER MITIGATION,

PERMITTING, OR EROSION CONTROL PLANS.

MATERIAL MANAGEMENT:

PRIOR TO INSTALLATION, ALL MATERIALS MUST BE STORED PROPERLY. MATERIALS

REMAINING IN PLACE FOR MORE THAN ONE WEEK MUST BE IN OPEN AIR CONDITIONS

(I.E. OFF THE GROUND). IF TARPS OR OTHER PROTECTIVE COVERS ARE USED, THE

ENDS SHALL BE LEFT OPEN FOR VENTILATION. TIGHT FITTING COVERINGS ARE NOT

RECOMMENDED AS MATERIAL COATINGS ARE NOT DESIGNED FOR THIS CONDITION.

LONG GOODS STORED HORIZONTALLY FOR MORE THAN ONE WEEK SHOULD NOT

REMAIN BUNDLED TO PREVENT ACCELERATED CORROSION. BLOCKING IS REQUIRED

BENEATH THE LONG GOODS AT PROPER INTERVALS TO ENSURE THE PRODUCT IS

OFF THE GROUND.

FOUNDATION NOTES:

1. SEE THE "COLD FORMED STEEL" SECTION FOR STEEL AND GALVANIZATION

REQUIREMENTS FOR FOUNDATIONS.

2. UNIRAC SHALL NOT BE HELD LIABLE FOR ANY UTILITY LINES DAMAGED DURING

FOUNDATION INSTALLATION. IT SHALL BE THE RESPONSIBILITIES OF OTHERS TO

DETERMINE THE PLACEMENT OF EXISTING AND NEW UTILITY LINES.

3. PILES ARE DESIGNED TO SOIL CONDITIONS STATED IN IBC. IT IS THE CLIENTS

RESPONSIBILITY TO VERIFY SOILS MEET THE MINIMUM REQUIREMENTS. UNIRAC

AND OR THE ENGINEER OF RECORD WILL NOT BE HELD RESPONSIBLE FOR

FOUNDATIONS INSTALLED IN SOILS WITH LOWER CAPACITY OR FOR IMPROPER

FOUNDATION INSTALLATION OR CHOICE.

4. SOIL CONDITIONS ARE ASSUMED TO HAVE PROPERTIES OF CLASS 4 OR BETTER

STATED IN IBC.

DRIVEN STEEL PILE NOTES:

1. STEEL PILES HAVE BEEN DESIGNED IN ACCORDANCE WITH THE DESIGN CRITERIA STATED

IN THE GENERAL NOTES.

2. PILES SHALL BE INSTALLED TO THE PILE TOLERANCES IN THE UNIRAC GFT

INSTALLATION GUIDE WITHOUT EXCESSIVE DEFORMATION. EXCESSIVE

DEFORMATION IS DEFINED AS DISTORTION PREVENTS THE RACKING FROM

CONNECTING FLUSH TO THE PILE.

3. FOUNDATIONS MUST NOT BE INSTALLED IN ORGANIC SOILS OR IN AREAS WITH

GROUND WATER WITHIN 12 FEET OF THE SURFACE.

4. IT IS THE OWNER OR CONTRACTORS RESPONSIBILITY TO DETERMINE WHICH FROST

ZONE THEIR PROJECT IS LOCATED IN.

5. IF PILE REFUSAL IS ENCOUNTERED, AN ALTERNATE FOUNDATION DESIGN ON SHEET

SR-400 CAN BE UTILIZED OR OTHER FOUNDATIONS APPROVED BY A REGISTERED

PROFESSIONAL ENGINEER AND UNIRAC.

6. DRAINAGE SHALL BE DIRECTED AWAY FROM PILES. PILES SHALL NOT BE PLACED IN

SWALES, DRAINAGE AREAS OR WHERE WATER MAY BE ALLOWED TO FLOW OR

STAND WITHOUT SPECIFIC ALLOWANCE IN WRITING FROM UNIRAC. ALL POSSIBLE

EFFORTS SHALL BE MADE TO PREVENT WATER FROM FLOWING OR PONDING

AROUND OR NEAR TO THE PILES.

7. PILES MAY NOT BE PAINTED PRIOR TO INSTALLATION OF THE RACKING SYSTEM.

AFTER INSTALLATION OF THE COMPLETE RACKING SYSTEM, PILES MAY BE PAINTED

AT THE CONTRACTORS/CLIENTS DISCRETION. NO ADJUSTMENTS MAY BE MADE

AFTER THE PILES HAVE BEEN PAINTED.

8. PILES DRIVEN TOO SHALLOW OR TOO DEEP WILL NEED TO BE ALTERED AT THE

CONTRACTORS EXPENSE. UNIRAC HAS PROVIDED TOLERANCES IN THE GFT

INSTALLATION GUIDE THAT SHALL BE FOLLOWED.

9. IT IS THE CONTRACTORS RESPONSIBILITY TO DETERMINE THE MEANS AND

METHODS FOR DRIVING PILES. THE PILE INSTALLATION METHOD UTILIZED DURING

ONSITE PILE TESTING SHALL BE THE SAME AS INSTALLATION. THE CONTRACTOR

MUST INSTALL PILES UTILIZING A PILE DRIVING RIG WITH A PERCUSSION

PNEUMATIC HAMMER. A VIBRATORY PILE DRIVER IS NOT RECOMMENDED. SEE PILE

TEST PLAN FOR DETAILS.

10. THE RACKING DISTRIBUTOR SHALL NOT BE HELD RESPONSIBLE FOR DAMAGE TO

THE PILE AFTER IT ARRIVES TO THE SITE OR THE POINT OF AGREED DROP OFF.

11. IF DAMAGE OCCURS WHERE GALVANIZATION IS REMOVED FROM THE PILE, THE PILE

SHALL BE TOUCHED UP WITH GALVANIZATION OF EQUAL THICKNESS PRIOR TO

INSTALLATION AT THE CONTRACTOR'S EXPENSE.

12. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO ENSURE THAT VIBRATIONS

FROM DRIVING EQUIPMENT AND PILE INSTALLATION DO NOT AFFECT ANY

ADJACENT PROPERTY STRUCTURES. THE CONTRACTOR SHALL BE HELD LIABLE

FOR DAMAGE TO THE ADJACENT PROPERTY IF DAMAGE OCCURS.

13. ANY EXCAVATIONS NEAR THE PILE SHALL NOT BE MADE CLOSER THAN 2 FEET

FROM PILE OR DEEPER THAN 2 FEET FROM GRADE. IF EXCAVATIONS ARE

NECESSARY, THEY SHALL BE ON THE EAST OR WEST SIDE OF THE PILE, SHALL BE

TEMPORARY, AND SHALL BE COMPACTED PER THE ENGINEER OF RECORD'S

RECOMMENDATIONS. NORTH SOUTH EXCAVATIONS SHALL BE A MINIMUM OF 3 FEET

FROM THE PILE. IF EXCAVATIONS EXCEED THESE DIMENSIONAL REQUIREMENTS,

THE CONTRACTOR SHALL NOTIFY UNIRAC. THE ENGINEER OF RECORD SHALL BE

INFORMED OF ANY EXCAVATION AND COMPACTION EFFORTS ON THE SITE.

14. PILES MAY NOT BE ALTERED IN ANY WAY WITHOUT UNIRAC WRITTEN APPROVAL.

UNLESS IT IS TO CUT A PILE FOR USE IN THE CONCRETE FOUNDATION OPTION.

15. PILES HAVE BEEN DESIGNED FOR STATIC LOADING UNDER THE DESIGN CRITERIA IN

GENERAL NOTE 15.

QUALITY ASSURANCE AND SPECIAL INSPECTION:

1. TESTING LABORATORY: RETAINED BY OWNER AND SATISFACTORY TO ENGINEER OF

RECORD (THROUGH UNIRAC) AND GOVERNING CODE AUTHORITY TO PERFORM

REQUIRED TESTS AND INSPECTIONS OF THIS CONTRACT AND APPLICABLE CODE.

THE TYPE AND FREQUENCY OF SPECIAL INSPECTION, STRUCTURAL TESTING AND

SUBSEQUENT REPORTING SHALL CONFORM TO THE REQUIREMENTS OF THE

INTERNATIONAL BUILDING CODE (IBC).

CONCRETE:

1. ALL ASPECTS OF WORK PERTAINING TO THE CONCRETE CONSTRUCTION SHALL BE

IN ACCORDANCE WITH ACI 318-14, "BUILDING CODE REQUIREMENTS FOR

STRUCTURAL CONCRETE" AND THE LATEST EDITION OF "SPECIFICATIONS FOR

STRUCTURAL CONCRETE FOR BUILDINGS" ACI 301, WITH MODIFICATIONS AS NOTED

ON THE PROJECT DRAWINGS AND/OR SPECIFICATIONS.

2. HOT WEATHER CONCRETING SHALL CONFORM TO ACI 305, "HOT WEATHER

CONCRETING".

3. COLD WEATHER CONCRETING SHALL CONFORM TO ACI 306, "COLD WEATHER

CONCRETING".

4. ALL MIX DESIGNS SHALL BE DESIGNED BY A QUALIFIED TESTING LABORATORY AND

SHALL BE WET STAMPED BY A CIVIL ENGINEER LICENSED IN THE JURISDICTION OF

THE PROJECT, AS STIPULATED IN IBC CHAPTER 19.

5. TYPE II PORTLAND CEMENT SHALL BE USED AT ALL CONCRETE ALTERNATE

FOUNDATION LOCATIONS FOR THE RACKING SYSTEM - WHERE CONCRETE IS

REQUIRED AS AN ALTERNATE SOLUTION. (TYPE V CEMENT SHALL BE USED WHERE

THE CONCRETE IS IN CONTACT WITH SOIL CONTAINING SULFATES IN EXCESS OF

3000 PPM. CONCRETE THAT WILL BE EXPOSED TO SULFATE-CONTAINING

SOLUTIONS SHALL COMPLY WITH IBC CHAPTER 19 AND ACI 318 SEVERE AND VERY

SEVERE SULFATE EXPOSURES AS IDENTIFIED IN THE PROJECT GEOTECHNICAL

REPORT, THE WATER-CEMENT RATIO SHALL NOT EXCEED 0.44.)

6. IN THE PRESENCE OF REACTIVE AGGREGATE, CLASS F FLY ASH OR OTHER ASR

MITIGATING ADMIXTURE SHALL BE INCORPORATED IN THE MIX SUCH THAT THE

EXPANSION PRODUCED BY THE MORTAR-BAR METHOD (ASTM C1567) USING

BLENDED AGGREGATES IS LESS THAN 0.1% AT 14 DAYS IMMERSED IN SOLUTION.

WHERE CLASS F FLY ASH IS SELECTED AS A SUPPLEMENTAL ADMIXTURE, THE LOSS

OF IGNITION SHALL BE LIMITED TO 2%. THE CONTRACTOR SHALL SUBMIT ALL

CERTIFICATES SHOWING THE FLY ASH IS IN ACCORDANCE WITH ASTM 6618.

7. DO NOT USE CONCRETE OR GROUT CONTAINING CHLORIDES. WATER SHALL

CONTAIN A CHLORIDE CONTENT LESS THAN 1000 PPM AS C1. DO NOT USE

CONCRETE CONTAINING ALKALI-CARBONATE AND BICARBONATES PRESENT IN

AGGREGATE IN EXCESS OF 1000 PPM. TESTS FOR THEIR EFFECT ON SETTING TIME

AND 28-DAY STRENGTH SHALL BE EVALUATED.

8. HARD ROCK CONCRETE AGGREGATE SHALL CONFORM TO ALL REQUIREMENTS AND

TESTS OF THE ASTM C33 CLASS DESIGNATION 35 AND PROJECT SPECIFICATIONS.

EXCEPTIONS MAY BE USED ONLY WITH APPROVAL OF THE STRUCTURAL ENGINEER.

PROVIDE CONCRETE MIX DESIGN WITH PROVEN SHRINKAGE CHARACTERISTICS OF

LESS THAN 0.0005 INCHES/INCH.

9. MAXIMUM SIZED AGGREGATE OF 0.75".

10. SLUMP RANGE OF 3" ± 1" PER ASTM C143.

11. CONCRETE PLACEMENT SHALL BE IN ACCORDANCE WITH ACI STANDARD 304 AND

PROJECT SPECIFICATIONS.

12. THE UNIRAC PILE SHALL BE CENTERED IN THE HOLE TO MAXIMIZE CONCRETE

COVER AND THE HOLE SHALL BE CENTERED IN THE SPECIFIED LOCATION TO

ALLOW FOR RACKING INSTALLABILITY.

13. THE TOP OF THE CONCRETE SHALL BE SMOOTHED AND SLOPED AT 2% TO

FACILITATE POSITIVE DRAINAGE AWAY FROM THE UNIRAC PILE.

14. CONCRETE CHLORIDE PERMEABILITY SHALL BE CLASSIFIED AS HAVING

"NEGLIGIBLE" TO "VERY LOW" CHLORIDE ION PERMEABILITY PER ASTM C1202.

15. CONCRETE SHOULD BE PLACED IN A CONTINUOUS FLOW WITHOUT SEGREGATING

THE CONCRETE. DO NOT ALLOW CONCRETE TO FREE FALL MORE THAN 5 FEET

UNLESS MEASURES ARE TAKEN TO ENSURE THAT CONCRETE DOES NOT HIT THE

SIDES OF THE EXCAVATION DURING FREE FALL.

16. MECHANICALLY VIBRATE THE CONCRETE AT EACH PIER.

17. PRECAUTIONS SHOULD BE TAKEN DURING THE INSTALLATION OF PIERS TO

MINIMIZE THE POSSIBILITY OF CAVING. PIER EXCAVATIONS SHOULD BE FILLED WITH

CONCRETE AS SOON AFTER DRILLING AND INSPECTION AS POSSIBLE. SONOTUBES

(OR EQUIVALENT) CAN BE UTILIZED, AS REQUIRED, ONLY IN THE UPPER 2 FT. OF

THE AUGERED/DRILLED HOLE.

18. CONCRETE MIXING OPERATION SHALL CONFORM TO ASTM C-94.

19. AGGREGATE FOR HARDROCK CONCRETE SHALL CONFORM TO ALL REQUIREMENTS

AND TESTS OF THE ASTM C-33 AND PROJECT SPECIFICATIONS. EXCEPTIONS MAY

BE USED ONLY WITH THE PERMISSION OF THE ENGINEER OF RECORD.

20. THE DENSITY OF CONCRETE SHALL BE BETWEEN 140 PCF TO 150 PCF. THE 28-DAY

STRENGTH OF CONCRETE SHALL BE 2500 PSI OR 4500 PSI IF IN A REGION WITH

ANY SNOW LOAD WITH A MAXIMUM WATER-CEMENT RATIO OF 0.40.

TORQUE REQUIREMENTS:

1/4"Ø HARDWARE : SOCKET SIZE

5/8"Ø HARDWARE = 54 - 66 FT-LBS 15/16"

3/4"Ø HARDWARE = 99 - 121 FT-LBS 1-1/8"

NOTE: SEE GFT INSTALLATION GUIDE FOR SYSTEM

ADJUSTMENTS AND TOLERANCES

UNIRAC CUSTOM RACKING MEMBER SECTIONS

ALUMINUM BEAM

ALUMINUM SPLICE

TOP CHORD CHANNEL

DIAGONAL BRACE

C-PILE

RACKING MEMBER DEPTH THICKNESS

3.25 IN. 0.063-0.125 IN

3.061 IN.

4.1 IN. 14 GAGE

3 IN. 14 GAGE

6 IN. 11 GAGE

WIDTH

2.0 IN.

1.818 IN.

3.42 IN.

2 IN.

4.5 IN.

MIN. CORROSION PROTECT

AAMA 611-12

AA-M12

G180

G180

G235

0.800-0.110 IN

BEAM CLAMP = 9 - 11 FT-LBS 9/16"

STANDARD MID 7 END CLAMPS = 9 - 11 FT-LBS 9/16"

PRO-SERIES MID-CLAMPS = 10 - 12 FT-LBS 1/2"

PRO-SERIES END CLAMP = 3 FT-LBS 1/2"

GFT

UNIRAC GROUND

FIXED

TILT

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GFT

JRS

'D' - 24x36

SECTION VIEW OF GFT TABLE - 30° TILT

6'-1 3/8"

(REAR BRACE LENGTH)

4'-10 1/8"

(FRONT BRACE LENGTH)

2'-0 1/2"

9'-8 5/8"

(MAX ABOVE GRADE HEIGHT)

MODULE GAP (SEE DETAILS X1 AND X2 SR 300)

11' 9" M

ODULE OUT TO OUT (70" M

AX. MODULE LENGTH)

13' 2 5/8" (T

C CHANNEL LE

NGTH)

13' 11" M

ODULE OUT TO OUT (83" M

AX. MODULE LENGTH)

FOUNDATION TYPE &

PILE EMBED DEPTH PER

SHEET SR-400

16' 1" M

ODULE OUT TO OUT (96" M

AX. MODULE LENGTH)

E-W BEAM LO

CATIONS SHOWN FO

R THE FO

UR RAIL O

PTION

6'-2 7/8"

(MAX ABOVE GRADE HEIGHT)

GRADE

6"

1'-10"

1'-0 1 2"

2'-0 13 16"

1'-1 15 16"

1'-1 15 16"

2'-0 13 16"

1'-0 1 2"

1'-10"

6"

1'-8"

(T

C HOLE PATTERN

OFFS

ET)

A

B

C

E

D

F

30.0°

DETAILED VIEW

PILES MUST ALWAYS

BE INSTALLED WITH

C-PILES OPEN TO

THE WEST

Y

6"

4.5"

PLAN VIEW OF TABLE

STRUCTURAL

EAST-WEST BEAM

SPLICE - AS REQUIRED

"Z""W" TOP CHORD

(NORTH-SOUTH

MEMBER) - TYP.

UNIRAC C-PILE - TYP.

PILES MUST BE INSTALLED WITH

C-PILE OPEN TO THE WEST - AS

SHOWN

SEE SHEET 600 OR UBUILDER DESIGN OR UNIRAC BOM FOR PILE

QUANTITY REQUIREMENT PER TABLE SIZE. TABLE SIZE CANNOT

EXCEED 30 COLUMNS OF MODULES

1" GAP TYP.0" TO 1/2" TYP.

1" GAP

TYP.

(FROM END OF EAST/WEST

BEAM THAT MODULE

INSTALLATION BEGINS)

DETAILED VIEW PRO SERIES CLAMPS

EAST-WEST

BEAM - TYP.

SOLAR

MODULE

TYP.

CANTILEVER - TYP.

(WEST EDGE OF TOP

CHORD CHANNEL TO END

OF EAST-WEST BEAM

(SEE SHEET 600 OR

UBUILDER DESIGN OR

UNIRAC BOM FOR THIS

DIMENSION)

PILE TO PILE WITHIN A TABLE - TYP.

(SEE SHEET 600 OR BILL OF MATERIALS

FOR THIS DIMENSION)

EAST/WEST

BEAM - TYP.

SOLAR MODULE

1/4" GAP TYP.MIN. 1.5" TYP.

1/4" GAP

TYP.

(FROM END OF EAST/WEST

BEAM THAT MODULE

INSTALLATION BEGINS)

DETAILED VIEW STANDARD CLAMPS

X1

TOP CHORD

(NORTH-SOUTH

MEMBER) - TYP.

NOTE:

FOR INFORMATION REGARDING T-BOLT

(MID-CLAMP) SETBACKS AT EAST/WEST

BEAM SPLICE LOCATIONS, REFER TO

DETAIL 502 (X1) ON SHEET SR-500.

EAST-WEST

BEAM - TYP.

SOLAR MODULE

TOP CHORD

(NORTH-SOUTH

MEMBER) - TYP.

NOTE:

FOR INFORMATION REGARDING T-BOLT

(MID-CLAMP) SETBACKS AT EAST/WEST

BEAM SPLICE LOCATIONS, REFER TO

DETAIL 502 (X2) ON SHEET SR-500.

X2

X1 X2

Y

(SEE ALSO SHEET SR-500, DETAIL 501 (X1))

(SEE ALSO SHEET SR-500, DETAIL 501 (X2))

1/2" GAP TYP.0" TO 1/2" TYP.

1/2" GAP

TYP.

(FROM END OF EAST/WEST

BEAM THAT MODULE

INSTALLATION BEGINS)

DETAILED VIEW UAF CLAMPS

EAST-WEST

BEAM - TYP.

SOLAR MODULE

TOP CHORD

(NORTH-SOUTH

MEMBER) - TYP.

NOTE:

FOR INFORMATION REGARDING T-BOLT

(MID-CLAMP) SETBACKS AT EAST/WEST

BEAM SPLICE LOCATIONS, REFER TO

DETAIL ON SHEET SR-500.

X3 (SEE ALSO SHEET SR-500, DETAIL 502 (X3))

X3

RACKING DIMENSION NOTES:

1. THIS CROSS SECTION AND DIMENSIONS SHOWN ARE SPECIFIC TO AN 83" LONG MODULE

AND A 70" LONG MODULE. ACTUAL MODULE LENGTHS WILL BE LESS THAN OR EQUAL TO

WHAT IS SHOWN BASED ON THE ACTUAL SOLAR MODULE SELECTED. REFER TO THE

STATE SPECIFIC CERTIFICATION LETTER FOR MORE INFORMATION ON THE LIMITS OF

THIS REGION SPECIFIC RACKING DESIGN.

2. FINE TUNE ADJUSTMENTS IN THE EAST-WEST BEAM TO TOP CHORD CHANNEL

CONNECTIONS EXIST. SEE SHEET SR-500 FOR ALL RACKING CONNECTION DETAILS.

REFER TO THE GFT INSTALLATION GUIDE FOR ADDITIONAL INFORMATION.

3. ALL DIMENSIONS SHOWN WITH PARENTHESIS ( ), ARE OPTIMUM DIMENSIONS THAT MAY

VARY SLIGHTLY DUE TO THE FOLLOWING; INSTALLATION SYSTEM USING DIFFERENT

HOLE OPTIONS, VARIANCE IN THE PILE STICK-UP HEIGHT, MODULE SELECTION, OR

VARIANCE IN THE FINISHED/EXISTING GRADE. ALL OTHER DIMENSIONS ARE FIXED.

GFT PARTS LIST

REF

NUMBER PART DESCRIPTION CATALOG # GUAGE/

THICKNESS FINISH

A

ALUMINUM E-W BEAM

(168" OR 246")

411168M OR

411246M SEE SHEET SD-100

B TOP CHORD CHANNEL 404037 SEE SHEET SD-100

C

FRONT DIAGONAL

BRACE (30°)

404032

SEE SHEET SD-100

D

REAR DIAGONAL

BRACE (30°) SEE SHEET SD-100

E DIAGONAL BRACE

PLATE SEE SHEET SD-100

F

C-PILE

(12.5 FT ) 404001 SEE SHEET SD-100

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GFT

E-W BEAM LOCATIONS FOR THE FOUR RAIL OPTION

4'-113 8" 4'-113

8"1'-2"1'-2"

96" MODULE TYP

GFT PARTS LIST

REF

NUMBER PART DESCRIPTION CATALOG # GUAGE/

THICKNESS FINISH

A

ALUMINUM E-W BEAM

(168" OR 246")

411168M OR

411246M SEE SHEET SR-100

B TOP CHORD CHANNEL 404037 SEE SHEET SR-100

C

FRONT DIAGONAL

BRACE (30°)

404032

SEE SHEET SR-100

D

REAR DIAGONAL

BRACE (30°) SEE SHEET SR-100

E DIAGONAL BRACE

PLATE SEE SHEET SR-100

F

C-PILE

(12.5 FT ) 404001 SEE SHEET SR-100

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GFT

UNIRAC C-PILE

(CENTER IN CONCRETE)

DRILLED CAST-IN-HOLE

CONCRETE PILE

UNIRAC C-PILE

DRILLED CAST-IN-HOLE

CONCRETE PILE

(ALTERNATE OPTION) NOT TO SCALE

2% SLOPE TO FACILITATE

POSITIVE DRAINAGE AWAY

FROM THE STEEL PILE

B B

"A " T

YP

IC

AL

" Ø

TOP VIEW

SECTION B-B

EXISTING GRADE

DRILLED CAST-IN-HOLE

400 CONCRETE PILE FOUNDATION

FOUNDATION 400: DRILLED CAST-IN-HOLE CONCRETE PILE FOUNDATION

1. THE FOUNDATION MUST BE EXCAVATED WITH LITTLE TO NO LOOSE MATERIAL IN THE

BOTTOM.

2. THE FOUNDATION CANNOT BE BELOW THE GROUND WATER UNLESS WRITTEN

APPROVAL FROM UNIRAC.

3. IN SOFT OR UNSTABLE SOILS, A TEMPORARY CASING TO STABILIZE THE EXCAVATION IS

PERMITTED.

4. THE PILE SHALL HAVE A #4 REBAR PLACED THROUGH THE BOTTOM OF THE PILE.

5. THE PILE MUST BE CENTERED IN THE HOLE WITH EQUAL AMOUNTS OF CONCRETE

AROUND THE CASING.

6. CONCRETE SHALL CONFORM TO THE CONCRETE SPECIFICATIONS LISTED ON SR-100.

7. CONCRETE DEPTH SHALL CONFORM TO THE DEPTHS LISTED IN THE TABLE ON THIS

SHEET.

8. THE TOP OF THE CONCRETE MUST BE ABOVE GRADE.

9. THE CORE OF THE CONCRETE CAST-IN-DRILLED HOLE PILE WILL CONSIST OF THE

UNIRAC C-PILES AS DEPICTED IN THE FIGURE.

10. FOUNDATIONS MUST NOT BE INSTALLED IN ORGANIC SOILS .

11. DEPTH OF CONCRETE CAN BE +6/-2 INCHES.

12. UNIRAC C-PILE CAN EXTEND TO BOTTOM OF CONCRETE OR EXTEND DEEPER THAN THE

CONCRETE.

#4 REBAR X 1'-6" LONG

(DRILL 1/2"Ø HOLE THROUGH

WEB OF C-PILE. HOLE

SHOULD BE LOCATED 3" TO

6" FROM END OF PILE.)

NOTE:

PILES MUST BE INSTALLED

WITH C-PILE OPEN TO THE

WEST - AS SHOWN

OPEN

WEST

UNIRAC C-PILE

(CENTER IN CONCRETE)

DRILLED CAST-IN-HOLE

CONCRETE PILE

UNIRAC C-PILE

DRILLED CAST-IN-HOLE

CONCRETE PILE

2% SLOPE TO FACILITATE

POSITIVE DRAINAGE AWAY

FROM THE STEEL PILE

A A

"A " T

YP

IC

AL

" Ø

TOP VIEW

SECTION A-A

EXISTING GRADE

#4 REBAR X 1'-6" LONG

(DRILL 1/2"Ø HOLE THROUGH

WEB OF C-PILE. HOLE

SHOULD BE LOCATED 3" TO

6" FROM END OF PILE.)

NOTE:

PILES MUST BE INSTALLED

WITH C-PILE OPEN TO THE

WEST - AS SHOWN

OPEN

WEST

20 OR 30 DEGREE UNIRAC STEEL C-PILE FOUNDATION DEPTHS

(REFER TO SHEET SR-200 OR SR-300 FOR PILE STICK-UP HEIGHT) (c)

FOUNDATION TYPE DETAIL

NUMBER

NO FROST DEPTH FROST DEPTH = 3.5 FT

OR LESS FROST DEPTH = 5.0 FT

DIMENSION "A" DIMENSION "A" DIMENSION "A"

24" FULL CAST IN-PLACE

CONCRETE 400 6'-0" (a) 6'-0" (a) 8'-0"

18" FULL CAST IN-PLACE

CONCRETE 400 7'-0" 7'-0" 8'-0"

(a) FOR 20 DEGREE DESIGNS THE 6'-0" EMBEDMENT REQUIRES CUTTING 24" OFF OF THE BOTTOM OF A 12'-6" LONG C-PILE. (DO NOT CUT THE END OF PILE WITH PRE-PUNCHED HOLES.) IF CUTTING IS NOT PREFERRED, AN 8'-0" CONCRETE FOUNDATION IS ACCEPTABLE.

(b) SHALLOWER EMBEDMENT DEPTHS ARE POSSIBLE, HOWEVER, PILE TESTING AND/OR APPROVAL FROM A GEOTECHNICAL OR

PROFESSIONAL ENGINEER ARE REQUIRED.

(c) BASED ON THE PILE STICK-UP HEIGHT FOR A STANDARD 20 DEGREE GFT TABLE, ALL PILE EMBEDMENT DEPTHS THAT ARE 8'-1" OR

GREATER, REQUIRE A 15 FT LONG PILE.

(d) BASED ON THE PILE STICK-UP HEIGHT FOR A STANDARD 30 DEGREE GFT TABLE, ALL PILE EMBEDMENT DEPTHS THAT ARE 6'-4" OR

GREATER, REQUIRE A 15 FT LONG PILE.

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05/24/2024

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GFT

TOP CHORD TO PILE CONNECTION

CHANNEL

TOP CHORD

PILE

3/4-10 X 1 1/2" HEX

BOLT WITH FLAT

WASHER & SERRATED

FLANGE NUT TYP. PILE

TARGET HOLE FOR

CONNECTION TO

TOP CHORD

ADDITIONAL HOLES

PROVIDED FOR

FIELD ADJUSTMENT

IF REQUIRED. SEE

INSTALLATION GUID

FOR ADJUSTMENT

INSTRUCTIONS

ELEVATION VIEW

(HOLE PATTERN)

EAST-WEST BEAM WITH SPLICE

(TYPICAL ELEVATION)

24" TYP.

EAST-WEST BEAM EAST-WEST

BEAM SPLICE

12" +/-2"

EAST-WEST BEAM WITH SPLICE

(TYPICAL SECTION)

EAST-WEST

BEAM SPLICE

EAST-WEST BEAM

RACKING DETAIL NOTES:

1. SEE INSTALLATION GUIDE FOR PILE TOLERANCES

2. SEE INSTALLATION GUIDE FOR CONNECTION

ADJUSTMENT INSTRUCTIONS

6" +/-1"

1/4-20 X 1 1/8"

SELF DRILLING

SCREW TYP.

3. SEE INSTALLATION GUIDE FOR INSTRUCTIONS

TO INSTALL EAST/WEST BEAM SPLICE

4. DETAILS SEEN ON THIS SHEET ARE NOT DRAWN

TO SCALE

NOTE:

1. BOLT HEAD AND WASHER ALWAYS TO BE INSTALLED ON SIDE

OF CONNECTION WITH MEMBER HAVING THE THINNER GAUGE

TOP CHORD

ADDITIONAL HOLES

PROVIDED FOR

FIELD ADJUSTMENT

IF REQUIRED

CHANNEL

5/8-11 X 1 1/2" HEX

BOLT WITH FLAT

WASHER & SERRATED

FLANGE NUT TYP.

TARGET HOLE FOR

CONNECTION OF

DIAGONAL BRACE TO

TOP CHORD CHANNEL

REAR DIAGONAL

ELEVATION VIEW

(HOLE PATTERN)

(REAR BRACE)

TARGET HOLES FOR

INSTALLATION OF

DIAGONAL BRACE

PLATE

ADDITIONAL HOLES

PROVIDED FOR

FIELD ADJUSTMENT

IF REQUIRED. SEE

PILE

INSTALLATION GUIDE

FOR ADJUSTMENT

INSTRUCTIONS

TOP CHORD TO DIAGONAL BRACE CONNECTION

BRACE

NOTE:

1. BOLT HEAD AND WASHER ALWAYS TO BE INSTALLED ON SIDE

OF CONNECTION WITH MEMBER HAVING THE THINNER GAUGE

NOTE:

1. BOLT HEAD AND WASHER ALWAYS TO BE INSTALLED ON SIDE

OF CONNECTION WITH MEMBER HAVING THE THINNER GAUGE

TOP CHORD TO DIAGONAL BRACE CONNECTION DIAGONAL BRACE TO PILE CONNECTION

DIAGONAL

BRACE

FRONT

(2) 5/8-11 X 1 1/2"

HEX BOLT WITH FLAT

WASHER & SERRATED

FLANGE NUT

BRACE

PLATE

DIAGONAL

5/8-11 X 1 1/2"

HEX BOLT WITH FLAT

WASHER & SERRATED

FLANGE NUT TYP.

(PRE-ASSEMBLED)

505 507

(FRONT BRACE)

ADDITIONAL HOLES

PROVIDED FOR

FIELD ADJUSTMENT

IF REQUIRED

REAR DIAGONAL

BRACE

PILE

5/8-11 X 1 1/2" HEX

BOLT WITH FLAT

WASHER & SERRATED

FLANGE NUT TYP.

TARGET HOLE FOR

CONNECTION OF

DIAGONAL BRACE TO

TOP CHORD CHANNEL

FRONT DIAGONAL

BRACE

TOP CHORD

CHANNEL

ADDITIONAL HOLES

PROVIDED FOR

FIELD ADJUSTMENT

IF REQUIRED

NOTE:

1. BOLT HEAD AND WASHER ALWAYS TO BE INSTALLED ON SIDE

OF CONNECTION WITH MEMBER HAVING THE THINNER GAUGE

STANDARD END CLAMP ASSEMBLY

MODULE

EAST-WEST BEAM

X1

X1

MODULE TYP.

ASSEMBLY

END CLAMP

EAST-WEST

BEAM

STANDARD MID CLAMP ASSEMBLY

NOTE:

CENTERLINE OF T-BOLT SHALL NOT BE

CLOSER THAN 1/4" FROM AN EAST-WEST

BEAM SPLICE. SHIFT FIRST MODULE

LOCATION ON EAST/WEST BEAM AS REQ'D

TO AVOID THIS SPLICE CONFLICT.

MODULE

1/4" MODULE GAP

SPLICE NOT SHOWN

BEAM CLIP

E-W BEAM

1/4-20 X 1" HEX BOLT

& SERRATED FLANGE

NUT TYP.

Y

TOP CHORD CHANNEL

TYP.

X PLAN VIEW

(CONNECTION)

Y PLAN VIEW

(HOLE PATTERN)

X

E-W BEAM

TOP CHORD

CHANNEL BEAM CLIP

TYP.

1/4-20 X 1" HEX BOLT

& SERRATED FLANGE

NUT TYP.

TARGET HOLES FOR

INSTALLATION OF

BEAM CLIPS

ADDITIONAL HOLES

PROVIDED FOR

FIELD ADJUSTMENT

IF REQUIRED. SEE

EAST-WEST BEAM TO TOP CHORD CONNECTION

TOP CHORD

CHANNEL

INSTALLATION GUIDE

FOR ADJUSTMENT

INSTRUCTIONS

MODULE TO EAST-WEST BEAM CLAMP CONNECTION

PRO SERIES END CLAMP ASSEMBLY

MODULE

EAST-WEST BEAM

X2

X2

MODULE TYP.

ASSEMBLY

END CLAMP

EAST-WEST

BEAM

PRO SERIES MID CLAMP ASSEMBLY

NOTE:

CENTERLINE OF T-BOLT SHALL NOT BE

CLOSER THAN 1/4" FROM AN EAST-WEST

BEAM SPLICE. SHIFT FIRST MODULE

LOCATION ON EAST/WEST BEAM AS REQ'D

TO AVOID THIS SPLICE CONFLICT.

MODULE

1" MODULE GAP

SPLICE NOT SHOWN

(PRO SERIES END CLAMP) (STANDARD END CLAMP)

NOTE: RAIL TO BE CUT FLUSH TO 1/2" PROTRUSION BEYOND MODULE FRAME

UAF MID CLAMP ASSEMBLY - TYP

MODULE - TYP

X3

X3

MODULE TYP.

UAF MID CLAMP ASSEMBLY

0.5" GAP TYP.

MODULE LONG SIDE CLAMPING MODULE SHORT SIDE CLAMPING

(UPPER & LOWER RAIL) (CENTER SHARED RAIL)

E-W BEAM

(UAF MID CLAMP)

UAF END CLAMP ASSEMBLY

MODULE

EAST-WEST BEAM

X3

X3

MODULE TYP.

ASSEMBLY

END CLAMP

EAST-WEST

BEAM

UAF MID CLAMP ASSEMBLY

NOTE:

CENTERLINE OF T-BOLT SHALL NOT BE

CLOSER THAN 1/4" FROM AN EAST-WEST

BEAM SPLICE. SHIFT FIRST MODULE

LOCATION ON EAST/WEST BEAM AS REQ'D

TO AVOID THIS SPLICE CONFLICT.

MODULE

1/2" MODULE GAP

SPLICE NOT SHOWN

(UAF END CLAMP)

MODULE TO EAST-WEST BEAM CLAMP CONNECTION

GRADE

505 507

FRONT

BRACE

DIAGONAL

PILE

EAST-WEST

BEAM TYP.

TOP CHORD

REAR DIAGONAL

BRACE

MODULE GAP TYP.

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05/24/2024

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05/24/2024

EP

JRS

GFT

JRS

'D' - 24x36

NOT TO SCALE

PL

AN

N O

R

TH

PILES MUST OPEN TO THE WEST SPLICE

246" GFT RAIL

EASTERN-MOST GFT RAILS IN

ARRAY MUST BE CUT TO FIT

722 3/4"

190 3/4"

18 3/8" 18 3/8"

724 1/4"

57" 57" 57" 57" 57" 57" 57" 57" 57" 57" 57" 57"