D006346 Addendum 01.pdf

KATHY HOCHUL

Governor

RANDY SIMONS

Commissioner Pro Tempore

Hudson Valley – Saratoga/Capital District

ADDENDUM NO.1

September 18, 2025

TO PLANS AND SPECIFICATIONS FOR

Project SA-MK-2024-002 Contract D006346 – EC

Ground Mount (PV) Array System, Mine Kill State Park 161 Mine Kill Rd, North Blenheim, NY 12131

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.

PLANS:

1. DELETE contract Drawing Numbers E-101, E-301, and E-601 in their entirety and SUBSTITUTE the attached Addendum #1 Drawing Numbers: E-101, E-301, and E-601.

a. Drawing No. E-101: Revised One-line Diagram Electrical Connection.

b. Drawing No. E-301: Revised limits of electrical duct bank installation/Added Note 8.

c. Drawing No. E-601: Revised Typical Column Ground Detail.

KATHY HOCHUL

Governor

RANDY SIMONS

Commissioner Pro Tempore

Hudson Valley – Saratoga/Capital District

SPECIFICATIONS:

1. The Unirac Structural Racking Drawings are included with this Addendum and shall be added to the Project Manual as Attachment B. It shall be noted that in instances of discrepancy between the attached set and the contract plan foundation drawings, the most stringent requirements shall apply as shown in the contract plans. It is the contractor’s responsibility to coordinate the requirements shown in the attached with the contract plan foundation drawings. The racking posts to be used shall be of sufficient length and height for the ballast blocks as shown in the contract plans. As noted on Drawing No. C-500, foundation location and fabrication drawings shall be submitted for approval during the construction phase.

CLARIFICATIONS:

1. Total number of PV modules is 72 each as shown on Drawing No. E-301.

2. Total number of ballast blocks to be determined by contractor submitted racking layout during construction phase. Based on spacing requirements, it has been determined that the minimum blocks required would be 27 each, but additional ballast blocks would not be prohibited. Ballast block dimensions to be as shown on Drawing No. C-500.

RFI (Requests For Information):

1. No. 001 – Electrical Splice Detail/Precast Foundations/Foundation Spoils/Regrading/Directional Boring/Existing Transformer Work

a. See attached response.

2. No. 002 – Directional Boring

3. No. 003 – Line Side Tap

James Killon, P.E.

NYS OPRHP

Date: September 18, 2025

Project SA-MK-2024-002; Contract D006346-E Ground Mount (PV) Array System Mine Kill State Park Schoharie County, New York

Electrical Contract: D006346-E

PRE-BID MEETING SUMMARY

Meeting Date: September 5, 2025 @ 11:30 AM Location: Project Site – 161 Mine Kill Rd Mine Kill State Park North Blenheim, NY 12131

AGENDA

A. Introductions of Project Team

- OPRHP Staff James Killon, Project Manager

- OPRHP Staff Kurt Kress, Assistant District Manager

- OPRHP Staff Christopher Kenyon, Park Manager

- CHA (Consultant) Staff Rene Lipatas, Project Manager

- CHA (Consultant) Staff Saarthak Narsipur, Energy Engineer

B. Project Details:

1. Engineer’s Estimate: $694,904.00 - $940,165.00

2. Allowance:$ 38,950.00; Bid Bond: $ 40,900.00

3. All bids are LUMP SUM and SHALL include Allowance Amount, $38,950.00.

4. Project Schedule: Project Completion Date: 270 days after OSC approval

5. MBE: 20%; WBE: 10%

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 9/23/25;

therefore start construction by end of 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 (72) panels, (3) inverters, electrical components, racking system and supports, and concrete foundations as shown in the contract documents,

b. A 50kVA transformer and electrical distribution equipment,

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

2. Additional Notes:

a. Staging area to be adjacent to the project site next to the existing parking lot 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 project site as necessary to accommodate all construction vehicles. Parks staff will remove snow from State Park roads, driveway, and parking lot at 161 Mine Kill Road.

d. Existing sanitary sewer line and water line exist within electrical duct bank path.

Contractor to verify depth and location.

e. Electrical energy for temporary light and power is available at the site. Contractor responsible for confirming service size is adequate for temporary needs. Water is available at the site for minor water use.

f. Contractor to provide temporary toilet facilities at site.

g. NYSOPRHP will provide Rattlesnake Encounter Training onsite that all contractor workers must attend for work that takes place between April 1 and October 31.

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

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 $40,900.00

- 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 Addendum #1 – Issued 9/18/25

- Drawings: G-001 through E-801 (18 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 $ 38,950.00).

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

Advertise for Bid ................................................... August 26, 2025 Pre-Bid Meeting ................................................ September 5, 2025 RFI Due Date ............................. September 11, 2025 by 5:00 PM Bid Submission Deadline ............ September 23, 2025 at 12:30 PM Bid Opening ................................. September 23, 2025 at 1:00 PM Contract Submittals to NYS OSC ........................ October 21, 2025* Contract Approval by NYS OSC ...................... November 18, 2025* Preconstruction Meeting .................................. November 21, 2025* Project Completion .............................................. August 15, 2026*

* Note: Date is approximate; Construction duration for contract D006346 is 270 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 270 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 21, 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 Thursday, September 11, 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 issued Addendum #1 on Thursday, September 18, 2025.

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

September 23, 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 23, 2025 at 1:00 PM.

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

M

06/27/20250

Description Date:

REVISIONS

Rev No

Drawn By:

Design By:

Checked By:

Date:

Approved By:

06/27/2025

Sheet:

of 18

Project Number:

SA-MK-2024-002

Sheet Title: Drawing Number:

3 WINNERS CIR

Project Title:

MINE KILL GROUND MOUNT

PV ARRAY SYSTEM

Project Location:

Key Plan

161 MINE KILL ROAD

NORTH BLENHEIM, NY 12131

IT IS A VIOLATION OF STATE EDUCATION LAW FOR ANY PERSON, UNLESS UNDER THE DIRECTION OF A LICENSED ARCHITECT/ENGINEER TO ALTER THIS DOCUMENT IN ANYWAY. ALTERATIONS MUST HAVE THE SEAL AFFIXED ALONG WITH A DESCRIPTION OF THE ALTERATIONS, DATE AND ARCHITECT'S/ENGINEER'S

SIGNATURE. COPYRIGHT © 2015

19 Roosevelt Drive Saratoga Springs, NY 12866

(518) 584-2000

NYS OPRHP Saratoga-Capital Region

Seal and Signature

100% CONSTRUCTION DOCUMENT SUBMISSION

Governor Kathy Hochul Commissioner Pro Tempore Randy Simons

Regional Director: Alane BallChinian Hudson Valley District Manager: Garrett Jobson

CHA CONSULTING

ALBANY, NY 12205

Consultant Drawing Copyright © 2025

ONE-LINE

DIAGRAM E-101

CG

OB

MB

SK

08/12/20251 NATIONAL GRID UPDATES

09/17/20252 ADDENDUM 1-REVISED TO ADDRESS RFI QUESTIONS

ELECTRICAL

SITE PLAN

LAYOUT E-301

SYSTEM SUMMARY

SYSTEM SIZE (DC) 42.1 kW SYSTEM SIZE (AC) 34.2 kW

PV MODULES (72) Hanwha Q Cells, Q Peak Duo XL-G11s 585

INVERTERS (3) SolarEdge SE11400H-US (240V)

06/27/20250

Description Date:

REVISIONS

Rev No

Drawn By:

Design By:

Checked By:

Date:

Approved By:

06/27/2025

Sheet:

of 18

Project Number:

SA-MK-2024-002

Sheet Title: Drawing Number:

3 WINNERS CIR

Project Title:

MINE KILL GROUND MOUNT

PV ARRAY SYSTEM

Project Location:

Key Plan

161 MINE KILL ROAD

NORTH BLENHEIM, NY 12131

IT IS A VIOLATION OF STATE EDUCATION LAW FOR ANY PERSON, UNLESS UNDER THE DIRECTION OF A LICENSED ARCHITECT/ENGINEER TO ALTER THIS DOCUMENT IN ANYWAY. ALTERATIONS MUST HAVE THE SEAL AFFIXED ALONG WITH A DESCRIPTION OF THE ALTERATIONS, DATE AND ARCHITECT'S/ENGINEER'S

SIGNATURE. COPYRIGHT © 2015

19 Roosevelt Drive Saratoga Springs, NY 12866

(518) 584-2000

NYS OPRHP Saratoga-Capital Region

Seal and Signature

100% CONSTRUCTION DOCUMENT SUBMISSION

Governor Kathy Hochul Commissioner Pro Tempore Randy Simons

Regional Director: Alane BallChinian Hudson Valley District Manager: Garrett Jobson

CHA CONSULTING

ALBANY, NY 12205

Consultant Drawing Copyright © 2025

CG

OB

MB

SK

09/17/20251 ADDENDUM 1-REVISED TO ADDRESS RFI QUESTIONS

GROUNDING AND

TRANSFORMER PAD

DETAILS E-601

06/27/20250

Description Date:

REVISIONS

Rev No

Drawn By:

Design By:

Checked By:

Date:

Approved By:

06/27/2025

Sheet:

of 18

Project Number:

SA-MK-2024-002

Sheet Title: Drawing Number:

3 WINNERS CIR

Project Title:

MINE KILL GROUND MOUNT

PV ARRAY SYSTEM

Project Location:

Key Plan

161 MINE KILL ROAD

NORTH BLENHEIM, NY 12131

IT IS A VIOLATION OF STATE EDUCATION LAW FOR ANY PERSON, UNLESS UNDER THE DIRECTION OF A LICENSED ARCHITECT/ENGINEER TO ALTER THIS DOCUMENT IN ANYWAY. ALTERATIONS MUST HAVE THE SEAL AFFIXED ALONG WITH A DESCRIPTION OF THE ALTERATIONS, DATE AND ARCHITECT'S/ENGINEER'S

SIGNATURE. COPYRIGHT © 2015

19 Roosevelt Drive Saratoga Springs, NY 12866

(518) 584-2000

NYS OPRHP Saratoga-Capital Region

Seal and Signature

100% CONSTRUCTION DOCUMENT SUBMISSION

Governor Kathy Hochul Commissioner Pro Tempore Randy Simons

Regional Director: Alane BallChinian Hudson Valley District Manager: Garrett Jobson

CHA CONSULTING

ALBANY, NY 12205

Consultant Drawing Copyright © 2025

CG

OB

MB

SK

09/17/20251 ADDENDUM 1-REVISED TO ADDRESS RFI QUESTIONS

DESIGN CRITERIA

BUILDING CODE ASCE 7-16

OCCUPANCY/RISK CATEGORY I

WIND SPEED (MPH) 110

GROUND SNOW LOAD (PSF) 60

WIND EXPOSURE C

SEISMIC Ss 0.189

SEISMIC S1 0.057

WIND ON ICE (MPH) 40

ICE THICKNESS (IN) 1

SITE ELEVATION ABOVE MSL (FT) 1202

PROJECT OVERVIEW

PROJECT SIZE (KW DC) 42.48

MODULE QUANTITY 72

MODULE SPECIFICATIONS

MANUFACTURER QCELLS

MODEL Q.PEAK DUO XL-G11.2

LENGTH (IN) 95.12

WIDTH (IN) 44.65

FRAME THICKNESS (IN) 1.37

WEIGHT (LBS) 69

OUTPUT (W) 590

ENGINEERING OUTPUT

ARRAY TILT 30

CLAMP SELECTION UNIVERSAL AF CLAMPS

FOUNDATION TYPE BALLAST BLOCK

FRONT EDGE HEIGHT (FT) 30

L: C-PILE LENGTH (FT) 10.50

L1: C-PILE LENGTH ABOVE THE GROUND (FT-IN) 6'-4"

L2: FOUNDATION DEPTH (FT-IN) 6'-6"

ARRAY PARTS LIST

PART NUMBER DESCRIPTION QUANTITY

404004 GFT C-PILE, 126" - (10.5’ TOTAL LENGTH) 28

404037 GFT TOP CHORD CHANNEL 20/30 - LGFMT 28

404032 GFTSR DIAG BRACE ASSEMBLY 30D 28

404013 GFT HARDWARE KIT 28

411246M GFT RAIL 246" MILL 16

411168M GFT RAIL 168" MILL 16

404014 GFT RAIL SPLICE KIT 24

302045M UNIVERSAL AF SERIES MID CLAMP MILL 136

302050M UNIVERSAL AF SERIES END CLAMP MILL 16

GFT-CAP GFT RAIL END CAP, UV-BLK 16

404015 GFT WIRE MANAGEMENT CLIP 38

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 DETAILS

SR - 500 RACKING DETAILS

SR - 600 RACKING DETAILS - 2X18

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UNIRAC GROUND

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SR-101

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COVER

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SHEET

AutoCAD SHX Text Fax: (505) 242-6412

AutoCAD SHX Text Phone: (505) 242-6411

AutoCAD SHX Text Albuquerque, New Mexico 87102

AutoCAD SHX Text 1411 Broadway Boulevard NE

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PROFESSIONAL SEAL

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SHEET NUMBER

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SHEET TITLE

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PROJECT NUMBER:

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DRAFTED BY:

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REVIEWED BY:

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MARK

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DATE

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DESCRIPTION

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ORIGINAL RELEASE DATE:

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REVISION BLOCK

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SHEET

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OWNER/CLIENT:

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ENGINEERING CONSULTANT:

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ENGINEERED BY:

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DRAWING SHEET SIZE:

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UNIRAC'S GFT

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STRUCTURAL RACKING DRAWINGS

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AutoCAD SHX Text 05/26/2025

AutoCAD SHX Text Original Release

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SEE STATE SPECIFIC STAMPED & SIGNED GFT CERTIFICATION LETTER

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GROUND FIXED TILT

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CHA SOLUTIONS PARKS 161 MINE KILL RD NORTH BLENHEIM, NY 12131

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161 MINE KILL RD NORTH BLENHEIM, NY 12131

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-102, 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

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05/26/2025

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'D' - 24x36

AutoCAD SHX Text

SR-102

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AutoCAD SHX Text

GENERAL

AutoCAD SHX Text

STRUCTURAL RACKING

AutoCAD SHX Text

NOTES

AutoCAD SHX Text Fax: (505) 242-6412

AutoCAD SHX Text Phone: (505) 242-6411

AutoCAD SHX Text Albuquerque, New Mexico 87102

AutoCAD SHX Text 1411 Broadway Boulevard NE

AutoCAD SHX Text

PROFESSIONAL SEAL

AutoCAD SHX Text

SHEET NUMBER

AutoCAD SHX Text

SHEET TITLE

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PROJECT NUMBER:

AutoCAD SHX Text

DRAFTED BY:

AutoCAD SHX Text

REVIEWED BY:

AutoCAD SHX Text

MARK

AutoCAD SHX Text

DATE

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DESCRIPTION

AutoCAD SHX Text

ORIGINAL RELEASE DATE:

AutoCAD SHX Text

REVISION BLOCK

AutoCAD SHX Text

SHEET

AutoCAD SHX Text of 7

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OWNER/CLIENT:

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ENGINEERING CONSULTANT:

AutoCAD SHX Text www.unirac.com

AutoCAD SHX Text

ENGINEERED BY:

AutoCAD SHX Text

DRAWING SHEET SIZE:

AutoCAD SHX Text

UNIRAC'S GFT

AutoCAD SHX Text

STRUCTURAL RACKING DRAWINGS

AutoCAD SHX Text

AutoCAD SHX Text 05/26/2025

AutoCAD SHX Text Original Release

AutoCAD SHX Text

SEE STATE SPECIFIC STAMPED & SIGNED GFT CERTIFICATION LETTER

AutoCAD SHX Text

GROUND FIXED TILT

CHA SOLUTIONS PARKS 161 MINE KILL RD NORTH BLENHEIM, NY 12131

6'-1 3/8"

(REAR BRACE LENGTH)

4'-10 1/8"

(FRONT BRACE LENGTH)

REAR EDGE HEIGHT

MODULE GAP (SEE DETAILS X1 AND X2 SR 300)

13' 2 5/8" (T

C CHANNEL LE

NGTH)

FOUNDATION TYPE &

PILE EMBED DEPTH PER

SHEET SR-400

16' 3" M

ODULE OUT TO OUT (97" M

AX. MODULE LENGTH)

GRADE

1'-8"

(T

C HOLE PATTERN

OFFS

ET)

A

B

C

E

D

F

30.0°

4'-11 3/8"

4'-11 3/8"

1'-2"

1'-2"

SECTION VIEW OF GFT TABLE - 30° TILT

FRONT EDGE HEIGHT

(SEE PAGE SR-101)

L2:FOUNDATION DEPTH

(SEE PAGE SR-101)

L1:C-PILE LENGTH

ABOVE THE GROUND

(SEE PAGE SR-101)

L:C-PILE LENGTH

(SEE PAGE SR-101)

DETAILED VIEW

PILES MUST ALWAYS

BE INSTALLED WITH

C-PILES OPEN TO

THE WEST

Y

6"

4.5"

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

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

(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))

SOLAR

MODULE

TYP.

PLAN VIEW OF TABLE

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

"Z"

EAST-WEST

BEAM - TYP.

STRUCTURAL

EAST-WEST

BEAM SPLICE -

AS REQUIRED

TOP CHORD

(NORTH-SOUTH

MEMBER) -

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)

"W"

PILE TO PILE WITHIN A TABLE - TYP.

(SEE SHEET 600 OR BILL OF MATERIALS

FOR THIS DIMENSION)

Y

X1 X2X3

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 SR-102

B TOP CHORD CHANNEL 404037 SEE SHEET SR-102

C

FRONT DIAGONAL

BRACE (30°)

404032

SEE SHEET SR-102

D

REAR DIAGONAL

BRACE (30°) SEE SHEET SR-102

E DIAGONAL BRACE

PLATE SEE SHEET SR-102

F

C-PILE

(10.5 FT ) 404004 SEE SHEET SR-102

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AutoCAD SHX Text N

AutoCAD SHX Text

SR-300

AutoCAD SHX Text

GFT TABLE CROSS-

AutoCAD SHX Text

SECTION AND PARTS LIST

AutoCAD SHX Text

AutoCAD SHX Text

(30 DEGREE TILT)

AutoCAD SHX Text Fax: (505) 242-6412

AutoCAD SHX Text Phone: (505) 242-6411

AutoCAD SHX Text Albuquerque, New Mexico 87102

AutoCAD SHX Text 1411 Broadway Boulevard NE

AutoCAD SHX Text

PROFESSIONAL SEAL

AutoCAD SHX Text

SHEET NUMBER

AutoCAD SHX Text

SHEET TITLE

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PROJECT NUMBER:

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DRAFTED BY:

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REVIEWED BY:

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MARK

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DATE

AutoCAD SHX Text

DESCRIPTION

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ORIGINAL RELEASE DATE:

AutoCAD SHX Text

REVISION BLOCK

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SHEET

AutoCAD SHX Text of 7

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OWNER/CLIENT:

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ENGINEERING CONSULTANT:

AutoCAD SHX Text www.unirac.com

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ENGINEERED BY:

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DRAWING SHEET SIZE:

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UNIRAC'S GFT

AutoCAD SHX Text

STRUCTURAL RACKING DRAWINGS

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AutoCAD SHX Text 05/26/2025

AutoCAD SHX Text Original Release

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SEE STATE SPECIFIC STAMPED & SIGNED GFT CERTIFICATION LETTER

AutoCAD SHX Text

GROUND FIXED TILT

E-W BEAM LOCATIONS FOR THE FOUR RAIL OPTION

4'-113 8" 4'-113

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

97" 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-102

B TOP CHORD CHANNEL 404037 SEE SHEET SR-102

C

FRONT DIAGONAL

BRACE (30°)

404032

SEE SHEET SR-102

D

REAR DIAGONAL

BRACE (30°) SEE SHEET SR-102

E DIAGONAL BRACE

PLATE SEE SHEET SR-102

F

C-PILE

(10.5 FT ) 404004 SEE SHEET SR-102

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AutoCAD SHX Text

SR-301

AutoCAD SHX Text

GFT E-W BEAM

AutoCAD SHX Text

LOCATION OPTIONS

AutoCAD SHX Text

AutoCAD SHX Text

(30 DEGREE TILT)

AutoCAD SHX Text Fax: (505) 242-6412

AutoCAD SHX Text Phone: (505) 242-6411

AutoCAD SHX Text Albuquerque, New Mexico 87102

AutoCAD SHX Text 1411 Broadway Boulevard NE

AutoCAD SHX Text

PROFESSIONAL SEAL

AutoCAD SHX Text

SHEET NUMBER

AutoCAD SHX Text

SHEET TITLE

AutoCAD SHX Text

PROJECT NUMBER:

AutoCAD SHX Text

DRAFTED BY:

AutoCAD SHX Text

REVIEWED BY:

AutoCAD SHX Text

MARK

AutoCAD SHX Text

DATE

AutoCAD SHX Text

DESCRIPTION

AutoCAD SHX Text

ORIGINAL RELEASE DATE:

AutoCAD SHX Text

REVISION BLOCK

AutoCAD SHX Text

SHEET

AutoCAD SHX Text of 7

AutoCAD SHX Text

OWNER/CLIENT:

AutoCAD SHX Text

ENGINEERING CONSULTANT:

AutoCAD SHX Text www.unirac.com

AutoCAD SHX Text

ENGINEERED BY:

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DRAWING SHEET SIZE:

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UNIRAC'S GFT

AutoCAD SHX Text

STRUCTURAL RACKING DRAWINGS

AutoCAD SHX Text

AutoCAD SHX Text 05/26/2025

AutoCAD SHX Text Original Release

AutoCAD SHX Text

SEE STATE SPECIFIC STAMPED & SIGNED GFT CERTIFICATION LETTER

AutoCAD SHX Text

GROUND FIXED TILT

PRECAST OR

CAST-IN-PLACE

CONCRETE

BALLAST BLOCK

3" MIN. TYP

3" MIN. TYP

24"

3" MIN. TYP

3" MIN. TYP

SIDE VIEW

SECTION

(8) #3 TIES AT

11" O.C.

(3) #4 TOP AND

BOTTOM

(ALTERNATE FOUNDATION OPTION) NOT TO SCALE404 CONCRETE BALLAST OR SPREAD FOOTING (PRECAST OR CAST-IN-PLACE)

1. EXISTING GRADE MAY BE CLEARED/GRADED OR LEFT AS-IS. BLOCK DIMENSIONS SHOWN ABOVE

ARE MINIMUM REQUIREMENTS.

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

3. CONCRETE SHALL CONFORM TO THE CONCRETE SPECIFICATIONS LISTED ON SR-102.

4. UNIRAC AND THE ENGINEER OF RECORD ARE NOT RESPONSIBLE FOR DIFFERENTIAL SETTLEMENT

OR DIFFERENTIAL FROST HEAVE FROM ONE PILE FOUNDATION TO THE NEXT. PERIODIC

MONITORING OF THE INSTALLED PILES AND CONCRETE FOUNDATION IS RECOMMENDED.

5. PILES MUST BE INSTALLED WITH C-PILE OPEN TO THE WEST - AS SHOWN

6. MAINTENANCE REQUIRED WHERE C-PILE ENTERS THE CONCRETE BLOCK. CAULKING OR

NON-SHRINK GROUT WILL HELP TO PREVENT MOISTURE FROM ENTERING THIS VOID (THUS

AVOIDING CORROSION AND FREEZE-THAW BREAKDOWN.)

7. CONTACT UNIRAC FOR PRECAST BLOCK OPTION. AN 8" SQUARE LEAVE OUT AREA AND KEYED

SLOT FOR THE CPILE TO BE INSTALLED IN THE FIELD. HIGH STRENGTH NON SHRINK GROUT

REQUIRED TO SET CPILE.

8. ABOVE GRADE BALLAST BLOCKS ARE POSSIBLE. PLEASE CONTACT UNIRAC FOR CUSTOM ABOVE

GRADE BALLAST BLOCK DESIGN.

9. BALLAST BLOCK DESIGN ASSUMES WIND SPEED IS LESS THAN 110 MPH. FOR WIND SPEEDS

GREATER THAN 110 MPH, CONTACT UNIRAC FOR DESIGN.

10. BOTTOM OF BALLAST BLOCKS SHALL BE AT OR BELOW THE FROST DEPTH. CONTACT UNIRAC IF

NOT POSSIBLE TO BELOW FROST DEPTH.

24"

84"

PRECAST OR CAST-IN-PLACE

CONCRETE BALLAST BLOCK

(8) #3 TIES AT 11" O.C.

(3) #4 TOP AND BOTTOM

#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.)

#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.)

UNIRAC C-PILE

CUT PILE AS REQUIRED

UNIRAC C-PILE

INSTALLER OPTION:

THIS FOUNDATION CAN BE

POURED AS A SPREAD

FOOTING AT GRADE

DIAGONAL BRACE ASSEMBLY

TO BE INSTALLED ABOVE THE

CONCRETE BLOCK - AS

SHOWN

CL OF PILE AND FOUNDATION

CL OF PILE AND FOUNDATION

INSTALLER OPTION:

THIS FOUNDATION CAN BE

POURED AS A SPREAD

FOOTING AT GRADE

SEE SHEETS SD-200 & SD-300 FOR THIS DIM.

(TREAT TOP OF CONCRETE SAME AS GRADE)

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AutoCAD SHX Text

SR-400

AutoCAD SHX Text

FOUNDATION

AutoCAD SHX Text

AutoCAD SHX Text

EMBEDMENT AND

AutoCAD SHX Text

FOUNDATION DETAILS

AutoCAD SHX Text Fax: (505) 242-6412

AutoCAD SHX Text Phone: (505) 242-6411

AutoCAD SHX Text Albuquerque, New Mexico 87102

AutoCAD SHX Text 1411 Broadway Boulevard NE

AutoCAD SHX Text

PROFESSIONAL SEAL

AutoCAD SHX Text

SHEET NUMBER

AutoCAD SHX Text

SHEET TITLE

AutoCAD SHX Text

PROJECT NUMBER:

AutoCAD SHX Text

DRAFTED BY:

AutoCAD SHX Text

REVIEWED BY:

AutoCAD SHX Text

MARK

AutoCAD SHX Text

DATE

AutoCAD SHX Text

DESCRIPTION

AutoCAD SHX Text

ORIGINAL RELEASE DATE:

AutoCAD SHX Text

REVISION BLOCK

AutoCAD SHX Text

SHEET

AutoCAD SHX Text of 7

AutoCAD SHX Text

OWNER/CLIENT:

AutoCAD SHX Text

ENGINEERING CONSULTANT:

AutoCAD SHX Text www.unirac.com

AutoCAD SHX Text

ENGINEERED BY:

AutoCAD SHX Text

DRAWING SHEET SIZE:

AutoCAD SHX Text

UNIRAC'S GFT

AutoCAD SHX Text

STRUCTURAL RACKING DRAWINGS

AutoCAD SHX Text

AutoCAD SHX Text 05/26/2025

AutoCAD SHX Text Original Release

AutoCAD SHX Text

SEE STATE SPECIFIC STAMPED & SIGNED GFT CERTIFICATION LETTER

AutoCAD SHX Text

GROUND FIXED TILT

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 GUIDE

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…