PROJECT: George Pierce Park Gymnasium Addition ADDENDUM NO.: Addendum No. 5. PROJECT NUMBER: DATE OF ISSUE: December 15, 2015

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1 PAGE 1 PROJECT: George Pierce Park Gymnasium Addition ADDENDUM NO.: Addendum No. 5 PROJECT NUMBER: DATE OF ISSUE: December 15, 2015 OWNER: Gwinnett County Parks & Recreation This addendum modifies the Contract Documents only in the manner and to the extent stated herein and shown on any accompanying drawings and will become a part of the Contract Documents. Except as specified or otherwise indicated by this addendum, all work shall be in accordance with the basic requirements of the Contract Documents. BIDDER SHALL ACKNOWLEDGE RECEIPT OF ADDENDUM IN THE SPACE PROVIDED ON THE BID FORM, FAILURE TO DO SO MAY CONSTITUTE AN INFORMALITY IN THE BID. The following clarifications, amendments, additions, revisions, changes and/or modifications shall take precedence over the drawings and specifications for the above named project only in the amount and to the extent hereinafter specified in this addendum. Where any item called for in the specifications or indicated on the drawings is not supplemented hereby, the original requirements shall remain in effect. Where any original item is amended, voided or superseded hereby, the provision of such item not specifically amended, voided or superseded shall remain in effect. GENERAL ITEM NO. 1: Reference the attached list of attendees from the Pre-Bid Meeting held at Gwinnett County Parks & Recreation on Thursday, December 3, 2015; a copy of which is attached hereto. SPECIFICATIONS ITEM NO. 2: Reference the Project Manual, SPECIFICATIONS: A. DIVISION 00 - OFFERER REQUIREMENTS: Under Special Provisions, Page 6, Paragraph 17, LIST OF SUBCONTRACTORS. Delete the second paragraph in its entirety and change to read as follows: The Prime Contractor shall not award more than ninety percent (90%) of the work to subcontractors excluding labor and materials for roofing, wood flooring and helical pier portions of the work. Excluding materials and labor for the roof, wood flooring and helical piers, the Prime Contractor shall perform with his/her own organization, work amounting to not less than ten percent (10%) of the remaining Contract value including materials, equipment and labor. Purchasing of materials by the Prime Contractor for use by a Subcontractor will not be allowed when computing the 90% limitation. B. DIVISON 00 - OFFERER REQUIREMENTS, BID SCHEDULE See attached, the amended and updated Bid Forms, pages 9R and 11R, a copy of which is attached to this Addendum, is hereby issued and made a part of the Contract Documents. Due to the scope of work for the addition of the helical piles, the following items have been revised: 1. On page 9 of the Bid Forms, in the first paragraph, at the end of the last sentence, change Unit Price Items 1 through 3 below, to read as follows:. Unit Price Items 1 through 5 below, 2. On page 9 of the Bid Forms, in the second paragraph at two (2) locations, change 240 calendar days to read as follows:. 270 calendar days.

2 C. DIVISON 00 - OFFERER REQUIREMENTS, UNIT PRICE SCHEDULE PAGE 2 1. DIVISION 00-OFFERER REQUIREMENTS: Under UNIT PRICE SCHEDULE, Page 9, Add Item #5 to read as follows: Estimated Unit No. Item Unit Quantity Price Total 5. Base Bid depth of Helical Piles LF 25 feet x 126 piles= to be 25-0 to be included as 3,150LF part of base bid. D. DIVISON 00 - OFFERER REQUIREMENTS, LIQUIDATED DAMAGES 1. DIVISION 00-OFFERER REQUIREMENTS: Under LIQUIDATED DAMAGES, Page 11 of the Bid Forms, in the first paragraph at two (2) locations, change 240 calendar days to read as follows:. 270 calendar days. E. Section , HELICAL FOUNDATIONS: 1. Add the following NEW Paragraph and subparagraphs: 3.05 HELICAL PILE LOAD TESTS 3.05 HELICAL PILE LOAD TESTS A. Load Test Equipment 1. The load test equipment shall be capable of increasing or decreasing the applied load incrementally. The incremental control shall allow for small adjustments, which may be necessary to maintain the applied load for a sustained, hold period. 2. The reaction system shall be designed so as to have sufficient strength and capacity to distribute the test loads to the ground. It should also be designed to minimize its movement under load and to prevent applying an eccentric load to the pile head. Test loads are normally higher than the design loads on the structure. The direction of the applied load shall be collinear with the Helical Pile at all times. 3. Dial gauge(s) shall be used to measure Helical Pile movement. The dial gauge shall have an accuracy of at least +/ in. and a minimum travel sufficient to measure all Helical Pile movements without requiring resetting the gauge. The dial gauge shall be positioned so its stem is parallel with the axis of the Helical Pile. The stem may rest on a smooth plate located at the pile head. Said plate shall be positioned perpendicular to the axis of the Helical Pile. The dial gauge shall be supported by a reference apparatus to provide an independent fixed reference point. Said reference apparatus shall be independent of the reaction system and shall not be affected by any movement of the reaction system. 4. The load test equipment shall be re-calibrated, if in the opinion of the Design Professional and/or Construction Professional reasonable doubt exists as to the accuracy of the load or deflection measurements. B. Testing Program 1. The hydraulic jack shall be positioned at the beginning of the test such that the unloading and repositioning of the jack during the test shall not be required. The jack shall also be positioned co-axial with respect to the pile-head so as to minimize eccentric loading. The hydraulic jack shall be capable of applying a load not less than two times the proposed design load (DL). The pressure gauge shall be graduated in 100 psi increments or less. The stroke of the jack shall not be less than the theoretical elastic shortening of the total Helical Pile length at the maximum test load. 2. An alignment load (AL) shall be applied to the Helical Pile prior to setting the deflection measuring equipment to zero or a reference position. The AL shall be no more than 10% of the design load

3 PAGE 3 (i.e., 0.1 DL). After AL is applied, the test set-up shall be inspected carefully to ensure it is safe to proceed. 3. Axial compression or tension load tests shall be conducted by loading the Helical Pile in stepwise fashion as shown in Table-4 to the extent practical. Pile-head deflection shall be recorded at the beginning of each step and after the end of the hold time. The beginning of the hold time shall be defined as the moment when the load equipment achieves the required load step. 4. Test loads shall be applied until continuous jacking is required to maintain the load step or until the test load increment equals 200% of the design load (DL) (i.e., 2.0 DL), whichever occurs first. The observation period for this last load increment shall be 10 minutes. Displacement readings shall be recorded at 1, 2, 3, 4, 5 and 10 minutes (load increment maxima only). 5. The applied test load shall be removed in four approximately equal decrements per the schedule in Table-4. The hold time for these load decrements shall be 1 minute, except for the last decrement, which shall be held for 5 minutes. C. Acceptance Criteria for HELICAL PILE Verification Load Tests: Both of the following criteria must be met for approval: 1. The Helical Pile shall sustain the compression and tension design capacities (1.0 DL) with no more than 1 in. (25 mm) total vertical movement of the pile-head as measured relative to the top of the Helical Pile prior to the start of testing. 2. Failure does not occur at the 2.0 DL maximum compression and tension test loads. The failure load shall be defined by one of the following definitions whichever results in the lesser load: a. The point at which the movement of the Helical Pile tip exceeds the elastic compression/tension of the pile shaft by 0.08 B, where B is defined as the diameter of the largest helix. b. The point at which the slope of the load versus deflection (at end of increment) curve exceeds 0.05 inches/kip. 3. The Construction Professional shall provide the Design Professional copies of field test reports confirming Helical Pile configuration and construction details within 24 hours after completion of the load tests. Formal copies shall be submitted as per Section 3.3. This written documentation will either confirm the load capacity as required on the working drawings or propose changes based upon the results of the pre-production tests. 4. When a Helical Pile fails to meet the acceptance criteria, modifications shall be made to the design, the construction procedures, or both. These modifications include, but are not limited to, de-rating the Helical Pile load capacity, modifying the installation methods and equipment, increasing the minimum effective installation torque, changing the helix configuration, or changing the Helical Pile material (i.e., central steel shaft). Modifications that require changes to the structure shall have prior review and acceptance of the Design Professional. The cause for any modifications of design or construction procedures shall be decided in order to determine any additional cost implications. D. Production Helical Pile Testing (This may be the only type of load test conducted, depending on project conditions.) 1. The Construction Professional shall perform proof tests on a minimum of 20% of the total production Helical Piles. The Helical Piles to be tested will be selected by the Design Professional. At the Construction Professional's suggestion, but with the Design Professional s permission, tension tests may be performed in lieu of compression tests up to 1.00 DL for Helical Piles with sufficient structural tension capacity. 2. The test sequence shall be as shown in Table-4 to the extent practical. Table-4. Steps for Production Load Testing LOAD STEP HOLD TIME (MINUTES) AL 0 Min DL 2.5 Min DL 2.5 Min DL 2.5 Min.

4 0.80 DL 2.5 Min DL 5 Min DL 1 Min DL 1 Min DL 1 Min. AL 5 Min. AL = Alignment Load; DL = Design Load PAGE 4 3. The acceptance criteria for production Helical Piles shall be per Section 6.4 Item If a production Helical Pile that is tested fails to meet the acceptance criteria, the Construction Professional shall be directed to proof test another Helical Pile in the vicinity. For failed Helical Piles and further construction of other foundations, the Construction Professional shall modify the design, the construction procedure, or both. These modifications include, but are not limited to, installing replacement Helical Piles, modifying the installation methods and equipment, increasing the minimum effective installation torque, changing the helix configuration, or changing the Helical Pile material (i.e., central steel shaft). Modifications that require changes to the structure shall have prior review and acceptance of the Design Professional. Any modifications of design or construction procedures shall be at the Construction Professional s expense. QUESTIONS ITEM NO. 4: Q1. Is the 50KIPS compression load capacity the allowable or Ultimate load capacity for the Helical Piers. A1. The 50 kips load is an allowable (unfactored) load per General Note M under the heading "Foundation" on the General Notes Sheet. Q2. What depth do we bid at? We can give a cost per linear foot beyond a preset depth, this way all contractors bid at the same depth. A2. The depth of the additional borings that ECS made at the site was 25 feet. Some of these borings showed low blow counts at this depth and other borings did not. Contractor shall use a minimum of 25 feet for the depth of the helical piles for the basis of bidding purposes. Reference Item No. 2 above in the Unit Price Schedule to be indicated by the Contractor Professional for a dollar amount cost per lineal foot beyond the preset base depth of 25-0 to be provided. Q3. Is there a base depth that we can bid at? We can include a dollar amount per linear foot for depths beyond the base depth. This way everyone bids at the same base depth. We can install "into competent substrata" in order to reach 50KIPS load capacity, all depths are recorded. A3. See the response to Item No. 2-UNIT PRICE SCHEDULE above and response to question No. 2 above for this information. Q4. Foundation Note N. on S00.0 specifies a maximum total allowable settlement of 1 for the piles. How is this to be verified? Under what load does the 1 apply to? How will achieving that be verified by required pre-production compression load testing? If so how many tests will be required? Can the test(s) be done on a sacrificial pile(s)? They need to develop the performance criteria more fully on this item so it creates a level playing field for bidders. A4. Load test non-production piles in a step-wise fashion as shown in the Amended Helical Pile specification and as indicated in the added Paragraph and subparagraphs: 3.05 HELICAL PILE LOAD TESTS in Specification Section , HELICAL FOUNDATIONS. Q5. None of the SPT borings done here went deep enough to conclusively determine at what depth the helical piles will achieve their required capacity of 50 kips working (100 kips ultimate). Will the pile contractors who are seriously considering this work be allowed to access the site to install some probe piles (before the bid date) to confirm depth to capacity? If not, there needs to be means to create a level playing field for the sake of pile bids like establishing a Bid Length for the piles.

5 PAGE 5 A5. The contactors will NOT be allowed to access the site to install probe piles. See the response to Item No. 2-UNIT PRICE SCHEDULE above and reply to question No. 2 above for this information. Q6. The soil reports do not conclusively offer information for us to achieve a 100 Kip pile. Thus, what depth are we to bid to? The plans reflect a 50 Kip working load / 100 Kip ultimate, which will require the piles to reach PWR. The pile depths will likely exceed 25 feet. We would typically bid to a specified depth and show an add cost for additional pile depths. We can include a deduct cost as well. Any discussions at the pre-bid meeting involving pile depths? A6. See the response to Item No. 2-UNIT PRICE SCHEDULE above and response to question No. 2 above for this information. Q7. Is there a required load test for a non-production pile? If so, how many tests will be required? A7. Use 100 kip for the load test on non-production piles. The Testing Agency shall conduct a minimum of 4 load tests; one at each exterior wall of the Gymnasium. Q8. A stamped submittal of our pile will be provided since this is a commercial job. Is there any other engineering requirement? A8. Submit stamped and signed design calculations by a registered GA Structural Engineer who is qualified to design the helical piles. Q9. The drawing E3.1 keyed note 4 states to provide new FA booster panel. General note 4 states to connect new devices to existing FA system. Please provide the following: (1). Manufacturer and model of (E) Fire system. (2) Contact information for the current building FA system contractor/maintainer. A9. The existing fire alarm system is an EST2 with Voice Evacuation AS NOTED ON DRAWING E1.1. The manufacturer s rep is Thomas O Connor with Edwards United Technologies. His number is ; His address is thomas.oconnor@fs.uts.com. Q KIPS Working Load or Ultimate load capacity? A10. See response to question No. 1 above. Q11. Is there a BID DEPTH? (Notes:) "Into Competent substrata." We can submit a charge per linear foot beyond the bid depth to reach load capacity, just need a starting point for bidding purposes. A11. See the response to Item No. 2-UNIT PRICE SCHEDULE above and response to question No. 2 above for this information. Q12. Will work to install the gas line through the existing building need to be completed at night? A12. No. It is NOT anticipated that this work will have to occur at night. The work schedule for the gas line installation through the ceiling area of the existing building can be coordinated with County staff to occur when the impacted rooms have no scheduled activities. Q13. Are footing spoils to remain onsite? A13. It is up to the contractor to account for the cut and fill requirements according to the drawings which included spoils from the footings and any drainage installation. It is the responsibility of the Contractor to determine if haul-off or material importing is required in grade the site according to the drawings. Q14. Will there be a 3 rd party roof inspector? A14. Yes. The County will contract and pay for any third party inspections. The Contractor will be responsible for coordination of the inspections. The Contractor will also be responsible to coordinate with roof manufacturer for inspection and approval.

6 PAGE 6 Q15. What are the work hours? A15. Normal work hours for the project should be Monday through Friday during hours of daylight. However, weekend and/or after hours work will be acceptable if coordinated ahead of time with the County to avoid times when events or peak park use is anticipated. Q16. Is the required percentage of work to be self-performed by the general contractor going to be changed from what is stated in the Special Provisions? A16. Yes. See ITEM #2A, Addendum #5 for changes to the Special Provisions. The Prime Contractor shall not award more than ninety percent (90%) of the work to subcontractors excluding labor and materials for roofing, wood flooring and helical pier portions of the work. Excluding materials and labor for the roof, wood flooring and helical piers, the Prime Contractor shall perform with his/her own organization, work amounting to not less than ten percent (10%) of the remaining Contract value including materials, equipment and labor. Purchasing of materials by the Prime Contractor for use by a Subcontractor will not be allowed when computing the 90% limitation. END OF ADDENDUM NUMBER NO. 5

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8 GWINNETT COUNTY, GEORGIA GEORGE PIERCE PARK - GYMNASIUM ADDITION PAGE 9 R BL FAILURE TO RETURN THIS PAGE AS PART OF YOUR BID DOCUMENT MAY RESULT IN REJECTION OF BID. REVISED BID SCHEDULE The Bidder has carefully examined and fully understands the Contract, Plans and Specifications and other Documents hereto attached, and has made a personal examination of the Site of the proposed Work, and has satisfied himself as to the actual conditions and requirements of the Work, and hereby proposes and agrees that if his bid is accepted, he will contract with Gwinnett County according to bidding Documents entitled George Pierce Park- Gymnasium Addition and Addenda, as well as the existing conditions of the project, and conditions affecting the Work, the undersigned proposes to furnish all services, labor and materials required by them in accord with said documents, personal observations of the site conditions, including the total sums for Unit Price Items 1 through 5 below, for the sum as follows: Dollars ($ ), which sum is hereinafter called "Base Bid". The Undersigned agrees to commence work within 10 days of the date of Notice to Proceed issued by Gwinnett County Purchasing Office and to commit adequate forces on site to fully complete all Work, including punch list items and clean-up, as determined by the County, within 270 calendar days. Gwinnett County will charge the Contractor One Thousand Dollars and no cents ($1,000.00) per day for liquidated damages for every day beyond 270 calendar days that the Work is not complete. UNIT PRICE SCHEDULE Should rock or other unforeseen conditions be encountered, and for other indicated construction items, the Base Bid shall include performing the work below. The stated unit prices include only those items listed in Section , Unit Prices. Base Bid includes all work described in the project description and items 1 through 4 described below. The total cost amounts for the estimated quantities below are included in the Base Bid. Estimated Unit No. Item Unit Quantity Price Total 1. Excavation of unsatisfactory materials and replacement w/suitable soil material CY Silt Fence Type C, per Sd1-C B1/C-509 LF Tifway (419) Bermuda sod SF 9, Shade Tolerant TifGrand Bermuda sod SF 2, Base Bid depth of Helical Piles to be LF 25 feet x 126 piles= 25-0 to be included as part of base bid. 3,150LF The undersigned represents that the unit prices listed above are complete as specified in Section Unit Prices, acknowledges that the quantities are not guaranteed, and agrees that payment will be for actual in-place quantities installed per the plans or as directed by the County. Removal of unsatisfactory materials or providing items 1 through 4 in excess of the estimated amount will be paid at the unit price, upon verification by the County's geotechnical firm and/or site representative. The quantity of unsatisfactory materials will be verified by the County's representative or geotechnical firm. Should the amount included in the Base Bid for any of these items not be encountered, a change order will be initiated to refund to the County the difference at the bid unit price. Company Name AUTHORIZED REPRESENTATIVE SIGNATURE

9 GWINNETT COUNTY, GEORGIA GEORGE PIERCE PARK - GYMNASIUM ADDITION PAGE 11 R BL LIQUIDATED DAMAGES The undersigned agrees to commence work within ten (10) days of the Notice To Proceed being issued with adequate forces on site to fully complete all Work, including punch list items and clean-up, as determined by the County, within 270 days. Gwinnett County will charge the contractor one thousand five hundred dollars ($1,000.00) per day for liquidated damages for every day beyond 270 days to reach substantial completion. ACKNOWLEDGEMENT OF ADDENDA The undersigned acknowledges receipt of the following addenda, listed by number and date as issued appearing on each: Addendum No. Date Addendum No. Date Company Name AUTHORIZED REPRESENTATIVE SIGNATURE