RFIs_through_01162019.pdf

460-321 New Parking Garage

RFIs responses through 1/16/2019

1. Attached drawings C501, C502, and C601, all dated 1/29/2015 replace those dated 12/18/2015.

2. See attached site temporary fencing plan. Red dotted line indicates extent of temporary fencing required to separate construction activity from Hospital operations. Contractor will have full access to the westernmost access point to Kirkwood Hwy and the road leading to the construction area. Ductbank installation will require modification/extension of fencing to incorporate those areas. Ductbank installation schedule to be coordinated with COR. Intent is to keep a lane open for drop-off to the CLC circle and preserve as many parking spaces south of Building 2, 3, and 4 as possible.

3. See attached revised bid schedule.

Q1: Reference Specification Sections 22 07 11, Plumbing Insulation, paragraph 3.3 Pipe Insulation Schedule and 23 07 11, HVAC and Boiler Plant Insulation, paragraph 3.3 Pipe Insulation Schedule.

Please clarify the type of insulation for the domestic cold water, i.e., per the table Cellular Glass Closed-Cell and the type of insulation the refrigerant piping for the DX units.

A1: Both domestic water and refrigerant piping can be Flexible Elastomeric (Armaflex or equal), 1- 1/2” thick.

Q2: Reference Specification Section 26 36 23 and contract drawing E601. Please confirm that the ATS shall be a Bypass-Isolation Type with remote annunciator.

A2: Correct, ATS with bypass isolation with remote annunciator.

Q3: Per the VA Design Standards, will freeze protection, or a drain down system, be required for the domestic water system?

A3: Freeze protection is not required as the system is to be drained down thru low point wall hydrants and hose bibs prior to the cold season.

Q4: Per the VA Design Standards, will the enclosed areas, i.e. support rooms, require an automatic fire sprinkler system?

A4: Fire protection sprinklers are not required for these spaces in a parking garage.

Q5: There appears to be a conflict between the specification, and drawings regarding the caisson lengths. Drawing SB001 gives criteria for shale and drawing SB101 gives tip elevation of 21. The specification simply states “gneiss bedrock.” The project specifications outlines the procedures for adjusting the contract price based on the total length of caissons installed but the bid forms do not provide for unit pricing for caissons size and depth modifications. Please clarify how the adjustments will be made for total caissons installed and who determines the final caisson depth for each caisson.

A5: Caissons are to be terminated after socketing 3’ into “relatively sound” gneiss bedrock. The assumed elevation for this is 21.0’. “Relatively sound” gneiss bedrock is characterized by rock core recoveries greater than 85% per the geotechnical report. This is to be determined by testing at the bottom of the drilled shafts.

Q6: Reference the “Temporary Parking” drawing set. Note #5 on C101 and Note #3 on C601 indicate to remove the existing sign, foundations, etc. and to re-install at the project completion. Upon investigation at the site visit it was noticed that the sign has already been removed. Should this scope of work be change to removal of remaining foundation only?

A6: Correct. Signs indicated by note #5 on C101 and note #3 on C601 have been removed and are not required to be removed or re-installed.

Q7: Reference the “Temporary Parking” drawing set, note #3 on C101. Is the pedestrian pathway to be re-installed at project completion? It is not indicated to be on C601.

A7: No.

Q8: Have the current drawings and specifications been updated with all amendments and RFI comments from the previous bid in 2015?

A8: No. This is a new solicitation. A number of identical clarifications have been posted, but do not rely on previous solicitations.

Q9: This question was also issued in RFI set #2, but based on comments at the site visit we felt the need to expound further on this matter. Reference the SF1442. In Block 10 is states that “This contract is for 365 days; 95 Days for submittals and administrative matters and 270 Days mobilized on site.” Will the contractor be allowed to mobilize and start Phase 1 work earlier than 95 days after NTP? Considering this is a phased project and temporary parking has to be constructed prior to starting the deck construction, and then demolished at the end of the project, we do not feel like 270 days is ample time to perform this work. From comments made at the site visit meeting by the VA it is our understanding that the main focus is to limit the amount of time that the main parking lot is shut down. It would be our suggestion to expand the overall contract duration to approximately 450 calendar days and clarify that this is a 3 phased project. Set a required completion duration of Phase 2 and have the Liquidated damages apply to that Phase only.

A9: Revise contract duration to 455 calendar days with the stipulation that only 270 calendar days are permitted during which the Contractor has unrestricted use of the west lot. Intent is to limit Facility parking impact to 270 days. Phase 1 work may begin immediately following NTP.

Q10: Reference specification section 26 05 33, 3.4.C. Is IMC or EMT allowed for conduit for conductors 600V and below?

A10: Revise spec 26 05 33 para. 3.4.C to read, “Conduit for Conductors 600v and Below: Rigid steel.

Mixing different types of conduits indiscriminately in the system is prohibited.”

Q11: Reference specification section 26 05 33, 3.7.A. Is IMC conduit allowed in wet or damp locations?

A11: Revise spec 26 05 33 para. 3.7.A to read, “Unless otherwise shown, use conduits of rigid steel.”

Q12: Reference detail 1 on AS1.6. What is the correct size of the elevator hoist beams? 1/AS1.6 says W8 x 26, but this size beam is not available.

A12: This was a typo. The beam size shall be W8x28.

Q13: Please clarify if the security cameras are IP or Analog. The wiring diagram on E501 shows RG59 cabling, but the wiring diagram on E504 shows Cat6 cabling.

A13: Cameras are IP

Q14: Reference EL104 and E602. For lighting fixture B1, what is the pole height?

A14: Fixtures mounted on 20'-0" poles

Q15: Will questions and answers from the previous parking garage bids be posted for this opportunity?

A15: No. This is a new solicitation. A number of identical clarifications have been posted, but do not rely on previous solicitations.

Q16: Will RFI’s from the prior bid be incorporated into the bid documents for the current bid?

A16: No.

Q17: Refer to the CJ Drawings (Sediment and Stormwater Management Plans). Have these documents been submitted to DNREC and if so, have they been approved?

A17: Yes. Reference attached DNREC App 2014-026 addendum 1

Q18: Refer to sheet SB002 Drilled Pier/Caisson Cap Schedule. Please provide the required reinforcing for the drilled pier caps.

A18: Reinforcing is shown in Section 1/SB501.

Q19: Reference Specification Section 26 56 00, Paragraph 2.7. B. The specification notes that the new poles for the site lights shall have approximately the same configurations and dimensions as the existing poles and luminaires. Please provide information on the existing poles and luminaires currently installed or that the VA would like us to match for this project.

A19: Most recent VA project on site (Loop Road) installed Lyte Poles Inc. # 101-4011-20-silv poles and Cree lighting fixtures #ARE-EDG-5M-DA.

Q20: Please provide a supplemental bid schedule / unit price schedule to account for the actual installed versus estimated variances in drilled pier depths?

A20: Revised bid schedule included in amendment.

Q21: Will photographic documentation be a requirement for this project? If so, please provide scope information so we can price accordingly.

A21: No formal photographic documentation is required. Expectation is that Contractor will take photographs to document evidence as would be typical in a project of this magnitude.

Q22: Note No. 4 under “Drilled Piers” on SB001, states “All drilled piers shall be installed from the level existing after general excavation . . . engineer for review before starting any drilled pier work.”

Please clarify at what elevation caisson drilling will start?

A22: Top of drilled pier elevations for the main structure are shown on SB101 as T/DP=XX.X’ at each drilled pier. The top of drilled pier elevations for the connector columns will be at least 1’-0” below the final grade per Section 5/SB501.

Q23: Fuel tank specifications call for a float switch to be installed which operates a pump to provide refilling of tank from a remote location. Are we to provide only the float switch or are we also providing a pump and controls with the tank?

A23: Generator to have integral fuel oil transfer pump. Float switch to be used for low fuel oil tank alarm.

Q24: What is the basis of design for fixture Type C1? Is a full catalog number available?

A24: Hubbell NRG4-30LU-4K-035. Fixture is not required to be dimmable.

Q25: Drawings show 2 hose bibs on each floor except the ground floor. Is this correct?

A25: Furnish and install hose bibs on the ground floor level in same locations as found on the other floors.

Q26: Specification 316326, page 4, paragraph G, item 2 states pile load tests as per ASTM D1143. If load tests for caissons are required, what diameter caisson is to be tested, what the test load capacity is, what location on site the load test will be run and whether the test can be run on a production caisson or a nonproduction location to be abandoned. Normally caisson test loads are done by the Statnamic test method or the Osterberg Cell method due to the very high loads required to test a caisson. Please clarify if a load test is required and which method is preferred.

A26: A load test is required per the VA specification Alternative methods will be reviewed as part of the submittal process.

Q27: The Specification 326326, page 2, section 1.6, C2 defines rock auger refusal as less than 6” in 15 minutes of penetration with a specified rig spec. Are we to assume that 6” in 15 minutes is equivalent to 85% recovery material and that is the material the caissons will socket into?

A27: No, probe holes must be performed beneath the bottom of each socket, to a distance of at least twice the socket diameter, to observe the condition of the rock beneath each shaft. A geotechnical engineer will review the probe to determine if the rock recoveries are greater than 85%.

Q28: As outlined in the Specification 323626, the bottom of the caisson has to be drilled to a depth of twice the caissons diameter to permit verification of the bearing materials and that soil seams or voids are not present. The minimum depth will be 6 feet, while the deepest probe will be 16 feet.

Considering the diameter and depths of the caissons and the significant concern over hydrostatic pressures in that there may be as much as 50 foot hydrostatic head that will have to be resisted by sealing the casing into the rock to permit dewatering and access to the bottom. Having an individual go that deep into a caisson in order to drill to those depths and having a second person attempt to verify that there are no soil seams or voids (should not be a concern since the geology does not lend to the development of voids in the rock), there are other methods that can be used to verify presence of suitable bearing. It is possible that the percussion probing can be performed from the top of the caisson (prior to drilling at each location), and monitored as to its advancement and determination of where rock is encountered and if there are any weak zones. Use of a calibrated penetrometer does not exist for rock materials. Also with a person going to the bottom of a potentially very small diameter (3 feet) and very deep caisson (50+) is a liability (i.e. confined space training, dealing with a pump for ground water control, etc.). However, if ground water cannot be controlled, any down hole observations and/or testing will not be practical. Is it possible to have more borings performed to better define and characterize the bearing materials? The performance of more borings along with other methods/procedures during the drilling of the caissons can be used to determine suitable bearing levels for the foundations.

A28: Additional borings will not be performed before the bid date. The Contractor shall retain the services of a Geotechnical Consultant to provide general observation of all pile operations and to provide technical advice with regard to pile operations and performance.

Q29: With regard to the Drilled Pier/Caisson, the design depth is based on the bearing elevation of

21. If rock is encountered before reaching elevation 21 or not reached at the elevation of 21 and requires additional depth, how will these adjustments be made? Can a unit price be added to the proposal for adjusting the depth based on actual conditions?

A29: Pricing adjustments will be made per the specifications. Revised bid schedule added in this addendum.

Q30: Confirm type of conduit to be installed in parking garage for electrical power, lighting, fire alarm systems, etc. Confirm all conduits must be rigid galvanized or if EMT conduit with weather light fitting is allowed?

A30: Please reference specification section 260533. In general Rigid Steel, IMC or EMT may be used.

However there are locations that disallow the use of EMT, see PAR. 3.3.A.1, 3.6.A, and 3.7.A

Q31: The product numbers in the hardware specifications for the door hardware are not recognized.

Please provide clarification on manufacturers and models for the hardware?

A31: The VA Standard Door Hardware Section is based on references & numbers used by ANSI(BHMA). There are many manufacturers and model numbers that meet these reference standards. It is up to the Hardware supplier to select and submit the manufacturer and model that meet the standards specified.

Q32: The temporary parking area drawings do not show any site lighting. Is this correct?

A32: Correct. No site lighting for the temporary parking areas.

Q33: Is there a heat trace requirement the DCW that goes to various WH’s and HB’s on this project?

A33: No.

Q34: Which Davis Bacon Wage Rates are to be used on this project? Building or Heavy Construction?

There is no wage determination for elevator mechanic.

A34: The general rule under the Davis Bacon Act on “heavy” work is as follows: All preparatory demolition work (tearing up existing pavement, asphalt, etc), excavation, hauling excavated debris from site, grading, trenching for sewer and electricity lines, is considered “heavy”. A “heavy” DOL Wage Decision usually includes the applicable job categories for such work under operating engineers and operators, in the main. WHD usually considers all work UP TO the actual building itself to be “heavy” work. All work on the building, however, is subject to a “bldg” WD.

Many of the job classifications are found on both the “heavy” and “bldg.” schedules, as I’m sure you noticed. So, if a contractor employs workers to build wood molds for concrete paving leading up to the building, for example, then that contractor must use the “carpenter” class found on the “heavy” WD. All carpentry work on the building itself comes under the “bldg.” schedule. Again the key guideline: heavy work is work performed up to the building and not in and/or on the building.

The “bldg.” WD you attached does include a “millwright” classification, which has been used on numerous government contracts to cover the work of elevator construction mechanics. The work of an elevator construction mechanic would necessarily come under a “bldg.” WD, because the elevators will be installed in the building.

Q35: Is field painting required on exposed standpipe system in the stair tower? On exposed fire piping within the garage levels?

A35: Yes. Reference spec. section 09 91 00.

Q36: The Isometric on Sheet A1.1 shows 2 potential future levels to be added to the garage. The drawings show no current extension of stair, elevator, vertical circulation elements to service those additional future levels. Is the design intent that those elements will be extended vertically in the future? If so, do the current elevators need to be designed for this added vertical height now or will they be modified by future expansion(s)?

A36: Stairs, elevators and other vertical transportation elements were intended to be designed for the future expansion.

Q37: Please clarify the intent of Alternate 7. Does the partial 4th level get removed? Or does a full lower level get removed and the partial 4th level moved down one level? Does the capacity of the elevators to travel this additional vertical distance get reduced?

A37: The intent for the alternate is to remove one typical level of the garage, i.e., the level just below the top tier of the garage. The remainder of the garage shall remain as is per design. Note that the entire structure was designed for two levels of future expansion regardless of this alternate. Such design shall remain as is and no reduction of the garage load-bearing capacity shall be done due to this alternate.

Q38: Please clarify the intent of Alternate 1 – Delete parking equipment counting system. To what extent is this system to be deleted? Just the parking equipment system? Or all electrical components as well?

A38: Delete all conduit, pull boxes, wiring, etc. associated with the parking equipment counting system as part of this deduct.

Q39: Please clarify intent of Alternate 6 – Deduct of 2nd elevator. Is it just the elevator? Is the shaft, foundations, sump pit included? What about electrical components?

A39: The elevator shaft shall remain for future use in the expansion.

Q40: Elevator garage lobby shows recessed 2x2 ceiling with Type C1 fixture. What kind of ceiling is this? What kind of lens? Does it need to be serviceable from below the ceiling? Also what is the door frame material?

A40: Elevator lobby to have lay-in metal ceiling. C1 Fixture shall have polycarbonate lens, cast aluminum frame and is not required to be serviceable from below ceiling.

Q41: For Type D1 fixture, would a fiberglass body be acceptable in lieu of aluminum?

A41: No fiberglass is not acceptable in lieu of aluminum

Q42: What is the intent of fixture Type J1?

A42: Basis of design J1 Fixture is Arida WF5-SMS-SA(D)-T5HO-54W-4’-TW.

Q43: Is fixture Type X AC only or battery backup? What are the housing, faceplate and chevron colors?

A43: Type X light fixture shall be AC only. Housing, faceplate and chevron shall be per specification 26 51 00 section 2.5.

Q44: Site Key Note 28, Sheet CS101 shows parking bumpers typical. Is this typical for the 4 spaces shown or all parking spaces?

A44: Bumpers are only for the four spaces shown.

Q45: Sheet C501 details a compost filter log at the west end of the temporary lot. Is this the limit of installation?

A45: The compost filter log should be installed to prevent erosion and sedimentation according to field conditions and actual disturbed area.

Q46: Is the polymer mulch walking path to be removed and not replaced in the area of Temporary Lot 2?

A46: Correct. Remove, do not replace.

Q47: There does not appear to be a drawing scale provided on the Civil or Landscape drawings.

Please provide.

A47: The scale for the civil plans and LP102 are generally located in the upper right hand corner of the sheets. Most sheets are 1”=20’; CJ101 is 1” = 40’; detail sheets are typically not to scale.

Q48: What is the thickness for the roof insulation?

A48: The roof insulation thickness varies. It is used to create slope to the scupper / roof drain. Per the drawings, a ¼” per foot slope is required.

Q49: Sheet S1.2 shows traffic coating over the at grade electrical and storage rooms. Do the upper levels of the garage receive any type of coating or sealer?

A49: Deck coating is only required over the rooms as shown on drawing S1.2. A penetrating sealer is required on all tiers which is indicated in the specs.

Q50: The ground water table elevation is shown in the geotech report by Urban Engineering to be within 6 to 10 feet from existing grade. Will the use of polymer slurry displacement method be acceptable as a drilling installation method for the caissons.

A50: Alternative drilling methods will be reviewed as part of the submittal process.

Q51: On Drawing SB001, Note 2A states caisson bearing to be 6” into hard shale at low point of shaft contour and Note 2B states 1’ into weathered shale. The geotech report by Urban Engineering, page 4, section A, 2nd paragraph states caissons to be socketed 3’ into “relatively sound” bedrock as rock cores with recoveries greater than 85%. Only 1 of 5 borings cored into bedrock. What will be the required depth into bedrock? How, in the field, can it be determined what we are into 85% recovery rock when only one boring cored into the required material?

A51: Caissons are to be socketed 3’ into “relatively sound” bedrock. Probe holes must be performed beneath the bottom of each socket, to a distance of at least twice the socket diameter, to observe the condition of the rock beneath each shaft. A geotechnical engineer will review the probe to determine if the rock recoveries are greater than 85%.

Q52: Who is responsible for the design of the covered connector roof, skylight (with framing) and connector from Column Lines 7 to 8 with roof, ceiling and siding?

A52: Reference specification section 13 34 19.

Q53: What is the correct pipe size for the railings? Detail 5/AS1.6 indicates 1-1/2” od, but Detail 3/A2.16 indicates 1.9” od.

A53: The railings are called out as 1 ½” but they are actually 1.9” as clarified in Detail 3/AS1.6.

Q54: Are the railing post holes a metal sleeve or core drilled (Detail 5/AS1.6)?

A54: Core drilled

Q55: Is there a silt fence running perpendicular to the road or are they contour lines along the temporary entrance to Lot 2 on Sheet C501?

A55: Those lines represent silt fence.

Q56: Is the contractor responsible for painting lines on the stone only time at the temporary lots using #3 stone?

A56: Contractor is responsible for painting lines on the stone only one time.

Q57: Who is responsible for maintaining the temporary parking lots?

A57: VA to maintain temporary lots.

Q58: Specification 31 20 00, Section 3.3, Paragraph C states that fill should be compacted to the following percentages in accordance with ASTM-D-698 or D-1557 as specified below. In subparagraphs 1a through e and 2a through e, the percentages range anywhere from 85 to 95 percent depending on the type of soil, but no method is provided. Reference is also made to ASTM D-6398 rather than ASTM D-698 as previously stated. Please clarify.

A58: All of these answers are from 31 20 00. Section 3.3 (C) states 90% for cohesive soils and 95% for granular soils based on laboratory maximum density. Section 1.6 (C) 2b specifies that a laboratory compaction curve should be established for all fill material using Modified Proctor (ASTM D-1557).

So, a laboratory maximum density should be established for all fill material. The specific densities required for various applications are defined in the list and are to be tested using ASTM D-6938. The type of backfill material for each application should conform to what is shown on the plan details.

Q59: Please confirm that the RCP piping shown on Sheet CU-102 running south from the garage site as well as any work related to the bioretention pond are part of another VA contract. This work is not applicable to this project.

A59: The storm sewer beneath the Loop Road was installed as part of a different project. A Bioretention area was also installed as part of that project. A storm sewer running from the proposed garage will connect into the Loop Road storm sewer. The Bioretention area will be expanded as part of this project per the DNREC approved plans in the set.

Q60: Elevator specifications call for the rear wall of cab to “glass-back as shown on drawings”. There do not appear to be any details on the drawings showing glass walls for the elevators. Please clarify.

A60: Specification identifies design parameters of elevator, no details are provided since each manufacturer provides a glass back differently.

Q61: Drawings call for “match existing” with regard to design and construction of metal-framed skylight and structure as well as connect to existing. There is no existing skylight and/or structure in place. Please clarify.

A61: Reference specification section 08 63 00. There is existing structure in place to match.

Q62: The testing laboratory services specification states that one cylinder is to be fabricated for a 7 day break, one for a 28 day break and one for a spare (hold). This does not meet the ASTM or ACI requirements. It is recommended that at a minimum for 6x12 inch diameter cylinders one cylinder should be fabricated for 7 days, two for 28 days and one hold; for 4x8 inch diameter one cylinder for 7 days, three for 28 days and one hold. Additional cylinders for a project can be made and tested at either earlier or later intervals for a project such as this one should there be any concerns with the concrete.

A62: The question is correct. Please break 1@7 days, 2@28 days, and hold one for 6x12 cylinder or 1@7, 3@28, 1 hold for 4x8 cylinder

Q63: Sheet AS503, Note 1 states no painting of stair undersides and sides of stringers. Sheet AS1.2, Note 2 states they are to be field painted. Please clarify.

A63: Paint undersides of stair and sides of stringers in accordance with spec. section 09 96 00.

Q64: With the caissons being installed to rock and the rock being evaluated in some regard by probing and/or other methods of observation and testing, why is a pile load test required? Pile load tests are typically not used for caissons bearing in rock. In addition, with the variable diameters, bearing levels and significant loads, a pile load test is not practical or in this case feasible.

A64: A load test is required per the VA specification. Alternative methods will be reviewed as part of the submittal process.

Q65: If the caissons are deeper or more shallow than that shown on the design documents, how does the VA intend to handle the cost implications (i.e., if we do/do not meet the specified bedrock depth)?

A65: Via the process outlined in the specifications. See revised bid schedule.

Q66: On Drawing SB002, the “Drilled Pier/Caisson Cap Schedule”, does not show any reinforcing in the pile caps. Is there a reinforcing schedule or are they unreinforced?

A66: Reinforcing is shown in Section 1/SB501.