Prince William Sound Aquaculture Corporation  

Main Bay Hatchery Hatchery Building Addition Project 

 Clarification Request #3 

 

 PWSAC RESONSES TO QUESTIONS IN RED – 9/22/2016  

1. Copy of the soils report.  

See attached.   

2. What inspections will be required by local jurisdictions?  

See RPF Clarification Request #2.    

3. What permits will be required?  

The state building permit has been issued to the owner.  No other permit is required.  

4. What is the thickness of the plywood roof sheathing?  

As indicated in RFP Clarification #1, the roofing materials have not yet been purchased.  They will be part of the owner‐supplied materials.  It will be ¾” T&G APA Plywood. 

 5. How is the roof sheathing to be fastened to steel framing? 

 Galvanized PPCH #10 x 1 ¼” self tapping screws 12” o.c. max. or approved equal. 

 6. What is the thickness of the rigid insulation at the roof?  

As indicated in RFP Clarification #1, the roofing materials have not yet been purchased.  They will be part of the owner‐supplied materials. 

 7. How is the roof insulation to be fastened? 

 Field verify the length of screw for insulation attachment to plywood. Screw insulation to plywood 24” o.c. 

 8. What is the brand, style and color of roofing to be matched?  

As indicated in RFP Clarification #1, the roofing materials have not yet been purchased.  They will be part of the owner‐supplied materials.  AEP SPAN Klip‐Rib will match the existing roofing profile. 

 9. Can we substitute “ice and water shield” for the 30# felt? 

 Yes.  

10. Neoprene closure strip shown in Detail 1, A5/A6  

A closure strip will be needed with AEP SPAN Klip‐Rib.  

1

Aug 13, 2015

15067 John Baenon Wilson Construction, Inc PO Box 813 Cordova, AK 99574

Subject: Soils Samples from Main Bay

John,

We received six soils samples. These were visually classified and tested for moisture

content. Sieve analysis was run on run on two selected samples. Test Results are

attached.

According to the information you sent, the samples were taken from shallow test pits

advanced using a mini excavator in and around the area proposed for building

expansion. The exploration was shallower than usual for geotechnical exploration due

to equipment limitations.

The areas explored apparently consist of fill. The fill was apparently over organics in

Test pit #3 and over rock in test pits #5 and #6. The bottom of fill was either not

apparent or not reached in test pits #1, #2 and #4.

We do not have the proposed new building footprint. Below are some observations

based on the samples.

Test pits #1 and #4 show silty gravel with sand. Unified classification is GP-GM. Frost

classification is F1. Moisture is not unusually high. At the depth explored, this soil

appears competent as a bearing soil.

Test pit #2 shows silty gravel with sand. Unified classification is GP-GM. Frost

classification is F1. Moisture is high enough that it is likely to soften when disturbed.

Test pit #3 is on the edge of the existing filled area. It shows a mixture of silty sand with

gravel and organics. It is a mixture of SM and Pt unified classifications. The bottom of

the organics may not have been identified in the exploration. This soil is unsuitable for

foundation support.

Test pits #5 and #6 apparently encountered` rock or boulders. We understand this area

may require rock excavation to reach footing grade.

2

Recommendations:

The samples from Test pits #1, #4, #5 and #6 look favorable as foundation bearing

material. If there are no soft strata between the bottom of exploration and bedrock, use

a design bearing value of 3000 psf for static loads. These include dead loads,

occupancy loads and snow loads. Allow 200 psf lateral bearing capacity. The bearing

capacities above can be increased by one third for transient wind and seismic loads.

Use a coefficient of friction of 0.35 for lateral sliding.

The area of Test Pit #2 may become soft enough to cause trouble during construction if

disturbed or subjected to repeated traffic. If this area will be within the building footprint,,

any soft soil, both within and below the depth explored should be removed and replaced

with granular fill. The sample we received from Test Pit #6 had a suitable gradation for

structural fill. The fill should be compacted to at least 95% of its maximum index density.

It is trusted this information meets your present requirements. Sincerely Mark Hansen, P.E.

12501 O

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12501 O

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07) 344-5

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07) 344-7

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