Review Comments

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Permit Number:	C15-1436
Permit Type:	Commercial Building Permit - None BldgNew
Address:	W 410 40TH AVE Anchorage
Location:
Work Description:	1200 sq ft new comm bldg / tb
Status:	Closed
Project Name:	ALASKA USA FEDERAL CREDIT UNION
Review Type:	Structural
Result:	Correction
Result Date:	6/20/2015 11:33:10 AM

Comments:

	Code Section	Review Comment	Status
1	AMC 23.15.1704.1.4	Local amendment: Unless otherwise approved by the building official, special inspectors shall be pre-qualified and approved by the building official before performing special inspection activities on any project within the Municipality. Special inspectors shall obtain pre-approval for each category of inspection they wish to perform.	Resolved
Please provide a letter from the Owner or Special Inspection Agency stating that the Owner has retained the Agency to provide required special inspections. Please note, the Contractor may not engage the Agency, even if an authorized representative of the Owner. 6/20/15 - Resolved. Letter provided by Agency. MMP
2	_		Resolved
Please provide a complete geotechnical report for the building. This may be abbreviated from the original report, or a copy of the original report which shows the existing soil logs. Reference: IBC Section 1803.6 6/20/15 - Resolved. Abbreviated updated geotechnical report provided, with original geotechnical investigation. MMP
3	_		Resolved
Refer to Geotechnical Memo dated 5/11/2015. The memo notes the capacity of the piles. Please address the following: a. No input or output was provided to show what the vertical capacities are based on. b. Please note the overlying granular soils may not necessarily be able to provide any appreciable lateral capacity; the peat has no quantifiable shear capacity, and the overlying granular soils may actually load the piles. Please provide justifying documentation on lateral capacity, including any analysis with input and output. Reference: IBC Section 1810.3.3 6/20/15 - Resolved. Pile design provided with free-field bending of the pile for lateral resistance. MMP
4	IBC Section 1603.1.5	Please note the following seismic design information on the plans, regardless of whether seismic loads govern the design of the lateral-force-resisting system of the building:	Resolved
Refer to Sheet S0.1. Please note on the plans the calculated base shear and the moment frame design information. 6/20/15 - Resolved. Calculated base shear and moment frame information provided. MMP
5	_		Resolved
Refer to Sheet S0.1. Please note on the plans the lowest anticipated service temperature for the open-air canopy. Please also coordinate the required Charpy V-notch toughness requirements with this. Reference: IBC Section 2205.2.2; AISC 341 Section 5.1(6) 6/20/15 - Resolved. LAST noted on the plans. MMP
6	_
Refer to Sheet S0.2. Please note on the plans the AISC 341 Appendix Q requirements for inspection and testing of the moment frame elements. Reference: IBC Section 1704.3, 2205.2.2; AISC 341 Section Q1 6/20/15 - Not resolved. The plans have been redlined to refer to Appendix Q. This is not considered sufficient. Please note on the plans all requirements as requested above. MMP
7	_		Resolved
Refer to Sheet S1.1. The design approach appears to require the structural slab to act as a diaphragm to transfer design forces to the supporting piles. Please note on the plans the designation per ACI. Reference: IBC Section 1901.2; ACI 318 Section 21.12.3.4 6/20/15 - Resolved. Structural diaphragm noted on Sheet S1.1. MMP
8	_
Refer to Sheet S1.2. Please address the following: a. Please note on the plans the location(s) of all collector elements. b. A collector is also needed to transfer diaphragm shears to the interior masonry wall between Grids 2 and 3. Reference: IBC Section 1613.1, 2205.2.2; ASCE 7 Section 12.10; AISC 341 Section 5.1(2) 6/20/15 - Not resolved. The response notes the deck is acting as the collector. The deck was not designed or detailed for compression demands including overstrength. If the deck is intended to act as the collector, such design and detailing is required. Please provide, or provide revised plans and details showing alternate collector framing, including justifying design calculations. MMP
9	_		Resolved
Refer to Sheets S0.1, S1.1. Please note the requirement for bolted connections that are a part of the seismic load resisting system (SLRS) to be installed slip-critically, including Class A or better faying surface preparation. Reference: IBC Section 2205.2.2; AISC 341 Section 7.2 6/20/15 - Resolved. Details redlined accordingly. MMP
10	_		Resolved
Refer to Sheet S1.1, Calculations Pg. 51. The analysis assumes adequate stiffness for Grid A to permit flexible diaphragm assumptions. Two of the three piers do not qualify as walls under ACI 530 (length to thickness ratio greater than 3). Please provide revised analysis accordingly, and provide revised plans and details as necessary. Reference: IBC Section 1613.1, 2101.6; ASCE 7 Section 12.3.1.1; ACI 530 Section 1.6 6/20/15 - Resolved. While the original design did not approach the wall design as noted in the response, neglecting these walls do still work. MMP
11	_
Refer to Calculations Pg. 95. The moment frame connection design does not appear to comply with the requirements of AISC 341 for ordinary moment frames. The design was based on basic load combinations, not even including overstrength. The connection must be designed per AISC 341. Please provide revised connection design and revised details as necessary. Reference: IBC Section 2205.2.2; AISC 341 Section 11.2 6/20/15 - Not resolved. The revised analysis appears to design the connection for overstrength. Please note this is not accepted under AISC 341. Please clarify design. Note: Compliance with R=1 is acceptable; this can be accomplished by modifying the design to amplify the earthquake loads by 3.5/3.0 ~ 1.167. MMP
12	_		Resolved
Refer to Sheet S1.3. The masonry wall reinforcing does not appear to meet the requirements for the shorter wall segments. The maximum spacing (horizontal and vertical) is based on the least of 1/3 of the length, 1/3 of the height, and 48 in. Several areas will require wall reinforcing less than 24 in. O.C. Reference: IBC Section 2106.1; ACI 530 Section 1.17.3.2.6 6/20/15 - Resolved. Revised analysis provided neglecting short piers. MMP
13	_
Refer to Sheet S1.3. The details for the lintel and jamb reinforcing call for #3 U bars. The detail does not provide adequate straight bar development of the #5 for tying the #3 to the wall/beam reinforcing. Please revise. Reference: IBC Section 2101.1; ACI 530 Section 2.1.9.3 6/20/15 - Not resolved. The use of U bars is acceptable in lieu of a standard hook, but the U bar still has to be developed to the straight portion of the primary wall horizontal reinforcing in order to provide proper confinement of the vertical jamb reinforcement. Please provide as requested above. MMP
14	_
Refer to Sheet S2.1. Please clarify the capacity of the deck perpendicular to the flutes for the out-of-plane masonry restraint. Reference: IBC Section 2209.2 6/20/15 - Not resolved. The original design did not address the masonry spanning horizontally upwards of 8 ft., and the beam connection design did not appear to be designed for this condition. Please provide, or clarify as requested above. MMP
15	_
Refer to Sheet S2.1. Please clarify the insulation requirements for frost protection of the foundation. Reference: IBC Section 1809.5 6/20/15 - Not resolved. For the unheated portion of the structure, the extents of the insulation appear far less than what is required by ASCE 32 for unheated foundations. Please clarify. See ASCE 32 Section 7.1, Table A8
16	_
Refer to Detail 12/S2.2, Calculations Pg. 115. Please clarify the grouting of the wall for the collector detail, taking into account the edge clearance distances per ICC-ES ESR-2682. It is not clear that the minimum edge distance of 20 in. is provided for full capacity as shown in the calculations. Reference: AMC 23.10.103.3.11.1; ICC-ES ESR-2682 Table 3B Footnote 1 6/20/15 - Not resolved. The issue is vertical proximity to ungrouted cells as the wall is not solidly grouted. Please clarify design. MMP
17	_
Refer to Sheet S2.3. Please provide details for the moment frame connection consistent with the requirements of AISC 341. Reference: IBC Section 2205.2.2; AISC 341 Section 5.1, 11.2 6/20/15 - Pending resolution Comment 11. MMP
18	AMC 23.10.104.8.1	Construction documents shall be of sufficient clarity to indicate the location, nature, and extent of the work proposed and show in detail that the work will conform to the provisions of this code.	Resolved
Refer to Sheets S2.2, S2.3. Please provide design of the metal stud fascia, and clarify the gage(s) of the framing members. This item may be deferred. See also AMC 23.10.104.9 6/20/15 - Resolved. Design and redlined details provided. MMP
19	AMC 23.10.104.8.1	Construction documents shall be of sufficient clarity to indicate the location, nature, and extent of the work proposed and show in detail that the work will conform to the provisions of this code.	Resolved
Refer to Detail 4/S2.4. Please clarify the attachment of the fabricated plate connector to the masonry. 6/20/15 - Resolved. Detail redlined to clarify attachment. MMP

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