Review Comments

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Permit Number:	98 5644
Permit Type:	Commercial Building Permit - None BldgNew
Address:	3950 AIRCRAFT DR Anchorage
Location:
Work Description:	Work Descr: 3,000 sq ft metal hanger type -v-1hr per Ron thompson RD, Remarks: permittype =NEW AIRCRAFT HANGER, status= FINAL 11/18/99, planstatus=
Status:	Closed
Project Name:	AIRCRAFT HANGER
Review Type:	Structural
Result:	Approved
Result Date:	11/5/1998 3:34:07 PM

Comments:

	Code Section	Review Comment	Status

Advisory Information:
. . Comment resolved. The required design wind speed on the west side of the Seward Highway is 80 mph based on a fastest mile wind speed per local amendment to the Uniform Building Code. Comment resolved. The required design wind speed on the west side of the Seward Highway is 80 mph based on a fastest mile wind speed per local amendment to the Uniform Building Code. 8/19/98 A special inspector resume was provided. Please note on the drawings the plant special inspection reports will be handed to the MOA inspector at the framing inspection. Please include an actual copy of the certification (ICBO FA number, AISC) for the manufacturer and location of manufacture. Provide a copy of the QA/QC program and a method to verify that their requirements are being met. Reference: UBC 1701.7, UBC 1704.6.2, UBC 1704.6.. 8/19/98 A special inspector resume was provided. Please note on the drawings the plant special inspection reports will be handed to the MOA inspector at the framing inspection. Please include an actual copy of the certification (ICBO FA number, AISC) for the manufacturer and location of manufacture. Provide a copy of the QA/QC program and a method to verify that their requirements are being met. Reference: UBC 1701.7, UBC 1704.6.2, UBC 1704.6.. High strength bolts require special inspection. High strength bolts are detailed on the plans. Please provide a copy of the special inspector's resume and the special inspection schedule for high strength bolting. See UBC 2228 for inspector responsibilities. Please note on the plans that a special inspection report will be handed to the MOA inspector at the framing inspection. Reference: UBC 1701.5(1), UBC 2228.. High strength bolts require special inspection. High strength bolts are detailed on the plans. Please provide a copy of the special inspector's resume and the special inspection schedule for high strength bolting. See UBC 2228 for inspector responsibilities. Please note on the plans that a special inspection report will be handed to the MOA inspector at the framing inspection. Reference: UBC 1701.5(1), UBC 2228.. Comment resolved 8/14/98. Calculations submitted. Please include a reactions report and calculations from the pre-engineered metal building manufacturer with the submittal. The calculations need to be stamped by an Engineer registered in the State of Alaska. The building components need to be designed to resist the most critical of the load effects in UBC 1603.6 for Allowable Stress Design or the most critical of the load effects in UBC 2249.A4.1 for LFRD design. Reference: UAC 302.2, AS 08.48.221,AS 08.48.281, AS 08.48.321, AS 08.48.341(9. Comment resolved 8/14/98. Calculations submitted. Please include a reactions report and calculations from the pre-engineered metal building manufacturer with the submittal. The calculations need to be stamped by an Engineer registered in the State of Alaska. The building components need to be designed to resist the most critical of the load effects in UBC 1603.6 for Allowable Stress Design or the most critical of the load effects in UBC 2249.A4.1 for LFRD design. Reference: UAC 302.2, AS 08.48.221,AS 08.48.281, AS 08.48.321, AS 08.48.341(9. O.KSee sheet 5 of 12 of the metal building shop drawings. See the cable braced roof diaphragm on sheet 4 of 12. Please provide cable bracing manufacturer information including cable effective design breaking strength considering UBC 2242 saddle radius to strand diameter reductions, connection strength, and factors of safety. Please detail and reference connections on the plans (provide typical connection detail). Please show the cable bracing has effective design breaking strengths greater than the load combinations of UBC 2241. Please show the cable bracing connections have sufficient strength to resist the lesser of the cable strength or 3*Rw/8 (.4*R) times the seismic static load. Reference: UAC 302.3, UBC 1631.2.3, UBC 2211.8.3, UBC 2211.8.. O.KSee sheet 5 of 12 of the metal building shop drawings. See the cable braced roof diaphragm on sheet 4 of 12. Please provide cable bracing manufacturer information including cable effective design breaking strength considering UBC 2242 saddle radius to strand diameter reductions, connection strength, and factors of safety. Please detail and reference connections on the plans (provide typical connection detail). Please show the cable bracing has effective design breaking strengths greater than the load combinations of UBC 2241. Please show the cable bracing connections have sufficient strength to resist the lesser of the cable strength or 3*Rw/8 (.4*R) times the seismic static load. Reference: UAC 302.3, UBC 1631.2.3, UBC 2211.8.3, UBC 2211.8.. Comment resolved 8/14/98. Building is enclosed per talk with engineer. See the Design Criteria on sheet 2 of 12. The notes show the building is enclosed. See the grid 1 elevation on sheet 1 of 12. The elevation appears to show the grid 1 elevation open. No wind columns or wind girts are designed or detailed on the plans on grid 1. Please show the buildings girts and girt connections are sufficient for partially enclosed structure component wind forces per UBC Table 16-H or clarify how the buildingis enclosed on the plans. Reference: UBC 1603.6, UBC Table 16-. Comment resolved 8/14/98. Building is enclosed per talk with engineer. See the Design Criteria on sheet 2 of 12. The notes show the building is enclosed. See the grid 1 elevation on sheet 1 of 12. The elevation appears to show the grid 1 elevation open. No wind columns or wind girts are designed or detailed on the plans on grid 1. Please show the buildings girts and girt connections are sufficient for partially enclosed structure component wind forces per UBC Table 16-H or clarify how the buildingis enclosed on the plans. Reference: UBC 1603.6, UBC Table 16-. Comment resolved 8/19/98. See the Design Criteria on sheet 2 of 12. Please verify that a quarter of the 40 psf roof snow load is used in the determination of the equivalent lateral force seismic base shear. A quarter of the roof snow load is required to be included in seismic calculations per local amendment to the Uniform Building Code. Reference: 23.15.1628.. Comment resolved 8/19/98. See the Design Criteria on sheet 2 of 12. Please verify that a quarter of the 40 psf roof snow load is used in the determination of the equivalent lateral force seismic base shear. A quarter of the roof snow load is required to be included in seismic calculations per local amendment to the Uniform Building Code. Reference: 23.15.1628.. Comment resolved 9/2/98. Verify that roof purlins have been designed for biaxial bending and are supported to prevent roll at the supports or at mid span as required by 2230.D3.2.1 of the 1994 UBC. Comment resolved 9/2/98. Verify that roof purlins have been designed for biaxial bending and are supported to prevent roll at the supports or at mid span as required by 2230.D3.2.1 of the 1994 UBC. See the wind columns at the intersection of grids 4 and C and D. Please detail the load path from the tops of the columns to the cable bracing at grids A and F. Please show the connections are sufficient by calculation. Reference: UBC 1603.3.1, UBC 1603.. See the wind columns at the intersection of grids 4 and C and D. Please detail the load path from the tops of the columns to the cable bracing at grids A and F. Please show the connections are sufficient by calculation. Reference: UBC 1603.3.1, UBC 1603.. Comment resolved. See the metal building truss shop drawings. Welds are not detailed on the drawings. Connections that resist seismic forces must be designed and detailed on drawings. Please update the plans to show welded connections with AWS symbols. Reference: UBC 1631.2.3, UAC302.3, UBC 2251.A. Comment resolved. See the metal building truss shop drawings. Welds are not detailed on the drawings. Connections that resist seismic forces must be designed and detailed on drawings. Please update the plans to show welded connections with AWS symbols. Reference: UBC 1631.2.3, UAC302.3, UBC 2251.A. Comment resolved 8/14/98. See the foundation details. Please clarify if the building is heated and update the foundation details as required per local ammendment to the Uniform Building Code. Foundations around the perimeter of heated buildings are required to have 42 inches of burial and require R8 insulation. Cold foundations are required to have 60 inches of burial for non-frost-susceptible soils. Cast in place concrete piers are required to be buried 120 inches but cast in place concrete piers in non-frost-susceptible soilcan be buried 60 inches. Cold foundations on frost-susceptible soils are required to below the frost line or protected against freezing by insulation or other appropriate means. Reference: 23.15.1402.5, Table 23.15.1806-. Comment resolved 8/14/98. See the foundation details. Please clarify if the building is heated and update the foundation details as required per local ammendment to the Uniform Building Code. Foundations around the perimeter of heated buildings are required to have 42 inches of burial and require R8 insulation. Cold foundations are required to have 60 inches of burial for non-frost-susceptible soils. Cast in place concrete piers are required to be buried 120 inches but cast in place concrete piers in non-frost-susceptible soilcan be buried 60 inches. Cold foundations on frost-susceptible soils are required to below the frost line or protected against freezing by insulation or other appropriate means. Reference: 23.15.1402.5, Table 23.15.1806-. Comment resolved 8/14/98. See details 2 and 3 on sheet F-2. Please specify the minimum horizontal and vertical wall reinforcement for reinforced concrete foundation walls. See Municipality of Anchorage Handout No. 16. Reference: UBC 1914.3, UBC 1914.. Comment resolved 8/14/98. See details 2 and 3 on sheet F-2. Please specify the minimum horizontal and vertical wall reinforcement for reinforced concrete foundation walls. See Municipality of Anchorage Handout No. 16. Reference: UBC 1914.3, UBC 1914.. Comment resolved 8/14/98. Please show by calculation that the anchor bolt diameter and embedment specified on the plans is sufficient for the combined effects tension and shear from the manufacturer?s reaction report or other alternative. Please show for each frame and specify where special inspection is required. The concrete around the wind column anchors on grids B and E appear insufficient for the configuration detailed on the plans for the DL+WL combination. Reference: UBC 1631.2.3, UBC 1925.. Comment resolved 8/14/98. Please show by calculation that the anchor bolt diameter and embedment specified on the plans is sufficient for the combined effects tension and shear from the manufacturer?s reaction report or other alternative. Please show for each frame and specify where special inspection is required. The concrete around the wind column anchors on grids B and E appear insufficient for the configuration detailed on the plans for the DL+WL combination. Reference: UBC 1631.2.3, UBC 1925.. Comment resolved 8/14/98. A footing and foundation permit can be issued when comments 9, 10 and 11 are resolved. Additional review is required when the building calculations are submitted. Additional comments may follow. Comment resolved 8/14/98. A footing and foundation permit can be issued when comments 9, 10 and 11 are resolved. Additional review is required when the building calculations are submitted. Additional comments may follow. A footing and foundation permit were issued on 8/14/98. Some of the original comments were not answered with the resubmittals. Please provide the local special inspector's resume and schedule for high strength bolting. Please have the manufacturer respond to the comments that do not have a resolved note. A footing and foundation permit were issued on 8/14/98. Some of the original comments were not answered with the resubmittals. Please provide the local special inspector's resume and schedule for high strength bolting. Please have the manufacturer respond to the comments that do not have a resolved note