Review Comments

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Permit Number:	99 5733
Permit Type:	Commercial Building Permit - None BldgNew
Address:	6200 BOEING AVE Anchorage
Location:
Work Description:	Work Descr: 20,715 sq ft warehouse 10-15-99 updated underground plbg permit to include total scope of work cr, Remarks:
Status:	Closed
Project Name:	MAPCO WAREHOUSE, BLDG B
Review Type:	Structural
Result:	Correction
Result Date:

Comments:

	Code Section	Review Comment	Status

Advisory Information:
. . The following comments are referenced to the 1997 Uniform Building Code and 1997 Uniform Administrative Code locally amended. Adopted standards are also referenced where applicable. For questions about comments please call Scott at 907-343-8183 or email haansm@ci.anchorage.ak.us. Mapco Lynx Warehouse - Sun Steel Buildings Job No. 99100. The following comments are referenced to the 1997 Uniform Building Code and 1997 Uniform Administrative Code locally amended. Adopted standards are also referenced where applicable. For questions about comments please call Scott at 907-343-8183 or email haansm@ci.anchorage.ak.us. Mapco Lynx Warehouse - Sun Steel Buildings Job No. 99100. See the mezzanines on the Floor Plan Building B on sheet A3.0. See the Freezer Support Frame Isometric on sheet A8.1. These were not designed by the metal building manufacturer. Please provide plans, connection details and calculations for these areas. Show the framing, connections, and bracing are sufficient for required load combinations. Detail how the seismic separations or other alternative. This may be treated as a deferred submittal and not delay the permit approval if outlined on the plans. The work on the mezzanines cannot start until it is reviewed. Reference: UAC 302.2, UAC 302.3, UAC 302.4.2, UBC 1612.3, UBC 1633.2.3, UBC 1633.2.1. See the mezzanines on the Floor Plan Building B on sheet A3.0. See the Freezer Support Frame Isometric on sheet A8.1. These were not designed by the metal building manufacturer. Please provide plans, connection details and calculations for these areas. Show the framing, connections, and bracing are sufficient for required load combinations. Detail how the seismic separations or other alternative. This may be treated as a deferred submittal and not delay the permit approval if outlined on the plans. The work on the mezzanines cannot start until it is reviewed. Reference: UAC 302.2, UAC 302.3, UAC 302.4.2, UBC 1612.3, UBC 1633.2.3, UBC 1633.2.1. Special Inspection / Structural Observation. Special Inspection / Structural Observation. Special inspection is required for the following items. Please provide a special inspection program and information about special inspector qualifications. The special inspector must be hired by the owner, engineer, or architect of record acting as theowner's agent. The special inspector should observe work assigned for conformance with design drawings and specifications. The special inspector should furnish reports and a final signed report stating whether the work requiring special inspection was in conformance with the approved plans and specifications. A permit cannot be issued until the special inspection program is approved. UAC 302.5, UBC 1701.1, UBC 1701.2, UBC 1701.3, UBC 1701.5 . Special inspection is required for the following items. Please provide a special inspection program and information about special inspector qualifications. The special inspector must be hired by the owner, engineer, or architect of record acting as theowner's agent. The special inspector should observe work assigned for conformance with design drawings and specifications. The special inspector should furnish reports and a final signed report stating whether the work requiring special inspection was in conformance with the approved plans and specifications. A permit cannot be issued until the special inspection program is approved. UAC 302.5, UBC 1701.1, UBC 1701.2, UBC 1701.3, UBC 1701.5 . See the high strength bolts on the structural plans. High strength bolts require special inspection while the work is in progress to determine that the requirements for bolts, nuts, washes and paint; bolted parts; and installation and tightening in theRCSC bolt specification are met. The special inspector needs to ensure the requirements outlined on the plans are met. See comment 3. Reference: UBC 1701.5.. See the high strength bolts on the structural plans. High strength bolts require special inspection while the work is in progress to determine that the requirements for bolts, nuts, washes and paint; bolted parts; and installation and tightening in theRCSC bolt specification are met. The special inspector needs to ensure the requirements outlined on the plans are met. See comment 3. Reference: UBC 1701.5.. The concrete f'c is shown as 4000 psi on sheet F1.1. Special inspection is required during the placing of reinforced concrete and during the placing of reinforcing steel when the f'c is greater than 2500 psi. See comment 3. Reference: UBC 1701.5.1, UBC 1701.5.4.. The concrete f'c is shown as 4000 psi on sheet F1.1. Special inspection is required during the placing of reinforced concrete and during the placing of reinforcing steel when the f'c is greater than 2500 psi. See comment 3. Reference: UBC 1701.5.1, UBC 1701.5.4.. See the "Building A-1, A-2, B: Top of Wall Detail" submitted on 8/6/99. Dayton Superior F-64 Ferrule loop inserts do not have an ICBO evaluation report. These couplers will require special inspection for reinforcement placement per UBC 1701.5.4. See comment 3. See the "Building A-1, A-2, B: Top of Wall Detail" submitted on 8/6/99. Dayton Superior F-64 Ferrule loop inserts do not have an ICBO evaluation report. These couplers will require special inspection for reinforcement placement per UBC 1701.5.4. See comment 3. See detail C "Hair Pin Detail" on sheet F2. Barlock reinforcement couplers require special inspection per ICBO evaluation report ER-5064. See comment 3. Reference: ER-506. See detail C "Hair Pin Detail" on sheet F2. Barlock reinforcement couplers require special inspection per ICBO evaluation report ER-5064. See comment 3. Reference: ER-506. See Drawing No. 14 in the metal building plans. The x-bracing requires field welding. Periodic special inspection is allowed for single pass 5/16 and smaller fillet welds, provided the materials, qualifications of welding procedures and welders are verified prior to the start of work; and a visual inspection of all welds is made prior to completion. Please provide a copy of the special inspection program and information on special inspector qualifications. See comment 3. Reference: 1701.5.. See Drawing No. 14 in the metal building plans. The x-bracing requires field welding. Periodic special inspection is allowed for single pass 5/16 and smaller fillet welds, provided the materials, qualifications of welding procedures and welders are verified prior to the start of work; and a visual inspection of all welds is made prior to completion. Please provide a copy of the special inspection program and information on special inspector qualifications. See comment 3. Reference: 1701.5.. See the "Building A-1, A-2, B: Top of Wall Detail" submitted on 8/6/99. Please provide updated plans that incorporate the detail. Reference: UAC 302.. See the "Building A-1, A-2, B: Top of Wall Detail" submitted on 8/6/99. Please provide updated plans that incorporate the detail. Reference: UAC 302.. See the "Building A-1, A-2, B: Top of Wall Detail" submitted on 8/6/99. The manufacturer's cut sheet indicates the minimum edge distance is 5". The detail shows the insert within 3 inches from the top of the wall. The City of Los Angeles Research Report RR 23993 shows the minimum edge distance as 18". Please update the connection per the manufacturer's requirements. Reference: UAC 302.. See the "Building A-1, A-2, B: Top of Wall Detail" submitted on 8/6/99. The manufacturer's cut sheet indicates the minimum edge distance is 5". The detail shows the insert within 3 inches from the top of the wall. The City of Los Angeles Research Report RR 23993 shows the minimum edge distance as 18". Please update the connection per the manufacturer's requirements. Reference: UAC 302.. See the "Building A-1, A-2, B: Top of Wall Detail" submitted on 8/6/99. The detail shows all thread into the insert. All thread do not have the same development length as regular deformed bars. Please clarify the detail to show nuts on embedded end fo the rods or other alternative. See the "Building A-1, A-2, B: Top of Wall Detail" submitted on 8/6/99. The detail shows all thread into the insert. All thread do not have the same development length as regular deformed bars. Please clarify the detail to show nuts on embedded end fo the rods or other alternative. See details F, G, and H on sheet F2. At least every other longitudinal bar requires a tie. The maximum distance a longitudinal bar can be located from a tie is 6 inches. Please update the details to show ties per UBC 1907.10.5.3. See details F, G, and H on sheet F2. At least every other longitudinal bar requires a tie. The maximum distance a longitudinal bar can be located from a tie is 6 inches. Please update the details to show ties per UBC 1907.10.5.3. See details F, G, and H on sheet F2. The minimum area of longitudinal steel in compression members is 1% per 1910.9.1. The details show .6%+-. Please update the details to show longitudinal steel per UBC 1910.9.1. See details F, G, and H on sheet F2. The minimum area of longitudinal steel in compression members is 1% per 1910.9.1. The details show .6%+-. Please update the details to show longitudinal steel per UBC 1910.9.1. See the 30x30 footing reinforcement schedule on sheet F2. The footing is shown with only 2 bars each way. The maximum spacing for a footing bars is the lesser of three times the footing thickness or 18 inches. Please update the bar configuration for the footing considering the requirement. Reference: UBC 1910.5.. See the 30x30 footing reinforcement schedule on sheet F2. The footing is shown with only 2 bars each way. The maximum spacing for a footing bars is the lesser of three times the footing thickness or 18 inches. Please update the bar configuration for the footing considering the requirement. Reference: UBC 1910.5.. See detail 7 on sheet F3. There are two different horizontal bar configurations shown on the plans. Please clarify the plans. Reference: UBC 1914.1.2, UBC 1914.3.. See detail 7 on sheet F3. There are two different horizontal bar configurations shown on the plans. Please clarify the plans. Reference: UBC 1914.1.2, UBC 1914.3.. See the "Building B Plan" on sheet M2.1. Roof top mechanical equipment is shown on the plan. Please provide information on the roof top equipment weights. Please reference the page in the calculations where the roof framing and frames are checked forthe roof top equipment weight combined with snow. Please detail how the equipment is anchored for seismic equipment forces per UBC 1632, and show the framing and connections are sufficient by calculation. Reference: UAC 302.3, UBC 1612.3, UMC 307.. See the "Building B Plan" on sheet M2.1. Roof top mechanical equipment is shown on the plan. Please provide information on the roof top equipment weights. Please reference the page in the calculations where the roof framing and frames are checked forthe roof top equipment weight combined with snow. Please detail how the equipment is anchored for seismic equipment forces per UBC 1632, and show the framing and connections are sufficient by calculation. Reference: UAC 302.3, UBC 1612.3, UMC 307.. See the "Sag Angle Connections" DWG NO. SA1 and DWG NO. SA2 on sheet 14. Purlin sag angle SA-14 or SA-20 are called out on sheet 10. Z purlins are required to be braced against twisting per AISI D3.2.1. The details on sheet 14 do not appear to show bracing. Please clarify how the purlins are braced and reference the location in calculations where the bracing is designed in accordance with AISI D3.2.1 was checked. Reference: UBC 1612.3, UBC 221. See the "Sag Angle Connections" DWG NO. SA1 and DWG NO. SA2 on sheet 14. Purlin sag angle SA-14 or SA-20 are called out on sheet 10. Z purlins are required to be braced against twisting per AISI D3.2.1. The details on sheet 14 do not appear to show bracing. Please clarify how the purlins are braced and reference the location in calculations where the bracing is designed in accordance with AISI D3.2.1 was checked. Reference: UBC 1612.3, UBC 221. See the roof bracing on the Roof Framing Plan on sheet 17. Please reference the page in the calculations where the roof purlins acting as compression struts between the tension only roof bracing are checked for combined bending-axial compression. The roof framing plan has letter notes between the roof x-bracing. I cannot find a table or notes that reference different framing for the compression struts between roof bracing. Reference: UBC 1612.3, UBC 2217, AISI C4.2, AISI C. See the roof bracing on the Roof Framing Plan on sheet 17. Please reference the page in the calculations where the roof purlins acting as compression struts between the tension only roof bracing are checked for combined bending-axial compression. The roof framing plan has letter notes between the roof x-bracing. I cannot find a table or notes that reference different framing for the compression struts between roof bracing. Reference: UBC 1612.3, UBC 2217, AISI C4.2, AISI C. See the Portal Frame - Line B drawing on sheet 06 and the column flange brace detail on sheet 07. The inside flange is not shown braced and will be in compression depending on the direction of loading. Please reference the location in the calculations where the portal frame columns are checked for bending compression stresses considering the inside column flanges are not braced for the entire height. Reference: UBC 1612.3, UBC 2208, AISC F1.. See the Portal Frame - Line B drawing on sheet 06 and the column flange brace detail on sheet 07. The inside flange is not shown braced and will be in compression depending on the direction of loading. Please reference the location in the calculations where the portal frame columns are checked for bending compression stresses considering the inside column flanges are not braced for the entire height. Reference: UBC 1612.3, UBC 2208, AISC F1.. See the portal frame drawings on sheet 06. See the column flange brace detail on sheet 07. The inside flange is not shown braced and will be in compression depending on the direction of loading. Please reference the location in the calculations wherethe portal frame columns are checked for bending compression stresses considering the inside column flanges are not braced for the entire height. Reference: UBC 1612.3, UBC 2208, AISC F1.. See the portal frame drawings on sheet 06. See the column flange brace detail on sheet 07. The inside flange is not shown braced and will be in compression depending on the direction of loading. Please reference the location in the calculations wherethe portal frame columns are checked for bending compression stresses considering the inside column flanges are not braced for the entire height. Reference: UBC 1612.3, UBC 2208, AISC F1.