Review Comments

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Permit Number:	09 4672
Permit Type:	Commercial Building Permit - None BldgNew
Address:	4825 AIRCRAFT DR Anchorage
Location:
Work Description:	Work Descr: 15,000 SQ FT HANGER, 1500 SQ FT OFFICE, Remarks: JRD
Status:	Closed
Project Name:	TROOPER HANGER
Review Type:	Structural
Result:	Approved
Result Date:	8/24/2009 12:00:00 AM

Comments:

	Code Section	Review Comment	Status

Advisory Information:
. PERMIT STATUS (no response required) 7/30/2009: Review completed, comments issued. 8/12/2009 - F&F responses reviewed. Comments issued. 8/12/2009 - Response reviewed. Comments issued. 8/20/2009 - Responses reviewed. Comments issued. 8/24/2009 - Approved for full Advisory Comment (no response required): This review is based on the requirements of the Anchorage Administrative Code (AAC), 2006 International Building Code (IBC) and all adopted references thereto as amended by MOA. The following comments must be addressed before a permit can be issued. The approval of plans and specifications does not permit the violation of the codes, or any federal, state or local regulations. SPECIAL INSPECTORS (Must be resolved for F&F) Please provide a letter from the Owner, Owner's Representative (can not be the Contractor unless Owner/Builder in which case the Special Inspectors must be approved by the Building Official Ron Thompson), or the Special Inspection Agency stating that the Owner (please include Owner's name) has hired the Special Inspection Agency to perform the special inspection services for this project. Please note that special inspectors must be MOA licensed in the inspection type. See the following link for licensed Special Inspectors: http://bsd.muni.org/ContractorLicensing/sisearch.aspx Comment remains. No response provided. Please provide. This item must be resolved to approve F&F. WAB - 8/12/2009 Comment remains. No response provided. This item must be resolved to approve F&F. WAB - 8/20/2009 QUALITY ASSURANCE PLAN (Must be resolved for F&F) Please provide a Quality Assurance Plan (QAP) containing all the information required by IBC sections 1704, 1705, 1706, and 1707. The QAP must include both the type and frequency of inspections and must include the inspection requirements of AISC 341-05 Appendix Q as required. Reference to the codes is not sufficient toresolved this comment. Please note that sheet S0.1 appears like it is supposed to have the special inspection requirements on it; however this page is blank. Please note that this applies to both the metal building and its foundation and the mezzanine and its foundation. Special Inspection requirements for F&F are approved. Not approved for full. Please note that the metal building will have fully pretenstioned high strength bolts that will require special inspections, and there will likely be Class A Slip Critical faying surfaces that will need to be verified. WAB - 8/12/2009 Comment remains. No response provided. This comment must be resolved to issue a full permit. WAB - 8/20/2009 The following comments are for the mezzanine. GYPSUM SHEATHING Reference sheet S4.0 of the drawings and the calculations. The calculations appears to assume gypsum sheathing will be used. Please indicate on the drawings that the Gypsum Sheathing meets the requirements of ASTM C79 as required by the ANSI/AF&PA SDPWS-2005 (Special Design Provisions For Wind and Seismic) section 4.3.7.4.2. Please also indicate the installation requirements SDPWS-2005 section 4.3.7.4 Comment remains. SDPWS-2005 is not a common document, and it is likely that neither the Contractor or the Special Inspector will have this document. In order to ensure that construction is done properly the requirements of the referenced section must be included in the drawings or must be provided in the construction documents in some manner. Please revise. Reference AAC section 23.10.104.8. WAB - 8/12/2009 Comment resolved. The reviewer will redline the edge distance requirements on the drawings. WAB - 8/20/2009 SHEAR WALL TYPE 5 Reference sheet S4.0 of the drawings and the calculations. According to the calculations it appears that shear wall type 5 is supposed to have gypsum sheathing on both sides and not one side as indicated in the schedule on sheet S4.0. Please clarify. Reference AAC section 23.10.104.4. Comment resolved. Response accepted.WAB - 8/21/2009 MEZZANINE DIAPHRAGM Reference sheet S2.0 of the drawings. Please provide the following: A) Please provide the mezzanine diaphragm requirements including diaphragm thickness and attachment. Reference AAC section 23.10.104.8. Comment resolved. Response accepted. WAB - 8/12/2009 B) IBC Table 2305.2.3 requires diaphragms with aspect ratios exceeding 3:1 to have all diaphragms edges be nailed which would require the diaphragm to be blocked. Please indicate this requirement on the drawings. This comment applies to both the ceiling and the floor diaphragm Please note that wood diaphragm aspect ratios can not exceed 4:1 per the same table. Comment resolved. Response accepted. WAB - 8/12/2009 MEZZANINE HOLD DOWNS (Must be resolved for F&F) Reference sheets S1.0 and S4.0 of the drawings. The hold down schedule indicates 22" embedment for all hold downs; however the foundation plan on sheet S1.0 shows 10" deep by 16" wide strip footings (or 10" deep by 12" wide strip footings) under the interior walls. 22" embedment does not work for these footings. Please revise. Please provide design of the hold downs anchors per ACI 318-05 Appendix D. Comment remains. Please provide design of the anchors per ACI 318-05, Appendix D as requested. Please note that either ductile yielding per ACI 318-05 section D.3.3.4or D.3.3.4 or the non ductile yielding provisions of IBC section 1608.1.16 must be met. WAB - 8/12/2009 Comment remains. Reference the response calculations to this comment. Per the calculations a nut with a bearing area of 0.98 in^2 is to be used. Please indicate what type of nut provides this bearing area, and indicate it in the drawings. Reference AAC section 23.10.104.8. WAB - 8/20/2009 The following comments are for the metal building and metal building foundation. DEFERRED SUBMITTALS Design items that are not required to be included in the initial permit submittal package may bereviewed and approved on a deferred submittal basis. Before they are submitted for review, deferred submittals shall be reviewed by the registered design professional and affixed with a notation indicating that the deferred submittal documents have beenreviewed and have been found to be in conformance with the construction documents. Deferred submittals shall be identified on the plans. The following items have been found to be or are indicated as deferred submittals: A) Hanger Doors B) Stairs The above items must be reviewed, approved, and installed correctly before a C.O. can be issued. Reference Anchorage Administrative Code section 23.10.302.4.2. Comment resolved. Response accepted. WAB - 8/12/2009 FOUNDATION WALL (Must be resolved for F&F) Reference detail 2 on sheet S1.2 of the drawings. Please provide a frost protected foundation as required by IBC section 1805.2.1. Comment resolved. Response accepted. The detail has been modified to show wing insulation. WAB - 8/12/2009 TENSION TIE (Must be resolved for F&F) Reference detail 1 on sheet S1.2 of the drawings. Please verify that the tension tie shown in the referenced detail can be developed into the pilaster. Reference ACI 318-05 section 12.2 (for straight deformed bars) or 12.5 (for hooked deformed bars). The stirrups must not be spaced at greater than 1/2 the least cross sectional dimension apart per ACI 318-05 section 21.10.3.2. Please verify. Comment remains. The spacing of the ties is based on the least cross sectional dimensions (looks to be 12" in this case). Please also indicate that a standard hook is to be used on the tie longintudinal reinforcement. It is recommended that the actual dimensions are given as the MOA Inspectors have noted that rebar fabrication shops have been providing bars without standard hooks frequently. WAB - 8/12/2009 Comment resolved. Response accepted. WAB - 8/20/2009 ANCHOR DESIGN (Must be resolved for F&F) Reference the footing and foundation calculations. Please provide design ofthe anchors per ACI 318-05 Appendix D. Please verify that the anchorage is designed for the summation of the required capacities of the elements attached to the base as required by AISC 341-05 section 8.5 (this applies to both the tension and shear force). Design of the anchors in tension must be to ACI 318-05 Appendix D. All of the limit states in this reference must be checked including concrete breakout, concrete pullout and steel strength. As with the holdowns bolts in comment 9, anchorage toconcrete must meet the ductile yielding requirements of ACI 318-05 section D.3.3.4 or D.3.3.5 or the non ductile yielding provision of IBC section 1608.1.16. Please note that if the non ductile yielding provision is used that both the applied tension andshear force must be modified by the 2.5 factor given in the reference IBC section. WAB - 8/12/2008 Comment remains. As with comment 9, the bearing area of the nut is somewhat critical and must be indicated on the drawings. WAB- 8/20/2009 BOLTS PART OF THE SEISMIC FORCE RESISTING SYSTEM Reference the metal building drawings. Please specify on the drawings exactly which bolts are part of the seismic force resisting system. Bolts that resist seismic forces are required to be fully pretensioned with faying surfaces prepared as Class A Slip Critical or better per AISC 341-05 section 7.2 (bolts mainly in tension do not have to have faying surfaces prepared as Class A Slip Critical or better but are required to be fully pretensioned). If all bolts that are required to meet this requirement are not identified on the plans, it will be noted that ALL bolts be installed to meet these requirements. Comment remains. Per the response, the bolts that are required to meet this comment will be clearly identified on the drawings; however it doesn't not appear as if new metal building drawings have been submitted. WAB - 8/12/2009 Comment resolved. Response accepted. WAB - 8/20/2009 BRACE CONNECTION DESIGN Reference the metal building calculations. Please clarify where the brace connection design has been provided. If this has not been included please provide. Please make sure the connection meets the requirements of AISC 341-05 section 14.4. Please note that this may affect the design of the column base and anchorage as they are required to be designed to the required strengths of the elements connected to the base (i.e. if the connection was designed to Ry*Fy*Ag then the anchorage needs to be designed for this force as well). Reference AISC 341-05 section 8.5. Comment remains. Please provide calculations as requested by the original comment. There is no brace connection design on the referenced page of the calculations. Per the response to comment 19, it appears the brace connection is being design to the load combinations including the overstrength factor. Please provide design the whole connection for this force (this includes design of tensile fracture of the brace and gusset in the net section including shear lag affects, block shear rupture of the brace and gusset, design of welds, design of bolts, etc). Please note that this no longer has to be resolved for F&F. It was discussed with the Engineer of Record, and he will use the non ductile yielding provision of IBC section 1608.1.16 which requires factored loads to be multiplied by 2.5. WAB - 8/12/2009 Comment remains. Please provide tensile fracture check of the angle at the connection to the plate including the affects ofshear lag. Please provide design check to the adopted version of the code (AISC 360-05 as adopted by the 2006 IBC). Reference IBC section 2205.1. WAB - 8/20/2009 Comment resolved; however for future considerations all structural shapes except plates and HSS fall under case 2 of AISC 360-05 Table D3.1. The U factor of 1 determined in the calculations is not correct; however it appear that U is 0.9 for the condition shown in the drawings. WAB - 8/24/2009 BRACE DESIGN Reference the metal building calculations. Please provide design of the braces or indicate where the design has been provided. Reference AAC section 23.10.104.8. Comment resolved. Response accepted. WAB - 8/20/2009 PORTAL FRAME DESIGN Reference pages 223 through 231 of the metal building calculations. Please clarify where the design of the portal frame has been provided. Per AISC 341-05 section 8.3 where the axial strength or stress ratio exceeds 0.4 when the column is checked under the standard load combinations the column must also be checked to the load combinations including the overstrength factor. Please note that this could potentially affect the anchor design as the load that they would need to be designed to could be higher. Comment resolved. Response accepeted. Please note that for future submittals it would be helpful to label the calculations clearly. The calculation on page 85 is labeled as a Wind Bent and not a Portal Frame. WAB - 8/12/2009 DESIGN INFORMATION Reference the metal building drawings.. Please provide the following design information in addition to that which has already been provided: A) Wind design data - applicable internal pressure coefficient, and the components and cladding design forces and areas. Reference IBC section 1603.1.4. B) Earthquakedesign data - seismic use group, basic seismic-force-resisting system(s), design base shear(s), seismic response coefficient(s), response modification factor(s), and analysis procedure used. Reference IBC section 1603.1.5 Comment remains. Per theresponse, this information will be added to the drawings, but new drawings have not been submitted. WAB - 8/12/2009 Comment resolved. New drawings with the requested information has been provided. WAB - 8/20/2009 METAL BUILDING DRAWING CLARIFICATIONS Reference the metal building drawings. Please provide the following: A) Reference sheet PEB-5. Please provide a detail showing how the brace connection is to be constructed. The information given on sheet PEB-5 is not complete. The gusset dimensions as well as connection to the column/beam/base plate must be provided. The tube strut size must be provided, and the strut and strut connection design must be provided as well (if the design was provided in the calculations already provided please indicate where in the calculations this design is located). Item remains. Per the response, the details will be made clearer; however new metal building drawings have not been provided. WAB - 8/12/2009 Comment resolved. The drawings have been clarified. WAB - 8/20/2009 B) Reference sheetPEB-5. Please clarify what a WF-1 column is. If it is a built up section enough information must be given so that the Special and MOA inspector can verify the column. Reference AAC section 23.10.104.8. Item remains. Per the response, this informationwill be provided on the drawings; however new drawings have not been submitted. WAB - 8/12/2009 Comment resolved. Response accepted. This column is a built up member and the plates that make it up have been identified. WAB - 8/20/2009 C) Please provide a detail showing how the column is attached to the base plate. Reference AAC section 23.10.104.8. Item remains. Per the response, this information will be provided in the drawings; however new drawings havenot been submitted. WAB - 8/12/2009 Comment resolved. Response accepted. The column is filleted to the base plate, and standard fillet sizes are indicated in the drawings. WAB - 8/20/2009 D) Please provide a detail showing the construction of the bolted end plate connection including the welding requirements of the beam to end plate and column to end plate. Please provide a detail showing how the built up sections are constructed. Reference AAC section 23.10.104.8. Item remains. See item C above. Comment resolved. This information has been provided. WAB - 8/20/2009 E) Reference sheets PEB-8 and PEB-10. Please provide a detail showing how the interior columns connect to the frame. Reference AAC section 23.10.104.8. Item remains. The response indicates that this will be added to sheets PEB-8 and PEB-10; however new drawings have not been submitted. WAB - 8/12/2008 Comment resolved. Information added to PEB-8 and PEB-10. WAB - 8/20/2009 F) Reference sheet PEB-14. Please provide the spacing of the primary fastener and clip that attachs the roof deck to the purlins. Reference AAC section 23.10.104.8. Item remains. The response indicates that this will be added to the drawings; however new drawings have not been submitted. WAB - 8/12/2009 Comment resolved. Response accepted. WAB - 8/20/2009 G) Please provide a detail or note that indicates how the siding is attached to the girts. Reference AAC section 23.10.104.8. Item resolved. Response accepted. WAB - 8/12/2009 Comment resolved. Response accepted. WAB - 8/20/2009 HANGER DOOR JAM ANCHORAGE (Must be resolved for F&F) Please provide design of the hanger door jam anchorage. The hanger door is extremely large which could lead to high loads on the column anchorage from wind. Please design per ACI 318-05 Appendix D. Reference IBC section 1605. Please provide a detail showing the anchorage of the hanger door jams. Reference AAC section23.10.104.8. Comment remains. No response from Foundation Engineer of Record provided. WAB - 8/12/2009 Comment resolved. Response accepted. WAB - 8/20/2009 DRAWING CLARIFICATIONS Reference sheets S0.0 through S4.0 of the footing and foundation/mezzanine drawings. Please provide the following: A) Please provide lap splice schedule for rebar in concrete. Reference AAC section 23.10.104.8 and IBC section 1901.4. (Must be resolved for F&F). Comment resolved. Response accepted. WAB - 8/12/2009 B) Please providea detail around the main building columns showing the appropriate seismic separation. If floor joists frame into these areas, a detail will need to be provided showing how this framing is to be done. Reference AAC section 23.10.104.8. Comment remainspending the response to comment 11. Comment resolved. Response accepted. WAB - 8/20/2009 C) Please provide the material specifications for the wood being used in the project. Reference AAC section 23.10.104.8. Comment remains. Please indicate the wood specifications for the walls studs. The calculations assumed Hem-Fir North #1/#2. Please note that this is not common, and that Hem-Fir #2 is the common wood stud. No new calc required if this is changed toHem-Fir #2 as the studs appear to only be 50% stressed. WAB - 8/12/2009 Comment resolved. Response accepted. WAB - 8/20/2009 SEISMIC JOINT Please provide substantiating data showing the specified seismic joint of 4" is sufficient. Please note that due to the diaphragm aspect ratios that 4" may not be nearly enough. Reference ASCE 7-05 section 12.12.3. Comment remains. Per the Engineer of Record, he is waiting on information from the metal building manufacturer. WAB - 8/12/2009 Comment resolved. Response accepted. WAB - 8/20/2009 DESIGN OF STUDS Please provide substantiating data showing the studs in the mezzanine walls can support the requiredloads. Reference IBC section 1604.4. Comment resolved. Response accepted. See comment 24c. WAB - 8/12/2009 Please provide written response to the comments above and include one copy of additional or revise calculations and two copies of additional or revise drawings. While note required it is extremely helpful to the reviewer to provide the location in the responses where each comment has been resolved. Providing this information can greatly reduce the review time of the submittal. Please provide a second copy of the metal building drawings. WAB - 8/20/2009