Review Comments

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Permit Number:	00 5402
Permit Type:	Commercial Building Permit - None BldgAlter
Address:	6200 BOEING AVE Anchorage
Location:
Work Description:	Work Descr: Office / Warehouse tenant improvement RD, Remarks:
Status:	Expired
Project Name:
Review Type:	Structural
Result:	Approved
Result Date:	6/27/2000 12:13:14 PM

Comments:

	Code Section	Review Comment	Status

Advisory Information:
. C(1): This review is based on the requirements of the 1997 Uniform Building Code and all adopted references thereto. The following comments must be addressed before a permit can be issued. NO RESPONSE REQUIRED. C(2): Structural General Notes should reference the 1997 version of the UBC. (See "Allowable Bearing Pressure") RESOLVED 6/6/00 CSK: INFORMATION REVISED ON NEW SHEET S1 C(3): In General Notes or in details, please list minimum acceptable section properties, or an MSMA generic designation, for the steel studs. RESOLVED 6/6/00 CSK: INFORMATION ADDED ON NEW SHEET S1.1. C(4): Please call out on the drawings a minimum connector size for the steel stud connectors. RESOLVED 6/6/00 CSK: INFORMATION INCLUDED ON NEW SHEET S1.1. C(5): Please show on the drawings or include in General Notes a minimum clearance (seismic joint) between existing building frame members and the new construction. RESOLVED 6/6/00 CSK: INFORMATION PROVIDED ON NEW SHEET S1.1. C(6): Detail 1/S1.1: Please clarify the symbol (1 in a triangle). RESOLVED 6.6.// CSK: SCHEDULE ADDED TO NEW SHEET S1.1. C(7): Please verify length of shear panels. The hatched walls shown do not match architectural drawings or correspond to the calculations. Also see comment below. RESOLVED 6/6/00 CSK: NEW CALCULATIONS PROVIDED. C(8): Reference page 4 & 5 of calculations. Please verify shear wall lengths. SW1 in calcs shown an 8' plus a 5' panel Drawings scale about 6' + 2' + 2'. SW3 scales on arch about 12' + 6'. SW 4 = 2' + 13.5' + 4'. Also, Section 1630.6, Horizontal Distribution of Shear, requires that at least a 5% accidental torsional eccentricity be considered. Since it appears that the forces due to direct shear will be greater than capacity, a more conservative approach is required. 6/6/00: INCREASING BASE SHEAR BY 5% MAY OR MAY NOT BE A CONSERVATIVE ESTIMATION TO ACCOUNT FOR DISPLACING THE CENTER OF MASS 5% OF THE BUILDING DIMENSION. PLEASE PROVIDE CALCULATIONS TO JUSTIFY THE SIMPLIFICATION. C(9): Please provide details for lateral support connections at the tops of walls to building roof framing. Coordinate with any architectural requirements for area separation walls. RESOLVED 6/6/00 CSK: DETAIL A1 WILL BE INCLUDED WITH IN THE DRAWINGS. C(10): Please note that Architectural drawings show a plywood deck over the locker rooms. RESOLVED 6/6/00 CSK: C(11): Please provide the names and qualifications for all special inspectors who will perform inspections on this job. 6/6/00: WE CONCUR THAT MIKE ANDERSON IS QUALIFIED FOR ALL BUT WELDING INSPECTION. PLEASE SEE ATTACHED COPY FROM THE MOA SPECIAL INSPECTION AND STRUCTURAL OBSERVATION GUIDELINE OUTLINING MINIMUM REQUIREMENTS FOR SPECIAL INSPECTORS. PLEASE PROVIDE SPECIFIC INFORMATION (SUCH AS COPIES OF CERTIFICATIONS VERIFYING THAT THE PROPOSED SPECIAL INSPECTORS MEET THESE QUALIFICATIONS. C(12): 6/6/00: IN THE NEW CALCS PROVIDED, STRAPS ARE USED TO COMPENSATE FOR THE SHEAR IN EXCESS OF THE SHEAR WALL CAPACITY. IT IS NOT VALID TO ASSUME THAT WHAT THE SHEAR WALL CANNOT TAKE, THE STRAPS WILL. TO USE A DUAL SYSTEM, THE SHEAR WOULD HAVE TO BE DISTRIBUTED BASED ON THE RELATIVE RIGIDITIES OF THE TWO SYSTEMS (BRACES AND SHEATHING). PLEASE PROVIDE DESIGN FOR TENSION ONLY BRACING, INCLUDING CONNECTIONS FOR THE LOAD PATH, OR A MORE RIGOROUS CALCULATION FOR THE DUAL SYSTEM.