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Mr. Tim Verzal <br /> Carports of Washington, Inc. <br /> Plan Check Number: B1811-014, First Review <br /> December 21, 2018 <br /> a. The design of the structure, including the foundation, shall be evaluated for partial <br /> loading per ASCE 7-10 Section 7.5. <br /> b. The structure is susceptible to developing snow drifts due to the exterior wall. See <br /> Architectural Comment 3. The effects of snow drifts shall be evaluated per ASCE 7-10 <br /> Section 7.8. <br /> c. The"Design Data" section of the General Structural Notes on Sheet S1.0 specifies a flat <br /> roof snow load of 25 psf. The Typical Section A/S1.0 specifies a slope of less than <br /> 1/2:12. The WABO-SEAW White Paper"Snow Load Regulations and Engineering <br /> Practices"(August, 2000) recommends applying an additional 5 psf rain surcharge for <br /> roof slopes less than 1/2:12 in addition to the 25 psf snow load. The engineer-of-record <br /> should determine if this additional load should be included in the design. The design of <br /> structural framing subjected to increased loading should be reviewed and revised as <br /> needed. See IBC Sections 1603.1.3. <br /> d. The snow loads shall be combined with other forces (e.g., wind, dead load, etc.) per the <br /> load combinations of IBC Section 1605. The orientation (i.e., up or down) and scale <br /> (i.e., full versus partial) of loads shall be modified to maximize effects on individual <br /> members or the global stability of the structure. See IBC Section 1604.4. <br /> 8. Detail 03/S2.0 shows the beam-column connection, which provides the vertical and lateral <br /> load between the roof and the columns. The design for the connection does not appear to <br /> be included in the structural calculations. Calculations substantiating the design shall be <br /> submitted for review. The connection induces normal forces on the faces of the HSS <br /> columns; the strength of the column walls shall satisfy AISC 360-10 Section K1 and Table <br /> K1.2. See IBC Section 2205.1 and AISC 360-10 Chapter J. <br /> 9. The design for the roof deck cantilevers is provided on structural calculation pages 11 and <br /> 12. The following comments shall be addressed: <br /> a. The design should be revised for increased loads, such as snow drifts, rain surcharge, <br /> and wind pressures for partially-enclosed structures. See other comments. The design <br /> shall consider the load combinations of IBC Section 1605. <br /> b. The deck shall be evaluated for a 300 LB concentrated load supported by a nominal <br /> width of the deck. See IBC Table 1607.1 Item 26. <br /> c. The deck shall be evaluated for deflections per IBC Section 1604.3.1 and Table 1604.3. <br /> Lateral System: <br /> 10.The building has been designed using ASCE 7-10 Section 27.4.3 for wind loading, <br /> corresponding to an open-building condition, per page 8 of the structural calculations. The <br /> building requires a wall on one side per Architectural Comment 1, resulting in a partially- <br /> enclosed building. The wind loads on the structural system shall be re-evaluated using <br /> Section 27.4.1 or 27.4.2. The calculations shall establish if the structure is a rigid or flexible <br /> system. See IBC Sections 1604.4 and 1609.1. <br /> 11. Continuing with the previous comment, wind loads on the components and cladding of the <br /> structure shall be revised considering a partially-enclosed structure Wind loads shall be <br /> combined with other forces per the load combinations of IBC Section 1605 to create <br /> maximum-loaded condition. See IBC Section 1609.1 and ASCE 7-10 Chapter 30. <br /> o 3200 Cedar Street O 425.257.8800 O everettpw@everettwa.gov /�- <br /> Everett,WA 98201 425.257.8882 fax everettwa.gov /(41- <br />