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NkSJXB W-ILLOW GROVE CTO 0074 2960074 ASTM E 1592, code load [ 1; cladding load [ J, safety factor 1.6.5.1 1.4.3 [Seismic Loads As required for Seismic Zone 4. Importance factor as indicated.] 1.4.4 Collateral Loads As indicated. X.4.5 Deflection 1.4.5.1 Structural Members The maximum deflection of main framing members shall not exceed 1/240th of their respective spans. The maximum deflection due to live load in roof panels and purlins shall not exceed 1/18Oth of their respective spans. 1.4.5.2 Roof Panels UL 580, Class 90. The design analysis shall establish that the roof when deflected under dead plus live or snow loads, will not result in a negative gradient. Maximum deflections shall be based on sheets continuous across two or more supports with sheets unfastened and fully free to deflect. In addition, the roof decking shall be designed for a 2OO-pound concentrated load at midspan on a 12-inch wide section of deck. Panels thinner than 0.03 inches are not permitted for diaphragms used to resist seismic loads in Seismic Zones 2 through 4. 2.4.5.3 Wall panels The maximum deflection due to wind on wall panels and girts shall be limited to li"l2Oth of their respective spans except that when interior finishes are used the maximum allowable deflection shall be limited to 11180th of their respective spans. 1.4.5.4 Openings Limit deflections of steel framing above and along the side of rolling door openings to a maximum of l/2 the allowable movement in the telescoping top railer of the doors to ensure proper operation. Frame all equipment openings over 12 inches by 1.2 inches. UBMITTALS following in accordance with section entitled "Submittal r's Catalog Data a. Preengineere ilding materials Submit sufficient data indicat qformance to specified requirements on materials provided under this section\\ -.. 'I 1.5.2 SD-03, Manufacturer's Standard Color C&Frts i xxs - %,. a. Factory color finish
Submit as necess to erect the building and inst.a.!.l compontents. 3. ~ 5 . 3 ~ 1 :~~..ibmit. complete arawlngs _ I for desig the found rawings for the preenqineered s and anchorage. building. Submit 1. 5 . 4 SD-OS t Desicp aata a. BUi lding G b e FouFdatian loads c. rnchor bolts G Ed ~ Purlins and girts 61 Ee. Bracing Gj I 1 I t 1 R I I I I I: I I I I II SECTION I.3121 Page 6 I
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REMEDIAL ACTION ENGINEERING WORK PL
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EA Engineering, Science, and Techno
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EL4 Engineering, Science, and Techo
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Project: 296.0074 Revision: DRAFT P
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Project: 296.0074 Revision: DFT Pag
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EA Tux
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Sam Morekas EA Program ~hlanagement
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Brian R. Stempowski Project Enginee
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ATTACHMENT I3 DESIGN CALCULA’IION
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I Project NASJRB Willow Grove. PA P
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Page 93 and 94: N&RB WILLOW GROVE CT0 0074 2960074
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Page 109 and 110: 1.2.1 Nard Material. 8
Page 111 and 112: Free of debris, me)ts, wood, scrap
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Page 123 and 124: * \ e. Fine aggregate tests \ f.
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