2000 HEWITT AVE EVERETT EVENT CENTER 2018-01-01 MF Import

. � 3 �-, Anchor Capacities and Lrngths Individual anchor loads are developed from the design esith pressurc diagrams prcsrnted on the drawings, using a tributazy area method to assign loads to .he individual anchors and to the toe shear in the piles. Anchor lengths aze then deten�ined from the naload zone (see llrawings) and the required bond zone. The length of the bond zone is determined &om the anchor design load and tt�e allowable pullout value. 'Ihe pullout values have ban determined based on an assessment of the predominant materials within which anchorage cecws. For the very dense native soils in which anchorage will be developed, an allowable pullout resistance of 3 kips per foot has bern used for desi;n. Mchor capacities and lengths are provided for each anchor in Table 1. Soldier Piles Soldier pile loadings are detecmined from the design earth pressure diagrams and the location and inclinations of the anchots. The spmadsheet output prcsented in Table 1 summarius the following design aspects: • Calculation of soldier pile loads and bending moments, consistrnt with the design apparent earth pressure diagrams provided on the Drawings. For each soldier pile, thc csl�ulated axial loed and bending moment are provided for each pile segment, startin6 with the upper cantileva and proceeding from the top to the bottom of the pile • Pile structural steel sizin� in accordance with the AISC (1989) Allowable Stress Design Specification, 9 Edition. Combined flezune and axial load, shear, and compact section steel design checks are perfoTmed for the critically loaded section of each pile along the length of the wall. The spreadsheet output summarizes the minimum steel section required for each pile segment and identifies the pile size required to support the most adverse loading condition. Mchor-Pile Connections The design of the connection of the anchors to the soldier piles is summariud in Table 2. Required weld lengths a�d connection plate sizes were determined in accordance with the 9'" Edition AISC (1989) ?�SD Specification and for ASTM A36 steol and E70XX weld electrodes. 3.4 Timber Lagging Timber lagging, spanning between adjacent piles, will also be used to support the soil. The average design earth pressures for the lagging are indicated in Table 1, and these design earth pressures aze derived directly from the design earth pressure diagrams. Table 3 shows that 4 inch lasging is adequate. 3.5 Wall Drainage The timbet lagging fa_ing will be placed with 'h-inch spaces between adjacrnt lagging boazds. '1'hereCore, drainage board will not be provided behind the wall. Drain board will be attached to the front of the wood lagging,as part of the permanent wall drainage system. Ground Support PLLC `�'