2721 WETMORE AVE MARQUEE APARTMENTS 2023-06-28

r • Page 3 August 7,2019 Martin report borings as 50 blow count material. Settlement is not anticipated but providing a "belt and suspenders" small VE's is for considerations during single day duration initial lift. Confirming, the soil nails are designed for all building uniform D + L + S loading plus the line load of the building exterior wall including tributary loading. The VE piles bear on dense glacial soils and are used for initial lift only. Vertical VE is continuously supported in its minor axis direction with lean mix grout plus soils. No lagging is used. For 50 ksi steel, axial capacity of 28 ksi x 5.62 in2 = 784 »41 kips is based on its major axis buckling capacity per AISC Table 4-22 with KL/rx= 30 (based on K= 2.1, initial lift L= 5 ft, rx=4.14.) Axial capacity is adequate, Flexural Capacity is adequate and combined stress is adequate per AISC Section H.1. See attached supplemental calculations. b) Pile Cap Plate: Please reference Detail 6/SS4.0 for the top of VE pile detail below the existing building. The piles are used to mitigate differential considerations. It is anticipated that the 50 plus blow count soils will continue to provide continuous support of the existing building between the VE piles. c) Footing and Pile support: Existing soils between the piles are to remain in place, supporting the existing building. It is anticipated that the 50 plus blow count soils will provide continuous support of the existing building between the VE piles. Shoring monitoring at the existing building is set to a tighter control than typical. RE monitoring notes on Sheet SS1.0. d) Pile Cap Detail: As noted in response to Item 7b) above, please reference Detail 6/SS4.0 for 3/4"thick x pile size cap plate. Calculations for maximum tributary loading of 41 kips, for pile bearing and pile side friction were previously submitted. Re Figure 3. RE attached supplemental shoring calculations confirming that the cap plate detail is acceptable. Again, please note that it is anticipated that the 50 plus blow count soils will provide continuous support of the existing building between the VE piles. The design of the partial depth VE piles in the very dense soils has been reviewed and OK'd by the geotechnical engineer. 8) ASD design VS Strength Design for wall flexural capacity: Reference response to Item 6) for soil nail system design using ASD allowed per FHWA NHl 14-007 Section 5.3.1 and Table 5.1. a) FHWA Table 5.1 ASD Factors of Safety: Confirming again, the previously submitted calculations meet or exceed all required ASD factors of safety RE. Table 5.1, following FHWA ASD design procedures and are acceptable without revision. b) Facing Reinforcement: The previously submitted ASD calculations are based on the WWF specified in the shoring drawings and are adequate. No additional calculations regarding reinforcement are required. Please call if you have any additional questions. Sincerely, /7/1"- , --All ff,i A, Anne McAteer-Brown, P.E., S.E. CC: Jeff Oaklief, Johnson Oaklief Matt Miller, AES Geo F ia7. ffrz'fs. _Lr • II f y f 34840 <,^ �! n