3105 PINE ST DELTA HOTEL 2020-05-04

• - MEM WM MOW NMI EMIVAI NM IN ' MIMI ibaC ,41 S @ /4Motr5 f'4 o4,4r..oF-,14j4 t#4osis '4 r testing. Alternatively, lower-bound assumptions must be substantiated. The following should be considered in the calculations: a. The sign connections are eccentric and will induce additional moments in the parapets. b. Axial loading(tension and compression)should be considered. 0 For tension loading, the available tension capacity should be reduced if full development of the vertical ( reinforcement does not occur(i.e., bar length above connection is not adequate to develop bar). Q, LIZ 'F o.w t- 14Lef cdo t5 /4 4,LLtir DCI Response:See supplemental calculations S-39 thru S-45 for loading to parapet walls and sheet S-79 and S-80 for calculation of eccentric vertical load to parapet wall and the resulting moment in the parapet wall. Please note,there is not a net uplift load from the sign to the face of the parapet wall.Therefore, /comment 6c does not need to be checked. t-P The calculations do not appear to include a combined loading check of the base framing that supports the sign. The base framing will be subject to axial loading combined with flexural loads. Note that some locations are subject to biaxial flexure due to concurrent gravity, vertical wind resistance, and lateral wind resistance(i.e.,shear into parapets). DCI Response:All loading directions and load combinations(EQ16-12 and EQ16-15)have been checked with worst case loading to the supporting structure shown in the updated calculations. Please note,the design intent is that the CMU parapets on support in-plane loading only.The steel frames and connections to the roof deck resist the additional loading created. 8. The anchor design to the concrete deck should address the following: a. Calculations substantiating the design of the connections should be performed perACl 318-14 Chapter 17. Note that the loads are in ASD-format;LRFD combinations must be used. ib' The anchor design shall perform a combined loading check for concurrent shear(i.e.,single and bi- directional as occurs) with tension. Based on the calculations on page 44,it appears that unity will be exceeded(i.e., DCR>1). 0CThe connections utilize a line of anchors distributed by a flat plate. It is anticipated that the anchors . nearest the posts will attract more of the uplift load. The distribution of the uplift loads to the individual anchors should be substantiated by analysis. Alternatively, the anchor group should be designed accounting for the stiffness of the plate and its ability to distribute the uplift loads. See ASCE 7-10 ,/ Section 13.4.4. 4'. The field-installed conditions at multiple locations deviate from Detail 7/S3.IM. See the attached photos 5161 and 5162. Documentation substantiating the as-built condition should be performed. DCI Response: 8a. See updated calculations, pages S-47 thru S-73,for connections to the roof deck using ACI 318-14 and using the LRFD load combinations. 8b.The bi-directional loading was checked where it occurs. Stiffener plates will be added to the top of the base plate to uniformly distribute the loading to the anchor group.See updated detail 7/SS3.1 M and updated calculations sheet S-74. t,8d. See S-81 thru S-89 for calculations at locations where the anchor locations deviate from what is detailed. /The anchor design to the masonry walls should address the following: a. Calculations substantiating the capacities should be performed perACl 530-13. b. The calculations shall account for group effects. c. The anchor design shall perform a combined loading check for concurrent shear(i.e., single and bi- directional as occurs) with tension. d. The connections are typically eccentrically-loaded(i.e., the base plates are not tight to the wall surfaces). The eccentricity and the resulting induced forces(e.g., moment)shall be included in the anchor design(i.e., masonry and steel capacities),including the connection in Detail 12/S3.1 M(see Photo 5158). e. Continuing with the previous comment, it is recommended that the connections be modified to address the eccentric conditions, such as placing non-shrink grout between the plates and walls. If grout is