Sheet1Project :Project RunwaySubject :Response to DPWH Queries Client :Travellers Inc.Prepared by :Paul Padrinao Item NoDocument Page No / Item #ItemFor RevsionDPWH CommentsSy2 ResponseAIT Response2/20/152/25/151Interim Report from AITPage 5 of 22Seismic LoadMaximum Design Loads for Buildings and Structures : ASCE 7-05for brige structure : use AASHTOSY2 / AIT to provide response on Feb. 25, 2015Done2Interim Report from AITPage 6 of 22Wind LoadASCE 7-05Use AASHTOSY2 / AIT to provide response on Feb. 25, 2015Done: Wind load calculated as per AASHTO125 m/sto verify and must be SI units (kph)for compliance (250Kph)Done: Wind speed modified to 250 kph3Interim Report from AITPage 7 of 22Earthquake LoadUBC 97Use AASHTOSY2 / AIT to provide response on Feb. 25, 2015Done4Interim Report from AITPage 13 of 22Structural GeometryIdentify Pile no.5Interim Report from AITPage 14 of 22Foundation Calculation Table 4-1 : Load on PileWhat are the soil/boring parameters on bored pile design?please see attached geotechnical report6Interim Report from AITPage 15 of 22Foundation Calculation Table 4-2 : Pile Capacity and D / C Ratiocalculation for pile capacityplease see attached geotechnical report7Interim Report from AITPage 16 of 22Foundation Calculation Table 4-3 : Foundation DesignFor Pile CapAs per table the depth is 350cm but in the drawing the depth is 300cm, which will govern300cm depth governs8Design CriteriaPages 1,2, & 3Codes and Reference DocumentsUse AASHTO Specifications, Use SI UnitsSY2 / AIT to provide response on Feb. 25, 2015Done9Structural Design Final ReportPage 7 of 38Design LoadSee attached commentsSY2 / AIT to provide response on Feb. 25, 2015Done10Structural Design Final ReportPage 8 of 38Earthquake Load (EQ)SY2 / AIT to provide response on Feb. 25, 2015Done11Structural Design Final ReportPage 31 of 38Design Resiult of Piers Combination Summaryrefer to AIT final report dated 04 Feb 2015 pages 29-3212Structural Planfrom DMCI : Elevation showing iconic brige and NaiaX4798mm clearance heightshould be at least 5.3m per AASHTO requirements 5.00m will govern as per BOD Ref. No. 000361 item # 8.13Structural PlanS-TRW1-01Construction Notes1. Foundation is designed based on allowable pile capacities prepared by Dr. Salvador ReyesSupport with Bore Hole DataEELHI to provide copy of the bore log / please see attached geotechnical report14Structural PlanS-TRW1-05Schedule of Bored PileAllow. Pile Capacity (KN)Use Ultimate Pile Capacityultimate capacity is used ; please see attached geotechnical report15BOD Ref. No. 0003611Consider geotechnical data in the design of the bored pile foundation at the main structureplease see attached geotechnical report16BOD Ref. No. 0003612Submit analysis for the determination of ultimate pile capacity of bored pileplease see attached geotechnical report17BOD Ref. No. 0003613Indicate on plan the requirement of PDA and PIT for bored pilesDMCI to issue key plan and PDA/PIT Results18BOD Ref. No. 0003614Boring data and its location should be indicated on planEELHI to provide copy of the bore log / please see attached geotechnical report19BOD Ref. No. 0003615Provide connection of helical rings to substructure at both supports on the plan, specifically the type of bearing to be used. Consider high-damping rubber bearings, subject to verification as to structural design and its applicabilitySY2 / AIT to provide response on Feb. 25, 2015To be provided next week20BOD Ref. No. 0003616Structural model and complete design calculations of the iconic bridge should be submitted for verification of results. Also, submit summary of design forces used in design calculations.SY2 / AIT to provide response on Feb. 25, 2015SAP200 model is provided. Maximum DC ratio in of the primary ring, Top chords and end frame has been provided in the design report. For secondary rings and Braces and ties, please refer from the model.21BOD Ref. No. 0003617Seismic design of the main structure should be in accordance with AASHTO 2002 Specifications instead of UBC 1997 as indicated in the reportSY2 / AIT to provide response on Feb. 25, 2015The response spectrum curve is created for PGA of 0.5g as per UBC-97. The results has been verified with the AASHTO 2012 22BOD Ref. No. 0003618Minimum Vertical Cleaance between soffit of the iconic roof and naiax should be 5.00m instead of 4.70m as indicated on the planfor compliance23BOD Ref. No. 0003619Submit copy of letter of no obligation from the building official concerned and copy of MOA between Naia T3 and Travellers International Hotel Groupresponse c/o EELHI24BOD Ref. No. 00036110Other comments are indicated in pencil on the plan and reportrefer to AIT final report dated 04 Feb 2015