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Home My WebLink About1670-site submittals VAIL FOUR SEASONS, VAIL, COLORADO STRUCTURAL PLAN REVIEW: DEFERRED SITEWORK SUBMITTALS DEWATERING PERMIT (NOTE TO CIA: This is NOT a structural comment; please incorporate into your general comments) 1. Please clarify discharge from dewatering lines 2 and 6 into existing Town of Vail storm sewer system. Letter from Peak Land Consultants, Inc. dated 9/27/06, in report section Hydraulic analysis- Spraddle Creek, states that the existing storm sewer has insufficient capacity for dewatering discharge,however this appears to be the intended discharge design, as indicated in report section Dewatering Plan. Also, report section Hydraulic analysis- TOV Storm System appears to show sufficient capacity in the Town storm sewer system. HOLY CROSS UTILITY PERMIT SUBMITTAL (NOTE TO CIA: No comments. Note last two sections of the binder are empty...?) G&E PERMIT 1. Excavation plan drawing Sheet 1 of 1 is not stamped and signed by the registered land surveyor, Peak Engineering. IBC 106.3.4. 2. Staging Plan, sheet 2 of 4: Provide PE stamped designs for tower crane foundations and anchorage from crane structure to foundations. Consider overturning due to lateral loads (wind and seismic)plus overturning due to crane operation. Combine overturning loading with vertical payload gravity loading per IBC 1605. IBC 1801.2, 18012.1, 1609.1.3. 3. Shoring: XBS-1, note 1.C: Coordinate design of shoring near tower crane foundations with maximum vertical, lateral, and overturning loads associated with the cranes. See Staging Plan, sheet 2 of 4. Also consider planned excavator location at north-east of site. IBC 1804.3, 1610.1. 4. Shoring: Calculations p. SLO state"existing groundwater: will assume site dewatered or we are in big trouble." If shoring design assumes that groundwater level will be lowered below bottom of excavation by the dewatering system, please state this on XBS-1 and verify that this requirement will be coordinated with the general contractor. IBC 1603.1, 1803.1. 5. Shoring: XBS-1, note 1.C: Please explain how normal construction surcharge has been incorporated into shoring designs, designs appear to use an equivalent fluid pressure of 37H. Verify that surcharge from adjacent building structures and temporary transformer pad have been applied to the designs, include dead, live, and snow loading from adjacent structures. IBC 1804.3, 1610.1. 6. Shoring, calculations: Please explain how shoring design loading of 37H was obtained, this load is not shown in the project geotechnical report. A loading of SOH is provided in HP Geotech report p. 5 for the "at-rest" condition. IBC 1804.3, 1610.1. 7. Shoring: Calculations for soil nailed system with grout columns have not been submitted as part of this package to the building department, though it appears calculations have been prepared for others. Please submit general design information, methodology, and a representative calculation for the soil nailed shoring system, i.e. north wall. Address the following: casing requirements, friction value used in design, corrosion,resistance of vertical downwards component of soil nail tension force by shotcrete wall and or grout columns, anticipated deflections and associated adjacent settlement. Verify grout columns are not used for resisting lateral soil loading after shotcrete wall is in place and cured eXCept at cantilevered top of wa1L IBC 1803.1. 8. Shoring: calculations for cantilevered soldier beam deflection do not sum the deflections due to beam bending,pier head deflection, and nearly rigid body rotation of embedded portion of pile. For 10' above and below grade pile, these deflections at top of pile amount to 0.12"+0.19"+0.26" = 0.57",per calcs p. 57.1- 57.6. Verify the total pile deflection is within normal limits, consider also adjacent buildings and associated settlement due to shoring deflection. IBC 1803.1. 9. Shoring: calcs p. 56.3, etc. assume a soil subgrade modulus of 250 pci. Please explain how this stiffness was obtained, verify this value with the project geotechnical engineer. IBC 1804.2, 1802.1. 10. Shoring: Calculations, AppendiX B, lagging design: commentary states that 9 ft spacing of soldier beams is common, while 10' spans exist on XBS-4. Verify lagging bending stress is below allowable stress including the wet-service factar, it does not appear this factor has been considered. Verify surcharge from adjacent structure and transformer pad has been considered. Calculations for lagging assume an actual 3" member thickness. Typical3x nominal framing is typically 2 '/z"thick, verify stresses with 2 '/z" thickness. IBC 1803.1, 2306. 11. Shoring: XBS-1, note 1.D.2: Concrete designs shall conform to ACI 318-02 and IBC 03 amendments,per IBC Ch. 35 & 1908. 12. Shoring: XBS-4: soldier beam schedule: Calculations p. 58.3, etc. show 13 ft. embedment for SB6-SB7, drawings show 12 ft. embedment. Verify 12 ft. is sufficient or modify drawings. IBC 1805.7.2. 13. Sharing: XBS-2: A note exists to allow "...no heavy equipment... along the east shoring wall." Provide a minimum distance from face of shoring to where heavy equipment is permitted for ease of coordination. IBC 1603.1. 14. Shoring: XBS-6: Soil nailed system along the east wall shows a 10 ft. cantilever of grout columns above first row of soil nails, due to existing culvert. This long cantilever conflicts with "3'-0"max" shown in B/XBS-8. IBC 1603.1, ]803.1. 15. Shoring: 1,2/XBS-7: verify designs of lower stepped shoring walls include the lateral shear reaction from the upper tiers of shoring. IBC 1604.4, 1803.1. 16. Shoring: B/XBS-8: Lap length shown for#6 rebar walers of 2'-6" is less than the 48"required for full tension splice capacity. Verify less than the full area of one bar is required at midspan between tiebacks, or increase splice length. ACI 318 12.2. 17. Sharing: Confirm that the sharing design calculations and drawings have been or will be submitted to the project architect and structural engineer as a deferred submittal, for their review and coordination with the completed structure. IBC 106.3.4.2.