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Home My WebLink AboutFour Seasons KL&A-03 Vail Four Seasons: Third submittal review KL&A, Inc. DRAWINGS DATED 7/18/07-CONSTRUCTION SET Structural Comments: Note: structural comments are numbered S1,S2, and are also given a designation with regards to the topic, as follows: DC=design criteria; F=foundations; D=drawings; C=structural calculations; GS =gravity system; LS=lateral system. General Structural Comment:This review and eventual approval does not permit the violations of any section of the building code, or any other ordinance or State law. CLOSED COMMENTS HAVE BEEN REMOVED FROM THE LIST S 106 F 9,11,14/S6.O lE Sheet 52.03.2: 12 ft. cantilever retaining wall extension of eXteriar two span wall below, outside of ballroom areaway on line A11 between 14 and 14.5 has not been checked and appears to be overstressed for flexure, please check. Consider moment resisting joints at slab to wall connections. Design/detail planter wall. These details require rebar and splices to be shown for proper detailing and construction. Verify cantilever deflection. KL&A 6/26/07: Please respond to this issue. KL&A 8/31/07: Subinitted ccrlculations show restraint czt top of� planter wall, while per drezwings, the wall is cantilevered. It appears wall type `WS' is requiNed at retaining walls south of the ballroom crrea, please v�eview. Sll 0 F 52.02.4 No calculations have been provided far the cantilevered retaining wall around the pool structure, or on gridline DL Verify lateral load capacity, consider pedestrian surcharge and water surcharge due to site drains behind this wall as appropriate. Verify footing width. KL&A 6/26/07.• Wall in question between gridlines 6-8.S south of A 18 supports roof loads and also is the lateral load path for pool structure loading, and for roof uplift for partially enclosed structures. Wall also is monolithic with Area 3A perimeter building wall. Design is part ofEOR's scope,please provide wall designs accounting for support of roof structure. KL&A 8/31/07.• Coordinate new�etaining wall detail 21/S4.03 with foundations shown on plan, S2.02.4. i�erify new steel roof around pool structure will resist lateral soil reaction of 1.0 klf, verify metal deck shear stNength and connection to resisting perpendicular retaining walls. 5128 GS 52.09.3 Top slab bars lOT3 & lOT6 are shown at line 10.6/A14. It seems these bars are shown in error as the concrete beam is upturned at this location. Beams south of line Al2.2 are not identified. Please check. IBC 1603.1. KL&A 6/26/07: Top bars also appear required at gridline A 10. S2.09.3 PT profile is incomplete, details are required. KL&A 8/31/07: Top bars are still not shown on plan, please review. S 145 LS 1/53.02C Wall thickness is shown as 8 inches. Plan 5201.2 indicates a 12" exterior foundation wall, please coordinate. KL&A 6/26/07.• Coordinate reinforcing shown on shear wall elevation with `W2'or `W3'per 52.01.2, it is unclear which wall type controls for soil lateral loading. Wall must span two way due to stair shaft opening, verify designs. KL&A 8/31/07: Submitted calculations show restraint at top of� planter wall, while pe�^drawings, the wall is cantilevered. It appears wall type `WS' is required at retaining walls south of�the ballroom area,please review. S 164 LS 52.11 Provide detail of roof diaphragm to concrete cores. Provide or indicate detail of steel beams to concrete cores for gravity plus lateral loading,per ASCE 7-02 load combinations. Verify drag loads and chord force detailing at eave framing. Verify diaphragm welding is sufficient for expected shear forces, provide shear and moment diagram at roof deck levels. ASCE 7-02: 9.5.2.6.2.2, 9.5.2.6.2.6, 9.5.2.62.7. KL&A 6/26/07.• New detail 13/S1.O.SB:Welded studs, thickness and diinensions of einbed plate are not defined. Please provide this information for all beams and reaction conditions on the drawings. Verify connection is adequate with short slot or long slot holes in the shear tab, if permitted for erection. Provide roof diaphragm calculations per original comment. IBC 1911, 1912, 2205.1. KL&A 8/31/07.• Submitted materials ar°e incomplete, review of this item is ongoing. S 165 LS 5211 Provide detail of concrete diaphragm to concrete cores, verify shear transfer at each level and comment whether any drags are required. Verify if typical details 12 &23/51.0.3A apply throughout the job. ASCE 7-02: 9.5.2.62.2, 9.5.2.6.2.6, 9.5.2.6.2.7, 9.5.2.6.2.8. KL&A 6/26/07: Please respond to this issue. KL&A 8/31/07: Subinitted materials are incornplete, review of this item is ongoi�rg. 5169 LS 53.02A Calculations show a significant farce reversal /back-stay effect from Leve16 to Level 5 shear force, i.e. SW 14 & SW 16. Verify this load path has been designed for the loads per 3D analysis. Verify soil plus wind/ seismic loading has been used for drag design. Note per plan, 52.05.1, a large hole exists adjacent to wall SW16, and per calculations page 536, (38+57)=95k shear transfer is required. No drags are shown on plan. Please verify. Note, elevations 53.02A show#5 @ 14" o.c. at upper levels, calculations shown (2) #5 @ 24" o.c., please verify designs match calculations. IBC 1616.L1, IBC 1604.4. KL&A 6/26/07: O�iginal comment calculated (38+57)=95k load for SW14 not SW16 as noted, however collector bars have not been added for SW14. SW16 collector load is (86+143)=229k, (4) #7 shown on plan are not adequate for 229k,please review all collector designs. KL&A 8/31/07: Submitted materials are incornplete, review of this itena is oi�going. 5171 52.11.1-2, etc. Roof framing plans are incomplete. Please address the following and confirm detailing will be provided in future drawings issues, per IBC 1604.2, 2205.1. a) KL&A 8/31/07.• Closed b) KL&A 8/31/07: Closed c)KL&A 8/31/07: Closed d) KL&A 8/31/07: Closed e)KL&A 8/31/07.• Closed � KL&A 8/31/07: Closed g) W8 & W16 eave supports do not cantilever outwards and support eave in RAM analysis submitted, instead all load is transferred directly to columns via eave rim beam. Verify eave supports and perimeter girders are adequately sized KL&A 8/31/07: Su�mitted materials c�re incomplete, review of this itern is otzgoing. h) 52.09.3, etc: HSS6x6 to W8, W14 moment connection at eave needs a detail KL&A 8/31/07: Submitted y�iaterials cd1°e incornplete, review of this itern is ongoing. i) 1/52.10.3: W 16x31 on line A 10.5 is shown as W 18x35 per calculations,please verify all beams match calculations. IBC 2205.1. KL&A 8/31/07.• Submitted mater�ials are incomplete, review of this ite�n is ongoing. S 172 1/52.08.3 W 18x46 eave support girder near gridlines CB-C 1 is shown as W21x44 per calculations; W14x30 on line BE is shown as W21X48 per calculations. Several cantilevered eave moment connection supports are shown without a backspan member. Please review. IBC 2205.1. KL&A 8/31/07.• Submitted nzaterials are incornplete, review of this item is ongoing. 5173 1/52.08.3 Verify lateral support of the low roof structure for wind and seismic loading; low roof section is not connected to Level 8 PT slab beyond or core walls within the roof area, and braced frames are not shown. Similar at 2/52.08.3 and other low roof structures. IBC 1604.4. KL&A 8/31/07.• Submitted materials are incomplete, review of this ite�n is ongoing. 5173 11,26,28/S7.OlA Calculations indicate that roof deck is attached to slab edge along line 2 and other locations where deck and floor slab are near the same elevation. Provide a detail for lateral roof to slab connection where required by lateral analysis. IBC 1604.4. KL&A 8/31/07: Su�mitted mate�-ials c�re incomplete, review of this item is ongoing. 5174 52.11.1, etc Show roof diaphragm to concrete core connection, consider in- plane collector shear forces and out of plane anchorage forces. IBC 1604.8.2; ASCE 7, 9.5.2.6.2.6, 9.5.2.6.2.8. KL&A 8/31/07: Submitted mate�ials ur�e incomplete, Yeview of this item is ongoing. 5175 52.11.1 Verify diaphragm continuity at dormers line AS between upper roof deck and lower roof deck,provide collectors as required for in plane shear and out of plane shear. IBC 1604.4. KL&A 8/31/07: Submitted materials are incornplete, �eview of this item is ongoing. S 176 52.09.2 Roof ridge support columns near15.5-A4.8 shown on 52.11.2 are not supported by slab below, please check. IBC 1604.4. KL&A 8/31/07: Column in c�uestioyz is 20 feet tall, ve�-ify HSSSxS is adequate, per S211.2. 5178 A2.11.1R, etc. Structural roof plans do not incorporate snow fences shown on architectural drawings. Please provide snow fence with adequate structural connection shear and moment associated with sliding snow. IBC 1608. KL&A 8/31/07.• Submitted materials are incornplete, review of this item is ongoing. KL&A 8/31/07: COMMENTS ON NEW DETAILS FOLLOW S 187 21/54.03 Minimum depth shall be 48" for frost depth requirement. IBC 1805.2.1. Verify wall vertical rebar is adequately developed at top of footing, ACI 318, 12.2. Appears that variables D and D' are reversed with calculations variables hf and hp, please review. IBC 1806. 5188 55.03 Revised beams 4B8 & 4B9 appear too shallow to support one way slab at ramp. Shear ties are spaced greater than d/2. Please review beam sizes for ramp loads. IBC 1604.2.