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Home My WebLink AboutB06-0021 Commentsu APPLICATION WILL NOT BE ACCEPTED IF INCOMPLETE OR UNSIG - cid3 Project ~ 00 zo Building Permit#• i~tlki *VKa'TOWN OF VAIL BUILDING PERMIT APPLICATION Separate Permits are required for electrical, plumbing, mechanical, etc.! 75 S. Frontage Rd. Vail, Colorado 81657 CONTRACTOR INFORMATION gGe eral Contractor: Town of Vail Reg. No.: Contact Person and Phone #'s: ~ m w~7 343 $,25°1313 Z L ~J ZO- 1 Email address: ~~inr» ~SoNG h u ~F1't At.. Gvire Fax#: r!"3o~~ ~2`.S 3 3 COMPLETE VALUAT40NS FUR BUILDING PERMIT Labor & Materials BUILDING: $ S G , o ELECTRICAL: $ -7~ ooo OTHER: $ L 1 PLUMBING: $ MECHANICAL: $ l a _ TOTAL: $ 000 For Parcel # Contact Eaale Countv Assessors Office at 970-328-8640 or visit www.eaale-countv.com Job Name: Job Address: t411" 3 ~t ON l ~ ~ j~~wro1 Legal Description Lot: , Block: Filing: Subdivision: 6IZ4~rk_ Owners Name: iJ a ~c5c(ti 5 Address: l3 m Phone: CYto -23-Y,2 Architect/Designer: Address: /42 J 1 S 51, ~,r Me2, cc Phone:r<363 ,2g2-W ry Engineer: /7krp Z XSoeu , Address: IV/ CJyN~I'c'io}~ ~ F N+M2 Cn Phone: 7 Detailed description of work: 5; ,q6I 57I -O (U ; i7j f t_t.l i 1 CO Work Class: New ( Addition ( ) Remodel ( ) Repair ( ) Demo ( ) Other ( ) ) Work Type: Interior( ) Exterior ( ) Both (4l Does an EHU exist at this location: _Yes ( ) No( Type of Bldg.: Single-family( ) Two-family( ) Multi-family( ) Commercial (k-r Restaurant( ) Other ( ) No. of Existing Dwelling Units in this building: No. of Accommodation Units in this building: No(T a of Fireplaces Existin : Gas Appliances Gas Los Wood/Pellet Wood Burning No/Type of Fire laces Pro osed: Gas Appliances Gas Logs Wood/Pellet Wood Burning NOT ALLOWED IF-D0es a Fire Alarm Exist: Yes No ( ) Does a Fire Sprinkler System Exist: Yes ( No ( ) 11- FOR OFFICE USE ONLY-********* Type' of Construction: 0412 ecetvec : Occupancy Group: Accepted By: F:\cdev\FORMS\PERMITS\Building\building_permit 11-23-2005.DOC FEB n 7 2006 TOWN OF FAIL Page 1 of 14 11/23/2005 TOWN OF VAIL, COLORADO Statement Statement Number: R060000131 Amount: $21,399.1102/16/200610:58 AM Payment Method: Check Init: JS Notation: 52915/HYDER CONSTRUCTION Permit No: B06-0021 Type: NEW COMM BUILDING PERMIT Parcel No: 2101-082-7800-2 Site Address: 174 GORE CREEK DR VAIL Location: VAILS FRONT DOOR-BUILDING 'D' Total Fees: $54,323.81 This Payment: $21,399.11 Total ALL Pmts: $21,399.11 Balance: $32,924.70 ACCOUNT ITEM LIST: Account Code Description Current Pmts PF 00100003112300 PLAN CHECK FEES 21,399.11 Permit Number Envelope Compliance Certificate Checked By/Date 2003 IECC COMcheck-EZ Software Version 3.0 Release 2a Data filename: P:\20F90D-1\ADMMElec A\SCHEDU-I\BU3BCB-1\BLDG-D-I.CCK Section 1: Project Information Project Name: Vail's Front Door Building D - Skier Services Designer/Contractor: ABS Consultants, Inc. Document Author: Michael Rogers, LC Section 2: General Information Building Location (fir weather data): Vail, Colorado Climate Zone: 15 Heating Degree Days (base 65 degrees F): 9248 Cooling Degree Days (base 65 degrees F): 44 Project Type: New Construction Window / Wall Ratio: 0.15 Activity Type(s) Retail Sales, Wholesale Showroom Restaurant Lobby - Other Office Corridor, Restroom, Support Area Storage, Industrial and Commercial Section 3: Requirements Checklist Bldg. Dept. Use Floor Area 6107 2919 438 2080 11536 4068 .JAN 1 0 2006 Air Leakage, Component Certification, and Vapor Retarder Requirements [ ] I 1. All joints and penetrations are caulked, gasketed, weather-stripped, or otherwise sealed. [ ] 2. Windows, doors, and skylights certified as meeting leakage requirements. [ ] 3. Component R-values & U-factors labeled as certified. [ ] 4. Stair, elevator shalt vents, and other dampers integral to the building envelope are equipped with motorized dampers. [ ] 5. Cargo doors and loading dock doors are weather sealed. [ ] ( 6. Recessed lighting fixtures are: (i) Type IC rated and sealed or gasketed; or (ii) installed inside an appropriate air-tight assembly with a 0.5 inch clearance from combustible materials and with 3 inches clearance from insulation material. [ ] 7. Building entrance doors have a vestibule and equipped with closing devices. Exceptions: Building entrances with revolving doors. Doors that open directly from a space less than 3000 sq. ff. in area. Climate-Specific Requirements Gross Area or Cavity Cont. Proposed Budget Component Name/Descri to ion Perimeter R-Value R- a U Factor U Factor Roof 1: All-Wood Joist/Rafter/Truss 14894 0.0 20.0 0.047 0.045 Exterior Wall 1: Wood Frame, Any Spacing 12086 0.0 16.0 0.053 0.064 Window 1: Metal Frame with Thermal Break:Double Pane Other, SHGC 0.43 1842 0.300 0.520 Floor 1: Slab-On-Grade:Unheated, Horizontal 4 500 6.0 (a) Budget U-factors are used for software baseline calculations ONLY, and are not code requirements. Envelope PASSES: Design 16% better than code Section 4: Compliance Statement The proposed envelope design represented in this document is consistent with the building plans, specifications and other calculations submitted with this permit application. The proposed envelope system has been designed to meet the 2003 IECC requirements in COMcheck-EZ Version 3.0 Release 2a and to comply with the mandatory requirements in the Requirements Checklist. Robert'i-te-+'~ ~d Principal Envelope Designer-Name Signature Date Permit Number Mechanical Compliance Certificate Checked By/Date 2003 IWC COMcheck-EZ So$ware Version 3.0 Release 2a '!r Data filename: P:\20F90D-1\ADMMElec A\SCHEDU-I\BU3BCB-1\BLDG-D-1.CCK ! ;F,_ Section 1: Project Information ~ F~~er Project Name: Vail's Front Door Building D - Skier Services Designer/Contractor: ABS Consultants, Inc. Document Author. Michael Rogers, LC Section 2: General Information Building Location (1Dr weather data): Vail, Colorado Climate Zone: 15 Heating Degree Days (base 65 degrees F): 9248 Cooling Degree Days (base 65 degrees F): 44 Project Type: New Construction Section 3: Mechanical Systems List s e' ' 4.# ms s . ~i~ + ••~E .O`~ aftr,o• ar„ae JAN 1 0 2006 Ouanti1y System Type & Description 18 HVAC System 1: Heating: Hydronic or Steam Coil, Hot Water / Single Zone 1 HVAC System 2: Heating: Unit Heater, Electric 6 HVAC System 3: Heating: Radiant Heater, Electric / Single Zone 1 Plant 1: Heating: Hot Water Boiler, Capacity >=600 kBtu/h, Gas Section 4: Requirements Checklist Bldg. Dept. Use Requirements Specific To: HVAC System 1 [ ] 1. Balancing and pressure test connections on all hydronic terminal devices Requirements Specific To: HVAC System 2 Requirements Specific To: HVAC System 3 Requirements Specific To: Plant 1 [ ] 1. Equipment minimum efficiency: Boiler Thermal Efficiency 75% Et [ ] 2. Newly purchased heating equipment meets the efficiency requirements - used equipment must meet 80% Et @ maximum capacity [ ] 3. Systems with multiple boilers have automatic controls capable of sequencing boiler operation [ ] 4. Hydronic heating systems comprised ofa single boiler and >500 kBtu/h input design capacity include either a multistaged or modulating burner Generic Requirements: Must be met by all systems to which the requirement is applicable 1. Load calculations per 1997 ASHRAE Fundamentals 2. Plant equipment and system capacity no greater than needed to meet loads - Exception: Standby equipment automatically offwhen primary system is operating - Exception: Multiple units controlled to sequence operation as a function of load 3. Minimum one temperature control device per system 4. Minimum one humidity control device per installed humidification/dehumidification system 5. Automatic Controls: Setback to 55 degree F (heat) and 85 degree F (cool); 7-day clock,' 2-hour occupant override, 10-hour backup - Exception: Continuously operating zones - Exception: 2 kW demand or less, submit calculations 6. Automatic shut-offdampers on exhaust systems and supply systems with airflow >3,000 cfm 7. Outside-air source for ventilation; system capable ofreducing OSA to required minimum 8. R-5 supply and return air duct insulation in unconditioned spaces R-8 supply and return air duct insulation outside the building R-8 insulation between ducts and the building exterior when ducts are part ofa building assembly - Exception: Ducts located within equipment - Exception: Ducts with interior and exterior temperature di*rence not exceeding 15 degree F. 9. Ducts sealed - longitudinal seams on rigid ducts; transverse seams on all ducts; UL 181A or 181B tapes and mastics - Exception: Continuously welded and locking-type longitudinal joints and seams on ducts operating at static pressures less than 2 inches w.g. pressure classification 10. Mechanical fasteners and sealants used to connect ducts and air distribution equipment 11. Hot water pipe insulation: 1 in. for pipes <=1.5 in. and 2 in. for pipes >1.5 in. Chilled water/refrigerant/brine pipe insulation: 1 in. for pipes <=1.5 in. and 1.5 in. for pipes >1.5 in. Steam pipe insulation: 1.5 in. fir pipes <=1.5 in. and 3 in. f5r pipes >1.5 in. - Exception: Piping within HVAC equipment - Exception: Fluid temperatures between 55 and 105 degree F - Exception: Fluid not heated or cooled - Exception: Runouts <4 $ in length 12. Operation and maintenance manual provided to building owner 13. Balancing devices provided in accordance with IMC 603.15 14. Hot water distribution systems >=600 kBtu/h must have one of the following: a) controls that reset supply water temperature by 25% of supply/return delta T b) mechanical or electrical adjustable-speed pump drive(s) c) two-way valves at all heating coils d) multiple-stage pumps e) other system controls that reduce pump flow by at least 50% based on load - calculations required 15. Hot water distribution systems >=300 kBtu/h must have one ofthe fallowing: a) controls that reset supply water temperature by 25% of supply/return delta T b) mechanical or electrical adjustable-speed pump drive(s) c) two-way valves at all heating coils d) multiple-stage pumps e) other system controls that reduce pump flow by at least 50% based on load - calculations required 16. Stair and elevator shaft vents are equipped with motorized dampers 17. Three-pipe systems not used Section 5: Compliance Statement The proposed mechanical design represented in this document is consistent with the building plans, specifications and other calculations submitted with this permit application. The proposed mechanical systems have been designed to meet the 2003 IECC requirements in COMcheck-EZ Version 3.0 Release 2a and to comply with the mandatory requirements in the Requirements Checklist. 11 3aCb~ /~'~aCt~' - 4 I0 0 Principal Mechanical Designer-Name a;gnature Date Z Colorado Inspection AGENCY REVIEWED BY "L-low COLORADO INSPECTION _ AGENCY COLORADO INSPECTION AGENCY PLAN REVIEW COMMENTS TO: Contractor Architect Hyder Construction 4220 Doug Thompson Randy Hart EMAIL: dthomson(o-).hyderinc.com rhart(cD4240arch.com FAX NUMBER OF PAGES: 15 FROM: Matthew Royer DATE: 03/10/2006 BUILDING PERMIT B06-0021 OWNERS NAME: Vail Resorts Co. SITE ADDRESS: Building D SUBDIVISION: Mill Creek OCCUPANCY GROUP: S-2, B, M TYPE OF CONSTRUCTION: I-A, V-A NUMBER OF STORIES: 2 Engineer Monroe & Newell Eng The design documents submitted for this project have been reviewed for compliance with the locally adopted codes and amendments. The following comments must be addressed before a building permit is issued. For processing: Please submit (2) complete sets of revised construction documents containing the requested information or plan revisions with all revisions clouded or otherwise identified. Please respond in writina to each comment by markina the attached list or creatinq a response letter. Indicate which plan sheet, detail, specification, or calculation shows the reauested information. Please send revisions to the attention of the plans examiner with the building permit application number noted. Responses such as "will comply with code" are not adequate. Revised drawings must clearly show code compliance. A RESPONSE LETTER MUST BE INCLUDED WITH THE REVISED PLAN SUBMITTAL. Please be sure to include on the resubmittal the engineer's or architect's "wet" stamp, signature, registration number and date on the cover page of any structural calculations, all structural details and structural sheets of the plans. For commercial or multi-family projects all sheets of the plans must be stamped. CADocuments and Settings\mroyer\My Documents\Plan ReviewWront Door\tov-b06-002 1.DOC Page 1 of 15 BUILDING DEPARTMENT COMMENTS: Common Project Comments: (CPC are attached to each permit comment letter) 1. Land Swap with US Forest Service must be complete prior to final approval and issuance of the Building Permit. 2. When plans are resubmitted for review; complete sets of plans for each building which includes the addendum sheets. Separate addendum packets will not be accepted and approved for initial permitting. 3. Preliminary plan review meetings had discussion regarding the submittal of Memorandum of Understandings (MOU). MOU's defined in these meetings would be "used to define or clarify the use of a code section, agreement to the installation of a system not covered specifically by the code or clarify the use or component of a building. None of the agreed upon MOU's were submitted for review. Please provide the following MOU's for review: a) Use of assumed property lines and fire separation distance. b) Fire command room c) Smoke management system d) Opening between parking garage and Lodge Tower parking garage e) Fire separation between the new building and existing buildings f) Use of 508.2 for creating separate buildings as it relates to each building g) The separation between One Vail Place and new Skier Services 4. Preliminary plan review submittal meetings had discussion regarding the submittal of Administrative Modifications (AM). AM's as defined in these meetings would be based on International Building Code Section 104.10. Where practical difficulties are involved in carrying out the provision of this code, a modification to the code may be granted by the building official after justification that the modification will not lesson health, accessibility, life and fire safety, or structural requirements. The following AM's have been discussed and are being implemented into the plans. Please provide the following or amend plans accordingly to comply with the code. a) Separation between Chalet buildings b) Elimination of elevator smoke doors at residential levels of the Chalet buildings 5. Be sure to amend the Fire & Life Safety Report as necessary when changes are made to the plans that may affect the discussions made by the Report. 6. Provide a precise site plan showing exact locations of assumed property lines. If locations of assumed property lines are close enough to exterior walls to require rating of walls and opening protection, provide details. 7. Fire and Life Safety Report states the use of 1 hour fire walls per IBC Table 705.4. This table does not allow for 1 hour fire walls anywhere. Please clarify. 8. Fire walls are called out in the fire and life safety report to separate buildings. What is the purpose and use of the fire walls and the separations? Is it to separate property owners? It appears that fire separation distances are being used to determine the ratings for the walls identified as fire walls between the different building and spaces. Our interpretation of this section is that once the 3 hour separation is used to make a separate building then everything that is not separated by a fire wall per 705.4 will be considered as one building. 9. Accessibility requirements do not appear to be included within any plan for this project. Please amend plans to include the following: C:\Documents and Settings\mroyerNy Documents\Plan Review\Front Door\tov-b06-002 1. DOC Page 2 of 15 a) Accessible parking spaces and loading zones. b) Accessible route from the parking and loading zones to the buildings. c) Accessible routes to each building on the site which are required to be accessible. d) Signage details for parking, striping, routes, restrooms, etc. e) Restroom details for fixtures, grab bars and accessories. 10. Amend plans to include stair signage plan, details and identify the location of the signage. Many of the exit enclosures require the occupants to travel up to get to exit discharge. Clearly identify the direction of travel to the exit discharge.(IBC 1019.1.6) 11. Amend plans to include gates located at the level of exit discharge to eliminate occupants of the building from entering an enclosure and passing by the level of exit discharge. (IBC 1019.1.6) 12. Elevator door which do not open into a lobby need to be provided with a smoke control door in accordance with IBC Section 715.3.5.3 13. Clearly identify the location of safety glazing per IBC Chapter 24 either in the window schedule or on the plan. 14. The size of main elevator cars used for fire/emergency access needs to be determined by the Town of Vail Building and Fire Departments. Standard 24" x 76" required by code will not accommodate the stretchers used by emergency personnel. Please confirm the required size. Architectural Comments: 15. These comments are assuming that the type of construction will be modified for code compliance from Type IN construction to Type V-A construction. Provide a complete code analysis for this building reflecting the changes. 16. Define use of stair DS01. Access from main level is through TOV service vestibule. Sheet G017 and G018 show 142 occupants using stair. Exterior door from DS01 at grade swings in the opposite direction of egress for 142 occupants. Door DS01 b from the lower level into stair DS01 is not shown on electrical lighting as being used as an exit. Where are the 147 occupants coming from and if the stair serves as an exit for 50 or more people door DS_ _ (door not labeled) must swing in the direction of egress travel. 17. Identify door from Lower Level South Stair DS01. Door is not labeled. 18. How does the three hour firewall described in the LSR separating the lower level of One Vail Place from the new Skier Services Building comply with section 705 IBC 2003. The wall must continue to and terminate above the roof. 19. Door D011 a is shown as a 180 min door. This assembly has been recessed in and is no longer in the same plane as the three hour wall. Walls framed back from the three hour wall to receive the door frame are shown as one hour assemblies. These walls supporting the rated door frame must have the same rating as the three hour firewall. 20. How will the pair of doors. D011 a maintain the three hour rating at the center where the doors meet. Will an astragal or overlapping doors be used? Provide information from door supplier. 21. Provide additional emergency egress lighting to illuminate egress travel. Only one EM light is shown in the break room. EM lights will need to be checked on ground level when sheet provided. 22. Sheet A101 Stair DS01 references 1/A700. This detail does not appear to be the right detail. Please clarify. CADocuments and Settings\mroyerNy Documents\Plan Review\Front Door\tov-b06-002 1. DOC Page 3 of 15 23. Restroom D112 needs clear floor space for water closet. Lavatory cannot encroach within the clear floor space. (ANSI A117.1-1998 404) 24. Amend plan to show a 1 hour shaft enclosure around the fireplace located in Great Room. (TOVBR) 25. Doors located on accessible restroom stalls in Rooms D124A and D124B need to be located on the approach/transfer side of the water closet. Door must latch or hinge a maximum of 4" from the wall opposite from the water closet. (ANSI A117.1-1998 604.8.3) 26. Amend plans to show compliance with Reach Requirements at ATM machine shown on 3/A213 and A103. (ANSI A-117.1-1998 707) Mechanical Comments: 27. How will large shaft serving equipment in lower level be subdivided. Plans show one hour walls within the shaft. Detail shows 5/8" sheet on one side of steel studs with 1" shaft liner on the other side. Provide listed assembly and clarify why the 2 hour shaft is split into smaller shafts with 1 hour. These walls should be 2 hour if splitting the large shaft into smaller shafts. 28. Plans show the vents from the boilers in the same shaft as outside air supply, Detail 3 sheet M010. Vents shall not be in the same plenum as supply air. Clarify. 29. Sheet P103 references detail 4 Sheet P201 for continuation of gas line to fountain. Detail 4 does not exist on sheet P201. Electrical comments: 30. TVSS needs to have short circuit rating equal to or greater than the available fault current. Provide rating and calculations. 31. Panic hardware required on electrical room doors where equipment is rated 1200 amperes or more, provide door schedule to verify. NEC 110.26.C.2 32. Provide name plate rating for generator. 33. Hardwiring of equipment (E301) key 203 requires lockable disconnect or locking means on breakers. NEC 422.31 34. Grounding electrode conductors to be bonded on both ends if installed in metal conduit. 35. Snow melting equipment shall be evident by the posting of appropriate caution signs or markings where clearly visible. NEC 426.13 36. Provide an electrical lighting plan for ground level. Energy Code Review Comments: Envelope Com Check 37. The IECC requires exterior doors to spaces greater than 3000 SF open into vestibules. Doors D104 a & b open into an air lock but doors D131 a, b, c, d, a and doors 100a and b communicate to the same space as D104a and b but do not have vestibules. Provide justification to not provide vestibules at these locations. Sheet A103 CADocuments and Settings\mroyer\My Documents\Plan Review\Front Door\tov-b06-002 1. DOC Page 4 of 15 Mechanical Corn Check 38. Provide load calcs per 1997 ASHRAE fundamentals or equivalent. Electrical Energy Check 39. There is insufficient information to show compliance with IECC section 805.5. 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; LS = lateral system. General Structural Comment: Due to the inherent connectivity between the various structures in this project, there may be comments from this Volume's details in other Volume's comments, and vice versa. Note also that this review and eventual approval does not permit the violations of any section of the building code, or any other ordinance or State law. S1. D, C General sheet G018, Volume 1: Note ground level floor in retail area has an occupant load of 336 people, greater than the Building Classification limit of 300 people for typical occupancy (IBC Table 1604.5); it appears Category III is required. Verify lateral and gravity designs are adequate for the increased loads due to importance factors for Seismic, Wind, and Snow loads (1.25, 1.15, and 1.1, respectively vs. 1.0 used). Verify other design provisions are also acceptable as applied (static analysis is appropriate for seismic design, Seismic Design Category, etc.) S2. F Soils report page 35 states "foundations adjacent to the garage should be lower to be supported by natural soils. Some existing fill occurs in the area for this building. In our opinion, the existing fill will not safely support a spread footing foundation system. The existing fill should be removed and replaced with... engineered fill." Please verify that these recommendations are reflected in the structural designs and the construction documents. Is note 8/S101 intended to cover this recommendation? S3. General comment: Please show that wind uplift loads have been addressed, and that a load path is shown on the drawings to carry uplift loads on the roof. S4. LS, C Ref Sheet S103 and Calculations L1-L13. It is unclear what combination of concrete shear walls and wood structural panels are to be used to carry lateral loads, and how these loads are to be distributed through the diaphragm to the lateral elements below. Please address the following: 1. Please provide diaphragm shear diagram to verify that diaphragm meets demand. 2. Show that diaphragm chord forces that develop to carry lateral forces across long diaphragm spans are carried by members shown. Indicate how chord forces are carried over gable ridges and across valleys. S5. LS, C Ref Calculations L5 and L8. Calculations ignore seismic forces generated in elevated steel slab because it is "translated into foundation walls directly by floor diaphragm". Please clarify this statement, and clarify explicitly that both diaphragm and walls indeed behave in this way, especially where slab adjoins, and remains disconnected from, existing slabs, and where building adjoins structure of building. Consider combination of lateral soil loads and seismic lateral loads. C:\Documents and Settings\mroyer\My Documents\Plan Review\Front Door\tov-b06-0021.DOC Page 5 of 15 S6. LS, C Ref Sheet S102 and Calculations L5 and L8. Diagrams of cores indicate floor elevation at 8182', where plan shows elevation at 8187'. Clarify effect of 5' difference in slab elevation on lateral load calculations. S7. LS, C Ref Sheet S103 and Calculations L11-L13. Diagrams appear to indicate the use of plywood shear walls to carry lateral loads near grid 2.3. Please address the following: 1. Please provide diaphragm shear diagram to verify that diaphragm meets demand. 2. Provide calculations to show the demand/capacity ratio for the plywood shear walls, and ensure that proper nailing is called out on plan or in notes. 3. Show how overturning forces in plywood walls are carried to the foundation (provide hold- downs or other means of sufficient overturning anchorage) S8. LS, C Ref Sheet S103 and Calculations 1-5-1-9. Calculations indicate that 35k seismic force must be transferred from roof diaphragm to each of the stair/elevator cores. Please address the following: 1. Please provide diaphragm shear diagram to verify that diaphragm meets demand. 2. In particular, please show that the plywood diaphragm capacity is sufficient in the areas near the cores to carry shear demand greater than 800 plf. 3. Details showing the load path from the roof diaphragm to the cores have not been provided in the drawings for the two south cores. Provide details that show this load path. S9. LS, C Ref Sheet S103 and details on S301 and S302 regarding north core. Calculations refer to the north core at grid P.4 and 4.9, but there is no indication here of demand placed on the core from the skier services building. Please address the following: 1. Please define the lateral load demand on this core, in both NS and EW directions. 2. Ref details 6 and 7/S301. These details do not indicate any lateral load path to wall below. Provide calculations and/or details to show that such a load path is not necessary, or revise to provide. Provide detail and calculations showing complete load path for uplift loads, including joists to timber beam below. 3. Ref detail 4/S302 Provide calculation to show that lateral load connection to the core is sufficient to meet demand. Show that local diaphragm capacity is sufficient, or provide elongated drags as required. 4. Ref detail 5/S302 Provide detail and calculations to show lateral load path from diaphragm to core 5. Ref detail 6/S302 Provide calculations to show lateral load path from diaphragm to core is sufficient to meet demand 6. Ref detail 7/S302 Provide detail and calculations to show lateral load path from diaphragm to core. Provide connection of steel bucket to embed. S10. D, C Ref Detail 10/S302. How is 2x6 connected to metal stud below, and how are uplift loads carried? Verify "LVL header" at eave end will be protected from weather - LVL deteriorate rapidly when exposed to weather. CADocuments and Settings\mroyer\My Documents\Plan Review\Front Door\tov-b06-0021.DOC Page 6 of 15 S11. C Ref for example page R9 (in addition to remainder of roof calcs). Calculations do not appear to take into account unbalanced gable roof snow loads. Many, if not most, roof timber beams and purlins may be undersized. Please verify. S12 C Ref page R9. Provide calculations for 8x14 members. These members and others seem to have been sized by inspection, or in a typical calculation that is not referenced. Please clarify for this and all "un-keyed" members on roof key plan. S13 C Ref page R2. Typical joists are designed for flat roof snow load without consideration of drift loads in accordance with IBC section 1608.8. Please provide explicit calculation showing that joists meet this criteria. S14 - not used S15 D Ref detail 5/S002 Footing width refers to plan, but no dimension identified on plan. Bottom long'I reinforcement not identified. S16 - not used S17 D Ref detail 15/S002, cut at two cores on sheet S101. Detail references "schedule" for rebar, and footing thickness, presumably the footing schedule. The footing schedule does not define any footings with two mats of reinforcement as shown, there is no plan mark for this footing. Elevation defined as "re: plan" not given on plan. Please clarify all missing information. S18 - not used S19 D Ref detail 3/S003. Contractor must miss post-tensioning strands, but no guidelines given for allowable location of bearing plate, or course of action should strand be below plate and aligned with beam. Show bolts in detail. See comment S55. S20 D Ref detail 5/S003. Is this detail called out on S102 incorrectly as 5/S002? How are beams supported directly on slab without transferring load to slab? Is load transfer to existing slab intended? S21 D Ref detail 8/S003. Detail is blank. Please indicate as "not used" or provide missing information. S22 D 12/S003 Referenced detail 21/S201 does not exist. S23 - not used S24 - not used S25 - not used CADocuments and Settings\mroyer\My Documents\Plan Review\Front Door\tov-b06-002 1.DOC Page 7 of 15 S26 - not used S27 - not used S28 D Ref sheet S102. There appears to be a long, poched, concrete wall cutting through the plan, obscuring graphics and text that should not be there. Is this the wall from two levels below? Suggest correct the graphics. S29 - not used S30 D Ref sheet S103. At grid 6.5 between F.4 and G.5 a chimney appears. What is it made of? How is it supported from below? What are connections of timber members all around it? How is it supported for seismic lateral loads? Please clarify and provide details as required. S31 D Ref sheet S103. At grid 5.5 between J.0 and H.3 a ridge and two valley beams frame into another member. Please provide detail and calculations, or identify appropriate existing calculations and detail. Typical all similar connections this sheet. S32 D Ref sheet S103. Roof framing members surrounding clock tower and north of step at grid G.9 must be designed for drift loads in accordance with IBC section 1608.7 and sliding snow in accordance with IBC section 1608.9. Provide calculations showing calculated drift and sliding snow loads, and capacities of affected members. S33 D Ref sheet S103. Please identify all structural members along grid G.9. S34 - not used S35 D Ref sheet S103. Provide detail numbers in blank section and detail cuts on this sheet. S36 - not used S37 D Ref detail 7/S201 Does typical embed detail / schedule (unavailable in this volume) address block shear failure of wall with gravity loaded embed so close to the base of the wall? Please verify. S38 D Ref detail 11/S201 Define light gage structure referenced as "re plan" or identify where this information is shown on plan. S39 - not used S40 - not used CADocuments and Settings\mroyer\My Documents\Plan Review\Front Door\tov-b06-002 1. DOC Page 8 of 15 S41 D Ref detail 4/S202 Cannot locate referenced embed schedule to verify connection as indicated. Typical all similar references to embed schedule. S42 D Ref detail 4/S301. Purlin at left not shown on plan. Provide specific Simpson hanger callout for required reactions. S43 D Ref sheet S301. Should second detail number 16 be detail 21? Please identify which knife plate calculation refers to this connection. S44 - not used S45 D, LS, C Ref sheet S302. In general, details are incomplete regarding lateral load path and/or there are no calculations to verify if lateral load connections are sufficient. Please verify lateral load path in these details S46 D 2/S303: bolt spacing is required; see also Ski club comments regarding similar truss connections (Volume 3) S46a D 5/S303: bolted connection shows two rods framing into this joint, elevation 1 shows only one horizontal tie rod. Further, 9 thru bolts appears to be a structural connection, however the wood truss-work and rods appear to be purely architectural based on the calculations R57-R62. Please verify / explain this connection's function. S47 - not used S48 D,F S002 Section 4: Section says "See col schedule for base plate and anchor bolt sizes." This is not correct, this info is not in the column schedule S102, please provide. S50 F S002 Section 5: a) Section says see plan for certain footing dims - plan does not show this information, please provide. b) Outside face Hz bars not identified. S51 D S002 Section 8: Says "Re plan" - there is nothing on plan, pls verify S52 F S002 Section 15: a) Section says "re schedule." This footing is not included in any schedule. b) What size are the (2) Hz rebar @ the top of the short 10" wall? 00ocuments and Settings\mroyer\My DocumentsTlan Review\Front Door\tov-b06-0021.DOC Page 9 of 15 S53 D S002 Section 9: a) There is no spacing provided for the 8 x 8 x 3/8" plates. b) Section says "embed plate re plan and schedules" - there is no schedule and there is no such info on the plan?? S54 F S002 Section 12" Slab reinf extending vertical into turn down is not identified. S55 D S003 Section 1: Section indicates steel beam sitting directly on an existing PT slab. This steel beam can't act like a beam unless it deflects. The existing slab will prevent this deflection. Suggest that 1" of compressible material be placed between the bottom of the beam and the existing pt slab - pls comment. Also, connection of exterior wood wall to steel beam is not defined, consider wind load transfer. S56 D S003: Section 1: Also, this section appears to be cut on S102 @line N.3, where it appears this steel beam seems to be on the wrong side of the existing cone wall. S57 D S003: Section 2: This section is cut n plan sheet S102 near line 4.3. This plan indicates 3 steel members while section 2 indicates only 2 members - please clarify. S58 D S003: Section 2: Apparently these (2) or (3?) steel channels are intended to serve as new lintel beam over a wall opening that will be cut in an existing conc. wall. See Vol. 3 comments, S20, similar. S59 D S003: Section 2: how far do these channels extend past the jamb lines of the new openings? Verify end connection can transfer beam reactions to (E) structure - provide calcs. S60 D S003: Detail 1,2,3,5: The steel beam above the existing PT slab seems to be bearing directly on the PT slab. This situation will prevent the steel beam from deflecting (see also comments S19, S55) S61 D S003: Section 1-7: Verify new loads on existing structure do not exceed the capacity of the existing structural elements or soil bearing - provide calcs. S62 D S003: Section 3: This section is also cut on sheet S102 near line N.3. This plan shows a W14x26 spanning from a concrete wall to a new C5 column. On the other hand, section 3 says the W14 bears directly on the pt slab and stops before it reaches the C5 column. Please clarify section. Also, clarify the bearing condition at (E) wall where W14 and aligned W16x100 meet. S63 D S003 Section 3: The section says use caution when drilling expansion bolts - the intent of the bearing plate is not clear. No attachment is shown from beam to bearing plate, verify if this is done to eliminate lateral connectivity of the existing and new structures. CADocuments and Settings\mroyer\My Documents\Plan Review\Front Door\tov-b06-002 1. DOC Page 10 of 15 S64 D S003: Section 7: Dowels to (E) bldg force (E) and new ftgs to act together; verify soil pressure is not exceeded at final condition. S65 D S003: Section 11: a) Rebar in short curb is not identified; b) Verify diaphragm to wall connection for soil and other lateral loads. S66 D S003: Section 12: a) This section refers to section 21/S201 which does not exist. b) Verify: No slab to wall rebar is shown, verify diaphragm to wall conn. S67 D S003: Section 15: Reinf in the curb is not identified. S68 D S101 Section 1/S202: Is cut near 5.5 at P.1 this section appears to be mis-located or else needs clarification, wall beams are not shown in this volume - please clarify the drawings. S69 F S101: Top of footings at elevator pits: a) Please indicate top of footing elevation (4 or 5' deep??). b) Please define one footing and reinforcing shown. c) All elevation pits seem to require a sump, pis verify. S70 D S101 Steel Framing: a) Verify no camber at steel beams b) Calcs B71, B72: drawings do not match calcs. Further, loads between these 2 calc pages don't appear to match. c) Consider point moment in concrete wall due to eccentricity of steel beam shear reactions- particularly an issue at heavily loaded transfer beams. S71 D S101: Reactions from the composite steel beams are not shown on the plans. Coordinate with note 4 on sheet S102: Note, there is no sheet S004 in this set. S72 D S101 Section 8/S003: Cut near 3.4-N.3 does not exist. S73 F S101 : Plan at 2.0 says refer to S102 for slab and footing info. There is nothing on Sheet S102, pis clarify. S74 F S101: Footings at the following locations are not marked: 3.4-J.7; 2.9-J.7; 2.347, 3.4- unidentified; 2.9-unidentified; M.9 -3.4; 2.9-M.9; H.1-?; G.9-5.0; 4.8-G.5; P.1-4.5. CADocuments and Settings\mroyer\My Documents0an Review\Front Door\tov-b06-0021.DOC Page 11 of 15 S75 D S101: Wall at east and south side of the composite steel framing scales 1'-6 thk, however section 9/S002 says 10" thk - pls clarify drawings. S76 F S101: Footings and stem walls shown east of line 3.4: Verify ftg is 9'-0" below slab? Address wood below grade issue or provide concrete pilaster. S77 D S101: Column at H.1 says C9 similar. C9 is 18x18, the col on the plan appears larger than 18x18 and rectangular- suggest add a detail. S78 F S101: Verify section 5/S002 cut btwn 1.5 and H.8 is correct - a detail seems req'd. S79 F S101: Ftgs on line J.0 at 5.5, 5.0, 4.7 do not have top ftg specified - pls clarify. S80 F S102: Columns on these stem walls seem to be supported on concrete pilasters, although these pilasters are not defined anywhere. Please define. S81 D S102: Column schedule: 1. No information on base plates or anchor bolts is provided, please provide or clarify. 2. No spacing is provided for #3 ties in 18x18 concrete columns nor are the tie patterns specified. S82 D S102: Several section bubbles are not identified on plan; many sections appear to identify vol.2 details, suggest referencing set where applies; 16/S003 etc., does not exist. Please correct section cuts. S83 D S102: Section 10/S003 cut on line 7.9 does not exist, similar 8 & 9 on S003. S84 D S102: Plan note 3 states see plan for WWF; however, there is nothing on the plans. Please identify slab reinforcing and verify rating requirements. S85 D S102: Section 16/S003 cut on grid lines 8.5 and J.6 does not exist, please verify. S86 D S103: Framing at "high roof' should be identified. S87 D S103: Detail 12/S301 cut on grid line J.0 appears to be incorrect. It appears that 12/S301 should be cut on the diagonal line separating the low roof from the sloping high roof. Please verify. S88 - not used CADocuments and Settings\mroyer\My Documents\Plan Review\Front Door\tov-b06-002 1. DOC Page 12 of 15 S89 D/LS S103: Note on plan says "Flat roof with 3x T&G decking", yet all sections and plan note 1 seems to indicate plywood. Please clarify. Define T&G fasteners for diaphragm shear and wind uplift. S90 D S103: Plan at grid line F.2 indicates a moment connection from a rough sawn (RS) beam to a concrete core wall. No details or calculations appear to have been furnished, please provide. Similar comment applies to apparent wood moment connection on unidentified structural member at north east corner of bell tower. S91 D S103: Very little detail is shown regarding wood connections (connector types, nails, screws, etc.). Is it the intention of the structural drawings that the structural wood supplier is to design all connections? Please verify. S92 D S103: The area between grids 4.9 and 4.4 north of P.1 seems to have a 4'/2" composite slab, although this slab, deck and reinforcing is not defined. Please define and verify fire rating requirements. S93 D S201: Section 3: please define wall thickness and reinforcing. Verify notes in details (i.e. 8/S201) re: core wall schedule. Such schedule does not seem to be in the set. S94 D S201: Section 5: verify stiffener welds are provided per AISC Chapter K requirements (typical all web stiffeners). S95 D S201: Section 7: (a) Please define reinforcing, nothing is shown on plan or schedule. (b) Please define embed plate; there is no schedule. (c) See volume 2 comments regarding slab to wall connection not shown. S96 D S201: Section 10: section illustrates "form deck" although such form deck is not identified in the documents, i.e. depth, gauge, finish. S97 D S201: Section 11: section states "light gauge floor joists , re: plan", but there appears to be no information on plan. Please verify. Should say "TJI" instead of light gauge joists? Define joist hanger and connection to steel beam. S98 D S201: Sections 9-13, 15-16: These and other details show a break in the structural diaphragm at steps in elevation. Verify lateral diaphragm continuity is provided throughout the structure and that adequate lateral bracing is provided for applicable lateral loads and unbalanced snow loads. S99 D S202: Section 3: See S94 regarding ASIC chapter K requirements. CADocuments and Settings\mroyer\My Documents\Plan ReviewWront Door\tov-b06-002 1.DOC Page 13 of 15 S100 D S202: Section 4: Define the tie pattern for #4 ties. Please verify embed plate (no schedule in drawings). S101 D S301: Section1: Section says T&G decking at the bottom of roof rafters and outriggers. Suggest define extend of T&G deck versus plywood on the plan. S102 D S301: Section 2: Please clarify; the rim joist appears to be deeper than 12 inches. S103 D S301: Section 8: Section mentions "false timber col." If this is indeed a "false" column, it must be free to move vertically at the top and/or bottom. i.e. vertical long slot holes, etc., at either the top or bottom connection. S104 D S301: Section 20: Arrangement of members does not appear consistent with framing plan, please check. S105 D S302: Section 1: Define the spacing of the embed plates? S106 D S302: Section 5: a) Joists - It appears that the joists are running in the wrong direction. b) Provide calc for bearing connection, consider unbalanced snow loads c) see previous comments regarding lateral load transfer S107 D S302: Section 6: Please define the spacing of the 8x8x3/8" plates? S108 D S302: Section 7: This concrete appears to be over some kind of opening in the wall. Section says Re: Plan for concrete elevation at opening. There is nothing in the plan. Closed stirrups appear required for shear, please verify. S109 D S302: Section 9: Verify thru bolts carry all shear & bearing plate is not required. S110 D S303: Detail 1 Truss Elevation: a) What supports (2) RS8x14s that appear to be supported by 6x6 posts. b) Purlins in this elevation scale 8x12, however plans say 8x14? PLs verify. c) Elevation identifies 6x10"bottom chord at each end of the truss, however Detail 5 indicates (2) 3" x 12" members instead. Please verify. S111 D S303: S101-D102: See Vol 3 comments regarding sequencing and engineering design for shoring of existing structures. S112 D S303 A104: Verify new structural lid per shaded region is on the structural drawings. C\Documents and Settings\mroyer\My Documents\Plan Review\Front Door\tov-b06-002 1.DOC Page 14 of 15 Please refer to the cover sheet for information and instructions for resubmitting plans. The recheck of plans usually occurs within 3-5 working days of plan resubmittal. In order to avoid delays please check all requested information is included with the resubmitted plans. Contact Person: Matthew Royer Building Official/ Project Manager Colorado Inspection Agency 970-328-1790 matt. rover(a?coi ns Dect. com Plans Examiners and Engineers: Barry Kramer- Building Official Russ Weber- Plans Examiner Mark Valenzuela- Electrical Plans Examiner Dennis Lohmeier- Plumbing Plans Examiner Duskin Lowe- Plans Examiner James P. Horne, P.E., S.E. - Structural Review Project Manager CADocuments and Settings\mroyer\My Documents\Plan ReviewWront Door\tov-b06-0021.DOC Page 15 of 15 t LREV- W IEED BY DO INSPECTION olorado Inspection) AGENCY AGENCY COLORADO INSPECTION AGENCY PLAN REVIEW COMMENTS TO: Contractor Hyder Construction Doug Thompson EMAIL: dthompson@hyderinc.com FAX NUMBER OF PAGES: FROM: DATE: BUILDING PERMIT OWNERS NAME: SITE ADDRESS: SUBDIVISION: OCCUPANCY GROUP: TYPE OF CONSTRUCTION: NUMBER OF STORIES: Architect 4240 Randy Hart rhart@4240arch.com 15 Matthew Royer 03/10/2006 B06-0021 Vail Resorts Co. Building D Mill Creek S-2, B, M I-A, V-A 2 Engineer Monroe & Newell Eng The design documents submitted for this project have been reviewed for compliance with the locally adopted codes and amendments. The following comments must be addressed before a building permit is issued. For processing: Please submit (2) complete sets of revised construction documents containing the requested information or plan revisions with all revisions clouded or otherwise identified. Please respond in writina to each comment by marking the attached list or creating a response letter. Indicate which plan sheet, detail, specification, or calculation shows the reauested information. Please send revisions to the attention of the plans examiner with the building permit application number noted. Responses such as "will comply with code" are not adequate. Revised drawings must clearly show code compliance. A RESPONSE LETTER MUST BE INCLUDED WITH THE REVISED PLAN SUBMITTAL. Please be sure to include on the resubmittal the engineer's or architect's "wet" stamp, signature, registration number and date on the cover page of any structural calculations, all structural details and structural sheets of the plans. For commercial or multi-family protects all sheets of the plans must be stamped. CADOCUME-I\dhopp\LOCALS-1\Temp\D -Response to ToV-b06-0021.DOC Page I of A Land Swap with US Forest Service must be complete prior to final approval and issuance of the Building Permit. The agreement was signed on January 18"', 2006 and is now in a 45 day review period. 2. When plans are resubmitted for review; complete sets of plans for each building which includes the addendum sheets. Separate addendum packets will not be accepted and approved for initial permitting. Plans have been modified and are to be resubmitted for the Town of Vail Building and Fire Department review, approval and issuance of a permit. 3. Preliminary plan review meetings had discussion regarding the submittal of Memorandum of Understandings (MOU). MOU's defined in these meetings would be "used to define or clarify the use of a code section, agreement to the installation of a system not covered specifically by the code or clarify the use or component of a building. None of the agreed upon MOU's were submitted for review. Please provide the following MOU's for review: a) Use of assumed property lines and fire separation distance. b) Fire command room c) Smoke management systems d) Opening between parking garage and Lodge Tower parking garage e) Fire separation between the new building and existing buildings f) Use of 508.2 for creating separate buildings as it relates to each building g) The separation between One Vail Place and new Skier Services A Memorandum of Understanding dated April 3, 2006 addressing these issues has been completed and will be submitted to the Building, Fire Department and Colorado Code Inspection for review and approval. 4. Preliminary plan review submittal meetings had discussion regarding the submittal of Administrative Modifications (AM). AM's as defined in these meetings would be based on International Building Code Section 104.10. Where practical difficulties are involved in carrying out the provision of this code, a modification to the code may be granted by the building official after justification that the modification will not lesson health, accessibility, life and fire safety, or structural requirements. The following AM's have been discussed and are being implemented into the plans. Please provide the following or amend plans accordingly to comply with the code. a) Separation between Chalet buildings b) Elimination of elevator smoke doors at residential levels of the Chalet buildings A Request for Administrative Modification dated April 3, 2006 addressing these issues has been completed and will be submitted to the Building, Fire Department and Colorado Code Inspection for review and approval. 5. Be sure to amend the Fire & Life Safety Report as necessary when changes are made to the plans that may affect the discussions made by the Report. An updated Life Safety Report for The Vail Front Door Buildings A, B, C and D dated April 3, 2006 has been completed and coordinated with the G - Series Code Drawings. This report and attachments will be submitted to the Building, Fire Department and Colorado Code Inspection for review and approval. 6. Provide a precise site plan showing exact locations of assumed property lines. If locations of assumed property lines are close enough to exterior walls to require rating of walls and opening protection, provide details. C:AD000ME-I\dhopp\LOCALS-I\Temp\D -Response to ToV-b06-0021. DOC Page 2 of 2 4240 has updated the G - Series Code Drawings indicating the locations of property lines and assumed property lines. 7. Fire and Life Safety Report states the use of 1-hour fire walls per IBC Table 705.4. This table does not allow for 1 hour fire walls anywhere. Please clarify. The Life Safety Report has been modified to reflect the approach taken for the building separations. As indicated in the report numerous meetings were held with the building and fire department identifying buildings, construction types and openings. The buildings and proximity to the property lines will not meet the prescriptive requirements of the building code. The design team has identified on the G - Series Code Drawings that the project will use a variety of 3-hour horizontal and vertical fire resistive separations as well as 2-hour and 1-hour occupancy separation walls. This approach of compartmentation with the use of automatic sprinkler protection and detection though-out will not compromise the life safety of the occupants. 8. Fire walls are called out in the fire and life safety report to separate buildings. What is the purpose and use of the fire walls and the separations? Is it to separate property owners? It appears that fire separation distances are being used to determine the ratings for the walls identified as fire walls between the different building and spaces. Our interpretation of this section is that once the 3 hour separation is used to make a separate building then everything that is not separated by a fire wall per 705.4 will be considered as one building. The Life Safety Report has been modified to reflect the approach taken for the building separations. As indicated in the report numerous meetings were held with the building and fire department identifying buildings, construction types and openings. The buildings and proximity to the property lines will not meet the prescriptive requirements of the building code. The design team has identified on the G - Series Code Drawings that the project will use a variety of 3-hour horizontal and vertical fire resistive separations as well as 2-hour and 1-hour occupancy separation walls. This approach of compartmentation with the use of automatic sprinkler protection and detection though-out will not compromise the life safety of the occupants. 9. Accessibility requirements do not appear to be included within any plan for this project. Please amend plans to include the following: a) Accessible parking spaces and loading zones. b) Accessible route from the parking and loading zones to the buildings. c) Accessible routes to each building on the site which are required to be accessible. d) Signage details for parking, striping, routes, restrooms, etc. e) Restroom details for fixtures, grab bars and accessories. The drawings have been modified to show accessible parking spaces and loading zones, accessible routes and confirmed that restroom details for fixtures, grab bars and accessories has been provided. All signs related to accessibility are listed in a separate contract with the client and will be a deferred submittal to the building for review and approval. 10. Amend plans to include stair signage plan, details and identify the location of the signage. Many of the exit enclosures require the occupants to travel up to get to exit discharge. Clearly identify the direction of travel to the exit discharge.(IBC 1019.1.6) The design team will modify the drawings to reflect required stair signage and directional signage. It would be the intent of the design team to identify with the fire department additional egress signage or directional signage to ensure occupants will be directed to a an egress stair/passage way and to a public way. 11. Amend plans to include gates located at the level of exit discharge to eliminate occupants of the building from entering an enclosure and passing by the level of exit discharge. (IBC 1019.1.6) Gates have been added to the plans to meet this requirement and direct occupants to the exterior or from continuing below or above a level of exit discharge. CADOCUM E- I \dhopp\LOCALS- I \Temp\D - Response to ToV-b06-002 LDOC Page 3 of 3 12. Elevator door which do not open into a lobby need to be provided with a smoke control door in accordance with IBC Section 715.3.5.3 None of the elevators penetrate more than 3 stories. Thus, smoke control and venting is not required. 13. Clearly identify the location of safety glazing per IBC Chapter 24 either in the window schedule or on the plan. Bldg. B: Per A610 for window types with tempered glazing and reference building elevations for location of such window types. Bldg. C: Per A610 & A611, tempered glazing is indicated aVin the following locations: - within 24" of door edges that are less than 60" AFF. - within units that have panes greater than 9 s.f. - and in units that are within 18" of the floor. See the updated window schedule that shows additional tempered glazing for units with panes greater than 9 s.f. Bldg D: Per A610, tempered glazing is indicated at/in the following locations: - within 24" of door edges that are less than 60" AFF. - within units that have panes greater than 9 s.f. - and in units that are within 18" of the floor. See the updated window schedule that shows additional tempered glazing for units with panes greater than 9 s.f. Bldg. E: Per A610 for window types with tempered glazing and reference building elevations for location of such window types. 14. The size of main elevator cars used for fire/emergency access needs to be determined by the Town of Vail Building and Fire Departments. Standard 24" x 76" required by code will not accommodate the stretchers used by emergency personnel. Please confirm the required size. The elevator cabs are currently designed to comply with the standard stretcher requirement as adopted by the code. In the case of the Chalets the elevator serves 4 levels or 3 stories. Based on that interpretation the stretcher accessible would not be required. The design team is providing a stretcher accessible elevator to each unit beyond what would be required by code. The current elevators will be 24x74 inches. Architectural Comments: 15. These comments are assuming that the type of construction will be modified for code compliance from Type I-V construction to Type V-A construction. Provide a complete code analysis for this building reflecting the changes. See G-006 dated 04.03.06. Please note that section 506 has been applied to Skier Services for the allowable area increase. In addition, we are applying the exemption of the 1-hour required ratings for the Type VA because the building has a fire sprinkler system. 16. Define use of stair DS01. Access from main level is through TOV service vestibule. Sheet G017 and G018 show 142 occupants using stair. Exterior door from DS01 at grade swings in the opposite direction of egress for 142 occupants. Door DS01 b from the lower level into stair DS01 is not shown on electrical lighting as being used as an exit. Where are the 147 occupants coming from and if the stair serves as an exit for 50 or more people door DS_ _ (door not labeled) must swing in the direction of egress travel. The intent is to provide egress for the garage below, lower level Skier Services and the area of the Lodge at Vail that can exit out of the building onto the road. These occupants would enter the stair DS01 thru doors DS_ _ and DS01 b, the doors at the loading dock, go up a flight, discharge at the grade level between One Vail Place and main level Skier Services, and thru the ToV services vestibule D117. Also see E201 for the exit light adjustments. CAD0CUME-I\dhopp\L0CALS-1\Temp\D -Response to ToV-b06-0021.DOC Page 4 of 4 17. Identify door from Lower Level South Stair DS01. Door is not labeled. See A101 dated 04.03.06 and updated door schedule. 18. How does the three hour firewall described in the LSR separating the lower level of One Vail Place from the new Skier Services Building comply with section 705 IBC 2003. The wall must continue to and terminate above the roof. See MOU dated 04.03.06 for clarification. The Life Safety Report has been modified to reflect the approach taken for the building separations. As indicated in the report numerous meetings were held with the building and fire department identifying buildings, construction types and openings. The buildings and proximity to the property lines will not meet the prescriptive requirements of the building code. The design team has identified on the G - Series Code Drawings that the project will use a variety of 3-hour horizontal and vertical fire resistive separations as well as 2-hour and 1-hour occupancy separation walls. This approach of compartmentation with the use of automatic sprinkler protection and detection though out will not compromise the life safety of the occupants. 19. Door D011 a is shown as a 180 min door. This assembly has been recessed in and is no longer in the same plane as the three hour wall. Walls framed back from the three hour wall to receive the door frame are shown as one hour assemblies. These walls supporting the rated door frame must have the same rating as the three hour firewall. See G-017 and A101 dated 04.03.06 for the 3-hour wall locations. 20. How will the pair of doors. D011 a maintain the three hour rating at the center where the doors meet. Will an astragal or overlapping doors be used? Provide information from door supplier. Per spec section 08710-40, hardware set D16 indicates an astragal. 21. Provide additional emergency egress lighting to illuminate egress travel. Only one EM light is shown in the break room. EM lights will need to be checked on ground level when sheet provided. 22. Sheet A101 Stair DS01 references 1/A700. This detail does not appear to be the right detail. Please clarify. It should read 2/A700. See corrected sheet A101 dated 04.03.06. 23. Restroom D112 needs clear floor space for water closet. Lavatory cannot encroach within the clear floor space. (ANSI A117.1-1998 404) See A103 and A300 dated 04.03.06. 24. Amend plan to show a 1 hour shaft enclosure around the fireplace located in Great Room. (TOVBR) See G018 and A800 dated 04.03.06. 25. Doors located on accessible restroom stalls in Rooms D124A and D124B need to be located on the approach/transfer side of the water closet. Door must latch or hinge a maximum of 4" from the wall opposite from the water closet. (ANSI A117.1-1 998 604.8.3) See A300 dated 04.03.06. 26. Amend plans to show compliance with Reach Requirements at ATM machine shown on 3/A213 and A103. (ANSI A-117.1-1998 707) See #4 and #5 on sheet A300 dated 04.03.06. Mechanical Comments: 27. How will large shaft serving equipment in lower level be subdivided. Plans show one hour walls within the shaft. Detail shows 5/8" sheet on one side of steel studs with 1" shaft liner on the other side. Provide listed assembly and clarify why the 2 hour shaft is split into smaller shafts with 1 hour. These walls should be 2 hour if splitting the large shaft into smaller shafts. C:\DOCUME-1\dhopp\LOCALS-1\Temp\D - Response to ToV-b06-0021.DOC Page 5 of 5 Shaft Construction has become 2hour ratings. 28. Plans show the vents from the boilers in the same shaft as outside air supply, Detail 3 sheet M010. Vents shall not be in the same plenum as supply air. Clarify. Boiler vent termination has been moved to cooling towner pit. Re: Enlarged boiler room mechanical plan, M010. 29. Sheet P103 references detail 4 Sheet P201 for continuation of gas line to fountain. Detail 4 does not exist on sheet P201. Could not find reference indicated. P103 shows gas piping in its entirety and no reference to P201. Electrical comments: 30. TVSS needs to have short circuit rating equal to or greater than the available fault current. Provide rating and calculations. Calculations for available fault current at TVSS and specification of short circuit rating have been added, see sheet E002. 31. Panic hardware required on electrical room doors where equipment is rated 1200 amperes or more, provide door schedule to verify. NEC 110.26.C.2 Building D does not have any electrical rooms with 1200A "Large Equipment" as defined by NEC 110.26.C.2. 32. Provide name plate rating for generator. Nameplate information will not be available until contractor selects generator manufacturer. Specification section 16403 1.04 has been revised to add a note that submittals shall include nameplate rating as designated in NEC section 445.13. 33. Hardwiring of equipment (E301) key 203 requires lockable disconnect or locking means on breakers. NEC 422.31 Item 203 is a blender station that consists of a duplex receptacle. The appliances are cord and plug connected to the duplex receptacle, not permanently connected. The kitchen equipment schedule has been revised to place this receptacle on a single circuit L3S-39 rather than two circuits as previously shown. Combined load of 1/6 HP and 10A is 7.4A on 20A1 P circuit. 34. Grounding electrode conductors to be bonded on both ends if installed in metal conduit. Specification 16450.2.01.13 states "Grounding systems shall be installed in accordance with the requirements of the local authorities, NEC Section 250, and subject to the approval of the Arch itect/Engineer." Per this statement, the Contractor is required to comply with stated grounding requirement. 35. Snow melting equipment shall be evident by the posting of appropriate caution signs or markings where clearly visible. NEC 426.13 Caution sign/visible marking note has been added to heat trace notes on E105. 36. Provide an electrical lighting plan for ground level. See drawing E203. Energy Code Review Comments: Envelope Corn Check 37. The IECC requires exterior doors to spaces greater than 3000 SF open into vestibules. Doors D104 a & b open into an air lock but doors D131 a, b, c, d, a and doors 100a and b communicate to the same space as D1 04a and b but do not have vestibules. Provide justification to not provide vestibules at these locations. Sheet A103 4240 to answer. C:AD000ME-I\dhopp\LOCALS-I\Temp\D -Response to ToV-b06-0021.DOC Page 6 of 6 Mechanical Corn Check 38. Provide load calcs per 1997 ASHRAE fundamentals or equivalent. See attached Load Calcs for your reference. Electrical Energy Check 39. There is insufficient information to show compliance with IECC section 805.5. Buildings A, C and D share a common electrical service. The combined lighting wattage for this service is within compliance, see original letter issued with Com Check calculations. Due to limitations within the Com Check program the three calculations could not be combined. This was due to the garage not being eligible to be calculated as an individual space. In an effort to bring Building C closer to individual compliance the lighting load has been reduced from 18,797 watts to 17,013 watts on the modified drawings. See the modified Com Check report for Building C. Structural Comments: See attached Structural Comments from Monroe & Newell Engineers. Contact Person: Matthew Royer Building Official/ Project Manager Colorado Inspection Agency 970-328-1790 matt.rover@coinspect.com Plans Examiners and Engineers: Barry Kramer- Building Official Russ Weber- Plans Examiner Mark Valenzuela- Electrical Plans Examiner Dennis Lohmeier- Plumbing Plans Examiner Duskin Lowe- Plans Examiner James P. Horne, P.E., S.E. - Structural Review Project Manager CADOCUME-I\dhopp\LOCALS-I\Temp\D -Response to ToV-b06-0021.DOC Page 7 of 7 REVIEWED BY COLORADO INSPECTION AGENCY COLORADO INSPECTION AGENCY PLAN REVIEW COMMENTS 2nd review comments are shown below the original comment in bold italics. Comments that were addressed have been removed from the list. TO: Contractor Architect Hyder Construction 4220 Doug Thompson Randy Hart EMAIL: dthomson(aOyderinc.com rhart(o)4240arch.com FAX NUMBER OF PAGES: 10 FROM: Matthew Royer DATE: 05/08/2006 BUILDING PERMIT B06-0021 OWNERS NAME: Vail Resorts Co. SITE ADDRESS: Building D SUBDIVISION: Mill Creek OCCUPANCY GROUP: S-2, B, M TYPE OF CONSTRUCTION: I-A, V-A NUMBER OF STORIES: 2 Engineer Monroe & Newell Eng The design documents submitted for this project have been reviewed for compliance with the locally adopted codes and amendments. The following comments must be addressed before a building permit is issued. For processing: Please submit (5) complete sets of revised construction documents containing the requested information or plan revisions with all revisions clouded or otherwise identified. Please respond in writina to each comment by markina the attached list or creatina a response letter. Indicate which plan sheet, detail, specification, or calculation shows the reauested information. Please send revisions to the attention of the plans examiner with the building permit application number noted. Responses such as "will comply with code" are not adequate. Revised drawings must clearly show code compliance. A RESPONSE LETTER MUST BE INCLUDED WITH THE REVISED PLAN SUBMITTAL. Please be sure to include on the resubmittal the engineer's or architect's "wet" stamp, signature, registration number and date on the cover page of any structural calculations, all structural details and structural sheets of the plans. For commercial or multi-family projects all sheets of the plans must be stamped. CADocuments and Settings\mroyer\My Documents\Plan Review\Front Door\tov-b06-0021.2. DOC Page 1 of 10 BUILDING DEPARTMENT COMMENTS: Common Project Comments: (CPC are attached to each permit comment letter) The first fourteen comments have been removed from the beginning of all documents except associated building permit application number B06-0018. Of the 14 some have been addressed and remove from the list. Architectural Comments: 16. Define use of stair DS01. Access from main level is through TOV service vestibule. Sheet G017 and G018 show 142 occupants using stair. Exterior door from DS01 at grade swings in the opposite direction of egress for 142 occupants. Door DS01 b from the lower level into stair DS01 is not shown on electrical lighting as being used as an exit. Where are the 147 occupants coming from and if the stair serves as an exit for 50 or more people door DS_ _ (door not labeled) must swing in the direction of egress travel. As described in the response; all occupants will leave the exit enclosure at the upper level and exit the building through the elevator foyer. Please explain by exit loading, fire-resistive construction and code reference that allow this configuration to occur. It appears that the exceptions in IBC 1023 are being utilized in lieu of providing direct access to the exterior of the building from the exit enclosure. If using this exception, please identify which and clearly show compliance by identifying the fire-resistive ratings. 18. How does the three hour firewall described in the LSR separating the lower level of One Vail Place from the new Skier Services Building comply with section 705 IBC 2003. The wall must continue to and terminate above the roof. Any designs which are shown on the plans and do not comply with the code must be applied for in the form of an Administrative Modification and not a Memorandum of Understanding as described in the response. If it is not possible to construct this wall as described and required by the Building Code then submit an Administrative Modification clearly identifying the issues, code sections, and alternative construction, safeguards to fire and life safety and justification for the modification. It was agreed in the 0510212006 meeting that if compliance with the IBC then this will be submitted for review as an Administrative Modification. 19. Door D011 a is shown as a 180 min door. This assembly has been recessed in and is no longer in the same plane as the three hour wall. Walls framed back from the three hour wall to receive the door frame are shown as one hour assemblies. These walls supporting the rated door frame must have the same rating as the three hour firewall. Sheet G-017 is small scale and less detail then sheet A101. Clearly show the rating of all walls on sheet A101 that are utilized to provide the 3 hour separation. Provide wall tags or another method of clear representation. Mechanical Comments: 27. How will large shaft serving equipment in lower level be subdivided. Plans show one hour walls within the shaft. Detail shows 5/8" sheet on one side of steel studs with 1" shaft liner on the other side. Provide listed assembly and clarify why the 2 hour shaft is split into smaller shafts with 1 hour. These walls should be 2 hour if splitting the large shaft into smaller shafts. Please amend architectural plan to coincide with the mechanical plan for location shaft wall locations. Each discipline shows different shaft wall locations. 29. Sheet P103 references detail 4 Sheet P201 for continuation of gas line to fountain. Detail 4 does not exist on sheet P201. CADocuments and Settings\mroyer\My Documents\Plan Review\Front Door\tov-b06-0021.2. DOC Page 2 of 10 See sheet P103 at the coffee stand. This area on sheet P103 is referencing an enlarged plan on sheet P201. Sheet P201 does not include this enlarged plan. Please clarify. Energy Code Review Comments: Envelope Corn Check 37. The IECC requires exterior doors to spaces greater than 3000 SF open into vestibules. Doors D104 a & b open into an air lock but doors D131 a, b, c, d, a and doors 100a and b communicate to the same space as D1 04a and b but do not have vestibules. Provide justification to not provide vestibules at these locations. Sheet A103 This item was not addressed. Please respond accordingly to this comment. Your response was "4240 to answer." The Town of Vail recently established the heating degree days and cooling degree days for a base of 65 degrees. The numbers provided are: Heating degree days (base 65 degree F): 9826 Cooling degree days (base 65 degree F): 3 1 apologize for the notice of these numbers; however I have been instructed to pass this information on and require modification of the Envelop Compliance Certificate and design. Amend reports to reflect the design criteria established by the Town of Vail. 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; LS = lateral system. General Structural Comment: Due to the inherent connectivity between the various structures in this project, there may be comments from this Volume's details in other Volume's comments, and vice versa. Note also that this review and eventual approval does not permit the violations of any section of the building code, or any other ordinance or State law. S1. D, C General sheet G018, Volume 1: Note ground level floor in retail area has an occupant load of 336 people, greater than the Building Classification limit of 300 people for typical occupancy (IBC Table 1604.5); it appears Category III is required. Verify lateral and gravity designs are adequate for the increased loads due to importance factors for Seismic, Wind, and Snow loads (1.25, 1.15, and 1. 1, respectively vs. 1.0 used). Verify other design provisions are also acceptable as applied (static analysis is appropriate for seismic design, Seismic Design Category, etc.) M&N Response: We respectfully disagree with your interpretation of the IBC 2003 Code. We interpret the classification to include 300 people in "one area" such as an assembly hall. We do not feel that there would be "a substantial hazard to human life in the event of failure". We do not agree that this building falls in this category just because of the size of the retail area. If this were true, every single level, retail building of more than 10,000 square feet with 30 feet square feet per person allowed would be in Category III. We do not believe that this is the intent of the code. KL&A, 515106: While the EOR's response is perhaps a reasonable argument, this requires a code variance from the Town of Vail; the IBC provision referenced does not distinguish between different intended usage for the "one area." We suggest holding a meeting to discuss and resolve this issue, as required. C\Documents and Settings\mroyer\My DocumentsMan Review\Front Door\tov-b06-0021.2. DOC Page 3 of 10 S4. LS, C Ref Sheet S103 and Calculations 1-1-1-13. It is unclear what combination of concrete shear walls and wood structural panels are to be used to carry lateral loads, and how these loads are to be distributed through the diaphragm to the lateral elements below. Please address the following: 1. Please provide diaphragm shear diagram to verify that diaphragm meets demand. 2. Show that diaphragm chord forces that develop to carry lateral forces across long diaphragm spans are carried by members shown. Indicate how chord forces are carried over gable ridges and across valleys. M&N Response: See attached revised calculations. The loads are distributed to the core walls and shear walls based on tributary widths of the flexible diaphragm. The chord forces are carried by the roof beam members at the diaphragm edges. KL&A, 515106: 1) Calculations resubmitted are unchanged from the original submittal. Verify the designs accommodate R=4.0 instead of 5.0 on the original drawings (per change to S001). New calculations appear to show a shear diagram only for Level 2 at grade. The general procedures for the Level 2 shear and moment diagram appear to follow engineering principles, FOR please confirm other levels were similarly calculated. 2) Chord forces in roof and main level members must travel through framing member connections, verify connections are oversized sufficiently for this additional chord axial load. At building bends (i.e. K.2 line), verify diagonal components of chord forces have been considered on each side of the bend. S6. LS, C Ref Sheet S102 and Calculations L5 and L8. Diagrams of cores indicate floor elevation at 8182', where plan shows elevation at 8187'. Clarify effect of 5' difference in slab elevation on lateral load calculations. M&N Response: Loads are translated through columns from level 8187'-0" to level 8184'-6" to level 8182'-0". KL&A, 515106: Verify that P/M interaction of the column is OK. Consider deflection compatibility and fire rating / finish of the separation wall. S7. LS, C Ref Sheet S103 and Calculations 1-11-1-13. Diagrams appear to indicate the use of plywood shear walls to carry lateral loads near grid 2.3. Please address the following: 1. Please provide diaphragm shear diagram to verify that diaphragm meets demand. 2. Provide calculations to show the demand/capacity ratio for the plywood shear walls, and ensure that proper nailing is called out on plan or in notes. 3. Show how overturning forces in plywood walls are carried to the foundation (provide hold- downs or other means of sufficient overturning anchorage) M&N Response: CADocuments and Settings\mroyer\My Documents\Plan Review\Front Door\tov-b06-0021.2. DOC Page 4 of 10 See the attached revised calculations 2. See the attached calculations. 3. Refer to revised Plan S101 for holdown and shear wall nailing. KL&A, 515106: 1) Calculations have not been provided 2) Calculations have not been provided. Wood shear walls have now been called out at this location, verify code aspect ratios for wall "piers", original ca/cs L13 show very short walls. 3) S102 shows this info, part 3 of comment closed. S8. LS, C Ref Sheet S103 and Calculations 1-5-1-9. Calculations indicate that 35k seismic force must be transferred from roof diaphragm to each of the stair/elevator cores. Please address the following: 1. Please provide diaphragm shear diagram to verify that diaphragm meets demand. 2. In particular, please show that the plywood diaphragm capacity is sufficient in the areas near the cores to carry shear demand greater than 800 plf. 3. Details showing the load path from the roof diaphragm to the cores have not been provided in the drawings for the two south cores. Provide details that show this load path. M&N Response: 1. Refer to the attached roof diaphragm loading diagram. 2. Refer to the revised roof plan for the (3) 1 W x 11 '/4" LVL drag struts along Grid P.1. 3. The diaphragm loads will be transferred with sections similar to sections indicated at north core wall. See sections 1,2, 3, 4, 5, 6, and 18 on S302. KL&A, 515106: 1) No change in ca/cs from original submittal. Shear diagram has not been provided. Calculations show 10d@2" o.c. nailing, fully blocked diaphragms and 3 x members required at panel edges per note "d" in the IBC table. This information is not reflected in S001 14.G.4. or the plans or details, verify. 2) Address the connection at the end of the drag; clarify/ address the drag connections at the other two cores as well. 3) Detail 5/S302: plywood is not connected to what appears to be a "timber beam" drag, verify this connection is intended to be used at the new (3) LVL beam to core wall, however note that the LVL pack is not shown as lapping with core wall, verify. At all details referenced, define the connection of the plywood to ledger, verify load path from ledger to concrete wall / slab in 1,2, & 18. Verify ledge should be 3x per comment S8 #1. S9. LS, C Ref Sheet S103 and details on S301 and S302 regarding north core. Calculations refer to the north core at grid PA and 4.9, but there is no indication here of demand placed on the core from the skier services building. Please address the following: CADocuments and Settings\mroyer\My Documents\Plan Review\Front Door\tov-b06-0021.2. DOC Page 5 of 10 1. Please define the lateral load demand on this core, in both NS and EW directions. 2. Ref details 6 and 7/S301. These details do not indicate any lateral load path to wall below. Provide calculations and/or details to show that such a load path is not necessary, or revise to provide. Provide detail and calculations showing complete load path for uplift loads, including joists to timber beam below. 3. Ref detail 4/S302 Provide calculation to show that lateral load connection to the core is sufficient to meet demand. Show that local diaphragm capacity is sufficient, or provide elongated drags as required. 4. Ref detail 5/S302 Provide detail and calculations to show lateral load path from diaphragm to core 5. Ref detail 6/S302 Provide calculations to show lateral load path from diaphragm to core is sufficient to meet demand 6. Ref detail 7/S302 Provide detail and calculations to show lateral load path from diaphragm to core. Provide connection of steel bucket to embed. M&N Response: 1. Refer to the lateral calculations for Building "A" , pages C12-C39. 2. The exterior plywood sheathing will provide the transfer of the lateral loads from the small roof portions to the concrete core walls below. The roof framing will have Simpson holdowns as noted in the various revised sections on S301 and S302. 3. Lateral load transferred from small portion of north roof is less than 200 plf. Connection is sufficient. 4. Transfer of lateral load not required since drag strut plates added extending south from core walls. 5. Connection is sufficient since LVL drag strut was added along Grid P.1. See attached calculations 6. Refer to connection shown in Section 6/S302. Provide a W fillet weld x 3" long at each side of bracket. KL&A, 515106: 1) Comment Closed. 2) No change to these details have been made, ref. 6IS301: how is the roof plywood connected to the shear wall at the top? 3) Define the plywood nailing. 4) Steel plate connection to core & diaphragm is not shown, this information is required for a complete lateral load path. 5) See S8. 6) Ref. 7IS302 - no welds are shown. S10. D, C Ref Detail 10/S302. How is 2x6 connected to metal stud below, and how are uplift loads carried? Verify "LVL header" at eave end will be protected from weather - LVL deteriorate rapidly when exposed to weather. CADocuments and Settings\mroyer\My Documents\Plan ReviewWront Door\tov-b06-0021.2. DOC Page 6 of 10 M&N Response: The stud track should be attached with (2) #8 screws at each joist. LVL header is protected by fascia boards shown in architectural sections for roof. KL&A, 515106: FOR confirm screws extend upwards into the 2x, revise detail as required. S30 D Ref sheet S103. At grid 6.5 between F.4 and G.5 a chimney appears. What is it made of? How is it supported from below? What are connections of timber members all around it? How is it supported for seismic lateral loads? Please clarify and provide details as required. M&N Response: Constructed with load bearing CMU. The steel floor beam framing below has been revised, S102. The CMU supports the roof ridge beam. Refer to new Section 19/S302. KL&A, 5/5/06: Detail 8IS201 below: note embed plate is only 8" tall per 81S002; FOR verify 8IS201 as detailed. Verify W18x50 girder @ 5.7 on S102 where the chimney support framing has been added, load has increased but this is the same beam. 19IS302: verify that the wood ridge beam penetrates the CMU and is exposed to the chimney flue as shown (fire rating??). S31 D Ref sheet S103. At grid 5.5 between J.0 and H.3 a ridge and two valley beams frame into another member. Please provide detail and calculations, or identify appropriate existing calculations and detail. Typical all similar connections this sheet. M&N Response: See note 6/S103 and Detail 21/S301. KL&A, 515106: FOR please verify 21IS301 is shown on plan, comment closed. S45 D, LS, C Ref sheet S302. In general, details are incomplete regarding lateral load path and/or there are no calculations to verify if lateral load connections are sufficient. Please verify lateral load path in these details M&N Response: See response to Comment S9. Lateral loads are transferred from floor and roof diaphragms to embeds in concrete walls. KL&A, 515106: S45 comment closed; see S4, S8, and S9. S48 D,F S002 Section 4: Section says "See col schedule for base plate and anchor bolt sizes." This is not correct, this info is not in the column schedule S102, please provide. CADocuments and Settings\mroyer\My DocumentsTlan Review\Front Door\tov-b06-0021.2. DOC Page 7 of 10 M&N Response: See revised column schedule on S102. KL&A, 515106: Anchor bolts are not shown, FOR verify & coordinate that anchor bolts are in the documents. Comment closed. S53 D S002 Section 9: a) There is no spacing provided for the 8 x 8 x 3/8" plates. b) Section says "embed plate re plan and schedules" - there is no schedule and there is no such info on the plan?? M&N Response: Refer to revised Section for information. KL&A, 515106: a) No change to detail. b) Comment closed. S61 D S003: Section 1-7: Verify new loads on existing structure do not exceed the capacity of the existing structural elements or soil bearing - provide calcs. M&N Response: See attached calculations. KL&A, 515106: load transfer to the new footing. Calculations for this location show that footing one and two way shear is exceeded, calculation also shows that rectangular 6'x10' is used in lieu of F4 on plan, please comment & fix drawings as required. Grids 4.01P.1 shows 12 ksf pressure, greater than 5 ksf used throughout the job, verify. S66 D S003: Section 12: a) This section refers to section 21/S201 which does not exist. b) Verify: No slab to wall rebar is shown, verify diaphragm to wall conn. M&N Response: See response to Comment S22. Provide embed plate, 3/8"x8x8 with (2) 5/8" diameter x4, H.A.S. at 2'-0" for connection of metal decks. See revised Section. KL&A, 515106: a) Comment closed. CADocuments and Settings\mroyer\My Documents\Plan Review\Front Door\tov-b06-0021.2. DOC Page 8 of 10 b) Connection of diaphragm to the plate is not shown, is a welded stud required at the top side as well? Typical all occurrences, FOR to verify. S89 D/LS S103: Note on plan says "Flat roof with 3x T&G decking", yet all sections and plan note seems to indicate plywood. Please clarify. Define T&G fasteners for diaphragm shear and wind uplift. M&N Response: See revised note on plan S103. Plan note 1 on S103 is correct. KL&A, 515106: Coordinate plywood fasteners / blocking with S8 V. Comment S89 closed. S107 D S302: Section 6: Please define the spacing of the 8x8x3/8" plates? M&N Response: See revised Section. KL&A, 515106: See S66 #b regarding slab to plate connection, typical all occurrences. FOR coordinate, S107 closed. S108 D S302: Section 7: This concrete appears to be over some kind of opening in the wall. Section says Re: Plan for concrete elevation at opening. There is nothing in the plan. Closed stirrups appear required for shear, please verify. M&N Response: See revised Section. KL&A, 515106: FOR please verify that additional horizontal bars are not required within the shear ties, verify 90 degree hooks in stirrups should not be 135 degrees. Consider torsion. Please refer to the cover sheet for information and instructions for resubmitting plans. The recheck of plans usually occurs within 3-5 working days of plan resubmittal. In order to avoid delays please check all requested information is included with the resubmitted plans. Contact Person: Matthew Royer Building Official/ Project Manager Colorado Inspection Agency 970-328-1790 matt.royer(a)coinspect.com Plans Examiners and Engineers: Barry Kramer- Building Official CADocuments and Settings\mroyer\My Documents\Plan ReviewWront Door\tov-b06-0021.2. DOC Page 9 of 10 Russ Weber- Plans Examiner Mark Valenzuela- Electrical Plans Examiner Dennis Lohmeier- Plumbing Plans Examiner Duskin Lowe- Plans Examiner James P. Horne, P.E., S.E. - Structural Review Project Manager C:\Documents and Settings\mroyer\My Documents\Plan Review\Front Door\tov-b06-0021.2. DOC Page 10 of 10 REVIEWED BY COLORADO INSPECTION AGENCY COLORADO INSPECTION AGENCY PLAN REVIEW COMMENTS 2nd review comments are shown below the original comment in bold italics. Comments that were addressed have been removed from the list. TO: Contractor Hyder Construction Doug Thompson EMAIL: dthompson(ahyderinc.com Architect 4240 Randy Hart rhart(a 4240arch.com Engineer Monroe & Newell Eng FAX NUMBER OF PAGES: FROM: DATE: BUILDING PERMIT OWNERS NAME: SITE ADDRESS: SUBDIVISION: OCCUPANCY GROUP: TYPE OF CONSTRUCTION: NUMBER OF STORIES: 10 Matthew Royer 05/08/2006 B06-0021 Vail Resorts Co. Building D Mill Creek S-2, B, M I-A, V-A 2 The design documents submitted for this project have been reviewed for compliance with the locally adopted codes and amendments. The following comments must be addressed before a building permit is issued. For processing: Please submit (5) complete sets of revised construction documents containing the requested information or plan revisions with all revisions clouded or otherwise identified. Please respond in writina to each comment by marking the attached list or creatinq a response letter. Indicate which plan sheet, detail, specification, or calculation shows the reauested information. Please send revisions to the attention of the plans examiner with the building permit application number noted. Responses such as "will comply with code" are not adequate. Revised drawings must clearly show code compliance. A RESPONSE LETTER MUST BE INCLUDED WITH THE REVISED PLAN SUBMITTAL. Please be sure to include on the resubmittal the engineer's or architect's "wet" stamp, signature, registration number and date on the cover page of any structural calculations, all structural details and structural sheets of the plans. For commercial or multi-family projects all sheets of the plans must be stamped. = Previously answered 05/23/06 as part of partial "Grading and Excavation Permit" package.] Page 1 of 4 The first fourteen comments have been removed from the beginning of all documents except associated building permit application number 806-0018. Of the 14 some have been addressed and remove from the list. Architectural Comments: 16. Define use of stair DS01. Access from main level is through TOV service vestibule. Sheet G017 and G018 show 142 occupants using stair. Exterior door from DS01 at grade swings in the opposite direction of egress for 142 occupants. Door DS01 b from the lower level into stair DS01 is not shown on electrical lighting as being used as an exit. Where are the 147 occupants coming from and if the stair serves as an exit for 50 or more people door DS_ _ (door not labeled) must swing in the direction of egress travel. As described in the response; all occupants will leave the exit enclosure at the upper level and exit the building through the elevator foyer. Please explain by exit loading, fire-resistive construction and code reference that allow this configuration to occur. It appears that the exceptions in IBC 1023 are being utilized in lieu of providing direct access to the exterior of the building from the exit enclosure. If using this exception, please identify which and clearly show compliance by identifying the fire-resistive ratings. In reviewing the previously described Exit Path, we determined that exiting Occupants, especially those from the Lodge at Vail and International Wing - who would have already exited into a safe, 'at-grade', exterior environment - should not re-enter Bldg D, Stair DS01, simply to exit at a `higher' elevation (Plaza Level). Those Occupants from the Lodge at Vail and International Wing will exit from this `lower area' via the O.V.P Access Road that leads to the public way `roundabout' adjacent to Bldg C/Ski Club - the same way the Lodge at Vail, International Wing and One Vail Place currently exit. Instead of using Stair DS01 as the second exit from this `low area', a NEW stair has been added at the northeast corner, adjacent to One Vail Place (refer to new stair, sheet G016 & Bldg D/A102 & A104). The new stair will take Occupants from this 'low area' at ±8170' to the public Plaza at ±8181'- northeast of Bldg D - and continue exiting east towards Vail Village. The Occupant load for this 'low area' is indicated on G016. The revised Occupant loads indicated for the various spaces loading the 'low area' are due to a re-examination of the Exit Path calculations. The Total Occupant Load of the 'low area' is 469 Occupants - with 235 Occupants going up the sidewalk / O.V.P. Access Road (described above), and 234 Occupants going up the new stair. Per IBC Table 1005.1, the new stair needs to be 46.8" wide (i.e. 234 x.2 = 46.8"). The new stair provided is 4'-0" wide (48" > 46.811). Exiting of the Skier Services Building, as well as the Occupants from the Loading Dock level below, will still exit up and then through Service Vestibule D117. The 'controlling' Occupant Load of 135 is from the Loading Dock level below (refer G018). Exit doors D001a and D011b have been deleted so as not to exit into the 'low area' described above - keeping them within the Building D Exit System. In complying with IBC Section 1023.1-Exception 1 ("Exit Discharge Lobby"), the Ground Level floor and ceiling have been 2-hour rated (refer Bldg D/A216 and A217), and the elevator hoistway doors (already 90-minute rated) have been protected against smoke intrusion by'roll-down' smoke guard curtains (refer Bldg D/A701). Occupants will exit directly into the public Plaza at ±8181', northeast of Building D and continue exiting east towards Vail Village. = Previously answered 05/23/06 as part of partial "Grading and Excavation Permit" package.] Page 2 of 4 ► 18. How does the three hour firewall described in the LSR separating the lower level of One Vail Place from the new Skier Services Building comply with section 705 IBC 2003. The wall must continue to and terminate above the roof. Any designs which are shown on the plans and do not comply with the code must be applied for in the form of an Administrative Modification and not a Memorandum of Understanding as described in the response. If it is not possible to construct this wall as described and required by the Building Code then submit an Administrative Modification clearly identifying the issues, code sections, and alternative construction, safeguards to fire and life safety and justification for the modification. It was agreed in the 0510212006 meeting that if compliance with the IBC then this will be submitted for review as an Administrative Modification. Refer BCER Administrative Modification #2 dated May 23, 2006. 19. Door D011 a is shown as a 180 min door. This assembly has been recessed in and is no longer in the same plane as the three hour wall. Walls framed back from the three hour wall to receive the door frame are shown as one hour assemblies. These walls supporting the rated door frame must have the same rating as the three hour firewall. Sheet G-017 is small scale and less detail then sheet A101. Clearly show the rating of all walls on sheet A101 that are utilized to provide the 3 hour separation. Provide wall tags or another method of clear representation. The wall containing Door D011a has been revised to comply with the 3-hour rating requirement; see `Wall Type 30' on revised sheet A601. Also see revised floor plan on sheet Bldg D/A102 for clarification. Mechanical Comments: 27. How will large shaft serving equipment in lower level be subdivided. Plans show one hour walls within the shaft. Detail shows 5/8" sheet on one side of steel studs with 1" shaft liner on the other side. Provide listed assembly and clarify why the 2 hour shaft is split into smaller shafts with 1 hour. These walls should be 2 hour if splitting the large shaft into smaller shafts. Please amend architectural plan to coincide with the mechanical plan for location shaft wall locations. Each discipline shows different shaft wall locations. Architectural and Structural plans have been revised. Refer sheet Bldg D/A101, A103 and details 6 & 7/A300 and S101. 29. Sheet P103 references detail 4 Sheet P201 for continuation of gas line to fountain. Detail 4 does not exist on sheet P201. See sheet P103 at the coffee stand. This area on sheet P103 is referencing an enlarged plan on sheet P201. Sheet P201 does not include this enlarged plan. Please clarify. The enlarged plan is correctly shown on sheet P202, not P201. Eneray Code Review Comments: Envelope Com Check 37. The IECC requires exterior doors to spaces greater than 3000 SF open into vestibules. Doors D104 a & b open into an air lock but doors D131 a, b, c, d, a and doors 100a and b communicate to the same space as D1 04a and b but do not have vestibules. Provide justification to not provide vestibules at these locations. Sheet Al 03 This item was not addressed. Please respond accordingly to this comment. Your response was "4240 to answer." At VRDC direction, the Great Room is under redesign. In this effort, Doors D131 a, c, d and e will be deleted; Door D131 b will have a new vestibule. The area around Doors D100a and D100b will be reworked to include the required vestibule. = Previously answered 05/23106 as part of partial "Grading and Excavation Permit" package.] Page 3 of 4 The Town of Vail recently established the heating degree days and cooling degree days for a base of 65 degrees. The numbers provided are: Heating degree days (base 65 degree F): 9826 Cooling degree days (base 65 degree F): 3 / apologize for the notice of these numbers; however I have been instructed to pass this information on and require modification of the Envelop Compliance Certificate and design. Amend reports to reflect the design criteria established by the Town of Vail. The Town of Vail currently approves the computer program COM Check as an Energy Code Calculation method. COM Check will not allow the user to change the heating or cooling degree-days. They are automatically inserted when the town of Vail is chosen. Therefore, the calculations will remain as submitted originally. Per conversation between Jay Watson/ABS Engineers and Matt Royer/CIA, it is understood that this is acceptable to the ToV for this project. Structural Comments: See attached Structural Comments from Monroe & Newell Engineers. Please refer to the cover sheet for information and instructions for resubmitting plans. The recheck of plans usually occurs within 3-5 working days of plan resubmittal. In order to avoid delays please check all requested information is included with the resubmitted plans. Contact Person: Matthew Royer Building Official/ Project Manager Colorado Inspection Agency 970-328-1790 matt. rove r()coi n s Dect. co m Plans Examiners and Enqineers: Barry Kramer- Building Official Russ Weber- Plans Examiner Mark Valenzuela- Electrical Plans Examiner Dennis Lohmeier- Plumbing Plans Examiner Duskin Lowe- Plans Examiner James P. Horne, P.E., S.E. - Structural Review Project Manager = Previously answered 05/23/06 as part of partial "Grading and Excavation Permit" package.] Page 4 of 4 1 ~ Monroe & Newell Engineers, Inc. April 3, 2006 4240 Architecture 1621 Eighteenth Street, Suite 200 Denver, CO 80202 Attn: Randy Hart REVIEW D BY Vail Colo ado Denver Coto ado Dillon Colo ado COLORADO INSPECTION AGENCY Re: Vail's Front Door (M&N # 5500.02) Skier Services - Building D BUILDING PERMIT B06-0021 Dear Mr. Hart: The following are our responses to the structural portions of The Town of Vail Building Department comments for the above building, dated March 10, 2006. We have included the original comment with each response. Our responses are noted with "M&N Response". SI. D, C General sheet G018, Volume 1: Note ground level floor in retail area has an occupant load of 336 people, greater than the Building Classification limit of 300 people for typical occupancy (IBC Table 1604.5); it appears Category III is required. Verify lateral and gravity designs are adequate for the increased loads due to importance factors for Seismic, Wind, and Snow loads (1.25, 1.15, and 1. 1, respectively vs. 1.0 used). Verify other design provisions are also acceptable as applied (static analysis is appropriate for seismic design, Seismic Design Category, etc.) M&N Response: We respectfully disagree with your interpretation of the IBC 2003 Code. We interpret the classification to include 300 people in "one area" such as an assembly hall. We do not feel that there would be "a substantial hazard to human life in the event of failure". We do not agree that this building falls in this category just because of the size of the retail area. If this were true, every single level, retail building of more than 10,000 square feet with 30 feet square feet per person allowed would be in Category III. We do not believe that this is the intent of the code. ~`~~~i 2006 Platinum Sponsor The Colorado Chapter ol, The AnlCI-iCan Institute of AichlLects www.monroc-newell.com 1701 Wynkoop Street • Suite 200 • Denver, Colorado 80202 (303) 623-4927 • FAX (303) 623-6602 • email: denver9nionroe-newell.com S2. F Soils report page 35 states "foundations adjacent to the garage should be lower to be supported by natural soils. Some existing fill occurs in the area for this building. In our opinion, the existing fill will not safely support a spread footing foundation system. The existing fill should be removed and replaced with... engineered fill." Please verify that these recommendations are reflected in the structural designs and the construction documents. Is note 8/S 101 intended to cover this recommendation? M&N Response: Refer to note 4/S 101 which requires compliance with the soils report. Also, see note 8/S 101 which requires adjustment and verification by Monroe & Newell according to conditions encountered during construction. S3. General comment: Please show that wind uplift loads have been addressed, and that a load path is shown on the drawings to carry uplift loads on the roof. M&N Response: All Simpson Connectors used in roof framing resist uplift loads. Additional Simpson H2.5 anchors have been added at 2X roof framing. See sheets S301 and 5302. S4. LS, C Ref Sheet S 103 and Calculations L 1-L 13. It is unclear what combination of concrete shear walls and wood structural panels are to be used to carry lateral loads, and how these loads are to be distributed through the diaphragm to the lateral elements below. Please address the following: 1. Please provide diaphragm shear diagram to verify that diaphragm meets demand. 2. Show that diaphragm chord forces that develop to carry lateral forces across long diaphragm spans are carried by members shown. Indicate how chord forces are carried over gable ridges and across valleys. M&N Response: See attached revised calculations. The loads are distributed to the core walls and shear walls based on tributary widths of the flexible diaphragm. The chord forces are carried by the roof beam members at the diaphragm edges. S5. LS, C Ref Calculations L5 and L8. Calculations ignore seismic forces generated in elevated steel slab because it is "translated into foundation walls directly by floor diaphragm". Please clarify this statement, and clarify explicitly that both diaphragm and walls indeed behave in this way, especially where slab adjoins, and remains disconnected from, existing slabs, and where building adjoins structure of building. Consider combination of lateral soil loads and seismic lateral loads. M&N Response: The floor diaphragms are small areas with short spans for the diaphragms between stair/elevator cores and foundation walls. See the attached plan sheet with loadings and resisting elements. Loads on plans include lateral soil loads and seismic lateral loads. No lateral loads are transferred into existing building structure. S6. LS, C Ref Sheet S 102 and Calculations L5 and L8. Diagrams of cores indicate floor elevation at 8182', where plan shows elevation at 8187'. Clarify effect of 5' difference in slab elevation on lateral load calculations. M&N Response: Loads are translated through columns from level 8187'-0" to level 8184'-6" to level 8182'-0". S7. LS, C Ref Sheet S103 and Calculations LI I-L13. Diagrams appear to indicate the use of plywood shear walls to carry lateral loads near grid 2.3. Please address the following: 1. Please provide diaphragm shear diagram to verify that diaphragm meets demand. 2. Provide calculations to show the demand/capacity ratio for the plywood shear walls, and ensure that proper nailing is called out on plan or in notes. 3. Show how overturning forces in plywood walls are carried to the foundation (provide hold-downs or other means of sufficient overturning anchorage) M&N Response: 1. See the attached revised calculations See the attached calculations. Refer to revised Plan S 101 for holdown and shear wall nailing. S8. LS, C Ref Sheet 5103 and Calculations L5-L9. Calculations indicate that 35k seismic force must be transferred from roof diaphragm to each of the stair/elevator cores. Please address the following: 1. Please provide diaphragm shear diagram to verify that diaphragm meets demand. 2. In particular, please show that the plywood diaphragm capacity is sufficient in the areas near the cores to carry shear demand greater than 800 pl£ 3. Details showing the load path from the roof diaphragm to the cores have not been provided in the drawings for the two south cores. Provide details that show this load path. M&N Response: 1. Refer to the attached roof diaphragm loading diagram. 2. Refer to the revised roof plan for the (3) 1 3/4" x 11 '/4" LVL drag struts along Grid P.1. 3. The diaphragm loads will be transferred with sections similar to sections indicated at north core wall. See sections 1,2, 3, 4, 5, 6, and 18 on S302. S9. LS, C Ref Sheet S 103 and details on S301 and S302 regarding north core. Calculations refer to the north core at grid P.4 and 4.9, but there is no indication here of demand placed on the core from the skier services building. Please address the following: 1. Please define the lateral load demand on this core, in both NS and EW directions. 2. Ref details 6 and 7/S301. These details do not indicate any lateral load path to wall below. Provide calculations and/or details to show that such a load path is not necessary, or revise to provide. Provide detail and calculations showing complete load path for uplift loads, including joists to timber beam below. 3. Ref detail 4/S302 Provide calculation to show that lateral load connection to the core is sufficient to meet demand. Show that local diaphragm capacity is sufficient, or provide elongated drags as required. 4. Ref detail 5/S302 Provide detail and calculations to show lateral load path from diaphragm to core 5. Ref detail 6/S302 Provide calculations to show lateral load path from diaphragm to core is sufficient to meet demand 6. Ref detail 7/S302 Provide detail and calculations to show lateral load path from diaphragm to core. Provide connection of steel bucket to embed. M&N Response: 1. Refer to the lateral calculations for Building "A" , pages C12-C39. 2. The exterior plywood sheathing will provide the transfer of the lateral loads from the small roof portions to the concrete core walls below. The roof framing will have Simpson holdowns as noted in the various revised sections on S301 and S302. 3. Lateral load transferred from small portion of north roof is less than 200 plf. Connection is sufficient. 4. Transfer of lateral load not required since drag strut plates added extending south from core walls. 5. Connection is sufficient since LVL drag strut was added along Grid P.1. See attached calculations 6. Refer to connection shown in Section 6/S302. Provide a'/4" fillet weld x 3" long at each side of bracket. S 10. D, C Ref Detail 10/S302. How is 2x6 connected to metal stud below, and how are uplift loads carried? Verify "LVL header" at eave end will be protected from weather - LVL deteriorate rapidly when exposed to weather. M&N Response: The stud track should be attached with (2) #8 screws at each joist. LVL header is protected by fascia boards shown in architectural sections for roof. S11. C Ref for example page R9 (in addition to remainder of roof calcs). Calculations do not appear to take into account unbalanced gable roof snow loads. Many, if not most, roof timber beams and purlins may be undersized. Please verify. M&N Response: Roof framing is designed to comply with the Town of Vail Amendments to the 2003 IBC. These amendments do not require an increase in loading due to wind or valleys. S12 C Ref page R9. Provide calculations for 8x14 members. These members and others seem to have been sized by inspection, or in a typical calculation that is not referenced. Please clarify for this and all "un-keyed" members on roof key plan. M&N Response: See R32 and R33. These pages give maximum length for the load and spacing indicated. S13 C Ref page R2. Typical joists are designed for flat roof snow load without consideration of drift loads in accordance with IBC section 1608.8. Please provide explicit calculation showing that joists meet this criteria. M&N Response: Roof framing is designed to comply with the Town of Vail Amendments to the 2003 IBC. These amendments do not require an increase in loading due to wind or valleys. S14 - not used S15 D Ref detail 5/S002 Footing width refers to plan, but no dimension identified on plan. Bottom long' I reinforcement not identified. M&N Response: Dimensions are indicated near Grids L.1/4.0 and J.0/6.5. Additional dimensions added. See revised plan S 101. Bottom longitudinal reinforcing identified as in "(6) #5 x cont." on Section. S16 - not used S17 D Ref detail 15/S002, cut at two cores on sheet S 101. Detail references "schedule" for rebar, and footing thickness, presumably the footing schedule. The footing schedule does not define any footings with two mats of reinforcement as shown, there is no plan mark for this footing. Elevation defined as "re: plan" not given on plan. Please clarify all missing information. M&N Response: Refer to revised Section 15/S002 and revised Footing Schedule/S001 for reinforcing. Refer to S 101 for top of footing elevations already shown, (8166'-0"). S18 - not used S19 D Ref detail 3/S003. Contractor must miss post-tensioning strands, but no guidelines given for allowable location of bearing plate, or course of action should strand be below plate and aligned with beam. Show bolts in detail. See comment S55. M&N Response: Bearing plate oversized to allow field adjustment. Note added for General Contractor to coordinate installation with M&N. Expansion bolt added to Section. S20 D Ref detail 5/S003. Is this detail called out on S102 incorrectly as 5/S002? How are beams supported directly on slab without transferring load to slab? Is load transfer to existing slab intended? M&N Response: The Section callout on 5102 now reads 5/S003. Revised Section indicates 1" expansion joint material between slab and beam as noted on Section 1/S003. S21 D Ref detail 8/S003. Detail is blank. Please indicate as "not used" or provide missing information. M&N Response: Detail is marked as "Riot Used". S22 D 12/S003 Referenced detail 21/S201 does not exist. M&N Response: Refer to revised Section for reference to Section 8/S201. S23 - not used S24 - not used S25 - not used S26 - not used S27 - not used S28 D Ref sheet S 102. There appears to be a long, poched, concrete wall cutting through the plan, obscuring graphics and text that should not be there. Is this the wail from two levels below? Suggest correct the graphics. M&N Response: Please refer to revised plans with corrected graphics. S29 - not used S30 D Ref sheet S103. At grid 6.5 between F.4 and G.5 a chimney appears. What is it made of? How is it supported from below? What are connections of timber members all around it? How is it supported for seismic lateral loads? Please clarify and provide details as required. M&N Response: Constructed with load bearing CMU. The steel floor beam framing below has been revised, 5102. The CMU supports the roof ridge beam. Refer to new Section 19/S302. S31 D Ref sheet S103. At grid 5.5 between J.0 and H.3 a ridge and two valley beams frame into another member. Please provide detail and calculations, or identify appropriate existing calculations and detail. Typical all similar connections this sheet. M&N Response: See note 6/S103 and Detail 21/S301. S32 D Ref sheet S 103. Roof framing members surrounding clock tower and north of step at grid G.9 must be designed for drift loads in accordance with IBC section 1608.7 and sliding snow in accordance with IBC section 1608.9. Provide calculations showing calculated drift and sliding snow loads, and capacities of affected members. M&N Response: Roof framing is designed to comply with the Town of Vail Amendments to the 2003 IBC. These amendments do not require an increase in loading due to wind or valleys. S33 D Ref sheet S103. Please identify all structural members along grid G.9. M&N Response: Please refer to revised plan S 103. S34 - not used S35 D Ref sheet S103. Provide detail numbers in blank section and detail cuts on this sheet. M&N Response: Refer to revised plan S 103. S36 - not used S37 D Ref detail 7/S201 Does typical embed detail / schedule (unavailable in this volume) address block shear failure of wall with gravity loaded embed so close to the base of the wall? Please verify. M&N Response: Refer to revised section with embed information listed. Embed has (8) #8 vertical rebar to tie it into the concrete above. S38 D Ref detail 11/S201 Define light gage structure referenced as "replan" or identify where this information is shown on plan. M&N Response: Refer to revised plan S 102 for 10" x 12 ga joists at 1'-4" o.c. S39 - not used S40 - not used S41 D Ref detail 4/S202 Cannot locate referenced embed schedule to verify connection as indicated. Typical all similar references to embed schedule. M&N Response: Refer to revised section with embed information listed. S42 D Ref detail 4/S301. Purlin at left not shown on plan. Provide specific Simpson hanger callout for required reactions. M&N Response: Roof beam noted on S103 as RS 8x14 at Grid N.3-2.3. Use Simpson "LSSU210" hanger. S43 D Ref sheet S301. Should second detail number 16 be detail 21? Please identify which knife plate calculation refers to this connection. M&N Response: The second detail 16 has been corrected to 21 on sheet S301. The calculations on pages R81 and R88 refer to this connection. S44 - not used S45 D, LS, C Ref sheet S302. In general, details are incomplete regarding lateral load path and/or there are no calculations to verify if lateral load connections are sufficient. Please verify lateral load path in these details M&N Response: See response to Comment S9. Lateral loads are transferred from floor and roof diaphragms to embeds in concrete walls. S46 D 2/S303: bolt spacing is required; see also Ski club comments regarding similar truss connections (Volume 3) M&N Response: See revised section, bolts at 4" on center. S46a D 5/S303: bolted connection shows two rods framing into this joint, elevation 1 shows only one horizontal tie rod. Further, 9 3/a" thru bolts appears to be a structural connection, however the wood truss-work and rods appear to be purely architectural based on the calculations R57-R62. Please verify / explain this connection's function. M&N Response: The diagonal rod should be deleted. The horizontal rod is for architectural reasons as noted. S47 - not used S48 D,F S002 Section 4: Section says "See col schedule for base plate and anchor bolt sizes." This is not correct, this info is not in the column schedule S 102, please provide. M&N Response: See revised column schedule on S 102. S50 F 5002 Section 5: a) Section says see plan for certain footing dims - plan does not show this information, please provide. b) Outside face Hz bars not identified. M&N Response: See response to comment 515. RE: Revised Section for outside face horizontal reinforcing. S51 D 5002 Section 8: Says "Re plan" - there is nothing on plan, pls verify M&N Response: Revised detail references S101, where the requested dimensions have been added. S52 F 5002 Section 15: a) Section says "re schedule." This footing is not included in any schedule. b) What size are the (2) Hz rebar @ the top of the short 10" wall? M&N Response: Refer to response to Comment S 17. See revised Section for (2) #5 x continuous at top of wall. S53 D 5002 Section 9: a) There is no spacing provided for the 8 x 8 x 3/8" plates. b) Section says "embed plate re plan and schedules" - there is no schedule and there is no such info on the plan?? M&N Response: Refer to revised Section for information. S54 F S002 Section 12" Slab reinf extending vertical into turn down is not identified. M&N Response: Refer to revised Section. S55 D S003 Section 1: Section indicates steel beam sitting directly on an existing PT slab. This steel beam can't act like a beam unless it deflects. The existing slab will prevent this deflection. Suggest that 1" of compressible material be placed between the bottom of the beam and the existing pt slab - pls comment. Also, connection of exterior wood wall to steel beam is not defined, consider wind load transfer. M&N Response: Note callout for "1" thick expansion joint material below beam. Refer to revised section. S56 D 5003: Section 1: Also, this section appears to be cut on S 102 @line N.3, where it appears this steel beam seems to be on the wrong side of the existing cone wall. M&N Response: Section as cut is correct and should have "sim" label. S57 D 5003: Section 2: This section is cut n plan sheet S102 near line 4.3. This plan indicates 3 steel members while section 2 indicates only 2 members - please clarify. M&N Response: (2) members are necessary, as indicated on Section 2/5003. Sheet S 102 has been revised accordingly. S58 D 5003: Section 2: Apparently these (2) or (3?) steel channels are intended to serve as new lintel beam over a wall opening that will be cut in an existing conc. wall. See Vol. 3 comments, 520, similar. M&N Response: (2) channels are to serve as new lintel beam. S59 D S003: Section 2: how far do these channels extend past the jamb lines of the new openings? Verify end connection can transfer beam reactions to (E) structure - provide calcs. M&N Response: Channels to extend 2'-0" past edge of opening at sides. Refer to attached calculations and revised section. S60 D 5003: Detail 1,2,3,5: The steel beam above the existing PT slab seems to be bearing directly on the PT slab. This situation will prevent the steel beam from deflecting (see also comments 519, S55) M&N Response: See response to S 19, 520, and S55. Revised sections indicate 1" of expansion joint material between the beam and slab. S61 D 5003: Section 1-7: Verify new loads on existing structure do not exceed the capacity of the existing structural elements or soil bearing - provide calcs. M&N Response: See attached calculations. S62 D 5003: Section 3: This section is also cut on sheet S102 near line N.3. This plan shows a W 14x26 spanning from a concrete wall to a new CS column. On the other hand, section 3 says the W14 bears directly on the pt slab and stops before it reaches the C5 column. Please clarify section. Also, clarify the bearing condition at (E) wall where W14 and aligned W16x100 meet. M&N Response: The W14x26 spans to the new foundation wall adjacent to the existing foundation wall. The W16x100 bears on a steel bearing plate at each end, similar to Section 3/5003. S63 D S003 Section 3: The section says use caution when drilling expansion bolts - the intent of the bearing plate is not clear. No attachment is shown from beam to bearing plate, verify if this is done to eliminate lateral connectivity of the existing and new structures. M&N Response: See response to Comment S 19. S64 D S003: Section 7: Dowels to (E) bldg force (E) and new ftgs to act together; verify soil pressure is not exceeded at final condition. M&N Response: See response to Comment S2. Soil pressure is not exceeded in final condition. S65 D S003: Section 11: a) Rebar in short curb is not identified; b) Verify diaphragm to wall connection for soil and other lateral loads. M&N Response: Refer to revised section for rebar information. Lateral loads are minimal and need not be considered. S66 D S003: Section 12: a) This section refers to section 21/S201 which does not exist. b) Verify: No slab to wall rebar is shown, verify diaphragm to wall conn. M&N Response: See respons to Comment S22. Provide embed plate, 3/8"x8x8 with (2) 5/8" diameter x4, H.A.S. at 2'-0" for connection of metal decks. See revised Section. S67 D S003: Section 15: Reinf in the curb is not identified. M&N Response: See revised section. S68 D S 101 Section 1/S202: Is cut near 5.5 at P.1 this section appears to be mis-located or else needs clarification, wall beams are not shown in this volume - please clarify the drawings. M&N Response: See revised plan for modified section cut. The concrete element indicated in 1/S202 is correctly labeled as "concrete core wall." S69 F S 101: Top of footings at elevator pits: a) Please indicate top of footing elevation (4 or 5' deep??). b) Please define one footing and reinforcing shown. C) All elevation pits seem to require a sump, pls verify. M&N Response: See response to comment S 17 and S52. Note: "elevator sump re: arch/mech" has been added to sheet S 101. S70 D S 101 Steel Framing: a) Verify no camber at steel beams b) Calcs B71, B72: drawings do not match calcs. Further, loads between these 2 calc pages don't appear to match. C) Consider point moment in concrete wall due to eccentricity of steel beam shear reactions- particularly an issue at heavily loaded transfer beams. M&N Response: There is no camber in steel beam design. B71 and B72 refer to beams along grid 4.6 and 5 between L.1 and P.1 on S 101. S 101 correctly identifies the required beam size. Loads are consistent between B71 and B72. Concrete / steel connections are designed for eccentricity inherent in the type of connection indicated. S71 D S 101: Reactions from the composite steel beams are not shown on the plans. Coordinate with note 4 on sheet S102: Note, there is no sheet S004 in this set. M&N Response: Beam reactions added to plan S 101 and S 102. S72 D S101 Section 8/S003: Cut near 3.4-N.3 does not exist. M&N Response: The Section near 3.4-N.3 should indicate Section 7/S003. S73 F S101 : Plan at 2.0 says refer to S102 for slab and footing info. There is nothing on Sheet S102, pls clarify. M&N Response: The slab information is given on sheet S 102. The footing information is given on sheet S 101. Please see revised plan for corrected note. S74 F S 101: Footings at the following locations are not marked: 3.4-J.7; 2.9-J.7; 2.3-17, 3.4- unidentified; 2.9-unidentified; M.9 -3.4; 2.9-M.9; H.1-?; G.9-5.0; 4.8-G.5; P.1-4.5. M&N Response: See revised plan for footing labels. S75 D S101: Wall at east and south side of the composite steel framing scales l'-6 thk, however section 9/S002 says 10" thk - pis clarify drawings. M&N Response: Drawings are not to be to scaled. Refer to Bldg "A" for wall thickness as noted. See revised Section 9/S002. S76 F S101: Footings and stem walls shown east of line 3.4: Verify ftg is 9'-0" below slab? Address wood below grade issue or provide concrete pilaster. M&N Response: See new Section 14/S003. S77 D S101: Column at H.1 says C9 similar. C9 is 18x18, the col on the plan appears larger than 18x18 and rectangular- suggest add a detail. M&N Response: See new Detail 17/S003 S78 F S 101: Verify section 5/S002 cut btwn 1.5 and H.8 is correct - a detail seems req'd. M&N Response: Section 5/S002 applies to lower part of wall and section 8/S002 aplies to upper part of wall. S79 F S 101: Ftgs on line J.0 at 5.5, 5.0, 4.7 do not have top ftg specified - pis clarify. M&N Response: Refer to plan note #2 on S 101. S80 F S102: Columns on these stem walls seem to be supported on concrete pilasters, although these pilasters are not defined anywhere. Please define. M&N Response: See revised plan S102 with references to Details 10/S002, 11/S002 and new 17/S002. S81 D S102: Column schedule: 1. No information on base plates or anchor bolts is provided, please provide or clarify. 2. No spacing is provided for #3 ties in 18x18 concrete columns nor are the tie patterns specified. M&N Response: See response to comment S48. #3 ties at 1'-0" in patters per ACI. S82 D S 102: Several section bubbles are not identified on plan; many sections appear to identify vo1.2 details, suggest referencing set where applies;l6/S003 etc., does not exist. Please correct section cuts. M&N Response: Sections referencing volume 2 have been removed for clarity. See revised plan with section labels. S83 D S102: Section 10/S003 cut on line 7.9 does not exist, similar 8 & 9 on S003. M&N Response: See new Section 10/S003. See response to comment S21. S84 D S102: Plan note 3 states see plan for WWF; however, there is nothing on the plans. Please identify slab reinforcing and verify rating requirements. M&N Response: See S 102 for revisef note #3. Refer to architectural drawings for fire rating requirements. S85 D S 102: Section 16/S003 cut on grid lines 8.5 and J.6 does not exist, please verify. M&N Response: See new section 16/S003 and revised section cut on S 102. S86 D S103: Framing at "high roof' should be identified. M&N Response: Framing has been identified at high roof on S 103. S87 D S103: Detail 12/S301 cut on grid line J.0 appears to be incorrect. It appears that 12/S301 should be cut on the diagonal line separating the low roof from the sloping high roof. Please verify. M&N Response: Section 12/S301 deleted from S103. S88 - not used S89 D/LS S 103: Note on plan says "Flat roof with 3x T&G decking", yet all sections and plan note 1 seems to indicate plywood. Please clarify. Define T&G fasteners for diaphragm shear and wind uplift. M&N Response: See revised note on plan S 103. Plan note 1 on S 103 is correct. S90 D S 103: Plan at grid line F.2 indicates a moment connection from a rough sawn (RS) beam to a concrete core wall. No details or calculations appear to have been furnished, please provide. Similar comment applies to apparent wood moment connection on unidentified structural member at north east corner of bell tower. M&N Response: Moment connection has been deleted. See revised plan S 103. S91 D S 103: Very little detail is shown regarding wood connections (connector types, nails, screws, etc.). Is it the intention of the structural drawings that the structural wood supplier is to design all connections? Please verify. M&N Response: See plan note #6 on S103. Typical connections are also shwon on 5301 and S302. S92 D S 103: The area between grids 4.9 and 4.4 north of P. I seems to have a 4 ''/z" composite slab, although this slab, deck and reinforcing is not defined. Please define and verify fire rating requirements. M&N Response: Note 8 added to S103 refering to Note 3 on S102. See response to comment S84. S93 D 5201: Section 3: please define wall thickness and reinforcing. Verify notes in details (i.e. 8/S201) re: core wall schedule. Such schedule does not seem to be in the set. M&N Response: Note has been revised to read: "Re: Plan 5101" in all related details. Revised sheet S101 accordingly calls out wall reinforcing and thickness. S94 D 5201: Section 5: verify stiffener welds are provided per AISC Chapter K requirements (typical all web stiffeners). M&N Response: Provide 5/16" fillet welds at stiffener plates. Re: revised section. S95 D S201: Section 7: a) Please define reinforcing, nothing is shown on plan or schedule. b) Please define embed plate; there is no schedule. C) See volume 2 comments regarding slab to wall connection not shown. M&N Response: See revised section 7/S201. S96 D 5201: Section 10: section illustrates "form deck" although such form deck is not identified in the documents, i.e. depth, gauge, finish. M&N Response: Refer to new plan note 25 on S 102. S97 D S201: Section 11: section states "light gauge floor joists , re: plan", but there appears to be no information on plan. Please verify. Should say "TH" instead of light gauge joists? Define joist hanger and connection to steel beam. M&N Response: See response to Comment S38. See revised Section. S98 D S201: Sections 9-13, 15-16: These and other details show a break in the structural diaphragm at steps in elevation. Verify lateral diaphragm continuity is provided throughout the structure and that adequate lateral bracing is provided for applicable lateral loads and unbalanced snow loads. M&N Response: Refer to response to Comments S.4, S5, S6, S7, S8 and S9. S99 D S202: Section 3: See S94 regarding ASIC chapter K requirements. M&N Response: See response to Comment S94. S 100 D 5202: Section 4: Define the tie pattern for #4 ties. Please verify embed plate (no schedule in drawings). M&N Response: Tie pattern per ACI 318 and ACI Detailing Manual. See revised Section for embed plate. S101 D S301: Sectionl: Section says T&G decking at the bottom of roof rafters and outriggers. Suggest define extend of T&G deck versus plywood on the plan. M&N Response: Detail correct as drawn. All T&G decking at underside of rafters indicated on appropriate sections is architectural. Refer to note 1 /S 103 which identifies plywood as the typical sheathing material. S102 D S301: Section 2: Please clarify; the rim joist appears to be deeper than 12 inches. M&N Response: See revised Section. Please refer to Architectural drawings for all fascia sizes and materials. S103 D S301: Section 8: Section mentions "false timber col." If this is indeed a "false" column, it must be free to move vertically at the top and/or bottom. i.e. vertical long slot holes, etc., at either the top or bottom connection. M&N Response: Refer to Section 6/S003 as noted (and corrected) on S 102 S104 D S301: Section 20: Arrangement of members does not appear consistent with framing plan, please check. M&N Response: See revised Plan S103. S105 D S302: Section 1: Define the spacing of the embed plates? M&N Response: See revised Section. S106 D S302: Section 5: a) Joists - It appears that the joists are running in the wrong direction. b) Provide calc for bearing connection, consider unbalanced snow loads c) See previous comments regarding lateral load transfer M&N Response: a) See revised section for correct joist layout. b) Roof framing is designed to comply with the Town of Vail Amendments to the 2003 IBC. These amendments do not require an increase in loading due to wind or valleys. C) See drag struts on plan S 103. S107 D S302: Section 6: Please define the spacing of the MOM" plates? M&N Response: See revised Section. S108 D S302: Section 7: This concrete appears to be over some kind of opening in the wall. Section says Re: Plan for concrete elevation at opening. There is nothing in the plan. Closed stirrups appear required for shear, please verify. M&N Response: See revised Section. S109 D S302: Section 9: Verify thru bolts carry all shear & bearing plate is not required. M&N Response: Thru bolts carry all shear and bearing plate is not required nor shown. S110 D 5303: Detail 1 Truss Elevation: a) What supports (2) RS8x14s that appear to be supported by 6x6 posts. b) Purlins in this elevation scale 8x12, however plans say 8x14? PLs verify. C) Elevation identifies 6x10"bottom chord at each end of the truss, however Detail 5 indicates (2) 3" x 12" members instead. Please verify. M&N Response: Refer to Section 2/S303 as noted. Drawings are not to be scaled. See revised Detail 5. S111 D 5303: 5101-D102: See Vol 3 comments regarding sequencing and engineering design for shoring of existing structures. M&N Response: The design for the temporary shoring is a Means and Methods question for the General Contractor therefore not part of the scope of work for the EOR. The General Contractor should hire a register Professional Engineer in Colorado to design a shoring system to carry existing design loading. This design may then be reviewed by the FOR for compliance to the project requirements. 5112 D 5303 A104: Verify new structural lid per shaded region is on the structural drawings. M&N Response: The opening in the slab will be infilled with a steel frame supporting a 4 '/2" thick concrete slab on composite metal deck. Sections will be provided once the exact, existing conditions are known and field verified. End of Comment Responses If you have any questions or comments, please call our office. Very truly yours, MONROE & NEWELL ENGINEERS, INC. Peter D. Monroe, P.E. Principal t, 1 Monroe & Newell Engineers, Inc. May 15, 2006 4240 Architecture 1621 Eighteenth Street, Suite 200 Denver, CO 80202 Attn: Randy Hart Re: Vail's Front Door (M&N # 5500.02) Skier Services, Building D BUILDING PERMIT B06-0021 Dear Mr. Hart: REVIEWEDWED gy Vail, I Denver, " Frisco, INSPECTION The following are our responses to the structural portions of The Town of Vail Building Department comments for the above building, dated May 8, 2006. We have included the original comment with each response. Our responses are noted with "M&N Response". SL D, C General sheet G018, Volume 1: Note ground level floor in retail area has an occupant load of 336 people, greater than the Building Classification limit of 300 people for typical occupancy (IBC Table 1604.5); it appears Category III is required. Verify lateral and gravity designs are adequate for the increased loads due to importance factors for Seismic, Wind, and Snow loads (1.25, 1. 15, and 1. 1, respectively vs. 1.0 used). Verify other design provisions are also acceptable as applied (static analysis is appropriate for seismic design, Seismic Design Category, etc.) M&N Response: We respectfully disagree with your interpretation of the IBC 2003 Code. We interpret the classification to include 300 people in "one area" such as an assembly hall. We do not feel that there would be "a substantial hazard to human life in the event of failure". We do not agree that this building falls in this category just because of the size of the retail area. If this were true, every single level, retail building of more than 10,000 square feet with 30 feet square feet per person allowed would be in Category III. We do not believe that this is the intent of the code. ~~kvj 40) 2006 Platinum Sponsor The Colorado Chapter of The American Institute of Architects www.monroe-newell.com 1701 Wynkoop Street • Suite 200 • Denver, Colorado 80202 (303) 623-4927 • FAX (303) 623-6602 • email: denver@monroe-newell.com olorAdo redo KL&A, 515106: While the EOR's response is perhaps a reasonable argument, this requires a code variance from the Town of Vail; the IBC provision referenced does not distinguish between different intended usage for the "one area. " We suggest holding a meeting to discuss and resolve this issue, as required M&N Response: The Architect has recalculated the square footage of retail area that is included in the skier services. The area is less than 10,000 square feet, thus at 30 sq. ft. per occupant, the occupancy is less than 300. Thus no modification will be required to the structural design values. No meeting is required. S4. LS, C Ref Sheet S 103 and Calculations L 1-L 13. It is unclear what combination of concrete shear walls and wood structural panels are to be used to carry lateral loads, and how these loads are to be distributed through the diaphragm to the lateral elements below. Please address the following: Please provide diaphragm shear diagram to verify that diaphragm meets demand. 2. Show that diaphragm chord forces that develop to carry lateral forces across long diaphragm spans are carried by members shown. Indicate how chord forces are carried over gable ridges and across valleys. M&N Response: See attached revised calculations. The loads are distributed to the core walls and shear walls based on tributary widths of the flexible diaphragm. The chord forces are carried by the roof beam members at the diaphragm edges. KL&A, 515106. 1) Calculations resubmitted are unchanged from the original submittal Verify the designs accommodate R=4.0 instead of 5.0 on the original drawings (per change to S001). New calculations appear to show a shear diagram only for Level 2 at grade. The general procedures for the Level 2 shear and moment diagram appear to follow engineering principles, FOR please confirm other levels were similarly calculated 2) Chord forces in roof and main level members must travel through framing member connections, verify connections are oversized sufficiently for this additional chord axial load At building bends (i.e. K.2 line), verify diagonal components of chord forces have been considered on each side of the bend M&N Response: 1) Per Table 9.5.2.2 in ASCE 7-00, the R value for ordinary reinforced concrete shear walls is 5 and the R value for light-framed walls with wood structural panels is 6. Per ASCE 7-00 section 9.5.2.2.1, the smaller of the two values shall be used where a combination of systems is used in the same orthogonal direction. The value used in the original calculations is correct as R-5. 5001 has been corrected accordingly. See attached calculations for the shear diagram for the roof diaphragm. See revised S 103 for roof area between Grids G.5 and G.9, and 4.7 and 6.5 for the block diaphragm. 2) We have verified that the additional axial chord forces are sufficiently carried by the beam-to-beam and beam-to-column connections. The diagonal components of the chord forces are transferred through the connection plates of the roof beam members into the perpendicular and/or skewed members that frame into the connections at Grid K.2 and H.1. These skewed members then transfer the loads into the diaphragms which carry the loads back to the resisting elements. S6. LS, C Ref Sheet S 102 and Calculations L5 and L8. Diagrams of cores indicate floor elevation at 8182', where plan shows elevation at 8187'. Clarify effect of 5' difference in slab elevation on lateral load calculations. M&N Response: Loads are translated through columns from level 8187'-0" to level 8184'-6" to level 8182'-0". KL&A, 515106. Verify that P/M interaction of the column is OK. Consider deflection compatibility and fire rating /finish of the separation wall. M&N Response: See attached calculation of the TS 8x8 Column at Grid N.3 and 4.4 Note minor deflection of column. Floor diaphragms are much stiffer than columns. Fire rating and finish of separation wall do not need to be considered. S7. LS, C Ref Sheet S 103 and Calculations L 1 l -L 13. Diagrams appear to indicate the use of plywood shear walls to carry lateral loads near grid 2.3. Please address the following: 1. Please provide diaphragm shear diagram to verify that diaphragm meets demand. 2. Provide calculations to show the demand/capacity ratio for the plywood shear walls, and ensure that proper nailing is called out on plan or in notes. 3. Show how overturning forces in plywood walls are carried to the foundation (provide hold-downs or other means of sufficient overturning anchorage) M&N Response: See the attached revised calculations 2. See the attached calculations. Refer to revised Plan 5101 for holdown and shear wall nailing. KL&A, 515106: 1) Calculations have not been provided 2) Calculations have not been provided Wood shear walls have now been called out at this location, verify code aspect ratios for wall "piers", original calcs L13 show very short walls. 3) S102 shows this info, part 3 of comment closed M&N Response: 1) See attached calculations for roof diaphragm. 2) See attached previously submitted calculations with verified code adaptable aspect ratios. 3) Correct, Sheet S 102 not S 101 has revisions.. S8. LS, C Ref Sheet S103 and Calculations L5-L9. Calculations indicate that 35k seismic force must be transferred from roof diaphragm to each of the stair/elevator cores. Please address the following: Please provide diaphragm shear diagram to verify that diaphragm meets demand. 2. In particular, please show that the plywood diaphragm capacity is sufficient in the areas near the cores to carry shear demand greater than 800 plf. 3. Details showing the load path from the roof diaphragm to the cores have not been provided in the drawings for the two south cores. Provide details that show this load path. M&N Response: 1. Refer to the attached roof diaphragm loading diagram. 2. Refer to the revised roof plan for the (3) 1 3/4" x 11 '/4" LVL drag struts along Grid P.1. 3. The diaphragm loads will be transferred with sections similar to sections indicated at north core wall. See sections 1,2, 3, 4, 5, 6, and 18 on S302. KL&A, 515106. 1) No change in calcs from original submittal. Shear diagram has not been provided Calculations show l0d@2" o.c. nailing, fully blocked diaphragms and 3 x members required at panel edges per note "d" in the IBC table. This information is not reflected in S001 14.G.4. or the plans or details, verify. 2) Address the connection at the end of the drag; clarify / address the drag connections at the other two cores as well. 3) Detail 5/S302: plywood is not connected to what appears to be a "timber beam" drag, verify this connection is intended to be used at the new (3) LVL beam to core wall, however note that the LVL pack is not shown as lapping with core wall, verify. At all details referenced, define the connection of the plywood to ledger, verify load path from ledger to concrete wall /slab in 1,2, & 18. Verify ledge should be 3x per comment S8 #1. M&N Response: 1) See attached roof diaphragm loading diagram. Calculations referred to are for plywood shear walls. Nailing on S001 is acceptable at all of roof except area between Grids G.5 and G.9 and 4.7 and 6.5 where a blocked diaphragm is needed. See revised S 103. See revised note on S 102 near Grid M.9 - 2.3 for nailing and 3x edge members for plywood shear walls. 2) The steel plates will be attached to an embed steel plate in the core wall. See revised S 103 and Detail 20/S302. 3) Section 5/S302 is not intended to be the drag beam. (3) LYLS will be between roof joists. The connection of the plywood to the ledger is per the General Notes. The ledger is attached to the core wall with the expansion bolts. The 3x ledger is not required as the loads are small at these small roof areas. The loads from the roof diaphragms in Sections 1, 2, and 18 are transferred into the 2x blocking with nailing, then into the 2x sill plate with nailing, then into the concrete slab with the ''/2" diameter anchor studs. At all these locations, the lateral loads are not as high as in the main roof diaphragm as they are at small roof areas. S9. LS, C Ref Sheet S 103 and details on S301 and 5302 regarding north core. Calculations refer to the north core at grid PA and 4.9, but there is no indication here of demand placed on the core from the skier services building. Please address the following: Please define the lateral load demand on this core, in both NS and EW directions. 2. Ref details 6 and 7/S301. These details do not indicate any lateral load path to wall below. Provide calculations and/or details to show that such a load path is not necessary, or revise to provide. Provide detail and calculations showing complete load path for uplift loads, including joists to timber beam below. 3. Ref detail 4/S302 Provide calculation to show that lateral load connection to the core is sufficient to meet demand. Show that local diaphragm capacity is sufficient, or provide elongated drags as required. 4. Ref detail 5/S302 Provide detail and calculations to show lateral load path from diaphragm to core 5. Ref detail 6/S302 Provide calculations to show lateral load path from diaphragm to core is sufficient to meet demand 6. Ref detail 7/S302 Provide detail and calculations to show lateral load path from diaphragm to core. Provide connection of steel bucket to embed. M&N Response: Refer to the lateral calculations for Building "A", pages C 12-C39. 2. The exterior plywood sheathing will provide the transfer of the lateral loads from the small roof portions to the concrete core walls below. The roof framing will have Simpson holdowns as noted in the various revised sections on S301 and S302. Lateral load transferred from small portion of north roof is less than 200 plf. Connection is sufficient. 4. Transfer of lateral load not required since drag strut plates added extending south from core walls. 5. Connection is sufficient since LVL drag strut was added along Grid P.1. See attached calculations 6. Refer to connection shown in Section 6/S302. Provide a'/4" fillet weld x 3" long at each side of bracket. KL&A, 515106. 1) Comment Closed 2) No change to these details have been made, ref. 6IS301: how is the roof plywood connected to the shear wall at the top? 3) Define the plywood nailing. 4) Steel plate connection to core & diaphragm is not shown, this information is required for a complete lateral load path. 5) See S8. 6) Ref. 7IS302 - no welds are shown. M&N Response: 1) No response required. 2) See revised section 6/5301 and 7/5301. The roof plywood is connected to the 2x blocking above the gable and wall pier nailing in General Notes 14.G.4. 3) See General Note 14.G.4. 4) Embed steel plate in core wall not shown in Section 5/5302. See Section 20/5302. 5) See response to S8.3. 6) See revised Section 7/5302. S 10. D, C Ref Detail 10/S302. How is 2x6 connected to metal stud below, and how are uplift loads carried? Verify "LVL header" at eave end will be protected from weather - LVL deteriorate rapidly when exposed to weather. M&N Response: The stud track should be attached with (2) #8 screws at each joist. LVL header is protected by fascia boards shown in architectural sections for roof. KL&A, 515106: FOR confirm screws extend upwards into the 2x, revise detail as required M&N Response: See revised Section 10/S302 with screws shown extending up into joist above. S30 D Ref sheet S 103. At grid 6.5 between F.4 and G.5 a chimney appears. What is it made of? How is it supported from below? What are connections of timber members all around it? How is it supported for seismic lateral loads? Please clarify and provide details as required. M&N Response: Constructed with load bearing CMU. The steel floor beam framing below has been revised, S 102. The CMU supports the roof ridge beam. Refer to new Section 19/5302. KL&A, 5/5/06: Detail 8IS201 below. note embed plate is only 8" tall per 81S002, FOR verify 8IS201 as detailed Verify -18x50 girder @ 5.7 on 5102 where the chimney support framing has been added, load has increased but this is the same beam. 19IS302: verify that the wood ridge beam penetrates the CMU and is exposed to the chimney flue as shown ire rating??). M&N Response: See revised Section 8/5002 where embed revised to 16" tall. W 18x50 has been verified. Beam was originally designed for all loads from chimney. See revised Section 19/5302 with ridge beam bearing 5" versus full 8" depth. S31 D Ref sheet S103. At grid 5.5 between J.0 and H.3 a ridge and two valley beams frame into another member. Please provide detail and calculations, or identify appropriate existing calculations and detail. Typical all similar connections this sheet. M&N Response: See note 6/S103 and Detail 21/5301. KL&A, 5/5/06: FOR please verify 21IS301 is shown on plan, comment closed M&N Response: Detail is noted on S 103 at Grids G.0-5, H.9-5.5, and N.4-5.0. S45 D, LS, C Ref sheet 5302. In general, details are incomplete regarding lateral load path and/or there are no calculations to verify if lateral load connections are sufficient. Please verify lateral load path in these details M&N Response: See response to Comment S9. Lateral loads are transferred from floor and roof diaphragms to embeds in concrete walls. KL&A, 5/5/06: S45 comment closed; see S4, S8, and S9. M&N Response: See responses to S4, S8, and S9. S48 D,F 5002 Section 4: Section says "See col schedule for base plate and anchor bolt sizes." This is not correct, this info is not in the column schedule 5102, please provide. M&N Response: See revised column schedule on S102. KL&A, 515106. Anchor bolts are not shown, FOR verify & coordinate that anchor bolts are in the documents. Comment closed M&N Response: See revised schedule on S 102. S53 D S002 Section 9: a) There is no spacing provided for the 8 x 8 x 3/8" plates. b) Section says "embed plate re plan and schedules" - there is no schedule and there is no such info on the plan?? M&N Response: Refer to revised Section for information. KL&A, 515106. a) No change to detail. b) Comment closed M&N Response: a) See revised Section 9/S002 with 2'-0" spacing of embed plates. b) No response required. S61 D S003: Section 1-7: Verify new loads on existing structure do not exceed the capacity of the existing structural elements or soil bearing - provide talcs. M&N Response: See attached calculations. KL&A, 515106. Grids 4.31P.1: the drawings are confusing. Is the new footing built on top of the existing footing, or is this an underpinning situation? Verb connection to existing footing, wall, or column for load transfer to the new footing. Calculations for this location show that footing one and two way shear is exceeded, calculation also shows that rectangular 6'x10' is used in lieu of F4 on plan, please comment & fix drawings as required Grids 4.01P.1 shows 12 ksf pressure, greater than 5 ksf used throughout the job, verb. M&N Response: See revised calculation for footing sizes and one way shear. Section 7/S003 is at Grid N.3 and 4.0 not N.6 and 4.3. No revision required. S66 D 5003: Section 12: a) This section refers to section 21/S201 which does not exist. b) Verify: No slab to wall rebar is shown, verify diaphragm to wall Conn. M&N Response: See response to Comment 522. Provide embed plate, 3/8"x8x8 with (2) 5/8" diameter A, H.A.S. at 2'-0" for connection of metal decks. See revised Section. KL&A, 515106. a) Comment closed b) Connection of diaphragm to the plate is not shown, is a welded stud required at the top side as well? Typical all occurrences, FOR to verify. M&N Response: a) No response required. b) The floor connection is called out in General Note I LCA Welded stud not required. S89 D/LS S 103: Note on plan says "Flat roof with 3x T&G decking", yet all sections and plan note 1 seems to indicate plywood. Please clarify. Define T&G fasteners for diaphragm shear and wind uplift. M&N Response: See revised note on plan S 103. Plan note 1 on S 103 is correct. KL&A, S/S/06. Coordinate plywood fasteners /blocking with S8 V. Comment S89 closed M&N Response: See response to S8 #l. S107 D S302: Section 6: Please define the spacing of the 8x8x3/8" plates? M&N Response: See revised Section. KL&A, 515106. See S66 #b regarding slab to plate connection, typical all occurrences. FOR coordinate, S107 closed M&N Response: See response to S66 #6. S108 D 5302: Section 7: This concrete appears to be over some kind of opening in the wall. Section says Re: Plan for concrete elevation at opening. There is nothing in the plan. Closed stirrups appear required for shear, please verify. M&N Response: See revised Section. KL&A, 5/5/06: FOR please verb that additional horizontal bars are not required within the shear ties, verify 90 degree hooks in stirrups should not be 135 degrees. Consider torsion. M&N Response: See revised Section. End of Comment Responses If you have any questions or comments, please call. Very truly yours, N MO O WELL ENGINEERS, INC. N0 Peter D. Monroe, P.E. Principal r'>rrmrvj*" ~NAL D 9, O~ REVIEWED BY Vail Colorado enver Colorado risco Colorado COLORADO INSPECTION AGENCY July 5, 2006 4240 Architecture 1621 Eighteenth Street, Suite 200 Denver, CO 80202 Attn: Randy Hart Monroe & Newell Engineers, Inc. Re: Vail's Front Door (M&N it 5500.02) Skier Services, Building D BUILDING PERMIT B06-0021 Dear Mr. Hart: The following are our responses to the structural portions of The Town of Vail Building Department comments for the above building, dated July 3, 2006. We have included the original comment with each response. Our responses are noted with "M&N Response". S1. D, C General sheet GO] 8, Volume 1: Note ground level floor in retail area has an occupant load of 336 people, greater than the Building Classification limit of 300 people for typical occupancy (IBC Table 1604.5); it appears Category III is required. Verify lateral and gravity designs are adequate for the increased loads due to importance factors for Seismic, Wind, and Snow loads (1.25, 1. 15, and 1. 1, respectively vs. 1.0 used). Verify other design provisions are also acceptable as applied (static analysis is appropriate for seismic design, Seismic Design Category, etc.) M&N Response: We respectfully disagree with your interpretation of the IBC 2003 Code. We interpret the classification to include 300 people in "one area" such as an assembly hall. We do not feel that there would be "a substantial hazard to human life in the event of failure". We do not agree that this building falls in this category just because of the size of the retail area. If this were true, every single level, retail building of more than 10,000 square feet with 30 feet square feet per person allowed would be in Category 111. We do not believe that this is the intent of the code. WIT! 2006 Platinum Sponsor The Colorado Chapter of The American Institute of Architects www.monroe-newell.com 1701 Wynkoop Street . Suite 200 • Denver, Colorado 80202 (303) 623-4927 • FAX (303) 623-6602 . email: denver®monroe-newell.com KL&A, 5/5/06: While the EOR's response is perhaps a reasonable argument, this requires a code variance from the Town of Vail, the IBC provision referenced does not distinguish between different intended usage for the "one area. " We suggest holding a meeting to discuss and resolve this issue, as required. M&N Response: The Architect has recalculated the square footage of retail area that is included in the skier services. The area is less than 10,000 square feet, thus at 30 sq. ft. per occupant, the occupancy is less than 300. Thus no modification will be required to the structural design values. No meeting is required. KL&A, 7/3/06: Sheet G018 has not been revised in the latest submitted drawings, the listed occupancy is still 336. We understand from the Architect that the occupant load will be reduced in a future addendum to be less than 300 people. Comment closed, contingent upon a final review of sheet G018. M&N Response: Architectural drawing G108 to be revised. S4. LS, C Ref Sheet 5103 and Calculations L1-1,13. It is unclear what combination of concrete shear walls and wood structural panels are to be used to carry lateral loads, and how these loads are to be distributed through the diaphragm to the lateral elements below. Please address the following: Please provide diaphragm shear diagram to verify that diaphragm meets demand. 2. Show that diaphragm chord forces that develop to carry lateral forces across long diaphragm spans are carried by members shown. Indicate how chord forces are carried over gable ridges and across valleys. M&N Response: See attached revised calculations. The loads are distributed to the core walls and shear walls based on tributary widths of the flexible diaphragm. The chord forces are carried by the roof beam members at the diaphragm edges. KL&A, 515106: 1) Calculations resubmitted are unchanged from the original submittal. Verify the designs accommodate R=4.0 instead of 5.0 on the original drawings (per change to S001). New calculations appear to show a shear diagram only for Level 2 at grade. The general procedures for the Level 2 shear and moment diagram appear to follow engineering principles, FOR please confirm other levels were similarly calculated. 2) Chord forces in roof and main level members must travel through framing member connections, verify connections are oversized sufficiently for this additional chord axial load. At building bends (i.e. K.2 line), verify diagonal components of chord forces have been considered on each side of the bend. M&N Response: 1) Per Table 9.5.2.2 in ASCE 7-00, the R value for ordinary reinforced concrete shear walls is 5 and the R value for light-framed walls with wood structural panels is 6. Per ASCE 7-00 section 9.5.2.2.1, the smaller of the two values shall be used where a combination of systems is used in the same orthogonal direction. The value used in the original calculations is correct as R-5. S001 has been corrected accordingly. See attached calculations for the shear diagram for the roof diaphragm. See revised S 103 for roof area between Grids G.5 and G.9, and 4.7 and 6.5 for the block diaphragm. 2) We have verified that the additional axial chord forces are sufficiently carried by the beam-to-beam and beam-to-column connections. The diagonal components of the chord forces are transferred through the connection plates of the roof beam members into the perpendicular and/or skewed members that frame into the connections at Grid K.2 and H.1. These skewed members then transfer the loads into the diaphragms which carry the loads back to the resisting elements. KL&A, 7/3/06: 1) We understand the FOR to mean the 2002 ASCE 7 document. Table 9.5.2.2 shows for "Bearing Wall Systems, Ordinary reinforced concrete shear walls" R=4. We believe the FOR was looking under "Building Frame Systems" and not under "Bearing Wall Systems" when R=5 was erroneously used. The concrete cores support floor and roof loads, in addition to stair loads and shall be considered bearing walls. Please review lateral designs with R=4. Note earthquake loads are at a factored load level (ASCE 7-02, Table 9.5.2.2, footnote "a"), and may be reduced for allowable stress load combinations IBC 1605.3 and ASCE 7-02 section 2.4 when checking diaphragm and shear wall stresses, foundation overturning pressures, and similar working stress design checks. Change sheet 5001 for R=4. Verify lateral designs for R=4, for the entire structure from the roof to supporting soil. Verify overturning on Building A lid at the north core with R=4. Resubmit calculations and details for any designs that are changed due to this change in required R factor. 2) Comment closed. M&N Response: 1) You are correct in M&N's reference to the ASCE 7-02 document. According to the definition of a "Bearing Wall System" on page 102 of the ASCE 7-02 document, in a "Bearing Wall System" the bearing walls provide support for "all or major portions of the vertical loads." Approximately 75% of the gravity load is carried by post and beam framing system throughout the building. This frame system utilizes concrete shear walls to resist lateral seismic forces. Therefore, the building system can be classified as a "Building Frame System" not a "Bearing Wall System" and the corresponding R value of 5 applies. 2) No response required. ST LS, C Ref Sheet 5103 and Calculations L11-L13. Diagrams appear to indicate the use of plywood shear walls to carry lateral loads near grid 2.3. Please address the following: 1. Please provide diaphragm shear diagram to verify that diaphragm meets demand. 2. Provide calculations to show the demand/capacity ratio for the plywood shear walls, and ensure that proper nailing is called out on plan or in notes. 3. Show how overturning forces in plywood walls are carried to the foundation (provide hold-downs or other means of sufficient overturning anchorage) M&N Response: 1. See the attached revised calculations 2. See the attached calculations. 3. Refer to revised Plan S 101 for holdown and shear wall nailing. KMA, 515106: 1) Calculations have not been provided 2) Calculations have not been provided. Wood shear walls have now been called out at this location, verify code aspect ratios for wall "piers"; original calcs LB show very short walls. 3) S102 shows this info, part 3 of comment closed M&N Response: 1) See attached calculations for roof diaphragm. 2) See attached previously submitted calculations with verified code adaptable aspect ratios. 3) Correct, Sheet S 102 not S 101 has revisions.. KL&A, 7/3/06: 1) Provide revised calculations for review if total net working stress shears are increased with R=4, per comment S4. 2) Comment closed 3) Comment closed M&N Response: 1) No change. See response to S4. 2) No response required. 3) No response required. S8. LS, C Ref Sheet S103 and Calculations L5-L9. Calculations indicate that 35k seismic force must be transferred from roof diaphragm to each of the stair/elevator cores. Please address the following: 1. Please provide diaphragm shear diagram to verify that diaphragm meets demand. 2. In particular, please show that the plywood diaphragm capacity is sufficient in the areas near the cores to carry shear demand greater than 800 plf. 3. Details showing the load path from the roof diaphragm to the cores have not been provided in the drawings for the two south cores. Provide details that show this load path. M&N Response: 1. Refer to the attached roof diaphragm loading diagram. 2. Refer to the revised roof plan for the (3) 1 3/" x 11 LVL drag struts along Grid P.1. 3. The diaphragm loads will be transferred with sections similar to sections indicated at north core wall. See sections 1,2, 3, 4, 5, 6, and 18 on 5302. KL&A, 515106: 1) No change in talcs from original submittal. Shear diagram has not been provided. Calculations show 10dw" o.c. nailing, fully blocked diaphragms and 3 x members required at panel edges per note "d" in the IBC table. This information is not reflected in 5001 14.G.4. or the plans or details, verify. 2) Address the connection at the end of the drag; clarify /address the drag connections at the other two cores as well. 3) Detail 5IS302: plywood is not connected to what appears to be a "timber beam "drag, verify this connection is intended to be used at the new (3) LVL beam to core wall, however note that the LVL pack is not shown as lapping with core wall, verify. At all details referenced, define the connection of the plywood to ledger, verify load path from ledger to concrete wall /slab in 1,2, & 18. Verify ledge should be 3x per comment S8 #1. M&N Response: 1) See attached roof diaphragm loading diagram. Calculations referred to are for plywood shear walls. Nailing on 5001 is acceptable at all of roof except area between Grids G.5 and G.9 and 4.7 and 6.5 where a blocked diaphragm is needed. See revised S 103. See revised note on S 102 near Grid M.9 - 2.3 for nailing and 3x edge members for plywood shear walls. 2) The steel plates will be attached to an embed steel plate in the core wall. See revised 5103 and Detail 20/5302. 3) Section 5/5302 is not intended to be the drag beam. (3) LYLS will be between roof joists. The connection of the plywood to the ledger is per the General Notes. The ledger is attached to the core wall with the expansion bolts. The 3x ledger is not required as the loads are small at these small roof areas. The loads from the roof diaphragms in Sections 1, 2, and 18 are transferred into the 2x blocking with nailing, then into the 2x sill plate with nailing, then into the concrete slab with the ''/z" diameter anchor studs. At all these locations, the lateral loads are not as high as in the main roof diaphragm as they are at small roof areas. KL&A, 7/3/06: 1) Revisit calculations / lateral designs with R=4 per previous comments. Shear loads shown on the revised calculations appear to assume that the shear acting on the diaphragm can be divided by a length of diaphragm longer than the core plus drag lengths. Typically, maximum shear load is taken over the lateral force resisting element plus the drag length only. Please comment and provide revised calculations if designs are changed due to taking shorter diaphragm lengths. Provide revised calculations for review if total net working stress shears are increased with R=4, per comments S4 & S7. 2) Suggest cut the new detail 20/5302 wherever the steel straps are utilized on plan for clarity, FOR coordinate as required. Comment closed. 3) Comment closed. M&N Response: 1) The R value of 5 is correct, see response to S4. In the north-south direction, the total length of the (3) drag struts is adequate to provide load transfer through the plywood diaphragm into the core. In the east-west direction, the total length of the drag struts plus the core is adequate to provide load transfer through the plywood diaphragm into the core. 2) Locations of straps to be coordinated on shop drawings and during construction. 3) No response required. S9. LS, C Ref Sheet 5103 and details on 5301 and S302 regarding north core. Calculations refer to the north core at grid PA and 4.9, but there is no indication here of demand placed on the core from the skier services building. Please address the following: Please define the lateral load demand on this core, in both NS and EW directions. 2. Ref details 6 and 7/S301. These details do not indicate any lateral load path to wall below. Provide calculations and/or details to show that such a load path is not necessary, or revise to provide. Provide detail and calculations showing complete load path for uplift loads, including joists to timber beam below. 3. Ref detail 4/S302 Provide calculation to show that lateral load connection to the core is sufficient to meet demand. Show that local diaphragm capacity is sufficient, or provide elongated drags as required. 4. Ref detail 5/S302 Provide detail and calculations to show lateral load path from diaphragm to core 5. Ref detail 6/S302 Provide calculations to show lateral load path from diaphragm to core is sufficient to meet demand 6. Ref detail 7/S302 Provide detail and calculations to show lateral load path from diaphragm to core. Provide connection of steel bucket to embed. M&N Response: Refer to the lateral calculations for Building "A", pages C12-C39. 2. The exterior plywood sheathing will provide the transfer of the lateral loads from the small roof portions to the concrete core walls below. The roof framing will have Simpson holdowns as noted in the various revised sections on S301 and 5302. Lateral load transferred from small portion of north roof is less than 200 plf. Connection is sufficient. 4. Transfer of lateral load not required since drag strut plates added extending south from core walls. 5. Connection is sufficient since LVL drag strut was added along Grid P.1. See attached calculations 6. Refer to connection shown in Section 6/S302. Provide a fillet weld x 3" long at each side of bracket. KL&A, 515106: 1) Comment Closed. 2) No change to these details have been made, ref. 6IS301: how is the roof plywood connected to the shear wall at the top? 1 3) Define the plywood nailing. 4) Steel plate connection to core & diaphragm is not shown, this information is required for a complete lateral load path. S) See S8. 6) Ref. 7IS302 - no welds are shown. M&N Response: 1) No response required. 2) See revised section 6/S301 and 7/S301. The roof plywood is connected to the 2a blocking above the gable and wall pier nailing in General Notes 14.G.4. 3) See General Note 14.G.4. 4) Embed steel plate in core wall riot shown in Section 5/S302. See Section 20/S302. 5) See response to S8.3. 6) See revised Section 7/S302. KL&A, 7/3/06: 1,2,4, and 6 are closed. 3) Suggest that the FOR coordinate plywood thickness per S001 14.G.4 and plan notes S103; plan says plywood and S001 says 5/8" plywood. 5) FOR please confirm that a steel plate exists above the (3) LVL at grid PA, east of the concrete core. Show the steel plate on S103 if this is intended for drag connection. Alternatively, provide a detail to show how the (3) LVL connect to the concrete core for gravity plus drag load. M&N Response: 3) Plan note calling for 3/4" thick plywood controls as Note 14.G.4 indicates `5/8" thick plywood (unless noted otherwise)." 5) A steel plate has been added in the east-west direction to supplement the (3)LVL drag strut. See revised sheet S 103, revised Detail 20/S302 and new Section 21/S302. End of Comment Responses If you have any questions or comments, please call our office. Very truly yours, MONROE & NEWELL ENGINEERS, INC Peter D. Monroe, P.E. 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A CO - oo co c D D rn a i " rn rn 3 n i a o i D N 0 -L D N m " y s W 3 m rn rn rn = N N y y CY) y N N p v (D 0) 0 0 0 20 ;u v m y ~ O o D D M o N ) w o o 0 0 o u N) r rQ- o ` w W --4 p 0 co W 10 0 00 m ° 0 m 0 0 o a D Q 0 m ~ CD s N 0 0 =F Q CL ( D = (Q 3 D M G1 N E; CD 0 0 c 0 A N G C 0 - C: 0 0 Q - cn ; = in (c'n in 0 N p CD CD Q- O o~ v cD - L L L N (Q (D 0 A 2003 IECC COMcheck e1 Permit # Permit Date Lighting Compliance Certificate Report Date: 04105/06 Data filename: P:\2001-134-03\ADMIN\Elec_A\Schedules\Building D - Skier Services\Bldg-D-SkiService.cck Section 1: Project Information Project Title: Vail's Front Door - Building D - Skier Services Construction Site: Vail, CO Owner/Agent: Section 2: General Information Building Use Description by: Activity Type Project Type: New Construction Activity Type(s) Retail Sales, Wholesale Showroom Restaurant Lobby - Other Office Corridor, Restroom, Support Area Storage, Industrial and Commercial Section 3: Requirements Checklist REVIEWED BY COLORADO INSPECTION Floor Area 6107 2919 438 2080 11536 4068 Interior Lighting: ❑ 1. Total actual watts must be less than or equal to total allowed watts. Allowed Watts Actual Watts Complies 34940 32817 YES ❑ 2. Exit signs 5 Watts or less per side. Designer/Cone APR 0 3 2000 Exterior Lighting: ❑ 3. Efficacy greater than 45 lumens/W. Exceptions: Specialized lighting highlighting features of historic buildings; signage; safety or security lighting; low-voltage landscape lighting. Controls, Switching, and Wiring: ❑ 4. Independent controls for each space (switch/occupancy sensor). Exceptions: Areas that must be continuously illuminated. ❑ 5. Master switch at entry to hotel/motel guest room. ❑ 6. Individual dwelling units separately metered. ❑ 7. Each space provided with a manual control to provide uniform light reduction by at least 50%. Exceptions: Only one luminaire in space; An occupant-sensing device controls the area; The area is a corridor, storeroom, restroom, public lobby or guest room; Page 1 of 4 Areas that must be continuously illuminated; Areas that use less than 0.6 Watts/sq.ft. ❑ 8. Automatic lighting shutoff control in buildings larger than 5,000 sq.ft. ❑ 9. Photocell/astronomical time switch on exterior lights. Exceptions: Lighting intended for 24 hour use. ❑ 10. Tandem wired one-lamp and three-lamp ballasted luminaires (No single-lamp ballasts). Exceptions: Electronic high-frequency ballasts; Luminaires on emergency circuits or with no available pair. Section 4: Compliance Statement Compliance Statement: The proposed lighting design represented in this document is consistent with the building plans, specifications and other calculations submitted with this permit application. The proposed lighting system has been designed to meet the 2003 IECC, Chapter 8, requirements in COMcheck Version 3.1 Release 1 and to comply with the mandatory requirements in the Requirements Checklist. .4 Principal Lighting Designer-Name Signature Date Page 2 of 4 Permit # Permit Date COMcheck Software Version 3.1 Release 1 Lighting Application Worksheet 2003 IECC Report Date: Data filename: P:\2001-134-03WDMIN\Elec_A\Schedules\Building D - Skier Services\Bldg-D-SkiService.cck Section 1: Allowed Lighting Power Calculation A B C D Area Category Floor Area Allowed Allowed Watts (ft2) Watts / ft2 (B x C) Retail Sales, Wholesale Showroom 6107 1.7 10382 Allowance: Merchandise Display / Fix. ID: T1 2580(a) 1.6 2580(b) Allowance: Merchandise Display / Fix. ID: DL-205 200(a) 1.6 200(b) Restaurant 2919 0.9 2627 Allowance: Decorative / Fix. ID: DL-211 160(a) 1 160(b) Allowance: Decorative / Fix. ID: DL-210 80(a) 1 80(b) Allowance: Decorative / Fix. ID: DL-207 539(a) 1 539(b) Allowance: Decorative / Fix. ID: DL-204 640(a) 1 640(b) Allowance: Decorative / Fix. ID: DL-203 800(a) 1 800(b) Lobby - Other 438 1.3 569 Allowance: Decorative / Fix. ID: DL-206 238(a) 1 238(b) Allowance: Decorative / Fix. ID: DL-201 200(a) 1 200(b) Office 2080 1.1 2288 Corridor, Restroom, Support Area 11536 0.9 10382 Storage, Industrial and Commercial 4068 0.8 3254 Total Allowed Watts = 34940 (a) Area claimed must not exceed the illuminated area permitted for this allowance type. (b) Allowance is (B x C) or the actual wattage of the fixtures given in Section 2, whichever is less. Section 2: Actual Lighting Power Calculation A Fixture ID : Description / Lamp / Wattage Per Lamp / Ballast B Lamps/ Fixture C # of Fixtures D Fixture Watt. E (C X D) Compact Fluorescent 1: Al: 6" DOWNLIGHT / Triple 4-pin 32W / Electronic 1 27 35 945 Compact Fluorescent 2: A2: 6" SURFACE / Triple 4-pin 32W / Electronic 1 30 35 1050 Compact Fluorescent 3: A3: 9" SURFACE / Triple 4-pin 42W / Electronic 2 18 90 1620 Compact Fluorescent 4: A5: LOW VOLT MR16 / 37W MR16 / Electronic 1 114 37 4218 Incandescent 1: A6: QUARTZ FLOOD / Incandescent 150W 1 26 150 3900 Compact Fluorescent 5: A7: 6" DOWNLIGHT / Triple 4-pin 32W / Electronic 1 7 35 245 Compact Fluorescent 6: A8: 4" LOW VOLT MR16 / 37W MR16 / Electronic 1 11 37 407 Compact Fluorescent 7: A9: 6" DOWNLIGHT / Triple 4-pin 32W / Electronic 1 3 35 105 T8 / T12 Fluorescent 1: D: 4' WRAP / 48" T8 32W / Electronic 2 9 64 576 Incandescent 2: DL-201: CHANDELIER / Incandescent 25W 8 1 200 200 Incandescent 3: DL-202: CHANDELIER / Incandescent 25W 6 2 150 300 Incandescent 4: DL-203: CHANDELIER / Incandescent 40W 1 2 400 800 Incandescent 5: DL-204: CHANDELIER / Incandescent 40W 8 2 640 1280 Incandescent 6: DL-205: WALL SCONCE / Incandescent 40W 1 5 40 200 Incandescent 7: DL-206: PENDANT/ (1)40W & (1)37W 2 4 77 308 Incandescent 8: DL-207: PENDANT/ (1)40W & (1)37W 2 7 77 539 Incandescent 9: DL-209: WALL SCONCE / Incandescent 40W 1 40 40 1600 Incandescent 10: DL-210: WALL SCONCE / Incandescent 40W 1 2 40 80 Page 3 of 4 Incandescent 11: DL-211: WALL SCONCE / Incandescent 40W 1 4 40 160 Incandescent 12: DL-212: WALL SCONCE / Incandescent 25W 2 4 50 200 T8 / T12 Fluorescent 2: F4: 4' STRIP / 48" T8 32W / Electronic 2 21 64 1344 T8 / T12 Fluorescent 3: F8: 8' STRIP / 48" T8 32W / Electronic 4 1 128 128 T8 / T12 Fluorescent 4: G: 2x4 TROFFER / 48" T8 32W / Electronic 3 34 96 3264 T8 / T12 Fluorescent 5: G1: 2x4 TROFFER / 48" T8 32W / Electronic 3 8 96 768 T8 / T12 Fluorescent 6: G2: 2x4 TROFFER / 48" T8 32W / Electronic 3 4 96 384 T8 / T12 Fluorescent 7: G3: 2x2 TROFFER / 24" T8 17W / Electronic 3 8 51 408 T8 / T12 Fluorescent 8: J: SINGLE LAMP STRIP / 48" T8 32W / Electronic 1 5 32 160 T8 / T12 Fluorescent 9: K: 8' TANDEM SINGLE / 48" T8 32W / Electronic 2 72 64 4608 T8 / T12 Fluorescent 10: M: 4' WALL BRACKET / 48" T8 32W / Electronic 2 5 64 320 Incandescent 13: S3: ELEV PIT / Incandescent 60W 1 2 60 120 Incandescent 14: T1: TRACK / 30w per foot 1 86 30 2580 Total Actual Watts = 32817 Section 3: Compliance Calculation If the Total Allowed Watts minus the Total Actual Watts is greater than or equal to zero, the building complies. Total Allowed Watts = 34940 Total Actual Watts = 328,17 Project Compliance = 2123 Lighting PASSES: Design better than Page 4 of 4 2003 IECC REVIEWED BY JUL, i 0I 2 f )p COLORADO INSPECTION AGENCY COMcheck Software Version 3.1 Release 1 Permit # Permit Date Envelope Compliance Certificate Report Date: 04/05/06 Data filename: P:\2001-134-03\ADMIN\Elec_A\Schedules\Building D - Skier Services\Bldg-D-SkiService.cck Section 1: Project Information Project Title: Construction Site: Owner/Agent: Section 2: General Information Designer/Contractor: Building Location (for weather data): Vail, Colorado Climate Zone: 15 Heating Degree Days (base 65 degrees F): 9248 Cooling Degree Days (base 65 degrees F): 44 Project Type: New Construction Glazing Area Percentage: 15% Activity T_ypg l Floor Area ° Retail Sales, Wholesale Showroom 6107 Restaurant 2919 Lobby - Other 438 o Office 2080 • _ g Corridor, Restroom, Support Area 11536 Storage, Industrial and Commercial 4068 Section 3: Requirements Ch ecklist iAA~O~~ Id3 ~ttI 'til Climate-Specific Requirements: Component Name/Description Gross Area Cavity Cont. Proposed Budget or R-Value R-Value U-Factor U-Factor Perimeter Roof 1: All-Wood Joist/Rafter/Truss 14894 0.0 20.0 0.047 0.045 Exterior Wall 1: Wood Frame, Any Spacing 12086 0.0 16.0 0.053 0.064 Window 1: Metal Frame with Thermal Break:Double Pane, Other, 1842 - 0.300 0.520 SHGC 0.43 Floor 1: Slab-On-Grade: Unheated, Vertical 2 ft. 500 6.0 - (a) Budget U-factors are used for software baseline calculations ONLY, and are not code requirements. Air Leakage, Component Certification, and Vapor Retarder Requirements: ❑ 1. All joints and penetrations are caulked, gasketed, weather-stripped, or otherwise sealed. ❑ 2. Windows, doors, and skylights certified as meeting leakage requirements. ❑ 3. Component R-values $ U-factors labeled as certified. ❑ 4. Stair, elevator shaft vents, and other dampers integral to the building envelope are equipped with motorized dampers. ❑ 5. Cargo doors and loading dock doors are weather sealed. ❑ 6. Recessed lighting fixtures are: (i) Type IC rated and sealed or gasketed; or (ii) installed inside an appropriate air-tight Page 1 of 4 assembly with a 0.5 inch clearance from combustible materials and with 3 inches clearance from insulation material. ❑ 7. Building entrance doors have a vestibule and equipped with closing devices. Exceptions: Building entrances with revolving doors. Doors that open directly from a space less than 3000 sq. ft. in area. ❑ 8. Vapor retarder installed. Section 4: Compliance Statement Compliance Statement: The proposed envelope design represented in this document is consistent with the building plans, specifications and other calculations submitted with this permit application. The proposed envelope system has been designed to meet the 2003 IECC requirements in COMcheck Version 3.1 Release 1 and to comply with the mandatory requirements in the Requirements Checklist. 20M i;~• 11,12 * d Principal Envelope C esi nerner-bame- Signature Date Project Notes: Previously saved project information: Vail's Front Door Building D - Skier Services ABS Consultants, Inc. Michael Rogers, LC Page 2 of 4 Permit # Permit Date COMcheck Software Version 3.1 Release 1 Mechanical Compliance Certificate 2003 IECC Report Date: 04/05/06 Data filename: P:\2001-134-03WDMIN\Elec_A\Schedules\Building D - Skier Services\Bldg-D-SkiService.cck Section 1: Project Information Project Title: Construction Site: Owner/Agent: Designer/Contractor: Section 2: General Information Building Location (for weather data): Vail, Colorado Climate Zone: 15 Heating Degree Days (base 65 degrees F): 9248 Cooling Degree Days (base 65 degrees F): 44 Project Type: New Construction Section 3: Mechanical Systems List Quantity System Type & Description 19 HVAC System 1: Heating: Hydronic or Steam Coil, Hot Water / Single Zone 2 HVAC System 2: Heating: Unit Heater, Electric 6 HVAC System 3: Heating: Radiant Heater, Electric / Single Zone 14 HVAC System 4: Heating: Unit Heater, Hot Water 1 Plant 1: Heating: Hot Water Boiler, Capacity -600 kBtu/h, Gas Section 4: Requirements Checklist Requirements Specific To: HVAC System 1 : ❑ 1. Balancing and pressure test connections on all hydronic terminal devices Requirements Specific To: HVAC System 2: Requirements Specific To: HVAC System 3: Requirements Specific To: HVAC System 4: ❑ 1. Balancing and pressure test connections on all hydronic terminal devices Requirements Specific To: Plant 7 : ❑ 1. Equipment minimum efficiency: Boiler Thermal Efficiency - 75% Et ❑ 2. Newly purchased heating equipment meets the efficiency requirements - used equipment must meet 80% Et @ maximum capacity ❑ 3. Systems with multiple boilers have automatic controls capable of sequencing boiler operation ❑ 4. Hydronic heating systems comprised of a single boiler and >500 kBtu/h input design capacity include either a multistaged or modulating bumer Page 3 of 4 r Generic Requirements: Must be met by all systems to which the requirement is applicable: ❑ 1. Load calculations per 1997 ASHRAE Fundamentals ❑ 2. Plant equipment and system capacity no greater than needed to meet loads - Exception: Standby equipment automatically off when primary system is operating - Exception: Multiple units controlled to sequence operation as a function of load ❑ 3. Minimum one temperature control device per system ❑ 4. Minimum one humidity control device per installed humidification/dehumidification system ❑ 5. Automatic Controls: Setback to 55 degrees F (heat) and 85 degrees F (cool); 7-day clock, 2-hour occupant override, 10-hour backup - Exception: Continuously operating zones - Exception: 2 kW demand or less, submit calculations ❑ 6. Automatic shut-off dampers on exhaust systems and supply systems with airflow >3,000 cfm ❑ 7. Outside-air source for ventilation; system capable of reducing OSA to required minimum ❑ 8. R-5 supply and return air duct insulation in unconditioned spaces R-8 supply and return air duct insulation outside the building R-8 insulation between ducts and the building exterior when ducts are part of a building assembly - Exception: Ducts located within equipment - Exception: Ducts with interior and exterior temperature difference not exceeding 15 degrees F. ❑ 9. Ducts sealed - longitudinal seams on rigid ducts; transverse seams on all ducts; UL 181A or 181 B tapes and mastics - Exception: Continuously welded and locking-type longitudinal joints and seams on ducts operating at static pressures less than 2 inches w.g. pressure classification ❑ 10. Mechanical fasteners and sealants used to connect ducts and air distribution equipment ❑ 11. Hot water pipe insulation: 1 in. for pipes <=1.5 in. and 2 in. for pipes >1.5 in. Chilled water/refrigerant/brine pipe insulation: 1 in. for pipes <=1.5 in. and 1.5 in. for pipes >1.5 in. Steam pipe insulation: 1.5 in. for pipes <=1.5 in. and 3 in. for pipes >1.5 in. - Exception: Piping within HVAC equipment - Exception: Fluid temperatures between 55 and 105 degrees F - Exception: Fluid not heated or cooled - Exception: Runouts <4 ft in length ❑ 12. Operation and maintenance manual provided to building owner ❑ 13. Balancing devices provided in accordance with IMC 603.15 ❑ 14. Hot water distribution systems >=600 kBtu/h must have one of the following: a) controls that reset supply water temperature by 25% of supply/return delta T b) mechanical or electrical adjustable-speed pump drive(s) c) two-way valves at all heating coils d) multiple-stage pumps e) other system controls that reduce pump flow by at least 50% based on load - calculations required ❑ 15. Hot water distribution systems >=300 kBtu/h must have one of the following: a) controls that reset supply water temperature by 25% of supply/retum delta T b) mechanical or electrical adjustable-speed pump drive(s) c) two-way valves at all heating coils d) multiple-stage pumps e) other system controls that reduce pump flow by at least 50% based on load - calculations required ❑ 16. Stair and elevator shaft vents are equipped with motorized dampers ❑ 17. Three-pipe systems not used Section 5: Compliance Statement Compliance Statement: The proposed mechanical design represented in this document is consistent with the building plans, specifications and other calculations submitted with this permit application. The proposed mechanical systems have been designed to meet the 2003 IECC requirements in COMcheck Version 3.1 Release 1 and to comply with the mandatory requirements in the Requirements Checklist. eq Principal Mechanical Designer-Name i ature Date Page 4 of 4 COMcheck Software Version 3.1 Release 1 Mechanical Requirements Description 2003 IECC Report Date: Data filename: P:\2001-134-03\ADMIN\Elec_A\Schedules\Building D - Skier Services\Bldg-D-SkiService.cck The following list provides more detailed descriptions of the requirements in Section 4 of the Mechanical Compliance Certificate. Requirements Specific To: HVAC System 1 : 1. Hydronic heating and cooling coils must be equipped with a way to pressure test connections and measure and balance water flow and pressure. Requirements Specific To: HVAC System 2: Requirements Specific To: HVAC System 3: Requirements Specific To: HVAC System 4: 1. Hydronic heating and cooling coils must be equipped with a way to pressure test connections and measure and balance water flow and pressure. Requirements Specific To: Plant 1 : 1. The specified heating and/or cooling equipment is covered by the ASHRAE 90.1 Code and must meet the following minimum efficiency: Boiler Thermal Efficiency - 75% Et 2. The specified heating equipment is covered by Federal minimum efficiency requirements. New equipment of this type can be assumed to meet or exceed ASHRAE 90.1 Code requirements for equipment efficiency. Used equipment must meet 80% Et @ maximum capacity. 3. Systems with multiple boilers have automatic controls capable of sequencing the operation of the boilers. 4. Hydronic heating systems comprised of a single boiler and >500 kBtu/h input design capacity include either a multistaged or modulating burner. Generic Requirements: Must be met by all systems to which the requirement is applicable: 1. Design heating and cooling loads for the building must be determined using procedures equivalent to those in Chapters 27 and 28 of the ASHRAE Handbook of Fundamentals or an approved equivalent calculation procedure. 2. All equipment and systems must be sized to be no greater than needed to meet calculated loads. A single piece of equipment providing both heating and cooling must satisfy this provision for one function with the capacity for the other function as small as possible, within available equipment options. - Exception: The equipment and/or system capacity may be greater than calculated loads for standby purposes. Standby equipment must be automatically controlled to be off when the primary equipment and/or system is operating. - Exception: Multiple units of the same equipment type whose combined capacities exceed the calculated load are allowed if they are provided with controls to sequence operation of the units as the load increases or decreases. 3. Each heating or cooling system serving a single zone must have its own temperature control device. 4. Each humidification system must have its own humidity control device. 5. The system or zone control must be a programmable thermostat or other automatic control meeting the following criteria:a) capable of setting back temperature to 55 degrees F during heating and setting up to 85 degrees F during coolingb) capable of automatically setting back or shutting down systems during unoccupied hours using 7 different day schedulesc) have an accessible 2-hour occupant overrided) have a battery back-up capable of maintaining programmed settings for at least 10 hours without power. - Exception: A setback or shutoff control is not required on thermostats that control systems serving areas that operate continuously. - Exception: A setback or shutoff control is not required on systems with total energy demand of 2 kW (6,826 Btu/h) or Page 1 of 2 less. 6. Outdoor-air supply systems with design airflow rates >3,000 cfm of outdoor air and all exhaust systems must have dampers that are automatically closed while the equipment is not operating. 7. The system must supply outside ventilation air as required by Chapter 4 of the International Mechanical Code. If the ventilation system is designed to supply outdoor-air quantities exceeding minimum required levels, the system must be capable of reducing outdoor-air flow to the minimum required levels. 8. Air ducts must be insulated to the following Ievels:a) Supply and return air ducts for conditioned air located in unconditioned spaces (spaces neither heated nor cooled) must be insulated with a minimum of R-5. Unconditioned spaces include attics, crawl spaces, unheated basements, and unheated garages.b) Supply and return air ducts and plenums must be insulated to a minimum of R-8 when located outside the building.c) When ducts are located within exterior components (e.g., floors or roofs), minimum R-8 insulation is required only between the duct and the building exterior. - Exception: Duct insulation is not required on ducts located within equipment. - Exception: Duct insulation is not required when the design temperature difference between the interior and exterior of the duct or plenum does not exceed 15 degrees F. 9. All joints, longitudinal and transverse seams, and connections in ductwork must be securely sealed using weldments; mechanical fasteners with seals, gaskets, or mastics; mesh and mastic sealing systems; or tapes. Tapes and mastics must be listed and labeled in accordance with UL 181A or UL 181 B. - Exception: Continuously welded and locking-type longitudinal joints and seams on ducts operating at static pressures less than 2 inches w.g. pressure classification. 10. Mechanical fasteners and seals, mastics, or gaskets must be used when connecting ducts to fans and other air distribution equipment, including multiple-zone terminal units. 11. All pipes serving space-conditioning systems must be insulated as follows: Hot water piping for heating systems: 1 in. for pipes -1 1/2-in. nominal diameter 2 in. for pipes >1 1/2-in. nominal diameter. Chilled water, refrigerant, and brine piping systems: 1 in. insulation for pipes -1 1/2-in. nominal diameter 1 1/2 in. insulation for pipes >1 1/2-in. nominal diameter. Steam piping: 1 1/2 in. insulation for pipes -1 1/2-in. nominal diameter 3 in. insulation for pipes >1 1/2-in. nominal diameter. - Exception: Pipe insulation is not required for factory-installed piping within HVAC equipment. - Exception: Pipe insulation is not required for piping that conveys fluids having a design operating temperature range between 55 degrees F and 105 degrees F. - Exception: Pipe insulation is not required for piping that conveys fluids that have not been heated or cooled through the use of fossil fuels or electric power. - Exception: Pipe insulation is not required for runout piping not exceeding 4 ft in length and 1 in. in diameter between the control valve and HVAC coil. 12. Operation and maintenance documentation must be provided to the owner that includes at least the following information:a) equipment capacity (input and output) and required maintenance actionsb) equipment operation and maintenance manualsc) HVAC system control maintenance and calibration information, including wiring diagrams, schematics, and control sequence descriptions; desired or field-determined set points must be permanently recorded on control drawings, at control devices, or, for digital control systems, in programming commentsd) complete narrative of how each system is intended to operate. 13. Each supply air outlet or diffuser and each zone terminal device (such as VAV or mixing box) must have its own balancing device. Acceptable balancing devices include adjustable dampers located within the ductwork, terminal devices, and supply air diffusers. 14. Hot water distribution systems with total system capacities of 600 kBtu/h and greater must have controls that:a) automatically reset the hot water supply temperature, based on heating load, by at least 25% of the design supply-to-return water temperature difference orb) reduce pump flow by at least 50% of design flow rate by using- adjustable-speed drive(s) on pump(s)- multiple-stage pumps allowing at least 1/2 of the total pump horsepower to be automatically turned off- control valves designed to modulate or step down and close as a function of load- other approved means (supporting documentation or calculations must be submitted). 15. Hot water space-heating systems with a capacity exceeding 300 kBtu/h supplying heated water to comfort conditioning systems must include controls that automatically reset supply water temperatures by representative building loads (including return water temperature) or by outside air temperature. Exceptions: - Where the supply temperature reset controls cannot be implemented without causing improper operation of heating, cooling, humidification, or dehumidification systems. - Hydronic systems that use variable flow to reduce pumping energy. 16. Stair and elevator shaft vents must be equipped with motorized dampers capable of being automatically closed during normal building operation and interlocked to open as required by fire and smoke detection systems. All gravity outdoor air supply and exhaust hoods, vents, and ventilators must be equipped with motorized dampers that will automatically shut when the spaces served are not in use. Exceptions: - Gravity (non-motorized) dampers are acceptable in buildings less than three stories in height above grade. - Ventilation systems serving unconditioned spaces. 17. Hydronic systems that use a common return system for both hot water and chilled water must not be used. Page 2 of 2 Vail's Front Door - Skier Services HVAC Load Analysis for Vail Resorts Development Company Avon, CO CHVAC. COIw+wRCTAL I- AC L.oAiDs Prepared By: ABS Consultants 1530 16th Street Denver, CO 80202 303-623-6200 Wednesday, April 05, 2006 Chvac Full Commercial HVAC Loads Calculation Program - Elite Software Development, Inc. ABS Consultants Inc. ' Vail's Front Door Denver, CO 80202-1464 Pa e 2 General Project Data input General Project Information Project file name: P:\2001-134-03WDMIN\Mech A\Elite\Skier Services.CHV Project title: Vail's Front Door Project city, state, ZIP: Vail, Colorado Project date: April 5, 2006 Weather reference city: VAIL, COLORADO, USA Company name: ABS Consultants Company address: 1530 16th Street Company city: Denver, CO 80202 Company phone: 303-623-6200 Company fax: 303-623-8435 Barometric pressure: 22.056 in.Hg. Altitude: 8200 feet Latitude: 0 Degrees Mean daily temperature range: 30 Degrees Starting & ending time for HVAC load calculations: 6am - 6pm Number of unique zones in this project: 62 Building Default Values Calculations performed: Heating loads only Lighting requirements: 2.00 Watts per square foot Equipment requirements: 0.00 Watts per square foot People sensible load multiplier: 375 Btuh per person People latent load multiplier: 625 Btuh per person Zone sensible safety factor: 10 % Zone latent safety factor: 10 % Zone heating safety factor: 20 % People diversity factor: 100 % Lighting profile number: 1 Equipment profile number: 1 People profile number: 1 Building default ceiling height: 8.00 feet Building default wall height: 10.00 feet Internal Operating Load Profiles G = 100 hr hr hr hr hr hr hr hr hr hr hr hr hr hr hr hr h hr hr hr hr hr hr hr 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 1 5 5 5 5 5 10 50 90 90 90 90 90 90 90 90 90 50 10 10 10 10 10 5 5 2 c c C C C C c c C C C c c C C c c c C C C C C C 3 C C C C C C C C C C C C C C C C C C C C C C C C 4 C C C C C C C C C C C C C C C C C C C C C C C C 5 C C C C C C C C C C C C C C C C C C C C C C C C 6 C C C C C C C C C C C C C C C C C C C C C C C C 7 C C C C C C C C C C C C C C C C C C C C C C C C 8 C C C C C C C C C C C C C C C C C C C C C C C C 9 C C C C C C C C C C C C C C C C C c c C C C C C 10 C C C C C C C C C C C C C C C C C C C C C C C C P:\2001-134-03\ADMIN\Mech A\Elite\Skier Services.CHV Wednesday, April 05, 2006, 10:25 AM Chvac Full Commercial HVAC Loads Calculation Program F- Elite Software Development, Inc. ABS Consultants, Inc. ~ Vail's Front Door Denver, CO 80202-1464 Page 3 Generat Project Data Input (cont'd) Building-Level Design Conditions - - - - Design Outdoor Outdoor Indoor Indoor Grains In/Outdoor Month Dry Bulb Wet Bulb Rel.Hum Dry Bulb Diff Correction August 90 60 50% 75 -30.88 -7 Winter -20 72 Master Roofs Roof ASHRAE Roof Dark Susp. No. Roof# U-Fac Color Ceil 1 9 0.017 Yes No Master Walls - - T - Wall ASHRAE Wall Wall No. Group U-Fac Color 1 B 0.053 D Master Glass Glass Summer Winter Glass Interior Interior No. U-Factor U-Factor Shd.Coef. Shading Shd.Coef 1 0.300 0.300 0.430 2 0.000 P:\2001-134-03WDMIN\Mech_A\Elite\Skier Services.CHV Wednesday, April 05, 2006, 10:25 AM Chvac - Full Commercial HVAC Loads Calculation Program Elite Software Development, Inc. ABS Consultants, Inc. Vail's Front Door Denver CO 80202-1464 Page 4 Building Envelope Report Envelope Report Using Summer U-Factors Material Gross Glass Net -U- Area x Average Types Area Area Area Factor U-Factor U-Factor Roof 1 14,894.0 0.0 14,894.0 0.017 248.730 0.017 Tot. Roof 14,894.0 0.0 14,894.0 N/A 248.730 0.017 Wall 1 12,086.0 1,842.0 10,244.0 0.053 542.932 0.053 Tot.Wall 12,086.0 1,842.0 10,244.0 N/A 542.932 0.053 Glass 1 1,842.0 N/A 1,842.0 0.300 552.600 0.300 Tot.Glass 1,842.0 N/A 1,842.0 N/A 552.600 0.300 Totals 26,980.0 1,344.262 0.050 Wall Wall Glass Walt Net Wall Avg Glass Avg Glass Avg Direction Area Area Area U-Factor U-Factor Shd.Goef N 80.0 0.0 80.0 0.053 0.000 0.000 N E 2,486.0 542.0 1,944.0 0.053 0.300 0.430 E 420.0 0.0 420.0 0.053 0.000 0.000 SE 3,340.0 717.0 2,623.0 0.053 0.300 0.430 S 0.0 0.0 0.0 0.000 0.000 0.000 SW 3,180.0 291.0 2,889.0 0.053 0.300 0.430 W 70.0 0.0 70.0 0.053 0.000 0.000 NW 2,510.0 292.0 2,218.0 0.053 0.300 0.430 Totals 12,086.0 1,842.0 10,244.0 0.053 0.300 0.430 P:\2001-134-03\ADMIN\Mech_A\Elite\Skier Services.CHV Wednesday, April 05, 2006, 10:25 AM Chvac - Full Commercial HVAC Loads Calculation Program Elite Software Development, Inc. ABS Consultants, Inc. Vail's Front Door' Denver, CO 80202-1464 Page 5 Building Summary Loads Bldg Load Area Sen %Tot Lat Sen Net %Net Descriptions Quan Loss Loss Gain Gain Gain Gain) Roof 14,894 27,460 4.97 0 0 0 0.00 Wall 10,244 59,940 10.85 0 0 0 0.00 Glass 1,842 61,007 11.05 0 0 0 0.00 Floor Slab 0 0 0.00 0 0 0 0.00 _ Skin Loads 148,407 26.88 0 0 0 0.00 Lighting 50,998 0 0.00 0 0 0 0.00 Equipment 0 0 0.00 0 0 0 0.00 People 158 0 0.00 0 0 0 0.00 Partition 0 0 0.00 0 0 0 0.00 Cool. Pret. 0 0 0.00 0 0 0 0.00 Heat. Pret. 0 0 0.00 0 0 0 0.00 Cool. Vent. 0 0 0.00 0 0 0 0.00 Heat. Vent. 2,683 196,481 35.58 0 0 0 0.00 Cool.lnfil. 0 0 0.00 0 0 0 0.00 Heat.lnfil. 2,359 207,301 37.54 0 0 0 0.00 Draw-Thru Fan 0 0 0.00 0 0 0 0.00 Blow-Thru Fan 0 0 0.00 0 0 0 0.00 Reserve Cap. 0 0 0.00 0 0 0 0.00 Reheat Cap. 0 0 0.00 0 0 0 0.00 Supply Duct 0 0 0.00 0 0 0 0.00 Return Duct 0 0 0.00 0 0 0 0.00 Misc. Supply 0 0 0.00 0 0 0 0.00 Misc. Return 0 0 0.00 0 0 0 0.00 Building Totals 552,188 100.00 0 0 0 0.00 Building Sen %Tot Lat Sen . Net %Net Summary Loss' Loss Gain Gain Gain Gain Ventilation 196,481 35.58 0 0 0 0.00 Infiltration 207,301 37.54 0 0 0 0.00 Pretreated Air 0 0.00 0 0 0 0.00 Zone Loads 148,407 26.88 0 0 0 0.00 Plenum Loads 0 0.00 0 0 0 0.00 Fan & Duct Loads 0 0.00 0 0 0 0.00 Building Totals 552,188 100.00 0 0 0 0.00 Check Figures Total Building Supply Air (based on a 24° TD): 18,337 CFM Total Building Vent. Air (14.63% of Supp ly): 2,683 CFM Total Conditioned Air Space: 25,499 Sq.ft Supply Air Per Unit Area: 0.7191 CFM/Sq.ft Area Per Cooling Capacity: 0.0000 Sq.ft/Ton Cooling Capacity Per Area: 0.0000 Tons/Sq.ft Heating Capacity Per Area: 21.66 Btuh/Sq.ft Total Heating Required With Outside Air : 552,188 Btuh Total Cooling Required With Outside Air: 0.00 Tons P:\2001-134-03WDMIN\Mech_A\Elite\Skier Services.CHV Wednesday, April 05, 2006, 10:25 AM