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HomeMy WebLinkAboutB07-0066 SAFEbuilt inc. Final ApprovalT, 0. v^ oP;�"Cc- c°FY Lion Square Lodge North Condominiums 660 West Lion Head Place Vail, Colorado 81657 Final Approval Building Department Plan Review Comment Letters and Responses from the Design Team Building Permit Number B07 -0166 SAFEbuiltinc. COLOKAUO 0 0 S A F E bu-i'It in c. ti.. COLORADO Building Department Services January 29, 2008 Charlie Davis Chief Building Official, Town of Vail 75 South Frontage Road Vail, CO 81657 RE: PROJECT: Lions Square Lodge PERMIT NUMBER: B07 -0466. Oblsl,' INTERNAL REF #: 3616 ADDRESS: 660 West Lion Head Place, Vail, CO Dear Mr. Davis: SAFEbuilt Colorado has reviewed only for their conformance to the provisions of the 2003 International Building Code as adopted by the Town of Vail. SAFEbuilt Colorado finds the documents submitted to be complete for construction. Plans: Full set of Architectural, Structural, Mechanical, Plumbing and Electrical plans. Two books of Structural Specifications. Two volumes of Project Manuals. One Hardware Specification book. AMR 1, 2 and 3 approved under separate cover. Sincerely, M Building Official SAFEbuilt Colorado matt.royer(a,SAFEbuilt.com Page 1 of 1 SAFEbuilt Colorado Eagle Office ✓ P.O. Box 1618 ✓ 1286 Chambers Avenue, Unit 101 ✓ Eagle, Colorado 81631 Phone: (970)328 -1790 ✓ Toll Free: (877) 428 -6412 ✓ Fax: (970) 328 -1791 ✓V:APlan Review \Vail \Lions Square Lodge North \Lions Square lodge FAL.doc • SAFEbuvi'ltinc. COLORADO Building Department Services January 29, 2008 Charlie Davis Chief Building Official, Town of Vail 75 South Frontage Road Vail, CO 81657 RE: PROJECT: Lion Square Lodge North PERMIT NUMBER: B07 -0066 INTERNAL REF #: 6460 ADDRESS: 660 West Lion Head Place Dear Mr. Davis: SAFEbuilt Colorado has reviewed only for their conformance to the provisions of the 2003 International Building Code as adopted by the Town of Vail. SAFEbuilt Colorado finds the documents submitted to be complete for construction. Plans: Administrative Modification #1 S -2 over the S -2 Administrative Modification #2 50% protected openings at the north wall Administrative Modification #3 Common Path of Egress Travel Sincerely, Matthew Royer Building Official SAFEbuilt Colorado matt. royer(a,SAFEbui It. com (W Page 1 of 1 SAFEbuilt Colorado Eagle Office ✓ P.O. Box 1618 ✓ 1286 Chambers Avenue, Unit 101 -' Eagle, Colorado 81631 Phone: (970)328 -1790 ✓ Toll Free: (877) 428 -6412 ✓ Fax: (970) 328 -1791 ✓V:APlan Review \Vail \Lions Square Lodge North\Lion square lodge north admin mods FAL.doc �6 APPLICATION WILL NOT BE ACCEPTED IF INCOMPLETE OR UNSI (, �� ✓� OVA Project #: v Building Permit #: 970 -479 -2149 (Inspectio s) V TOWN OF VAIL BUILDING PERMIT APPLICATION Separate Permits are required for electrical, plumbing, mechanical, etc.! 75 S. Frontage Rd. Vail, Colorado 81657 CONTRACTOR INFORMATION %.VrvirLr- t VALUH i wNti rUK tSUILUING PERMIT Labor & Materials I BUILDING: $ 'j OU 07 00C) I ELECTRICAL: $ OTHER: S PLUMBING: $,nt, nP MECHANICAL: $ —_ TOTAL: S - --- - - - - -- - -•• —� �- � � ��.• vv -,v r. iv ✓is vv vv vv.VU IV'4VU /!( .l.Vlll Job Name:. L v� � (/ cl-v e Job Ad re I Legal Description ot: Block: Filing -bc— )ShF'G( Subdivision: L-4 co-s h �'c(C . j rOwners Name: Address. J Phone: a.i O to . Rio, �� Arcl it�� �gne /s oc: Ad ress - - Ile 330 Phone: o y Engin I aPP�ho�ne: c �ri 77�`a� Detailed description of work: Work Class: New ( Addition (Remodel (1,) Repair( ) Demo ( ) Other ( ) Work Type: Interior ( Exterior ( L)/Both Does an EHU exist at this location: Yes( ) No Type of Bldg.: Single - family ( ) Two - family Multi- family (v Commercial ( ) Restaurant ( ) Other i ) No. of Existing Dwelling Units in this building:. No. f ccommodation Units in this building: j_No /Type of Fireplaces Existing: Gas Appliances V_Y Gas 1, o sr ( j ood Pellet ( ) Wood Burnin ( ) -- r No/Type of Fireplaces Pro ose& Gap Appliances Gas Los Wood /Pellet Wood Burnin NOT ALLOWED Does a Fire Alarm Exist: Yes ( No ( ) Does a Fire Sprinkler System Exist: Yes ( ) No (�I OFFICE USE ;-Type - of Construction: W � -Date e -Received: Accepted By MAR 2 ; 2007 F. \cdev\ FORMS\ Permits \Building\' di ng_ permit -21-0 .DOC CCc�F- Mf F0 Page i� VA1L`t /21/2D 6 77b Lions Square Lodge Vail, Colorado Valuation Data: 1/30/2008 Occupancy Group Garage Level 1st Level 2nd Level 3rd Level 4th Level 5th Level 6th Level Total Storage/ incedental (S -2) Garage Level 1st Level 2nd Level 3rd Level 4th Level 5th Level 6th Level Total Circulation 0 Residential (R -2) 0 Assembly (A -2) 9,829 5,472 6,693 6,022 5,518 3,519 0 Assembly (A -3) 0 Mercantile (M) 0 Parking (S -2) 0 Total Area (sf) 01 0 0 0 0 0 0 0 Note: patios and decks not included RECREATION FEE AREAS: Occupancy Group Garage Level 1st Level 2nd Level 3rd Level 4th Level 5th Level 6th Level Total Storage / incedental(S -2) 0 Circulation 0 Residential (R -2) 9,829 5,472 6,693 6,022 5,518 3,519 37053 Assembly (A -2) 0 Assembly (A -3) 0 Mercantile (M) 0 Total Area (sf) 0 9,829 5,472 6,693 6,022 5,518 3,519 37,053 (oq&o v 3- Request for Administrative Modification -AMR #1 TO: Town of Vail — DATE: November 27, 2007 US;ction OWNERS NAME: Lion Square Lodge North SITE ADDRESS: 660 West Lion Head Place, Vail, CO 8 RE: Plan Review Comment #2 ATTACHMENTS: Record of the ICC Public Hearing, September 509.2 of the 2006 IBC AIL Permit #1307 -0066 REQUEST: Based on 2003 IBC sections 104.10 and 104.11, to allow the use of S-2 along with R -2, B and M over the S -2 enclosed parking garage which is not specifically defined in 2003 IBC section 508.2. BASIS: We meet the requirements of items 1,2,4,5 of Section 508.2 of the 2003 IBC and we meet the requirements of item 3 based on the 2006 IBC section 509.2 as follows: 1. The basement S -2 enclosed parking garage is Type IA construction and is separated from the building above with a horizontal assembly having a 3 -hr fire - resistance rating. 2. The elevator, stair and shaft enclosures through the horizontal assembly are 3- hr rated. 3. See below. 4. The building below the horizontal assembly is a Group S -2 enclosed parking garage used for the parking and storage of private motor vehicles. 5. The maximum building height for the IA enclosed parking garage is unlimited; the maximum allowable building height for the IB, R2, B, M, and S2 is 1 Istories, 160'. The project has 6 stories, 82', which is therefore allowable. Regarding #3 (the S -2 over the enclosed S -2), we have consulted with Mike Perrino, Code Consultants, Inc, St. Louis, Missouri, and we offer the following references: the 1997 UBC, the 2006 IBC and the notes from the ICC Public Hearing of September 2003 (See attached): In the ICC Public Hearing record, please note that under #1, third paragraph, we find "code changes do not indicate that the storage occupancies were to be removed as a permitted use ... In addition, [ICC] staff has been unable to provide any information as to why the storage occupancy was no longer specified as a permitted occupancy. Thus, it appears that during the reclassification of occupancies and reorganization of the code that the permitted use of storage occupancies was inadvertently omitted." In the 2006 IBC this omission was corrected in Section 509.2 (see attached). With the code change history of Section 508.2 presented, we ask that the use of S -2 along ® with R -2, B and M over the S -2 enclosed parking garage be allowed. David Viele, Chip Melick," Architect of Architect's Stamp Deborah bier, Fire Protection Engineer 9�, MU ILI CFN` : O-e il1t1l) • Fire Protection Engineer's Stamp / ®aAa4rAAeacn ♦ �A s g p e' s G 1 r C v o 30,256 • �#'sillieste♦ Building Official Fire Marshall, Town of Vail 0 • occupancies are only permitted 10 be located above the first story when allowed by Table 503 based on the type of construction of the building, For exarnpie, a two -story unlimited area building of a Group S occupancy is posed to have a Group H -2 occupancy located on the second story. In Ci., rt o accomplish that, it would be necessary to construct the unlimited building of at least Type IIA, IIiA, or iV HT construction based on Table e which allows a Group H -2 occupancy to be two stories in height in those types of construction. The last sentence of the original section was revised since It Is really meardngless unless it is tied to the fire area for any Group H occupancy which is required by Section 302.3.1. to be separated with fire barriers from the rest of the building or other Group H occupancies In accordance w€th Section 302 33 and Table 302.3.3, Cost impact: None Public Hearing: Committee: AS AM D Assembly: ASF DF � G 121 -03/04 ent: Thomas Gironda, Montgomery County id; representing Department of Permitting Services Revise`as follows: 508.2 Group S -2 enclosed parking garage with Group A, B, M o R above. A basement and/or the first story above grad lane of a building shall be considered as a separate an, distinct building for the purpose of determining a ea limitations, continuity of fire wails, limitation of nu Nlowing er of stories and type of construction, when all of the conditions are met: (No change to Item 1 -3) The building belo the horizontal assembly is a Group S -2 enclosed parki garage, used for the parking and storage of private m for vehicles. Exceptions: 1. Entry lobbies, mechan al rooms and similar uses incidental to the operati of the building shall be permitted. 2. Group A having an $ss m rn-With-an Deettparit lead a! less than 300, ass bl rooms having an aggregate occupant load of les than 300 or Group B or M shall be permitted in addition ttZthose uses incidental to the operation of the buildin Tcode ing storage areas), provided that the entire below the horizontal assembly is protectehout by an approved automatic sprinkler sy (No change to Item 5) Reason: This text is needed to clarify the Intext Cost Impact: None Public Hearing; Committee: AS AM D Assembly: ASF DF G122 -03/04 508.2 Proponent: Ed Schultz, Code Consultants, Inc (CCI); representing CCI Revise as follows: 508.2 Group S -2 enclosed parking garage with Group A, B, Ml or R or S above. A basement and/or the first story above grade plane of a building shall be considered as a separate and distinct building for the purpose of determining area limitations, continuity of fire walls, limitation of number of stories and type of construction, when all of the following conditions are met: (No change to Items land 2) 1 The building above the horizontal assembly contains only Group A having an assembly room with an occupant load of less than 300, or Group B, M, err R or S; and (No change to Items 4 and 5) Reason: Storage occupancies should be included as a permitted occupancy above the parking garage based on the following: 1.. The provisions of Section 508. 2 are dlrect €ytakenfnsmSection311.22.1 of the 1997 Uniform Building Code (UBC). The pmvisionsare the same. The 1991 edition and prior editions of the UBC did not distinguish between mercantile and storage occupancies; both were daflned as Group B, Division 2 occupancies. As such, storage occupancies were permitted to be within the building above the 3 -hour occupancy separation per the 1991 UBC. Between the 1991 and 1994 editions of the UBC, mercantile and storage occupancies were separated from a single occupancy classification into distinct occupancies (M and S). in addition, most of the code sections and chapters were reorganized. During this reclassification of occupancy groups and reorganization of the code, the storage occupancies were no longer included as a permitted occupancyabove the 3-hour occupancy sep a ration. The code changes do notindicate that the storage occupancleswere to be removed as a permitted use. in fact, there were not any code changes between the 1991 and 1994 editions of the code that pertain to this section. In addition, staff has been unable to provide any information as to why the storage occupancywas no longerspecified as a permitted occupancy. Thus, It appears that during the reclassification of occupancies and reorganization of the code that the permitted use of storage occupancieswas Inadvertently omitted. This omission was not intended, and not a result to any perceived increased hazard associated with storage occupancies, 2. Mercantileoccupandes( whlcharepermittedabove the parking garage) are generally considered per the code to be as hazardous or more hazardous than storage occupancies (which are notpermitted). This is indicated by Table 503, Table 705.4, Sections 90326, 9032.10, 903.211, 90727, and Table 10042-4 as follows: Table 503 permits storage occupancies to be of a larger permitted area than mercantile occupancies. Table 705.4 permits fire walls separating storage occupancies to be of a rating equal or less than that for mercantile occupancies (equalforS•1 and less than for S -2). Sections 903 2,6, 903.2.10, and 903.211 provide the requirements for sprinklers within storage and mercantile occupancies. These sections require sprinklers within storage (S -1) and mercantile occupancies based on the same areas and heights (i.e., the requirement for sprinklers within one occupancy Is not more restrictive than the other occupancy). In addition, only storage (S-2) occupancies are not required sprinklers unless required for construction type decreases Section 907.2.7 requires large mercantile occupancies to have a fire alarm system with occupant notification. Storage occupancies are not required such a system. Table 10042.4 permits storage (S -1) and mercantile occupancies to have the same travel distance to reach an exit (250 feet). Storage (S -2) occupancies are parmitted a larger travel distance to reach an exit. ,CC PUBLIC HEARING ::: September 2003 G 65 In addition to those requirements indicated above, there are other code requirements (i.e., cortidorraUngs, dead- endtimitations, etc.) which indicate that mercantile occupancies (which are permitted) are considered as hazardous or more hazardous than storage occupancies. ,t Impact: None Public Hearing: Committee: AS AM D Assembly: ASF DF G123 -03/04 508.2 Proponent: Ed Schultz, Code Consultants, Inc (CCI); representing CCI Revise as follows: 508.2 Group S -2 enclosed or open parking garage with Group A, B, Ml or R above. A basement and /or the first story above grade plane of a building shall be considered as a separate and distinct building for the purpose of determining area limitations, continuity of fire walls, limitation of number of stories and type of construction, when all of the following conditions are met: 1. The basement and/or the first story above grade plane is of Type IA construction and Is separated from the building above with a horizontal assembly having a minimum 3 -hour fire - resistance rating., 2. Shaft, stairway, ramp or escalator enclosures through the horizontal assembly shall have not less than a 2- hour fire - resistance rating with opening protectives in accordance with Table 715.3. Exception: Where the enclosure walls below the horizontal assembly have not less than a 3 -hour fire - resistance rating with opening protectives in accordance with Table 715.3, the enclosure walls extending above the horizontal assembly shall be permitted to have a 1 -hour fire - resistance rating provided: (No change to items 1,2, and 3) 3. (No change) 4. The building below the horizontal assembly is a Group S -2 enclosed or open parking garage, used for the parking and storage of private motor vehicles. (No change to remainder of text) Reason: Group S -2 open parking garage should also be permitted on the grade level based on the following: Although Section 508.7 has requirements loran open parting garage beneath otheruse groups, this section can be more restrictivewith regard to the classification of the building above the open parking garage. Section 508.7 requires the building above to measure height In both feetand number of stories from grade. As such, If a two story building were constructed above the one story open parking garage beneath, then the building above would be classified asa three story building. This would prohibit the building from using the two story unlimited area building provisions of Section 507.3 Section 5082would parmltthe use of the two story unllmited are building provisions of Section 507.3 for a twostory building above the parting garage. However, per Section 5082, the parking garage is required to be enclosed Due to open parking structures being less hazardous than enclosed parking structures as a result of the natural ventilation provided, it is logical for Section 5082 to permit open parking structures to be located beneath the other use groups. Cost Impact: None Public Hearing: Committee: AS AM Assembly: ASF DF G124 -03/04 T 601 Proponent: Sam Francis, American Forest & Paper Association; representing AF &PA Revise as follows: ,8 ICC PUBLIC HEARING::: September 2003 Code WP D Change Committee Assembly Number Action Action 6 -03104 37 -03/04 WP D 38 -03104 D 39 -03104 WP 40 -03104 D 41 -03/04 D 42 -03104 D 43 -03104 WP 44-03/04 D 45 -03/04 D 46 -03/04 AS 47 -03104 D 48 -03/04 D 49 -03/04 D 50 -03/04 AM 51 -03/04 D ' -03/04 53 -03104 D D 54 -03104 D 55 -03104 D 55 -03104 D 5T -03/04 D 58 -03/04 D 59 -03/04 AS 6D -03104 AS 61 -03104 AS 62 -03/04 AM 3 -03/04 D 364-03/04 D 65 -03104 D 66 -03/04 D 67 -03/04 AS AMF Code Change Number Committee Action Assembly Action 68 -03104 AS G69 -03/04 AS 70 -03/04 D 71 -03/04 D G72 -03/04 D 73 -03/04 AS 74 -03/04 D G75 -03104 AS 76 -03/04 D G77 -03104 AS G78 -03/04 D G79 -03/04 D G80 -03104 D G81 -03104 D G82 -03/04 AS G83 -03/04 D G84 -03104 D G85 -03/04 Item 1 AS G85 -03/04 Item 2 AS G86 -03/04 D GB7 -03/04 AS GB8 -03/04 D G89 -03/04 AM 90 -03/04 G91 -03/04 AS AM G92 -03104 AS G93 -03104 D G94 -03104 AM 95 -03/04 D G96 -03104 D IG97-03/04 AS Code Change Number Committee Action Assembly Action G98 -03/04 AS G99 -03/04 D G 100 -03/04 D 101 -03/04 D G102 -03/04 AS G103 -03/04 D G 10403/04 D G105 -03/04 WP 106 -03/04 D G107 -03/04 AM 108 -03/04 D G 109 -03/04 D 110 -03/04 D 111 -03/04 D 112 -03/04 AM 113 -03104 AM 114 -03/04 D 115 -03/04 WP G116 -03/04 AS G 117 -03/04 AS G118 -03/04 WP G119 -03/04 AS G120-03/04 AM 121 -03/04 AS AS F122-03/04 /04 D 124 -03/04 D G 125 -03/04 D G 126 -03/04 D G 127 -03/04 AS G128-03/04 Item 1 D 2,-- -,2064 Public Nearing Results 41- ooqt� — -A� 5A vi � --A 6 ERAL BUILDING HEIGHTS AND AREAS = - to each portion of the building based on the occupancy 509.2 Group S -2 enclosed or open parking garage with gssifrcation of that space except that the most restric Group A, B, M, R or S above. A basement and /or the first e applicable provisions of Section 403 and Chapter 9 story above grade plane of a building shall be considered as a shall apply to the entire building or portion thereof.. separate and distinct building for the purpose of determining 508.3.2.2 Allowable area and height, The allowable area limitations, continuity of fire walls, limitation of number area and height of the building or portion thereof shall be of stories and type of construction when all of the following based on the most restrictive allowances for the occu conditions are met: pancy groups under consideration for the type of con- struction of the building in accordance with Section 5011. 508.3.2.3 Separation. No separation is required between occupancies. Exception: Group H -2, H -3, H -4 or H -5 occupancies shall be separated from all other occupancies in accor- dance with Section 508.3.3.. 08.3.3 Separated occupancies. Buildings or, portions of uildings that comply with the provisions of this section hall qualify as separated occupancies. 508.3.31 Occupancy classification. Separated occu- pancies shall be individually classified in accordance with Section 3021 . Each fire area shall comply with this code based on the occupancy classification of that por- tion of the building 508.3.3.2 Allowable area. In each story, the building area shall be such that the sum of the ratios of the actual floor area of each occupancy divided by the allowable ­ a of each occupancy shall not exceed one 5.3.3.3 Allowable height. Each occupancy shall com- ply with the height limitations based on the type of con- struction of the building in accordance with Section 503.1 The height, in both feet and stories, of each fire area shall be measured from grade plane. This measure- ment shall include the height, in both feet and stories, of intervening fire areas.. Exception: Special provisions permitted by Section 509. 508.3.3.4 Separation. individual occupancies shall be separated from adjacent occupancies in accordance with Table 508.3.3 508.3.3.4.1 Construction. Required separations shall be fire barriers constructed in accordance with Section 706 or horizontal assemblies constructed in accordance with Section 711, or both, so as to com- pletely separate adjacent occupancies SECTION 509 SPECIAL PROVISIONS .1 General. The provisions in this section shall permit the of special conditions that are exempt from, or modify, the :ific requirements of this chapter regarding the allowable ;hts and areas of buildings based on the occupancy classifi- o 1 type of construction, provided the special condition tprcos with the provisions specked in this section for such dition and other applicable requirements of this code. 1. The basement and/or the fast story above grade plane is of Type IA construction and is separated from the build- ing above with a horizontal assembly having a minimum 3 -hour fire- resistance rating. 2, Shaft, stairway, ramp or escalator enclosures through the horizontal assembly shall have not less than a 2 -hour fire- resistance rating with opening protectives in accor- dance with Table 7154, Exception: Where the enclosure walls below the hor- izontal assembly have not less than a 3 -hour fire- resistance rating with opening protectives in accordance with Table 715.4, the enclosure walls extending above the horizontal assembly shall be per- mitted to have a 1 -hour fire - resistance rating, pro- vided: 1 The building above the horizontal assembly is not required to be of Type I construction; 2. The enclosure connects less than four stories; and 3 The enclosure opening protectives above the horizontal assembly have a minimum 1 -hour fire protection rating. 3. The building above the horizontal assembly shall be per- mitted to have multiple Group A uses, each with an occu- pant load of less than 300, or Group B, M, R or S uses. 4. The building below the horizontal assembly is a Group S -2 enclosed or open panting garage, used for the park - I ing and storage of private motor vehicles. Exceptions: 1. Entry lobbies, mechanical rooms and similar uses incidental to the operation of the building shall be permitted.. 2. Multiple Group A uses, each with an occupant load of less than 300, or Group B or M uses shall be permitted, in addition to those uses incidental to the operation of the building (including storage areas), provided that the entire structure below the horizontal assembly is protected throughout by an approved auto- matic sprinkler system.. 5. The maximum building height in feet shall not exceed the limits set forth in Section 503 for the building having the smaller allowable height as measured from the grade plane. 509.3 Group S -2 enclosed parking garage with Group S -2 open parking garage above. A Group S -2 enclosed parking garage located in the basement or first story below a Group S -2 open parking garae shall be classified as a separate and dis- c) INTERNATIONAL. BUILDING CODE® tinet building for the purpose of determining the type of con - ,truction when the following conditions are met: 1. The allowable area of the structure shall be such that the sum of the ratios of the actual area divided by the allow- able area for each separate occupancy shall not exceed 1..0. 2- The Group S -2 enclosed parking garage is of Type I or 11 construction and is at least equal to dhe fire - resistance requirements of the Group S -2 open parking garage. 3. The height and the number of the floors above the base- ment shall be limited as specified in Table 406.3.5. 4. The floor assembly separating the Group S -2 enclosed parking garage and Group S -2 open parking garage shall be protected as required for the floor assembly of the Group S -2 enclosed parking garage. Openings between the Group S -2 enclosed parking garage and Group S -2 open parking garage, except exit openings, shall not be required to be protected. 5_ The Group S -2 enclosed parking garage is used exclu- sively for the parking or storage of private motor vehi- cles, but shall be permitted to contain an office, waiting room and toilet room having a total area of not more than 1,000 square feet (93 m-), and mechanical equipment rooms incidental to the operation of the building. 509.4 Parking beneath Group R. Where a maximum one -story above grade plane Group S -2 parking garage, enclosed or- open, or combination thereof, of Type I construc- on or open of Type IV construction, with grade entrance, is ,,rovided under a building of Group R, the number of stories to be used in determining the minimum type of construction shall be measured from the floor above such a parking area. The floor assembly between the parking garage and the Group R above shall comply with the type of construction required for the parking garage and shall also provide a fire- resistance rat- ing not less than the mixed occupancy separation required in Section 508.3.3.. 509.5 Group R -2 buildings of Type IIIA construction, The height limitation for buildings of Type IIiA construction in Group R -2 shall be increased to six stories and 75 feet (22 860 mm) where the first -floor construction above the basement has a fire - resistance rating of not less than 3 hours and the floor area is subdivided by 2 -hour fire - resistance -rated fire walls into areas of not more than 3,000 square feet (279 ml). 509.6 Group R -2 buildings of Type IIA construction. The height limitation for buildings of Type IIA construction in Group R -2 shall be increased to nine stories and 100 feet (30 490 mm) where the building is separated by not less than 50 feet (15 240 mm) from any other building on the lot and from lot lines, the exits are segregated in an area enclosed by a 2 -hour fire- resistance -rated fire wall and the first -floor construction has a fire - resistance rating of not less than Ir /, hours 509.7 Open parking garage beneath Groups A, I, B, M and R. Open parking garages constructed under Groups A, I, B, M -lid R shall not exceed the height and area limitations permitted .der Section 406.3. The height and area of the portion of the building above the open parking garage shall not exceed the limitations in Section 503 for the upper occupancy. The height, GENER61- BUILDING HEIGHTS AND AREAS in both feet and stories, of the portion of the building above the open parking garage shall be measured from grade plane and shall include both the open parking garage and die portion of the building above the parking garage 509.7.1 Fire separation. Fire barriers constructed in accor- dance with Section 706 or horizontal assemblies con- structed in accordance with Section 711 between dhe parking occupancy and the upper occupancy shall corre- spond to the required fire - resistance rating prescribed in Table 508 33 for the uses involved. The type of construc- tion shall apply to each occupancy individually, except that structural members, including main bracing within the open parking structure, which is necessary to support the upper occupancy, shall be protected with the more restrictive fire - resistance -rated assemblies of the groups involved as shown in Table 601. Means of egress for the upper occu- pancy shall conform to Chapter 10 and shall be separated from the parking occupancy by fire barriers having at least a 2 -hour fire - resistance rating as required by Section 706 with self - closing doors complying with Section 715 or horizon- tal assemblies having at least a 2 -hour fire- resistance rating as required by Section 711, with self - closing doors comply- ing with Section 715. Means of egress from the open park- ing garage shall comply with Section 4063. 509.8 Group B or M urith Group S -2 open parking garage above. Group B or M uses located in the basement or first story below a Group S -2 open parking garage shall be classified as a separate and distinct building for the purpose of determining the type of construction when all of the following conditions are met: 1. The basement orfrrst story shall be Type 1 or II construc- tion, but not less than the type of construction required for the open parking garage above. The height and area of the basement or first story shall not exceed the limita- tions in Section 503 for the Group B or M uses. 2. The height and area of the open parlang garage shall not exceed dhe limitations permitted under Section 4063. The height, in both feet and stories, of the open parking garage shall be measured from grade plane and include both the open parking garage and the basement or first story, 3. Fire separation assemblies between the open parking garage and the basement or first story use group shall correspond to the required fire - resistance rating pre- scribed by Table 508.33 4. Exits serving the open parking garage shall discharge directly to a street or public way and shall be separated from the basement or first story use group by not less than 2 -hour fire barriers constructed in accordance with Section 706 or 2 -hour horizontal assemblies constructed in accordance with Section 711, or both, with opening protectives in accordance with Table 715.4. 2006 INTERNATIONAL BUILDING CODE® 83 ... Request for Administrative Modification -AMR #2 TO: Town of Vail DATE: November 27, 2007 OWNERS NAME: Lion Square Lodge North D SITE ADDRESS: 660 West Lion Head Place, Vail, CO RE: Plan Review Comment #3 ATTACHMENTS: 1 -CMT 3& 2 -CMT 3, 3 -CMT 3, 4 -CMT 3 CMT 3, 8 -CMT 3, 9 -CMT 3, 10 -CMT 3, 11 -CMT 3, 12 -CMT , Safety Letter PERMIT #1307 -0066 �J \612, �MT'36MW7- 3 -CMT 3, Shaner Life J TOWN OF VAIL REQUEST: Based on 2003 IBC sections 104.11, to allow 50% protected openings at th_e north wall of the egress balcony at the first and second floors protected with additional spnaIfer� coverage in lieu of the requirement of 2003 IBC table 704.8 which allows a maximum of 25% unprotected openings. BASIS: The existing building is currently configured with an exterior egress balcony to the north of the existing units with adjacent surface parking. The proposed design maintains the existing egress balcony and adjacent parking. As a condition of approval for the project, the Town Council, PEC and DRB required the addition of a portion of sod covered roof above the parking to conceal the parking from view from the property to the north. The type IB open parking structure is located to the north of the type III13 egress balcony which serves R -2 dwelling units located on the south side. In between the two structures is an open outdoor area as defined by IBC section 1004.8 which has two means of egress via the east tower and west tower exit accesses. IBC section 704.3 allows for an imaginary property line to be placed in the outdoor area between the open parking garage and the egress balcony for purposes of determining the required wall and opening protection. Refer to sketch 1 -CMT 3 for the location of this imaginary line. The exterior walls of the open parking garage and egress balcony are required to meet the criteria of Table 602 based on the distances to the imaginary property line. Based on the location of the imaginary property line shown on sketches 1 -CMT 3 and 2 -CMT 3, the distance of the south wall line of the open parking structure to the imaginary property line is 10' -1" which requires a fire resistance rating of 1 hour. This exterior wall line is actually 2 hour fire resistance rated as required by Table 601. The north egress balcony wall is located either 7' -4 %" or 4' -5 1/8" from the imaginary property line. Both distances require this wall to be of 1 hour fire resistance rated. The openings in the south wall of the open parking garage and the north wall of the egress balcony are required to meet the criteria of Table 704.8. The open parking garage %W -41W wall is located 10' -1" from the imaginary property line which allows the wall to have unlimited area of opening based on note c of Table 704.8. The north wall of the egress balcony is located either 7' -4 ' /2" or 4' -5 1/8" from the imaginary property line. Based on Table 704.8 the wall that is located 7' -4'/z" from the imaginary property line is allowed a maximum of 25% protected openings. The wall that is located 4' -5 1/8" from the imaginary property line is allowed a maximum of 15% protected openings. Since the building is equipped with an automatic sprinkler system, section 704.8.1 permits these openings to be unprotected. The openings in the south wall line of the egress balcony are required to be protected based on 2003 IBC section 1013.5 which states that exterior egress balconies shall be separated from the interior of the building by walls and opening protectives as required for corridors. There is an exception to this section which permits no separation between the egress balcony and the interior of the building where the exterior egress balcony is served by at least two stairs and a dead -end travel condition does not require travel past an unprotected opening to reach a stair. In order to meet this requirement, the windows adjacent to the egress balcony at units 182, 282, and 382 and the sidelite to door D124 will be required to be fire rated based on requirements for corridors. Also, doors D124, D184A, D284A, D282A, D280A, D3 84A, D3 80A, and D3 82A will be required to be fire rated based on requirements for corridors. The required rating for corridors serving R occupancies with a sprinkler system is %2 hour. Based on 2003 IBC table 715.3, the required fire rating for the doors based on %2 hour corridors is 20 minutes. The doors will be self closing per 2003 IBC section 715.3.7. Based on 2003 IBC table 715.4, the required fire rating for windows is 45 minutes. The windows will be operable to provide natural ventilation but will be self closing on a fusible link. Refer to 10 -CMT 3, 11 -CMT 3, 12 -CMT 3, and 13 -CMT 3. Based on 2003 IBC section 1013.5.2, egress balconies are required to have the long side to be at least 50% open to minimize the accumulation of smoke or toxic gases. However, section 704.8 limits a maximum of 25% unprotected openings along this wall based on Table 704.8. The request for administrative modification is to allow a maximum of 50% openings along the 1 hour fire resistance rated north egress balcony wall which will be protected by increased sprinkler coverage as shown on sketch 3 -CMT 3, 4 -CMT 3 and as described from attached letter from Shaner Fire Protection as an equivalent design to a 1 hour fire resistance rated wall with a maximum of 25% unprotected openings. David Viele, Chip Melick, Arkitect oYRecord ® Coto , • RICHARD . : 0 00 • 3®3256 Architect's Stamp 1 Debor halwrjire Protection Engineer • Building Official 1112-?1`7 Fire Protection Engineer's Stamp Fire Marshall, Town of Vail 1! T S R Q P N M 10� b, 14 17 jag 10 A4.7 REMODELED EXISTING BUILIDING A PARTIAL NORTH ELEVATION SCALE: 1/8" = 1' -0" TOTAL AREA ELEVATION A: 2551 S.F. AREA OF OPENINGS ELEVATION A: 50% OPEN AREA 1290 S.F. I e� 2 � � O (E) THIRD FLOOR z w QO W a 118' -8" 0 z (E) SECOND FLOOR CY z 109' -4" O a o. (E) FIRST FLOOR 0 100' -0" 0 LOWER LEVEL PARKING —� 89' -7" B z TOTAL AREA ELEVATION B: U /-r 195 S.F. AREA OF OPENINGS ELEVATION B: 80 S.F. A o a 41 % OPEN AREA .,. 10 uiv 3 SIM. I I I I 11 WS ELEV. L Y 8 309 16 6 A7.3 A7.3 W21 I --' 309 W21 r— EVAT W16 FOYER — D304 - -J W21 I NR 2 i W16 I I I I 2 w21 ' �1 A4.2 F2 W17 — LEV. LOBBY w21 304 6' -6" I W21 Lu EGRESS CONY ,'�� D386A L� 5 —'04B W21 6 13 a 308 O W 17 w W21 - 4.2 19' -2 7/8" D.S. 6 i' \ D 88A up V I wl TOR. -- 4 W3 307 306 I W17 F2 'NERS _ 118'-8"' O i ^� I D390A z )SET Y 4� ; v� 7 ' — O 96 W17 D306 F2 Z W17 W17 O 396A RESTRICT OPENING �� � 394A i� � D392A I $A F2 8A o I � 3RD FLOOR DIMENSION PLAN SUMMER z z A2.3.1 WINTER SCALE: 1 /8" = l' -0" r q a "4 11-0 'DR-994 �'' SLOPE Fr. out SLOPE 14./FT. SLOPE ]rl Fr. EDGE ' (WZED METAL W�NG AT ED(GE) uj CL �► ►� 0 / 'ELEV. LOBBY so� lid F9 3 A8.6 27, PA I I ZA0110 U* SLOPE 4 / A ?4 1111 ► . o s 1111�[� ® 1111111. ■ z M cn H U c d A O • •• �� • a- TPTAL SPACES: • . BASEMENT = 31,S ♦ D • . OFF AREA VALET !► �+ OFFICE SLOP�;lrl FT. ® ;C�� I p- •-�° , °' J 1lifll, � �•v I W CL O J N 128.4 � I I W CL N i � _ - + SLOPE Fr. �. 1 ST FLOOR PLAN SUMMER SCALE: 1/8" = 1'-0` WINTER WE • i I. �� ► e �� .,% C © , �.� • A9.3 sl BROOM uw H ED COLORED CONC. L WAY W/ HEAVY •' 11, Som Sol I vzyIA AIR � - - - �� r ��ir���� .ri�i �% it 3 ■ z `^ � U X tA A 6 � o - 0 C► ® ® l �. 1 ST FLOOR PLAN SUMMER SCALE: 1/8" = 1'-0` WINTER WE • i I. �� ► e �� .,% C © , �.� • A9.3 sl BROOM uw H ED COLORED CONC. L WAY W/ HEAVY •' 11, Som Sol I vzyIA AIR � - - - �� r ��ir���� .ri�i �% it 3 ■ z `^ � U X tA A 6 O E ■i a z° o ao w � o as z 0 a O M z H U � U v� ^ r Q I I \ I Li UP STAIR C 115 D115A 00 rDAN ill -1 -15B') T �I VEST. OD114C D114B 4 D. 7 r=Dl 1 HR FIRE DOOR — I I I HEAl ED COLORED CONC. W LIKWAY W/ HEAVY BROOM FI ISIH (DI Y - Tn- 1 ST FLOOR PLAN SCALE: 1/8" = P -0" Su I— D184 D122C ANNUCIATOR I GALLERY PANEL I 122 D122B � D 122A IZ� ---�—s- -so--' f vi RATED �� • : ►— I PROTEC E _ a H 0 z w (-7 QO a O a �D o d a 0 a O M U � N ti WALL TYPES TYPE DESCRIPTION STC FIRE RATING WALL TYPE DIAGRAM Wl9 SCREEN WALL: 3 COAT STUCCO SYSTEM ON (2) LAYERS 5/8" FIRE RATED GYP. SHEATHING BOTH SIDES OF 6" MTL STUDS @ 16" O.C. BETWEEN TOP AND BTM STEEL MEMBERS, NDE OFF OF TOP OF FLAT ROOF BELOW 2 HOUR 2 HOUR W20 (3) LAYERS 5/8" GYP. BD. BOTH SIDE OF 6" METAL STUDS AT 16" O.C. TO UNDERSIDE OF STRUCT. ABOVE WITH ACOUSTIC INSULATION FRICTION FIT IN STU CAVITY. BASED ON U. L. DESIGN #U41 3 HOUR 3 HOUR n*ttf- 0 W21 6 (N) HALF HEIGHT WALL EXTERIOR FINISH PER SECTION / DETAIL ON (2) LAYERS 15# FELT PAPER ON 5/8" FIRE RATED GYP. SHEATHING EA. SIDE ON 3 5/8" MTL STUDS @ 16" O.C. BASED ON U.L. DESIGN #U423. REQUIRED PROVIDED 1 HOUR 1 HOUR v 72E�I!e CODE SHEET A1.1 SCALE: NTS x h x O z W U O qw O a ¢ a z� � O as z O a z" E-' U U o m o Ca o Illll�r 1111111 i L_ Date: Sketch No. 10- 10-07 3 -CMT 3 xxx "M PENDENT SPRINKLER HEAD SU FROM DRY PIPE OR ANTIFREE; PLACED TO PROVIDE PROTECT OPENING, EQUIVALENT TO 1 Hi RESISTANCE RATING. SPRINKLE SPACED 6' APART ALONG OPE x PARTIAL BUILDING SECTION XXX SCALE: 1/4* - 1' -0' LIONSQUARE LODGE NORTH LIONSHEAD PLACE VAIL, COQ BE El X52 U = m: .a Shaner Ltfe Safety F0 M 1077 ROAOL/ U..*o Mew r"m CW..* IN" 3us"N Owe U." *mNwAsvCmm JwT Is 7=n& N0 F— — — — — — — — - I Date: Sketch No. 10-10-07 4-CMT 3 PENDENT SPRINKLER HEAD SUPPLIED FROM DRY PIPE OR ANTIFREEZE LOOP PLACED TO PROVIDE F PROTECTION O PROTECTION OPENING, EQUIVALENT TO 1 HOUR FIRE RESISTANCE RATING. SPRINKLERS WILL BE G SPACED 6' APART ALONG OPENING. plif ffll�awlffial WIN b, immw'�!(5 EGRESS BALCONY 207 O O O r- - - - - - - - - I r--- - - - - -7 I -7 L — — — — -i L -- - - - - 1 ° j E 0 77 0 E Q ii -T �Eg PARTIAL BUILDING PLAN xxx SME: 1/8' - 1'-0• LIONSQUARE LODGE NORTH LIONSHEAD PLACE VAIL, CO L--------- 0" 2 -6Ji� o Shaner Life PO 9. sm m6a"a U—bb k- rdm edwal low .r, 0— M*. 9WANNSOMMOMM Fm mnu� D O F— — — — — — — — - I Date: Sketch No. 10-10-07 4-CMT 3 PENDENT SPRINKLER HEAD SUPPLIED FROM DRY PIPE OR ANTIFREEZE LOOP PLACED TO PROVIDE F PROTECTION O PROTECTION OPENING, EQUIVALENT TO 1 HOUR FIRE RESISTANCE RATING. SPRINKLERS WILL BE G SPACED 6' APART ALONG OPENING. plif ffll�awlffial WIN b, immw'�!(5 EGRESS BALCONY 207 O O O r- - - - - - - - - I r--- - - - - -7 I -7 L — — — — -i L -- - - - - 1 ° j E 0 77 0 E Q ii -T �Eg PARTIAL BUILDING PLAN xxx SME: 1/8' - 1'-0• LIONSQUARE LODGE NORTH LIONSHEAD PLACE VAIL, CO L--------- 0" 2 -6Ji� o Shaner Life PO 9. sm m6a"a U—bb k- rdm edwal low .r, 0— M*. 9WANNSOMMOMM Fm mnu� D123 (2)3' -6" 7-0" 1 3/4" D10 HM HM D124 3-0" 7-0" 1 3/4" D18 AL/GL D125 2' -6" 7-0" 1 3/4" D 1 1 HM D196A 3' -0" 6' -8" 1 3/4" D1 WD D1966 1 6' -1/4" 6-8" 1 3/4" D16 WD SAFLOK D196C 3-0" 6-8" 13/4" Dl HM LI E S; A . O O D 194A 3-0" 6' -8" 1 3/4" D 1 WD SAFLOK D 194 B 3-0" 6' -8" 1 3/4" D4 D 192A 3-0" 6' -8" 1 3/4" D 1 WD D192B 3' -0" 6' -8" 13/4" D4 SAFLOK FULL LITE; AL. CLAD WOOD DOORS 190A 3-0" 6'4" 13/4" Dl WD D190B 3-0" 6' -8" 13/4" D4 SAFLOK D 188A 3' -0" 6' -8" 1 3/4" D 1 WD 88B 3' -0" 6' -8" 13/4" 1 D4 186A 3' -0" 6-8" 13/4" D1 WD 186B 3' -0" 6-8" 13/4" D4 184A 3' -0" 6' -8" 1 3/4" D1 WD D184B 3' -0" 6-8" 1 3/4" D4 D182A 3-0" 6' -8" 13/4" D1 WD D182B 3-0" 6' -8" 13/4" D4 D 180A 3' -0" 6'-8" 1 3/4" D 1 WD D180B 6-1/4" 6-8" 13/4" D16 D284A 3' -0" 6' -8" 13/4" Dl WD HM D284B 6' -1/4" 6' -8" 13/4" D16 HM D282A 3-0" 6' -8" 1 3/4" D1 WD D282B 6-1/4" 6-8" 1 3/4" D16 D280A 3' -0" 6' -8" 1 3/4" D1 WD SAFLOK 80B 1 6-1/4" 6' -8" 11 3/4" 1 D16 LI E S; A . O O D384A 3' -0" 6' -8" 13/4" D1 WD HM D384B 6-1/4" 6' -8" 1 3/4" D16 HM D382A 3' -0" 6' -8" 13/4" D1 WD D382B 6-1/4" 6' -8" 1 3/4" D16 D380A 3' -4" 6' -8" 1 3/4" 1 D5 I WD SAFLOK D380B 6-1/4" 6-8" 11 3/4" 1 D15 LI E S; A . O O HM 3 HR. DOORS ON HOLD OPEN, 3HR. RATED DOOR & FRAME 20 MINUTE FIRE RATED, SELF CLOSING HM IR D, S L C O ING / 5 MIN. E S D LI E SAFLOK FULL LITE DOOR W/ SIDELITE; AL. CLAD WOOD DOOR HM SAFLOK 20 Mil NU E IR RATED, SELF CLOSING SAFLOK AL. CLAD WOOD DOOR W/ SIDELITE SAFLOK SAFLOK HM SAFLOK 27 N Tl Fl R r RXT D, SE F CL b Sl N HM SAFLOK SAFLOK FULL LITE DOOR W/ SIDELITE; AL. CLAD WOOD DOOR SAFLOK FULL LITE; AL. CLAD WOOD DOORS LI E S; A . O O SAFLOK SAFLOK FULL LITE; AL. CLAD WOOD DOORS SAFLOK SAFLOK FULL LITE; AL. CLAD WOOD DOORS SAFLOK SAFLOK FULL LITE; AL. CLAD WOOD DOORS SAFLOK SAFLOK FULL LITE; AL. CLAD WOOD DOORS SAFLOK 2 MINUTE IRE RATED, SELF CLOSING SAFLOK FULL LITE; AL. CLAD WOOD DOORS SAFLOK SAFLOK FULL LITE; AL. CLAD WOOD DOORS SAFLOK SAFLOK AL. CLAD WOOD DOOR W/ SIDELITE HM SAFLOKQ 20 MINUTE FIRE RATED, SELF CLOSING HM SAFLOK FULL LITE DOOR W/ SIDELITE; AL. CLAD WOOD DOOR HM SAFLOK 20 Mil NU E IR RATED, SELF CLOSING HM SAFLOK FULL LITE DOOR W/ SIDELITE; AL. CLAD WOOD DOOR HM SAFLOK 27 N Tl Fl R r RXT D, SE F CL b Sl N HM SAFLOK FULL LITE DOOR W/ SIDELITE; AL. CLAD WOOD DOOR 2 FIRE DOORS AND SHUTTERS 0 2 SCALE: NTS a z W U 0 a aO 0. O W � Q z� �D o as z a O M z H U � U � M A N HM SAFLOK 20 MINUTED FIRE RATED, SELF CLOSING FULL LITE DOOR W/ SIDELITE• AL. CLAD WOOD DOOR HM SAFLOK 20 MINUTED FIRE RATED, SELF CLOSING FULL LITE DOOR W/ SIDELITE; AL. CLAD WOOD DOOR HM SAFLOK 2 IN D FI E E , EL L SI LI E S; A . O O 2 FIRE DOORS AND SHUTTERS 0 2 SCALE: NTS a z W U 0 a aO 0. O W � Q z� �D o as z a O M z H U � U � M A N PO Box 1073, Frisco, CO 80443 970.409.9082; fax 720.294.9849 October 10, 2007 Town of Vail Plan Review Vail, Colorado Re: Lions Square Lodge, North Building, 660 W. Lionshead Place Request for Administrative Modification #2 Plan Review Comment #3 This letter is intended to supplement Administration Modification Request #2, prepared by Melick Associates. We intend to provide automatic sprinkler protection at the Egress Balcony opening to offset having 50% openings rather than 25 %. Refer to the attached sketches showing sprinkler placement and spacing. We will use quick response, pendent sprinkler heads, which have an allowed spacing of 15' x 15'. We will place the sprinklers as shown, with spacing of 6' on center. NFPA 13 approves this spacing for water curtains. This spacing is also noted as the minimum spacing allowed between sprinklers, per NFPA 13. The sprinklers will be glass bulb type, triggered individually by heat. This will ensure that not all sprinklers will activate along the balcony, only those which are activated by a fire in their immediate area. This allows for any smoke buildup on the balcony to escape through natural ventilation, as a "water curtain" will not form. Only the sprinklers needed to suppress a fire will activate. Sprinklers are often used to allow for trade -offs in model building codes. NFPA 13 (2007), Section 8.15.4 discusses the protection of openings. This section allows for sprinkler protection to substitute for the enclosure of openings. Providing sprinklers at the egress balcony for this project will allow a separation between the imaginary property line to be maintained. I believe that this proposal meets the intent of the building code and provides an equivalent alternative for this application. Please advise if you have any questions or need additional information. Sincerely, Deborah L. Shaner, P.E. Fire Protection Engineer A b':�� a '' HIZI r J1 �� Request for Administrative Modification — AMR #3 TO: Town of Vail DATE: November 27, 2007 OWNERS NAME: Lion Square Lodge North D SITE ADDRESS: 660 West Lion Head Place, Vail, CO RE: Plan Review Comment #29 ATTACHMENTS: 1 -CMT 29, 2 -CMT 29, 3 -CMT 29, E74 — 04/05 PERMIT #B07 -0066 U u �J U JAN o7 zaoe I� REQUEST: Based on 2003 IBC sections 104.10 and 104.11, to allow an increase of the C9jLa Path of Eu—eK Iravel E -e distance to 125' as modified for the 2006 IBC for Units 280, 282, 284, 286, 288, 290, 292, 294, 296, 380, 384, 392, 394, and 396 in lieu of the 2003 IBC section 1013.3 which requires that the common path of egress shall not exceed 75'. BASIS: Please see the attached sheets showing the path of egress travel with typical furnishings used by existing owners placed in floor plan. The means of measurement has been shown in the requested rectilinear method. The measured distances are shown in the Table below. At units 382, 386, 388, and 390, the most remote location within the unit has not changed. The additional square footage added to these units does not increase the • common path of egress travel measurement. Therefore, they "are not required to comply with the code requirements for a new structure" per Section 3403.1. Common Path of Egress Travel Existing units unchanged common 1 means of Unit Method Over by (ft) path of travel distance egress UNDER not increased by 75' (75 max remodel Admin. # Rectilinear allowed ) Allowed per 3403.1 Modification 280 123 48 Z 282 106 31 Z 284 76 1 Z 286 77 2 Z 288 77 2 Z 290 77 2 Z 292 82 7 Z 294 77 2 Z 296 95 18 Z 380 124 49 Z 382 121 46 Y 384 76 1 Z NW Mo 386 86 11 Y 388 78 3 Y 390 95 20 Y 392 82 7 394 76 1 396 93 18 Z Z Z X — under 75' measured in a rectilinear manner Y — CPOET distance unchanged by new remodel Z - Administrative Modification because over 75 feet measured in a rectilinear manner Units 280, 282, 284, 286, 288, 290, 292, 294, 296, 380, 384, 392, 394 and 396 (marked with a Z on the chart above) will have a change in the Common Path of Egress Travel distance when the building is altered. The occupant load of each unit is under 10. The building as proposed is to be fully sprinklered. The egress balcony is also fully sprinklered. Smoke alarms will be provided. We have consulted with Mike Perrino, Code Consultants, Inc., St. Louis, Mo. At the ICC Public Hearing, February 2005, he presented the E74 -04/05 document (attached) as an argument to revise Section 1013.3 of the 2003 IBC. This was subsequently approved as a change for the 2006 IBC. The increased life safety provided by sprinklers and smoke alarms in R -2 occupancy was deemed sufficient to allow an increase of the Common Path of Egress Travel to 125'. Because the proposed building will provide the same increased life safety as required in the approved E74 -04/05 document (and 2006 IBC) , we request an Administrative Modification to allow an increase of the Common Path of Egress Travel distance to 125' for Units 280, 282, 284, 286, 288, 290, 292, 294, 296, 380, 384, 392, 394 and 396. L� • David Viele, Owner Chip Melick, Architect of Record Architect's Stamp , Fire rI Building Official Engineer f Fire Protection Engineer's Stamp Fire Marshall, Town of Vail C ®ae ®eusn�p.. e e a ev- s k� nomt /n. .; 931/ 200 = 1 R -2 RESIDED 1 UNIT .1 950/ 200 = R -2 RESIDED UNIT 950/ 200 = R -2 RESIDEt UNIT �■ R -2 RESIDENTIAL UNIT �I 11 �'�1F'_:iI- i I� ll - YI ^CV7 _ -pill nl �S i ..........F.......... t till i ... r INN C �ill�� n�ii �•I.� i Filmt�. nomt /n. .; 931/ 200 = 1 R -2 RESIDED 1 UNIT .1 950/ 200 = R -2 RESIDED UNIT 950/ 200 = R -2 RESIDEt UNIT �■ R -2 RESIDENTIAL UNIT Now L : i Or TRAVEL DISTANCE �—J V TRAVEL DISTANCE ALLOWED = 250' ® U ALLOWED = 250' COMMON ACTUAL =1 7' OF ® TRAVEL DISTANCE ACTUAL =120' r ® U 2� ALLOWED = 250' COMMON PATH OF ALLOWED = 75' / i ACTUAL =97' TRAVEL 74 U 6 ` ® ISTA NCE COMMON PATH OF ALLOWED = 75' ACTUAL = 123 TRAVEL ACTUAL = 106' ALLOWED = 3' ALLOWED = 75' 2(�) TRAVEL DISTANCE ACTUAL =113' / ALLOWED = 250' ACTUAL = 76' / COMMON PATH OF TRAVEL DISTANCE ACTUAL =133' TRAVEL OCCUPANCY: R -2 ALLOWED = 250' COMMON PATH OF ALLOWED = 75' VE - DISTANCE ACTUAL =154' TRAVEL ACTUAL = 77' ONSTRUCTION TYPE: 3B / ACTUAL 1 19- ` TRAVEL DISTANCE °° COMMON PATH OF ALLOWED = 75' / ACTUAL =119' " Q /QED = 250' TRAVEL ACTUAL = 77' COMMON PATH OF TRAVEL DISTANCE ---- - - - - -- / ACTUAL =1�Z- -- JRAVEL DISTANCE ALLOIyEn = 75_ TY�AV L COMMON PATH OF ALLOWED =�5� ALLOW�Z�' ACTUAL = 7T 1 � COMMON PATH ACTUAL = 95' TRAVEL ACTUAL =137' �_ 11 OF TRAVEL WED = 75' COMMON PATH OF 10 0 SETBACK 75% OPENINGS ACTUAL =-77— — ALLOWED= M — / ACTUAL = 82' \ � /�3 1 $ OND FLOOR CODE DIAGRAM 1.2.14 SCALE: 1'= 20' -0" Date: Sketch No. LIONSQUARE LODGE NORTH 10 -3 -07 1 -CMT 29 LIONSHEAD PLACE VAIL, CO i �I 11 �'�1F'_:iI- i I� ll - YI ^CV7 _ -pill Now L : i Or TRAVEL DISTANCE �—J V TRAVEL DISTANCE ALLOWED = 250' ® U ALLOWED = 250' COMMON ACTUAL =1 7' OF ® TRAVEL DISTANCE ACTUAL =120' r ® U 2� ALLOWED = 250' COMMON PATH OF ALLOWED = 75' / i ACTUAL =97' TRAVEL 74 U 6 ` ® ISTA NCE COMMON PATH OF ALLOWED = 75' ACTUAL = 123 TRAVEL ACTUAL = 106' ALLOWED = 3' ALLOWED = 75' 2(�) TRAVEL DISTANCE ACTUAL =113' / ALLOWED = 250' ACTUAL = 76' / COMMON PATH OF TRAVEL DISTANCE ACTUAL =133' TRAVEL OCCUPANCY: R -2 ALLOWED = 250' COMMON PATH OF ALLOWED = 75' VE - DISTANCE ACTUAL =154' TRAVEL ACTUAL = 77' ONSTRUCTION TYPE: 3B / ACTUAL 1 19- ` TRAVEL DISTANCE °° COMMON PATH OF ALLOWED = 75' / ACTUAL =119' " Q /QED = 250' TRAVEL ACTUAL = 77' COMMON PATH OF TRAVEL DISTANCE ---- - - - - -- / ACTUAL =1�Z- -- JRAVEL DISTANCE ALLOIyEn = 75_ TY�AV L COMMON PATH OF ALLOWED =�5� ALLOW�Z�' ACTUAL = 7T 1 � COMMON PATH ACTUAL = 95' TRAVEL ACTUAL =137' �_ 11 OF TRAVEL WED = 75' COMMON PATH OF 10 0 SETBACK 75% OPENINGS ACTUAL =-77— — ALLOWED= M — / ACTUAL = 82' \ � /�3 1 $ OND FLOOR CODE DIAGRAM 1.2.14 SCALE: 1'= 20' -0" Date: Sketch No. LIONSQUARE LODGE NORTH 10 -3 -07 1 -CMT 29 LIONSHEAD PLACE VAIL, CO i 4 occ. � 36' 9 occ. DOORS L� 11 EON ELEV ��4��� 85/ 30 321pcc. 1 occ. STO A. UNIT 394 R -2 L0= IDE AL pall M! 1mol milmmm C-In TRAVEL DISTANCE ALLOWED = 250' ACTUAL =119' COMMON PATH OF TRAVEL ALLOWED = 75' ACTUAL = 93' TRAVEL DISTANCE ALLOWED =! ACTUAL =112' COMMON PATH OF TRAVEL ALLOWED = 75' ACTUAL = 76' EXIT 32 occ. a •�•'' i UNIT 380 UNIT 382 •�.•''���' UNIT 384 925/ 200 = 5 oc . 0000 .• 931/ 200 = 5 + 2 occ. = 7 occ. 1 n i + 2 occ. = 7 R -2 RESIDENTIAL 1 / 200 = 7 occ. + R -2 RESIDENT T occ. = 10 occ. n ' UNIT 386 UNIT 0 I 2 RESIDENTIAL •''• 0 950/ 200 0 UN 388 = IT 0 O O + 2 occ. = 7 UNIT 390 950/ 200 = 5 R -2 RESIDEN L 0 0 950/ 200 = C. + 2 occ. = 7 0 R-2 RESIDENT UNIT 392 +, 2 occ. = 7 R -2 RESIDEN 0 - -- 0 0 ® O T Do 0 0 S DENT 0 0 g _ r - --- — ° 0 ' -- 'r TRAVEL DISTANCE 1 ALLOWED = 250' J , TRAVEL DISTANCE ACTUAL =137' ALLOWED = 250' (TO DECK) TRAVEL DISTANCE ACTUAL =119' COMMON PATH OF _ ALLOWED = 278' (TO LOFT) TRAVEL r " >' ACTUAL =103' COMMON PATH OF ALLOWED = 75' ° (TO DECK) TRAVEL ACTUAL = 124' TRAVEL DISTANCE COMMON PATH OF ALLOWED = 75' ° ALLOWED = 278' TRAVEL ACTUAL = 121' O a TRAVEL DISTANCE ACTUAL =118' ALLOWED = 75' ° ALLOWED = 297' (TO LOFT) ACTUAL = 76' TRAVEL DISTANCE ACTUAL =134' COMMON PATH OF NOTE: ACTUAL TRAVEL DISTANCE ALLOWED = 285' (O LOFT) TRAVEL TAKEN TO DECK UPPER FLOOR, ACTUAL =155' COMMON PATH OF ALLOWED = 75' WHICHEVER IS FARTHEST. (O LOFT) TRAVEL ACTUAL = 86' ° COMMON PATH OF ALLOWED = 75' TRAVEL DISTANCE TRAVEL ACTUAL = 78' TRAVEL DISTANCE -------- - - - - -- ALLOWED = 266' ALLOWED = 75' ACTUAL =139' ACTUAL = 95' COMMON PATH COMMON PATH OF TRAVEL = 82' OCCUPANCY: 7�EIIIB ONSTRUCTION TY a THIRD FLOOR CODE DIAGRAM SCALE: 1'= 20' -0" Date: Sketch No. LIONSQUARE LODGE NORTH 10-3-07 2 -CMT 29 LIONSHEAD PLACE VAIL, CO OO C a IM 1 ' VIEW, 47' ` 39' - - --- i y' 252/200 = 2 occ. _Zm _ _ R -2 RESIDENTIAL 00 - -- 322/ 200 = 2 occ. UNIT 486 - -- — -- — __ 249/ 200 R -2 RESIDENTIAL -- - -� — = 2 occ. R-2 RESIDENTIAL UNIT 488 UNIT 490 a FOURTH FLOOR CODE DIAGRAM A1.2.1 a SCALE: 1' = 20' -0' Date: Sketch No. LIONSQUARE LODGE NORTH 10 -3 -07 3 -CMT 29 LIONSHEAD PLACE VAIL, CO X43' j38' — `t` - - -- i ul6 ` A ----- ____ 441/ 200 = 3 occ. R -2 RESIDENTIAL 212/ 200 = 2 occ. UNIT 480 ° R -2 RESIDENTIAL 322/ 200 = 2 occ. UNIT 482 R -2 RESIDENTIAL UNIT 484 TRAVEL DISTANCE -------- - ----- COMMON PATH OF TRAVEL E73 -04/05 1013.3; !FC [B] 1013.3 Proponent: Mike Perrino, Code Consultants, Inc., St. Louis, MO Revise as follows: 1013.3 Common path of egress travel. In occupancies other than Groups H -1, H -2 and H -3, the common path of egress travel shall not exceed 75 feet (22 860 mm). In occupancies in Groups H -1, H -2, and H -3, the common path of egress travel shall not exceed 25 feet (7620 mm). Exceptions: 1. The length of a common path of egress travel in an occupancy in Groups B, F and S shall not be more than 100 feet (30 480 mm), provided that the building is equipped throughout with an automatic sprinkler system installed in accordance with Section 903.3.1.1. 2. Where a tenant space in an occupancy in Groups B, S and U has an occupant load of not more than 30, the length of a common path of egress travel shall not be more than 100 feet (30 480 mm). 3 The length of a common path of egress travel in occupancies in Group 1 -3 shall not be more than 100 feet (30 480 mm). 4. The length of a common path of egress travel in occupancies in Groups R -1 and R -2 shall not be more than 125 feet, provided that the building is protected throughout with an approved automatic sprinkler system in accordance with 903.3.1.1. Reason: In today's residential housing market, largerdwelling units and guestrooms have become the norm rather than the exception. And while unit size has grown, the statistical size of the average family is essentially unchanged (persons per household has dropped slightly from 2 63 In 1990 to 2 58 in 2002). In addition, the percentage of one person households has increased from 24 6% to 26.3% in the same perioda. This is, however, part of a continuing downward trend Average household size in 1950 was 3 38 personsb Based on this alone, as dwelling units get larger and family units get smaller, the code has clearly not kept pace It is illogical that the code allows a maximum occupant load of 50, based on area. in occupancies such as A, B and M, where a large number of occupants can be assumed to be unfamiliar with their surroundings, before the requirement for a second exit is imposed, while limiting the occupant load of Group R occupancies to 10. Persons within their own apartments will certainly be intimately familiar with the egress paths within their home. Even in guestrooms, it can be assumed that persons will be familiar with their surroundings. In addition, dwelling units and guestrooms will be sprinklered with residential type, quick- response sprinklers in accordance with Section 903 3.2, and be provided with single and multiple station smoke alarms per Sections 907 2 10 1.1 and 907.2 10 1 2, further protecting the occupants These current requirements have the effect of penalizing Group R occupancies, and ignores the code's own logic, which permits many allowances for Group R occupancies, such as spiral stairs, dead -ends within dwelling units, etc, based on the increased life safety provided by the extra safeguards required, it should be noted that this proposal mirrors an allowance in the current Florida Building Code (Section 1004 1-2) This proposal is actually more stringent than Florida's, since the Florida Building Code does not limit occupant load, only the length of a common path of travel Florida is one of the country's largest markets for new upscale residential multifamily buildings and hotels. This provision has worked well and has permitted units to be designed with appropriate exits, based on the relative hazards presented by the occupancy. a From U S Census Bureau Vital Statistics at: http: /(www census govlstatab /wwwlpartl html #households to From US Census Bureau web publication No. HS -12. Households by Type and Size: 1900 to 2002 http:llwww census .gov /statab /hisf/02HS0012 As Analysis: A question would be if this provision should also be applicable to Group R -3. Cost Impact: None Public Hearing: Committee: AS AM D Assembly: ASF AMF DF E74 -04/05 1013.3; IFC [B] 1013.3 Proponent: Mike Perrino, Code Consultants, Inc., St. Louis, MO Revise as follows: 1013.3 Common path of egress travel. In occupancies other than Groups H -1, H -2 and H -3, the common path of egress travel shall not exceed 75 feet (22 860 mm). In occupancies in Groups H -1, H -2, and H -3, the common path of egress travel shall not exceed 25 feet (7620 mm). Exceptions: i. The length of a common path of egress travel in an occupancy in Groups B, F and S shall not be more than 100 feet (30 480 mm), provided that the building is equipped throughout with an automatic sprinkler system installed in accordance with Section 903.3.1..1 I. 2. Where a tenant space in an occupancy in Groups B, S and U has an occupant load of not more than 30, the length of a common path of egress travel shall not be more than 100 feet (30 480 16C - E50 iCC PUBLIC HEARING ::: February 2005 mm). 3 The length of a common path of egress travel in occupancies in Group 1 -3 shall not be more than 100 feet (30 480 mm). 4. The length of a common path of egress travel in occupancies in Group R -2 shall not be more than 125 feet, provided that the building is protected throughout with an approved automatic sprinkler system in accordance with 903.3.1.1. Reason: In today's residential housing market, larger dwelling units have become the norm rather than the exception. And white unit size has grown, the statistical size of the average family is essentially unchanged (persons per household has dropped slightly from 2.63 in 1990 to 2 58 in 2002) In addition, the percentage of one person households has increased from 24 6% to 26.3% in the same perioda. This is, however, part of a continuing downward trend in household size. Average household size in 1950 was 3 38 personsb_ Based on this alone, as dwelling units get larger and family units get smaller. the code has clearly not kept pace. It is illogical that the code allows a maximum occupant load of 50. based on area, in occupancies such as A. B and M, where a large number of occupants can be assumed to be unfamiliar with their surroundings, before the requirement for a second exit is imposed, while limiting the occupant load of Group R occupancies to 10 In no other occupancy can it be assumed with more certainty that persons will be intimately familiar with their surroundings. In addition, dwelling units will be sprinklered with residential type, quick- response sprinklers in accordance with Section 903.3 2, and be provided with single and multiple station smoke alarms per Sections 907.2.10.1.1 and 907.210 1 2, further protecting the occupants. These current requirements have the effect of penalizing Group R occupancies. and ignores the code's own logic for many of the other allowances afforded to Group R (spiral stairs, dead -ends within dwelling units, etc.) based on the increased life safety provided by the extra safeguards required_ It should be noted that this proposal mirrors an allowance in the current Florida Building Code (Section 1004 1.2). This proposal is actually more stringent than Florida's. since the Florida Building Code does not limit occupant load, only the length of a common path of travel. Florida is one of the country's largest markets for new upscale residential multifamily buildings. This provision has worked well and has permitted larger units to be designed with appropriate exits, based on the relative hazards presented by the occupancy. a From U. S Census Bureau Vital Statistics at: http: / /www census.gov /statab /www /partl htmlfthousehotds b From U.S. Census Bureau web publication No HS -12 Households by Type and Size: 19001o2002 htio://www,census.gov/statab/histfG2HS0012,xis Analysis: A question would be if this provision should also be applicable to Group R -3. Cost Impact: None Public Hearing: Committee: AS AM D Assembly: ASF AMF DF E75 -04105 105.2, 1002 (New), 1013.4.1, 1013.4.2 (New); [FG [B] 1002 (New), 1013.4.1, 1013.4.2 (New) Proponent: Dan Booher, Kohls Department Store 1. Revise as follows: 105.2 Work exempt from permit. Exemptions from permit requirements of this code shall not be deemed to grant authorization for any work to be done in any manner in violation of the provisions of this code or any other laws or ordinances of this jurisdiction Permits shall not be required for the following: Building: 1 One -story detached accessory structures used as tool and storage sheds, playhouses and similar uses, provided the floor area does not exceed 120 square feet (11.15 rn }. 2. Fences not over 6 feet (1829 mm) high. I Oil derricks. 4_ Retaining walls which are not over 4 feet (1219 mm) in height measured from the bottom of the footing to the top of the wall, unless supporting a surcharge or impounding Class I, II or III -A liquids. 5, Water tanks supported directly on grade if the capacity does not exceed 5,000 gallons (18 925 L) and the ratio of height to diameter or width does not exceed 2 to 11- S. Sidewalks and driveways not more than 30 inches (762 mm) above grade and not over any basement or story below and which are not part of an accessible route_ 7 Painting, papering, tiling, carpeting, cabinets, counter tops and similar finish work. 8 Temporary motion picture, television and theater stage sets and scenery. 9 Prefabricated swimming pools accessory to a Group R -3 occupancy, as applicable in Section 101.2, which are less than 24 inches (610 mm) deep, do not exceed 5,000 gallons (18 925 L) and are installed entirely above ground_ 10 Shade cloth structures constructed for nursery or agricultural purposes and not including service systems. 11. Swings and other playground equipment accessory to detached one- and two- family dwellings_ 12. Window awnings supported by an exterior wall which do not project more than 54 inches (1372 mm) from the exterior wall and do not require additional support of Group R -3, as applicable in Section 101 .2, and Group U occupancies. 11 Non -fixed and movable fixtures, cases, racks, counters and partitions not over 5 feet 9 inches (1753 mm) in height. .CC PUBLIC HEARING ::: February 2005 IBC - E51 'on AGENCY Plan Review 2nd Comments TO: Architect Melick Associates, Inc. 355 Teller Street Lakewood, Colorado 80226 (303) 534 1930 EMAIL: FAX #: JURISDICTION: NUMBER OF PAGES: FROM: DATE: OWNERS NAME: SITE ADDRESS: OCCUPANCY GROUP: TYPE OF CONSTRUCTION: NUMBER OF STORIES: SPRINKLERS: Engineer Monroe & Newell 1701 Wynkoop Street Denver, CO 80202 (303) 623 4927 Town of Vail 4 Duskin Lowe Cnntact David Viele Viele Construction (970) 476 3423 June 7, 2007 Lion Square Lodge North 660 West Lion Head Place, Vail, CO R -2, S -2, M, B IIIB, IA, IB, VB 6 yes The design documents submitted for this project have been reviewed for compliance with adopted codes and amendments. Architectural Comments: 2) Section 508.2, #3, IBC. Group S -2 enclosed parking garage with Group A, B, M, or R above, IBC. Plan sheet A1.1 indicates an S -2 open parking garage above the S -2 enclosed parking garage. Section 508.2 does not allow an S -2 occupancy group above the S -2 occupancy group below. Section 508.2 and Section 508.3, referenced in the response to this correction, do not allow the S -2 along with the R -2, M and B over the enclosed S -2. Section 509.2 of the 2006 IBC allows an S to be above the S -2 under similar conditions. Amend plans to show compliance with the adopted code. 3) Section 705, Fire Walls, IBC. Plan Sheet A1.2 does not show a complying fire wall separating the building of Type IB construction type, with the S -2 open parking garage, from the building of Type III B construction type, with the R -2 occupancy group. To be considered separate buildings with different construction types, a fire wall would be required. The response to this correction refers to an "imaginary property line" between the two occupancy classifications. As described, that "imaginary property line" would dissect parking spaces on the open parking garage and divide the enclosed parking garage below into two areas. Rather, if there is an assumed property line, it would be located at the juncture of the two types of construction. The junction of the two types of construction would be at the exterior wall of the R -2 units. Per table 705.4, that exterior wall, constructed as a fire wall, would require a 3 -hour fire rating. In addition, per Section 503.2, the wall would be located on the property line and would be used for joint service between the buildings. That would qualify the wall as a party wall, and require it to be constructed without openings. 15) Section 704. Exterior walls, IBC. As decks are considered to be part of the building, indicate on the plans required fire - resistive construction for decks shown on plan sheets A2.2 and A2.3 that have a fire separation distance requiring fire - resistive construction. This correction refers to decks not balconies. I am unable to locate "added dimensions ", referred to in the response, from decks to property lines for the building of Type 1116 construction type. 26) Section 1704.2, Inspection of fabricators, and 1704.2.2, Fabricator approval. For the fabricator of the pre -cast concrete walls, provide documentation of fabricator approval ( an approved fabricator's number) or documentation that special inspections will be performed on the premises of the fabricator's shop. Plan sheet A1.1 shows wall types W2, W5, and W6 being pre -cast concrete walls. I am unable to locate the referenced response by Monroe and Newell. 29) Section 1013 Exit access, IBC. Plan sheets A1.2a and A1.3a show common path of egress �' travel being measured incorrectly. That measurement is made in a rectilinear manner with travel +S perpendicular or parallel to walls. Sao Per Section 903.2.7, IBC, buildings containing a Group R fire area are to be provided with an automatic sprinkler system throughout. If an administrative modification is to be requested, please submit required documentation to the Building Official. 31) Section 1017.1 General, and Section 1020 Exit Passageways, and Section 1023 Exit discharge, IBC. Plan sheet 2/A2.1 shows the 3 -hour fire -rated vertical exit enclosure exiting into room #122, OV which is shown on plans sheet A1.2a as a 2 -hour fire -rated fire command center. Once a given level of exit protection is achieved, such level of protection shall not be reduced until arrival at the exit discharge. Room #122 would require a 3 -hour fire rating. In addition Room #122 would be required to comply with requirements for an exit passageway or Section 1023 for exit discharge. Provide details showing compliance with the above stated exiting requirements. If room #122 is to function as an exit passageway it appears that there are mechanical, plumbing and electrical penetrations which do not comply with Section 1020.5 of the IBC. Please clarify. 35) Section 302.1.1 Incidental use areas, IBC. What is the use of room #107, Dumpster Room, shown on plan sheet A2.1? If the room qualifies as an incidental use area by being a waste collection room, provide details showing wall construction capable of resisting the passage of smoke and a code compliant door. If the room is now a location for an emergency generator, provide documentation for the fuel type used, the quantity of fuel stored, the location of the fuel storage, and the method of fuel storage. Generators set inside a building shall be separated from the remainder of the building by a 2 hour fire �r barrier. (IFC 604.2.14.1) 41) Section 715 Opening Protectives, and Table 715.3 Fire Door and Fire Shutter Protection Ratings, IBC. Plan sheets A1.2a and A1.3a show an elevator in the Northeast tower with 3 -hour fire -rated construction as part of the 3 -hour fire -rated fire wall from the basement level through level 6. As such the doors to the elevator shaft would be required to have a 3 -hour fire - rating. Provide doors complying with Section 715. Some doors to the elevator shaft in the East Tower, on levels 1, 2, and 3 have not been given a door tag or been shown to be fire - rated. Door #114B and Door #2088 are shown with 1 '/2 hour fire - ratings while they require 3 -hour fire - ratings. Accessibility Comments: 50) Section 1106.5 Van spaces, Section 502, IBC, and Section 502, Parking Spaces ANSI A117.1- 1998. Provide an accessible van parking space with required signage. Provide a site plan showing the location of the van accessible parking spaces. Per Section 1006.6 IBC, accessible parking spaces shall be located on the shortest accessible route of travel from adjacent parking to an accessible building entrance. New Item: Provide an accessible route for entrance into the swimming pool (accessible chair lift or ramp). (IBC 1109.14.1) The following electrical comments were generated in the first round plan review. The plans submitted in for 2"d round review did not include the revised sheets. Please include these items in the next submittal for review. Electrical Comments: 155) E2.0: Both electrical room entrances are to swing out. Article 110.26.C. 156) E2.3 (typical) Maintain fire rating if load centers are installed in rated separation walls. 157) E3.0: The #1 awg for #8 150A Feeder conductors appear to be undersized. Table 310.16. 158) Show branch circuit for elevator hoistway venting. 159) E3.1: show total amps for the Isc calculation. 160) Show GFI protection for the pool lighting. Show boding for pool. 161) Provide branch circuiting for all equipment such as FCU's and CUH's. 162) E2.1,E2.2...: Show branch circuiting for new receptacles in units. (ok if shown on TI dwgs) 163) E3.1: Type XT em light does not appear to be an "em ". 164) Note that Type NM (romex) cannot be used in mixed occupancy. 165) If building comments require emergency generator for elevator, provide revised electrical one - line diagram. 166) Verify elevator machine room is rated per IBC chapter 30. 167)Ceilings and floor assemblies are rated. Installation of recessed fixtures and access doors to maintain rating. 3 I ' I IN N V \ \ N 1 V 1 V C7 10-811 16' -4" 11 IM 11W mlI 7 -6" 1 6' 1 9" i I I [ � D E F XX G XZ SUMMER WINTER 2ND FLOOR DIMENSION PLAN SCALE: 1/811 = 1' -0" Date: Sketch No. LIONSQUARE LODGE NORTH LIONSHEAD PLACE -1-1 ,,,,_, 6 -28 -07 1 -CMT 15 VAIL, CO - - • UD UE UF U U UZ U 3RD FLOOR DIMENSION PLAN SUMMER WINTER SCALE: 1/81' = l' -0" Date: Sketch No. LIONSQUARE LODGE NORTH LIONSHEAD PLACE 6 -28 -07 2 -CMT 15 VAIL, CO L PE M N CN 1 1\ Q IQ 271.011 2' -611 ' 2��51 6 -0 1/4"R.0 ` 21 -51. I 3101 6" 5 11' -9" 6 5-61/2" 1 4" 14'- 33/4" JAI 1 12- 41/4" 14'4 UD UE UF U U UZ U 3RD FLOOR DIMENSION PLAN SUMMER WINTER SCALE: 1/81' = l' -0" Date: Sketch No. LIONSQUARE LODGE NORTH LIONSHEAD PLACE 6 -28 -07 2 -CMT 15 VAIL, CO D109 3' -0" 7-0" 1 3/4" Dl HM HM 1 10A 3-0" 7-0" 1 3/4" D18 AL /GL HM STOREFRONT SYSTEM W/ 21 1/4" SIDELITE (V.I.F.- SIDELITE DIMENSION) - D110B 3-0" 7' -0" 1 3/4" Dl WD HM Dl 10C 1 -1 /2HR. 1 -1/2 HR. RATED O.H. FIRE DOOR Dl 1 lA 3-0" 7-0" 1 3/4" Dl HM HM HM 3 HR. 3HR RATED DOOR & FRAME D1 1 1 B 3-0" 7' -0" 1 3/4" D1 HM 3 HR. 3HR RATED DOOR & FRAME D112 3' -0" 7' -0" 1 3/4" Dl HM HM Dl 14B HM HM 1 -1/2 HR. 1 -1/2 HR. RATED O.H. FIRE SHUTTER. TIE TO FIRE ALARM SYSTEM. Dl 15A 3-0" 7' -0" 1 3/4" Dl HM 3 HR. 3HR RATED DOOR & FRAME DI 15B 3-0" 7-0" 1 3/4" D1 HM 3 HR. 3HR RATED DOOR & FRAME Dl 17 3' -0" 7' -0" 1 3/4" D1 HM HM HM HM HM HM 20 MIN. 20 MIN. RATED DOOR & FRAME. PROVIDE SMOKE SEAL Dl 18A 3-0" 7-0" 1 3/4" D1 HM 20 MIN. 20 MIN. RATED DOOR & FRAME Dl 18B 3' -0" 7' -0" 1 3/4" D1 HM 3 HR. DOORS ON HOLD OPEN, 3HR. RATED DOOR & FRAME Dl 18C 3-0" 7' -0" 1 3/4" Dl HM 3 HR. 3HR RATED DOOR & FRAME Dl 19A 3-0" 7' -0" 1 3/4" D4 WD /GL FULL LITE Dl 19B 3-0" 7' -0" 1 3/4" D6 HM HM HM 3 HR. 3HR RATED DOOR & FRAME W U D120 6-0" 7-0" 1 3/4" D8 WD /GL FULL LITE D122A 4' -0" 7' -0" 1 3/4" D18 HM HM HM HM 1 1/2 HR. DOOR & FRAME,MAGNETIC HOLD OPEN TIED TO FIRE ALARM SYSTEM W Q Z > � O D206 3' -0" 71 n" T -0" 1 3/4" 1 3/4" nA D1 HAA WD /GL 3 HR nn(lRC FULL (lN H(ll n (IPFN '2HR RATpn nr)(1R R FRAMF LITE, 3/4 HR. RATED DOOR AND FRAME as z D208B 1 -1 /2HR. 1 -1/2 HR. RATED O.H. FIRE SHUTTER. TIE TO FIRE ALARM SYSTEM. D209B 3' -0" 7' -0" 1 3/4" Dl HM HM 3 HR. 3HR RATED DOOR & FRAME D306 3' -0" 7' -0" 1 3/4" Dl HM HM 33098 1 -1 /2HR. RATED O.H. FIRE SHUTTER. TIE TO FIRE ALARM SYSTEM. D31 0B 3-0" 7-0" 1 3/4" D1 HM HM 3 HR. 3HR RATED DOOR & FRAME 2 FIRE DOORS AND SHUTTERS A10.2 SCALE: NTS o z v U Y R 00 M N FLOOR / CEILING TYPE DESCRIPTION STC FIRE RATING WALL TYPE DIAGRAM (N) TOWERS FLOOR / CEILING ASSEMBLY (2ND - 6TH FLOORS): REQUIRED PROVIDED <> 4 1 /2' CONCRETE ON METAL DECK W/ SPRAY FIREPROOFING ON 2 HOUR 2 HOUR BEAMS AND UNDERSIDE OF DECK. BASED ON U.L. DESIGN #D730. (N) FLOOR @ (E) DWELLING UNITS F2 1 z" CONC. TOPPING ON PLYWOOD ON WOOD JOISTS, RE: STRUCT., e' 'X' 1/2 HOUR 1/2 HOUR W/ (1) LAYER TYPE GYP ON UNDERSIDE OF STRUCTURE. BASED ON GA FILE #FC5116 /UL516 1 (N) TOWERS FLOOR / CEILING ASSEMBLY (@I ST FLOOR): F3 3 4 1/2" CONCRETE ON METAL DECK W/ SPRAY FIREPROOF 3 HOUR 3 HOUR S AN NDER E OF D BASE ON U. ESIG #D759. Fa (N) MECHANICAL FLOOR @ (E) BLDG 4" CONCRETE SLAB ON WATERPROOF MEMBRANE ON 5/8" PLYWOOD NOT RATED NOT RATED SHEATHING ON 14" BCI's, RE: STRUCT. W/ CEMENTITIOUS SOFFIT BOARD @ BREEZEWAY CEILING F5 FINISHED FLOOR PER SCHEDULE OVER SLAB ON GRADE NOT RATED NOT RATED (N) FLOOR @ (E) DWELLING UNITS F6 1 ;i" CONC. TOPPING ON PLYWOOD ON WOOD JOISTS, RE: STRUCT., OVER CRAWLSPACE CODE SHEET Al.l SCALE: NTS Date: Sketch No. 6 -28 -07 I -CMT 31 NOT RATED NOT RATED LIONSQUARE LODGE NORTH LIONSHEAD PLACE VAIL, CO K� 1 � - milli I I •R 1 s . .. Date: Sketch No. 6 -28 -07 2 -CMT 31 A7.1 STAIR u ® • i� ■■■■■■���� / Al � ! ■■■■■■ ����� i ra Or LIONSQUARE LODGE NORTH LIONSHEAD PLACE VAIL, CO I � SUMMER WINTER � 91 F.D. I' Y 120' -10" I - - -- -- I - 12 I NEW UNIT I 2 i 211 A I I I F3 I SECOND FLOOR I I -- 109'-4" - T.O. STEEL 108' -1 1 1/2"' I 2 VESTIBULE I GALLERY 121 I w7 122 FS I F3 FIRST FLOOR I I I 2 100' -0" = 812. I I i -- - - -- _. __ - ELEV -1 -- --- ______- MACH. Date: Sketch No. 6 -25 -07 3 -CMT 31 1 BUILDING SECTION @ GRID 4 A5.3 SCALES 1/8" = 1' 0" - ELIC.K ASSOCIATES INC LIONSQUARE LODGE NORTH LIONSHEAD PLACE VAIL, CO TO: Architect Melick Associates, Inc. 355 Teller Street Lakewood, Colorado 80226 (303) 534 1931 chip melick.com PERMIT NUMBER: INTERNAL NUMBER: JURISDICTION: NUMBER OF PAGES: FROM: DATE: OWNERS NAME: SITE ADDRESS: OCCUPANCY GROUP: TYPE OF CONSTRUCTION: NUMBER OF STORIES: SPRINKLERS: For processing: 'on AGENCY Plan Review Comments Engineer Monroe & Newell 1701 Wynkoop Street Denver, CO 80202 (303) 623 4927 B07 -0066 :q ,-T— s- i -6-) Contact David Viele Viele Construction (970) 476 3423 3616 Town of Vail 13 Duskin Lowe April 16, 2007 Lion Square Lodge North 660 West Lion Head Place, Vail, CO R -2, S -2, M, B IIIB, IA, IB, VB 6 yes 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 writing to each comment by marking the attached list or creating a response letter. Indicate which plan sheet, detail, specification, or calculation shows the requested 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. V:\Plan Review \Vail \Lions Square Lodge North \tov- B07- 006b.doc Architectural Comments: 1) Section 302.3.1, Non - separated uses, and Table 503, Allowable Height and Building Areas, IBC. Plan sheet A1.1, under "Mixed Use Requirements ", states that all occupancies with type IB construction are allowed unlimited floor area and 11 stories in height. The S -2 occupancy group is limited to 79,000 square feet of floor area. Provide total allowed floor areas for the building showing compliance for non - separated uses. 2) Section 508.2, #3, IBC. Group S -2 enclosed parking garage with Group A, B, M, or R above, IBC. Plan sheet A1.1 indicates an S -2 open parking garage above the S -2 enclosed parking garage. Section 508.2 does not allow an S -2 occupancy group above the S -2 occupancy group below. 3) Section 705, Fire Walls, IBC. Plan Sheet A1.2 does not show a complying fire wall separating the building of Type IB construction type, with the S -2 open parking garage, from the building of Type III B construction type, with the R -2 occupancy group. To be considered separate buildings with different construction types, a fire wall would be required. 4) Section 705.2, Structural stability, IBC. Provide documentation showing the structural independence of the fire walls used. It is unclear how fire wall structural independence is provided when walls for the stairwell enclosures and walls for an elevator shaft are used as part of the fire wall. 5) Section 705.6.1, Stepped buildings, IBC. Required 3/ hour fire -rated opening protection for a height of 15 feet above the lower roof is not shown for the fire walls separating stepped roofs at the East tower. See plan sheets A5.5, A4.2, and A2.4. Provide a schedule for fire -rated glazing and doors. `" 6) Section 705.6.1, Stepped buildings, IBC. It is not clear that the required fire wall termination (30 inches above the lower roof, and 1 -hour fire - resistive construction with 3/ hour fire protected openings) has been provided for the fire wall separating stepped roofs at the West tower. See plan sheets A2.4, and A5.1. Provide a schedule for fire -rated glazing and doors. 7) Section 705.5 Horizontal continuity, IBC. The fire wall termination at the exterior wall at grid point Y.2, 5.5 does not appear to meet horizontal continuity requirements for termination at an exterior wall. Plan sheets A2.2 and A2.1 show a continuation of the fire wall for 4 feet on one side of that grid point but the other side shows an unidentified door leading to the balcony on plan sheet A2.2, and glazed openings at door D121 on plan sheet A2.1. Please clarify. 8) Plan sheet 2 /A1.2a and 2 /A1.2b show a 3 -hour fire -rated firewall at the vertical exit enclosure that is not drawn correctly. The wall is shown crossing an opening without a door on the North side of the stairway enclosure. Please clarify. 9) Provide details of the prescriptive easement shown on plan sheet A2.1 10) Detail 1/A1.2 shows a 2 -hour, fire -rated wall at the mechanical room which does not follow wall construction shown on the plans. Please clarify. 11) Section 3006.4 Machine rooms and machinery spaces, IBC. Plan sheet A1.2 does not show the elevator machine rooms having the same required fire - rating as the hoistway enclosure. 12) Section 3006.4 Machine rooms and machinery spaces, IBC. Plan sheets A2.0 and A10.1 indicate doors D003 and D007 and their frames do not have the required fire - resistance rating. V:APlan Review \Vail \Lions Square Lodge North \tov- B07- 000.doc 2 - 13) Section 3004.1 Vents required. Provide documentation showing the elevator hoistway vents are located below the floor at the top of the hoistway for each of the two elevators. 14) Section 3304.3 Area of vents. Provide documentation of hoistway venting showing required open vent area or smoke detector activation. 15) Section 704. Exterior walls, IBC. As decks are considered to be part of the building, indicate on the plans required fire - resistive construction for decks shown on plan sheets A2.2 and A2.3 that have a fire separation distance requiring fire - resistive construction. 16) Section 707.4 Fire resistance rating, IBC. Plan sheet A5.5 shows wall type W10 used to construct a 1 -hour fire -rated shaft. As the shaft penetrates 4 stories a 2 -hour fire -rated shaft is required. 17) Section 707.4 Fire resistance rating, IBC Plan sheet A5.5 show a fire -rated shaft extending through the attic area. How is that shaft to be supported in the attic area? 18) Plan sheets A6.4 and A6.5 show wall sections with wall type W10, a 1 -hour fire -rated shaft wall, being used at exterior walls. Plan sheets A1.2a and A1.3a show a 2 -hour fire - rating is required. Shaft wall of 1 -hour fire -rated construction would not be applicable to these areas. 19) Plan sheet 1/A5.5 and A5.3 shows wall type W1 used for 1 -hour fire -rated exterior walls while plan sheet A1.1 show the wall type being used for interior walls. Please clarify. 20) Plan sheets A/2.3 and A5.6 do not show the wall type used for the 1 -hour fire -rated demising wall separating the units. 21) Plan sheet A5.3 show stairway enclosure with W7 wall types. Those wall types are non - fire -rated while plan sheet A1.2 indicates 3 -hour fire -rated walls. 22) Wall, floor, ceiling and roof tags are missing from floor plans and section views. 23) Plan sheet A2.2. Walls and door openings are not shown correctly near the exit doors in Unit 280 and Unit 296. 24) Plan sheet A2.3. Unit #396 does not show an exit door. 25) Provide all construction details for listed fire -rated assemblies on the plans 26) Section 1704.2, Inspection of fabricators, and 1704.2.2, Fabricator approval. For the fabricator of the pre -cast concrete walls, provide documentation of fabricator approval ( an approved fabricator's number) or documentation that special inspections will be performed on the premises of the fabricator's shop. Plan sheet A1.1 shows wall types W2, W5, and W6 being pre -cast concrete walls. 27) Section 1013 Exit access, IBC. Plan sheet A2.1 would indicate two exits are required from the open parking garage due to common path of egress travel. It appears that occupants would need to enter the adjacent building, traveling from Type IB construction to Type IIIB construction and back to Type IB construction, in order to use the East stairwell as an exit. Once a given level of exit protection is achieved, such level of protection shall not be reduced. Provide occupant loads for the open garage and detail complying exits. 28) Section 1013.5 Egress Balconies, IBC. Corridor #113 on the 1St level, on plan sheet A2.1, has a non - complying dead end, as it would be necessary to re -enter a building and travel through a fire wall to an adjacent building, to access the vertical exit enclosure #115 at the East tower. VAPtan Review \Vail \Lions Square Lodge North \tov- B07- OOO.doc -3 - 29) Section 1013 Exit access, IBC. Plan sheets A1.2a and A1.3a show common path of egress travel being measured incorrectly. That measurement is made in a rectilinear manner with travel perpendicular or parallel to walls. 30) Section 1013 Exit access, IBC. Plan sheets A1.2a and A1.3a indicate the common path of egress travel is exceeded in the exercise room #103 and pool area, and in the existing R -2 units: 280, 282, 284, 286, 288, 290, 292, 294, 296, 380, 382, 384, 386, 388, 390, 396, and 301. Two exits would be required from these spaces. 31) Section 1017.1 General, and Section 1020 Exit Passageways, and Section 1023 Exit discharge, IBC. Plan sheet 2/A2.1 shows the 3 -hour fire -rated vertical exit enclosure exiting into room #122, which is shown on plans sheet A1.2a as a 2 -hour fire -rated fire command center. Once a given level of exit protection is achieved, such level of protection shall not be reduced until arrival at the exit discharge. Room #122 would require a 3 -hour fire rating. In addition Room #122 would be required to comply with requirements for an exit passageway or Section 1023 for exit discharge. Provide details showing compliance with the above stated exiting requirements. 32) Section 403.8 Fire Command, and Section 911.1 Fire Command Center, IBC. Plan sheet 2/A1.2a shows that the fire command center shown in room 122 receives 117 occupants exiting from the stairway enclosure and from adjacent rooms. The accessibility of the fire command center is to be separated from the remainder of the building. Provide a fire command center with separated accessibility. 33) Section 302.1.1 Incidental use areas, IBC. Identify laundry room # 117 on the plans as being an incidental use area requiring wall construction capable of resisting the passage of smoke with a code compliant door. 34) Section 302.1.1 Incidental use areas, or Section 302.3.2 Separated uses, IBC. Is storage room #005 classified as an incidental use area? If so, identify the room on the plans as an incidental use area requiring wall construction capable of resisting the passage of smoke with a code compliant door. If the storage room is to be considered a separate use, provide the occupancy group classification and specify a code compliant separation. 35) Section 302.1.1 Incidental use areas, IBC. What is the use of room #107, Dumpster Room, shown on plan sheet A2.1? If the room qualifies as an incidental use area by being a waste collection room, provide details showing wall construction capable of resisting the passage of smoke and a code compliant door. 36) Section 406.2.8 Special hazards, IBC. Mechanical room #010, shown on plan sheet A2.0 and located adjacent to the enclosed parking garage contains fuel -fired appliances. As such it is required to be connected to the parking garage by a vestibule providing a two -door separation or a single door is allowed if all sources of ignition are at least 18 inches above the floor. Please clarify. 37) Section 1019.1.7 Stairway floor number signs, IBC. Provide details of signage complying with the referenced section of the IBC. 38) Section 1019.1.4 Vertical enclosure exterior walls. The Northwest stairwell enclosure shown on plan sheets A2.2, A2.3, A2.4, and 2/A5.7 is required to have 3/ hour fire - protected openings in the rated stairwell enclosure walls or in adjacent walls of the building that are at an angle of less than 180 degrees. Please clarify. 39) Section 1009.9 Spiral Stairways. Provide details of spiral stairway construction shown on plans sheets A2.3 and A2.4. VAPlan Review \Vail \Lions Square Lodge North \tov- B07- 00%.doc 4 - 40) Plan sheets A2.3 and A2.4 show spiral stairways on the 3'd level of units #380, #384, #386, and it #388 along with and additional stairway. None of the spiral stairways are shown on the 4" levels. Please clarify. 41) Section 715 Opening Protectives, and Table 715.3 Fire Door and Fire Shutter Protection Ratings, IBC. Plan sheets A1.2a and A1.3a show an elevator in the Northeast tower with 3 -hour fire -rated construction as part of the 3 -hour fire -rated fire wall from the basement level through level 6. As such the doors to the elevator shaft would be required to have a 3 -hour fire - rating. Provide doors complying with Section 715. 42) Section 715 Opening Protectives, and Table 715.3 Fire Door and Fire Shutter Protection Ratings, IBC. The vertical exit enclosures are shown as being part of fire walls and being of 3 -hour fire -rated construction from the basement level through level 6. Doors and frames for D001, D002, D006, D111 B, D403A, D403C, D404, D503, and D504 are required to have a 3 -hour fire - rating. 43) Section 715 Opening Protectives, and Table 715.3 Fire Door and Fire Shutter Protection Ratings, IBC. Doors and frames D003 and D007 shown on plan sheet A2.0 and leading to the elevator machine rooms are required to be fire -rated according to the fire - rating of the hoistway. 44) Section 715 Opening Protectives, and Table 715.3 Fire Door and Fire Shutter Protection Ratings, IBC. Door and frame for D1 18C, shown on plan sheet A2.1, and D211 shown on plan sheet A2.2, are required to have a 3 -hour fire - rating as it is shown as part of the 3 -hour fire -rated fire wall. 45) Section 715 Opening Protectives, and Table 715.3 Fire Door and Fire Shutter Protection Ratings, IBC. Plan sheet A2.1 and 2/A1.2a show a fire command center with 2 -hour fire -rated walls. Doors and frames for D1 18A and D117 are not shown as having a fire - rating. A 1 '/2 hour fire - rating is required. 46) Section 715 Opening Protectives, and Table 715.3 Fire Door and Fire Shutter Protection Ratings, IBC. Door and frame D206, shown on plan sheet A2.2 is required to have a fire - rating of 1 '/2 hours. 47) Provide ICC evaluation reports for the stucco and stone veneer. Accessibility Comments: 48) Section 1107.6.2.1.2 Type B units, IBC, All new residential units are to be B Type units. 49) Section 1109.2 Toilet and bathing facilities, and Chapter 6. Plumbing elements and facilities ANSI A117.1 -1998. Bathrooms #101 and #102 do not meet accessibility requirements. 50) Section 1106.5 Van spaces, Section 502, IBC, and Section 502, Parking Spaces ANSI A117.1- 1998. Provide an accessible van parking space with required signage. 51) Section 1003.12.1 ANSI A117.1 -1998. Unit #302, plan sheet A2.3; Unit 401, plan sheet A2.4; and Unit 602, plan sheet A2.6. Do not have sufficient clearances, 60 inches minimum for "U" shaped kitchens, and 40 inches minimum for galleries. Provide dishwasher locations to verify clear floor space requirements are met. 52) Section 1003.11.2 ANSI A117.1 -1998. Provide grab bar backing details on plans for the new dwelling units. VAPlan Review \Vail \Lions Square Lodge North \tov- B07- 00(ffi.doc - 5 - 53) Chapter 10 ANSI A117.1 -1998. Provide clear floor spaces on the plans for the new dwelling units. 54) Section 1007.2.1 Buildings with four or more stories, Section 1007.4 Elevators, Section 2702.2.5 Accessible means of egress elevators, and Section 3003 Emergency Operations, IBC. The elevators in the new towers are required to serve as accessible means of egress. As such, standby power is required for those elevators and the machine room ventilation or air conditioning. Please clarify. International Energy Conservation Code Comments: 1) Provide documentation showing compliance with the International Energy Conservation Code Mechanical Comments: 56) Section 504.6.1 Maximum length, IMC. It appears that dryer duct lengths in many R -2 units could exceed allowed lengths (ex: 15 feet maximum with two 90 degree elbows). Provide details showing dryer duct lengths. 57) Section 503.6.6.1 Decorative Shrouds, IMC. Plan sheet detail 4/A8.3 referenced on plan sheet A5.5 shows construction of a decorative shroud at the vent terminations. Decorative shrouds shall not be installed at the terminations of gas vents except where such shrouds are listed for use with the specific gas venting system and are installed in accordance with manufacturer's installation instructions. 58) Section 503.6.6 Gas vent terminations. IMC, and Section 707 Shaft enclosures, IBC. Plan sheets M2.3 room #306 note , M2.4 room #407, A2.4 room #407, and A6.1 appear to show a gas vent termination inside room #407. The gas vent is required to terminate above the roof and the fire - rated shaft is required to extend to that roof deck. 59) Section 504 Sizing of Category I Appliance Venting Systems. International Fuel Gas Code. Provide vent sizing calculations for Category I appliances per the vent tables in Section 504 of the IFGC. 60) Section 403, Mechanical Ventilation, IMC. Provide mechanical exhaust capacity for all bathrooms in the new units in the East and West towers. 61) Section 404.2 Minimum ventilation, IMC. The enclosed parking garage is required to be capable of producing a ventilation rate of 1.5 cfm per square foot of floor area. With 11,786 square feet of floor area, a ventilation rate of 17,680 cfm would be required. Plan sheet M1.1 shows a capacity of 15,400cfm. 62) Section 404.2 Minimum ventilation, IMC. Provide documentation that automatic operation of the ventilation system for the parking garage will not reduce the ventilation rate below .05 CFM per square foot of the floor area. 63) Section 304 Combustion, Ventilation, and Dilution Air, International Fuel Gas Code. Detail the method used for supplying combustion air to Mechanical room #011 and provide calculations for sizing the combustion air duct(s). 64) Plan sheet M2.0 Note #24 indicates a 1 -hour fire -rated shaft for the combustion air duct. A 2 -hour fire -rated shaft is required. V:Tlan Review \Vail \Lions Square Lodge North \tov -B07 -006 i.doc - 6 - Plumbing Comments: n 65) Section 1104.3 Floor drains, IPC. The floor drains shown on plan sheet P2.OA are not allowed to be connected to the storm drain as shown on the plans. Town Engineer's letter to Viele Construction dated 3/15/07 also states the garage and elevator drains are to be connected to the sanitary sewer system. 66) Section 1113.1.4 Piping, IPC. Plan sheet P1.0 sump pump detail does not show the required gate valve. 67) Section 715 Backwater Valves. Provide adequate information to verify if a backwater valve is required. 68) Section 905.3 Vent connection to drainage system, and Section 905.4. Will the under -slab vents shown on plan sheet P2.OA connect above the horizontal center line of the drain pipe and rise vertically? Structural Comments: 69) Plan sheets S2.6 and S2.4 reference details 20/S5.1,18S5.1, and 17 S5.1. Those details are missing from the plan sheet. 70) Plan sheet S2.7 references details on plan sheet S5.4. That plan sheet is missing 71) S1.0, General Notes 1.C: Verify exterior balconies have been designed for 100 psf snow load where smaller than 100 square feet, not only 60 psf live load as indicated on the drawings. ASCE 7, Ch. 2. 72) S1.0, General Notes 1.E: First floor Fitness Center loading shall be 100 psf, per IBC Table 1607.1, item 27 "Public rooms and corridors." Also, Item 18 "Gymnasiums" also would apply which also requires 100 psf. IBC 1607.3. 73) S1.0, General Notes 11: Seismic Response Modification Factor, R shall be equal to 4.0, per ASCE 7 Table 9.5.2.2. IBC Table 1617.6.2 is not appropriate for use with the Equivalent Lateral Force Procedure; as noted at the beginning of section 1617.2, the IBC Table is for use with the Simplified analysis procedure which has 20% higher forces and slightly different R factors. R =4.0 is required, please review all designs of shear walls, diaphragms, and collector elements using R =4. 74) S1.0, General Notes 11: Seismic Response Modification Factor, R: Note that steel braced frames at the roof appear to control the R factor if not detailed for ductility per AISC 341 Seismic provisions requirements. Provide ductile detailing per AISC 341 for use of R =4, or use R =3 for "steel systems not detailed for seismic." IBC 2205.2.1, ASCE 7, 9.5.2.2.2.1. 75) S1.0, General Notes 3.6: Other general notes sections indicate that precast concrete members, structural steel shear connections, and steel handrails and guardrails should be included in the deferred submittal list, please revise. Item 4, "exterior wall steel girt systems" does not appear appropriate for design by others unless these structural elements are part of a prefabricated metal building, or part of the exterior cold formed steel exterior wall system. If girts are not integrally part of a prefabricated element they should be provided on the drawings. IBC 106.3.4.2. 76) S1.0, General Notes 4: Add reinforced masonry special inspection notes, coordinate with notes section 10.A. Indicate Level 1 or 2 masonry special inspection. IBC 1704.5. 77) S1.0, General Notes 11.13: Headed anchor studs should be 60ksi, per ASTM A108, please review. IBC 2205.1. V:\Plan Review \Vail \Lions Square Lodge North \tov- B07- 006b.doc - 7 - sw r1W 78) S1.0, General Notes: Provide wood construction general notes, materials specifications, engineered lumber information (width of VL beams, etc), plywood nailing with diaphragm and shear wall information, and inspection requirements. IBC Ch. 23, 1704. 79) S1.1: Concrete reinforcing lap splice schedule for 3000 psi concrete shows "L" replacing the number 1, please correct lengths. Provide splice lengths for reinforced masonry, ACI 530, 2.1.10. 80) S1.1: Loose lintel for stone veneer schedule: There are two schedules on the sheet for stone veneer support, coordination is required. Note 1 is unclear, we feel the table may be open to misinterpretation. For example, it is unclear if the intended clear span for the first row 6-6 ", or 6' -6" minus V -4" for 5' -2" max. Please clarify. ACI 530, Ch. 6. 81) S1.1: Header schedule: Provide header to jamb attachment requirements, provide sill requirements. Provide jamb top and bottom requirements for wind load accommodating slip connections for structure movement above. Alternatively reference these requirements as deferred submittals in the schedules. Referenced detail 1/S6.1 does not exist, please coordinate reference. Plans and details show many bearing walls, stud schedule does not appear adequate for combined wind loading plus axial loads, please verify. IBC 2209.1. 82) S1.1: Typical slab / wall piping penetrations do not show additional reinforcing around openings, please verify. Consider grouping of pipe penetrations that effectively form a single larger opening. ACI 318, 1604.4. 83) S1.1: Typical Embeds: Plate thickness and dimensions is not shown, rebar length and bend angle is not shown. Embeds are not shown on plans or details, more information is required for construction. IBC 1603.1 84) S2.0, Footings F2, F5: Large reinforcing bars in relatively small footings are not developed for tension capacity. Please verify adequate development for calculated tension stress. ACI 318, 15.6. 85) S2.0: Reinforcing for footings F3, F4 does not appear correct. Details 1- 4/S3.0 indicate reinforcing top and bottom. Footing schedule shows (9) #9 each way, but does not specify top and bottom. (9) #9 for transverse direction core footing reinforcing would result in 3 ft spacing; this appears too far apart, please check. Verify hooked bar ends are not required for development beyond face of wall above. Similar at footing F5, F6: Footing reinforcing noted as "each way" for longitudinal footings does not appear correct. ACI Ch. 15. 86) S2.0: Core C footing elevation shown is not coordinated with integral elevator pit, coordination is required. Similarly, elevator core at line 9 indicates F3 footing, however column footing at 8 -J is not identified. IBC 1805.4. 87) S2.0: Details are required at ramp retaining walls at east and west sides, provide calculations. Verify wall design includes large surcharge loading from building to the east. IBC 1806. 88) S2.0: Details are required at south wall adjacent to the existing structure. Verify shoring and underpinning is required, as new building is directly adjacent to existing structure, and will undermine the existing building by 14 feet during construction. Reference soils report requirements for excavation at 1:1 slopes and shoring / underpinning recommendations, p. 13. IBC 1802, 3403.2, 3304. 89) S2.1: Verify framing is coordinated with plumbing drain pipes, in particular consider P2.1 near line K.5 where structural plan shows beams supporting a transfer column situation, verify moment and shear capacity of beams where penetrations are required. IBC 2205.1. 90) S2.1: Addition north of line 2 between U & Z: provide details to show how new foundations are structurally connected to existing foundations and walls. Where new footings and walls are connected to existing such that final loading is shared between the two, verify soil stresses have accounted for existing pressure on existing foundations. ACI 318, 1.2.1, IBC 1805.4. 91) S2.1: Ramp Framing Plan is incomplete. Provide beam sizes and reactions on plan. Provide ramp slope transition detail at line A.5 if occurs, coordinate with C1.0 which does not show a transition at top of ramp. Coordinate with sloping ramp sides, per C1.0. V:\Plan Review \Vail \Lions Square Lodge North \tov- B07- 006i.doc - 8 - �W l 92) S2.1: Core D does not have a foundation specified; provide thickness, reinforcing, plan dimensions, and typical wall to foundation connection. Verify overturning resistance for lateral loading. IBC 1604.4, 1805.4. \. 93) S2.1: Reaction for beam on line H does not appear large enough for live load to include roof snow load, from transfer columns above. Verify live load is actually L +S, and does not include live load reduction for roof snow loads. Please check this and other transfer loads shown. IBC 1604.2. 94) S2.1: W14 & W18 beams overtop driveway ramp at line 10: Verify designs include weight of exterior CMU per 1/A4.1, provide lintel detailing. Provide beams for metal deck support between W14 & W18. IBC 1604.2, 2209.2. 95) S2.1 E: Pilaster ties specified on plan do not meet spacing requirements of ACI 318, 7.10.5. Detail 13/S3.0 conflicts with information shown on plan, provide pilaster dimensions for detail 10/S3.0. Verify column maximum reinforcing ratio is not exceeded for detail 13/S3.0, ACI 318, Ch. 10. 96) S2.2: Floor deck within Core A appears overstressed in bending (17 ft span) unless the deck is rotated in this area. It also appears that the diaphragm shear stresses are exceeded due to transfer of lateral core forces from above to perimeter shear walls below. Shear loads must be amplified by 12o, provide collector connections as required. IBC 2209.1, ASCE 7, 9.5.2.6.2.11. 97) S2.2: Edge girders show concrete encasement detail 1/S5.2, which does not specify a beam width. Detail 3/A8.6 shows 8" wide. Steel beams range in flange width from 6" to 12 '/2 ", provide steel protection from weather at flanges larger than 8 ". Verify adequate dead load for girder design if additional concrete is required for encasement. IBC 2205.1, 2203.2. 98) S2.2: Provide beam splice detail at girder bend, lines M -8. Verify torsion has been considered if a fixed moment connection is required between the two skewed beams. IBC 2205.1. 99) S2.2, S3.1: Core A is supported by Level 2 W27 framing, gravity and lateral loads including overturning must be transferred out at Level 2 through steel beam framing into concrete walls below. Show wind and seismic beam shear reactions including maximum uplift and compression at all W27 connections at level 2. Note, seismic loads shall be amplified by S2o factor for special seismic load combinations, per ASCE 7, 9.5.2.6.2.11. Verify design of W27 framing and connections are designed for special seismic load combinations of ASCE 7, 9.5.2.7.1. 100) S2.2: W14x22 beams on girder lines L and N appear in error, W21 girders must cantilever overtop columns for a complete load path. IBC 1604.4. 101) S2.2W -E, S2.3W -E: North edge of new exterior corridor shows support of beams in both directions onto columns on a diagonal gridline that is not identified. Column reaction at each level is approximately 15k; note loads are 100 psf snow loads and shall not be reduced. Column bending must be considered from eccentricity in at least one direction, structural details are required for beam to column connection. Also for column moments consider guardrail lateral loading onto column, tributary wind load due to exposed face of column wrap / finish, and wind uplift loading. These columns on the diagonal gridline are not identified on S2.1, supporting beam designs and reactions do not appear to include the column transfer loads; for example bean on line N is shown to have reaction of 18k D +L, only slightly more than one level of column loads from above. Please review gravity load path for this area to the foundation. Note also, column layout does not match architectural plans, A2.3. IBC 1604.2, 1604.4. 102) S2.2W -E: W12x26 beams and wood columns above are not detailed to show lateral compression flange bracing or end connections, verify adequate support and stability bracing for steel framing. IBC 2205.1. 103) S2.2E: Metal framing notes: Note 1 conflicts with schedule information on S1.1, Note 2, verify that bearing stresses for steel studs onto existing wood sill plates or plywood has been considered. Provide bearing plates to minimize stresses to within NDS limits, NDS 3.10, AISI E6.1. Note 3, this information is required to be shown on the structural drawings, please provide structural headers and jamb details for all bearing walls. IBC 1603.1. V:\Plan Review \Vail \Lions Square Lodge North \tov- B07- 0061i.doc - 9 - NOW "Nor 104) S2.2E: Coordinate wood framing note 7 with light gauge header information on S1.1, it is unclear where steel headers vs. wood headers are required. IBC 1603.1. ,` 105) S2.3W -E, etc: Calculations for existing stud walls assume Douglas Fir -Larch for existing wood grade. Add notes on the drawings for the contractor to verify existing wood is Douglas Fir, may be Hem Fir in which case perpendicular to grain bearing is overstressed. NDS 3.10, 3403.2. 106) S2.4W: Provide roof structure and exterior walls for new mechanical room on existing roof. Verify existing walls and footing capacity for new substantial dead and live load at the roof, provide calculations. Provide lateral load path for rooftop structure. Verify designs for concrete roof topping, mechanical pads, and chillers per M2.4, reference 03300 3.10.0 requirement for mechanical pads at all equipment. Provide calculations. IBC 1604.4, 3403.2. 107) S2.4W -E: Show lateral connection from new roof addition to existing roof structure. Verify lateral load path is complete for in plane, out of plane, and roof uplift wind and seismic loading, typical at additions to existing structure. Reference details1, 3, 102, 103, 108/S3.3, define joist hanger connections and diaphragm connection. IBC 2305.2.1, ASCE 7, 6.5.12.4. 108) S2.4W -E: Demolition of existing north and south walls appears to remove much of the lateral load resisting shear walls of the existing structure. a) Analyze the existing structure for lateral loads in the completed condition, in conformance with current code requirements. b) Provide diaphragm chord detailing where existing chords are removed. C) As the existing structure is structurally connected to the new additions, the lateral analysis must include the completed existing structure plus the new structure. Verify load sharing and collectors are designed based on stiffness compatibility of the existing vs. the new combined structure. IBC 3403.2. 109) S2.4E: Two 2x8 hip beams at east dormer are unsupported. IBC 1604.2. 110) S2.4E: Verify exterior wall girts and columns are designed for components and cladding wind loading, provide connections of headers to jambs, and jamb columns to structure top and bottom. Consider especially two story open area at the south east corner. ASCE 7, 6.5.12.4. 111) S2.5E: Roof framing at new rotunda contains light gauge steel beams that appear inadequate for structural loads. Quick calculations indicate that assuming tributary area of eave only, four 1200S162 -68 joists are required for bending strength, and six joists are required for web crippling strength. Calculations for light gauge beams do not consider web crippling failure mode for this project. Provide details for web stiffeners where required for slender web sections. IBC 2209.1, AISI C.3, C.3.4. 112) S2.5E: Roof framing at new rotunda is incomplete. W10 low framing details are not shown and lateral buckling bracing is not provided. Columns are not all identified. Compression ring detail referenced on plan 7/S3.4 does not match the plan conditions, further details are required. Verify designs for 80 psf snow load. Lateral system is unclear. IBC 1604.2, 1604.4, 2205.1. 113) S2.5E: Verify 2x12 roof framing can accommodate significant notch in top of member for gutters, per 1/A8.4. Verify diaphragm continuity due to plywood sheathing separation at gutters. IBC Ch. 23. 114) S2.5E: Chimney framing information shown near the middle of the page is unclear; details including wind anchorage are required on the drawings for construction. IBC 1603.1. 115) S2.5E, S2.6, S2.7, etc: All details referenced on all of the roof plan sheets either do not match the details provided or do not exist in the set submitted. Most roof details reference sheet S5.4, which is not in the set or the drawing list on A1.0. Roof beam elevations have not been provided. Upper roof drawings are incomplete and can not be reviewed. Resubmit a complete and coordinated set of drawings. IBC 1603.1. / 116) S2.6: Beams on line G.8 support transfer columns from above, as well as girder lines from level 5 (r• framing. Verify typical loading criteria on S1.0 is adequate for W16 girders, typical shear tab capacity per 1/S5.0 for connection to HSS column is exceeded, per AISC 13th edition, 10 -109. Similar at S2.4 level 4 framing and other transfer conditions. IBC 2205.1. V:\Plan Review \Vail \Lions Square Lodge North \tov- B07- 0066.doc - 10- 0 117) S2.6: Beams and columns supporting steel braced frames must be designed for special seismic load combinations. Reference previous comment regarding R factor: verify seismic loads used for design are large enough. Define "drag strut" collector line J, show braced frame above and connection from frame to drag strut and from drag strut into slab. IBC 1604.4; ASCE 7, 9.5.2.6.2.11. 118) S2.6: Complete structural framing details: Show composite shear studs on beams. Show steel beam to beam and beam to column moment connection details. Provide cantilever backspan support along lien G. Several beams are unsized. Verify lateral roof deck to slab connection for diaphragm continuity, typical at interior to exterior transitions. Provide moment connection to concrete core wall detail and moment for precaster's design of embeds plate. Provide detail at compression ring near A.5 -14. Provide elevator machine beams & hoist beams. Similar other framing levels, details are incomplete or missing. IBC 1604.2, 1603.1. 119) S2.7: Braced frames Al -D3 shown on plan are not detailed in the drawings. Provide structural member sizes and connection details. Braced frames are typically verify short slender frames, verify adequate deck shear strength or provide collectors and connections to frames as required. East structure does not have lateral support for east -west motion at the south side of the building, provide braced frame above concrete core. IBC 1604.2, 1604.4. 120) S2.7: West building main girder supports, W21x57: Provide beam bend detail at roof slope transitions. Verify support at line G.8, it is unclear what elevation supporting W16 framing is located. Provide flat roof beam sizes. Verify if braced frame columns line E support W21 girders, otherwise W21 girders appear overstressed. Similar issues appear present at other roof levels, please verify sloped geometry has been considered and all beams are supported. IBC 1604.2, 2205.1. 121) S2.7,etc: Provide / verify lateral force resistance at rooftop chimney structures, verify adequate lateral bracing for wide flange beams, consider negative bending due to uplift. Provide details. IBC 1604.4. 122) S2.7, etc: Provide metal deck fastening requirements for lateral load transfer and wind uplift resistance. Provide transition details at ridges and valleys for diaphragm continuity. Coordinate with specifications requirements, 05310 3.3. Typical all roof levels. IBC 2204.4. 123) Lateral calculations: Seismic mass is shown not to include tributary weight of walls in first page of RAM output. Exterior walls including veneer and weight of core walls shall be included in seismic mass. In addition, RAM output shows that 10psf partition load, 20% flat roof snow load, and 25% live loads over 100 psf also have not been included. Increase seismic mass to meet code requirements. Verify lateral designs. ASCE 7, 9.5.3. 124) Lateral calculations: Provide calculations for designs of diaphragm shear and chords, collectors into and out of shear walls, overturning onto foundations and associated soil pressure, friction and passive pressure for lateral load resistance, foundation design, and story drift. It appears that Levels 1 and 2 will have large collector forces due to restraint of cores at these stiffer connected levels, please check. Consider the effects of structurally connected existing building, RAM analysis includes only the addition structure for lateral analysis. IBC 1604.4, 3403.2, ASCE 7, 9.5.2.6.2.6, 9.5.2.6.2.11. 125) Lateral calculations for existing building use the wrong wind speed, 80 mph vs. 90 mpg required per Town of Vail. Also, the Simplified wind design procedure has been used to evaluate the existing structure only, where the existing structure fails criteria # 4, 6, and 9 due to presence of structurally connected existing building. Review lateral designs of the combined completed structure as a whole, the Analytical wind design procedure is required for wind pressures. ASCE 7, 6.4.1.1. 126) Lateral calculations for existing building use R =7 for wood shear walls. R =6 is required for "bearing wall systems," per ASCE 7, Table 9.5.2.2. New concrete bearing walls also are structurally connected to the existing building, which requires R =4 for the existing building, controlling the design forces. ASCE 7, 9.5.2.2.2.1. 127) Lateral calculations for existing building: Seismic mass used does not include 20% flat roof snow, weight of mechanical equipment and new concrete floors, weight of exterior walls, or 25% storage loading. ASCE 7, 9.5.3. V:\Plan Review \Vail \Lions Square Lodge North \tov- B07- 00dd.doc - 11 - `r' 128) Lateral analysis for existing building: Lateral system in north south direction appears to rely on existing wood bearing walls for shear resistance. Specify assumptions on the drawings for existing nailing and blocking, hold downs, and similar requirements for field inspection of existing shear walls if only existing shear walls are used for lateral resistance. IBC 2305.3, 1604.4. 129) Lateral calculations for existing building: There appears to be no lateral system in the east west direction, verify adequate shear load path for lateral loads. Calculations show that light gauge steel shear walls are used for shear resistance, however not shown on the drawings. Capacities for light gauge shear walls in the calculations are ultimate shear strengths of wall panels as listed in IBC Tables 2211.2(1) & 2211.2(2), and must be divided by a 2.5 factor of safety per IBC 2211.2.1. Verify lateral designs are adequate using the appropriate factor of safety. 130) 7/LG3.0: Two inch wide separation gap can not be maintained by gravel as shown. Verify exterior walls and supporting floors are designed for lateral soil pressures of 50H where gravel backfill is located. IBC 1610. 131) 9/S3.0: Soil pressure for "at -rest' condition shall be 50 pcf per soils report, p. 36. Seismic load criteria does not seem required for this project, please verify. IBC 1610 ,1802. 132) S3.0, etc; Verify basement walls and footings designed to span for 10 ft, per soils report. P. 25 & 27. IBC 1802. 133) 10/S3.0: Detail is incomplete, provide reinforcing information. ACI 318, 14.3. 134) S3.1, S3.2: Provide lateral and gravity loading for all precast concrete cores including the worst case wind or seismic load, lateral soil loading (in plane and out of plane), dead, live, and snow loading. Note that plans do not show beam reactions or collector point load requirements. Drawings are incomplete and unable to be used for precast concrete detailing. IBC 106.3.4.2. 1,, 135) S3.1, S3.2: Provide core plan dimensions. Provide doorway dimensions. Provide wall thickness. IBC 1603.1 136) 1/S3.3, etc: Provide pressure treated lumber or moisture barrier for wood against concrete. IBC 2304.11.2.1,3. 137) 2/S3.3, etc: Concrete wall horizontal and vertical reinforcing does not meet spacing limit of 18" maximum. Typical all foundation wall details as occurs. ACI 318, 14.3. 138) 2/S3.3, etc: Where steel fasteners are in contact with pressure treated lumber, specify hot dip galvanizing or other corrosion protection for metal hardware, bolts and fasteners. Typical all details as occurs. IBC 2304.9.5. 139) 201/S3.3: Verify eave support for components and cladding Zone 3 wind uplift. Verify adequate design for moment due to snow loading from snow guard attachment, per 4/A8.4. IBC 1609.1.3, 1604.4. 140) 2- 6/S3.4: Metal stud top plates are inadequate to span between studs for support of roof beams or joist framing. L90 connectors at top of wall appear inadequate for wind uplift resistance as nails in withdrawal will control the capacity, please check. VL rim is a structural element in many roof framing conditions, define structural connection for roof joists into rim and for rim to beam supports. Lateral in plane diaphragm to shear wall or low diaphragm load path is incomplete in all the details, provide complete load path from upper to lower roof diaphragms. IBC 1604.4. 141) 9/S5.0: Indicate that side of connection with standard holes is to be the side supported by a column. Verify double shear plate detail is adequate for all transfer conditions at S2.1 Level 1 plan, girders on lines 3 &8. It appears moment splice is required per plan S2.1, but not detailed as such on the drawings. IBC 2205.1. 142) 3/S5.1: Detail referenced at column, 7/S5.1, does not show the referenced condition, coordination is required. V:\Plan Review \Vail \Lions Square Lodge North \tov- B07- 0068.doc - 12- 143) 4/S5.1: Minimum shear stud spacing transverse to longitudinal beam axis shall be 4 diameters, not three diameters as noted the "three rows of studs" detail. Verify RAM analysis has taken stud reduction factors into account for spacing and weak side of deck location. AISC 1.3.2. 144) 6 &9/S5.1: Provide ramp slab to main slab connection for diaphragm action. The ramp slab appears to resist lateral soil loading at top of exterior wall on line A, provide load path for soil loading reaction at bottom of slab. At detail 6, provide reinforcing at cast in place wall to meet minimum requirements. Provide flexural connection at top of precast wall to cast in place wall for lateral soil loading. IBC 1610, ACI 318, 14.3, Ch 10 &11. 145) 7- 8/S5.1: Include weight of stone veneer for beam reactions on ramp framing plan, S2.1. Verify section 8 design for vehicle barrier loading, provide complete load path including adequate curb development into structural slab below. IBC 1604.2, 1607.7.3. 146) 9/S5.1: Provide minimum bearing at left side of drain block out, as drain interrupts composite deck. Verify hydronic tubing per C2.0 has been accounted for in terms of composite deck span capacity. IBC 2209.2 147) 6,12,16/S5.1: Details for in plane and out of plane load transfer for wind, seismic, and soil forces are not shown in typical slab to wall details. Provide structural connections to meet code requirements. Details 6 and 16 must also transmit out of plane soil loading from the wall span below. IBC 1604.8.2, ASCE 7, 6.1.1, 9.5.2.6.1.1. 148) 15/S5.1: Exterior wall is a retaining wall, however top of wall is unsupported. Footing is not designed as a cantilevered wall footing, and mid height slab and precast wall are not detailed to resist lateral soil pressure, provide soil pressure load resistance, IBC 1610. 149) 15/S5.1: Show 4' -0" min frost depth cover at footing, verify frost heave will not affect what appears to be a precast slab on grade, IBC 1805.2.1. Verify soil pressure at new slab under stone veneer wall and precast wall as the lid structure will support 100 psf snow loads. IBC 1805.4. 150) 1,5,6,8,10/S5.2: Show lateral diaphragm connection from composite slab to precast walls, especially consider transfer of core A shear load to perimeter walls on S2.2. Provide a complete lateral load path, consider wind, seismic, and soil lateral loading. IBC 1604.4. 151) 2/S5.2: Verify concrete curb has been analyzed for combined lateral pressures from soil topping and components and cladding wind loading from exterior stud wall above. Provide stud wall connection for wind load resistance. IBC 1609.1.3, 1610. 152) 9/S5.2: Detail does not seem to be cut on plan, please verify. 153) 1/A5.1, 1/A5.3, etc: Building sections show that the first level where open to above, second level parking, and existing structure may be subjected to sliding snow loading from high roof above. Verify the lower addition levels and the existing structure have been designed for sliding snow load. ASCE 7, 7.9, 7.12. 154) 6/A8.3: Provide structural details for snow guard attachments, fastening to metal deck or plywood roof alone as shown in the architectural details does not appear adequate. IBC 1604.2. Plan Review Comments Duskin Lowe Colorado Inspection Agency Plans Examiner (303) 754 -3449 Structural Comments James Horne (303) 854 -7495 V: \Plan Review \Vail \Lions Square Lodge North \tov- B07- 0066.doc - 13- • 14 0 SAFEbuViltinc. TO: Architect Melick Associates, Inc. 355 Teller Street Lakewood, Colorado 80226 (303) 534 1931 chip(a)melick.com PERMIT NUMBER: INTERNAL NUMBER: JURISDICTION: NUMBER OF PAGES: FROM: DATE: OWNERS NAME: SITE ADDRESS: OCCUPANCY GROUP: TYPE OF CONSTRUCTION: NUMBER OF STORIES: SPRINKLERS: For processing: COLORADO Building Department Services Plan Review Comments Engineer Monroe & Newell 1701 Wynkoop Street Denver, CO 80202 (303) 623 4927 B07 -0066 3616 Town of Vail 3 Contact David Viele Viele Construction (970) 476 3423 John Plano Sept. 12, 2007 Lion Square Lodge North 660 West Lion Head Place, Vail, CO R -2, S -2, M, B 1116, IA, IB, VB 6 yes 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 writing to each comment by marking the attached list or creating a response letter. Indicate which plan sheet, detail, specification, or calculation shows the requested 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. VAPlan Review \Vail \Lions Square Lodge North \tov- B07- 006b.2.doc Architectural Comments: 2) Section 508.2, #3, IBC. Group S -2 enclosed parking garage with Group A, B, M, or R above, IBC. Plan sheet A1.1 indicates an S -2 open parking garage above the S -2 enclosed parking garage. Section 508.2 does not allow an S -2 occupancy group above the S -2 occupancy group below. Section 508.2 and Section 508.3, referenced in the response to this correction, do not allow the S -2 along with the R -2, M and B over the enclosed S -2. Section 509.2 of the 2006 IBC allows an S to be above the S -2 under similar conditions. Amend plans to show compliance with the adopted code. Response: Please see the attached Request for Administrative Modification for this item. The Administrative Modification Request is to be signed by the Vail Building Official to close this comment. 3) Section 705, Fire Walls, IBC. Plan Sheet A1.2 does not show a complying fire wall separating the building of Type IB construction type, with the S -2 open parking garage, from the building of Type III B construction type, with the R -2 occupancy group. To be considered separate buildings with different construction types, a fire wall would be required. The response to this correction refers to an "imaginary property line" between the two occupancy classifications. As described, that "imaginary property line" would dissect parking spaces on the open parking garage and divide the enclosed parking garage below into two areas. Rather, if there is an assumed property line, it would be located at the juncture of the two types of construction. The junction of the two types of construction would be at the exterior wall of the R -2 units. Per table 705.4, that exterior wall, constructed as a fire wall, would require a 3 -hour fire rating. In addition, per Section 503.2, the wall would be located on the property line and would be used for joint service between the buildings. That would qualify the wall as a party wall, and require it to be constructed without openings. Response: Please see the attached Request for Administrative Modification for this item. The Administrative Modification Request is to be signed by the Vail Building Official to close this comment. 15) Section 704. Exterior walls, IBC. As decks are considered to be part of the building, indicate on the plans required fire - resistive construction for decks shown on plan sheets A2.2 and A2.3 that have a fire separation distance requiring fire - resistive construction. VAPlan Review \Vail \Lions Square Lodge North \tov- B07- 0066.2.doc - 2 - This correction refers Necks not balconies. I am unable -ry locate "added dimensions ", referred to in the response, from decks to property lines for the building of Type 1116 construction type. Response: At the building with ///9 construction, the added dimensions referred to in the response are actually found on the dimension plans: A2.2.1 and A2.3.7. These show the edge of the deck closest to the property line to be 9' -2 r3" from the property line and projecting from an exterior wall that is allowed to have 75% unprotected openings. See drawings 7 -CMT 7 5 and 2 -CMT 7 5. The decks are not considered projections as they have separate footing support. The decks are considered part of the building in regards to location on property and fire - resistive construction. The decks have to comply with Table 602 for fire - resistive construction. All decks that are within 30' of the lot line are required to be one hour construction. Change the drawings and provide adequate detail for construction. (IBC 704.2, Table 602) 29) Section 1013 Exit access, IBC. Plan sheets A1.2a and A1.3a show common path of egress travel being measured incorrectly. That measurement is made in a rectilinear manner with travel perpendicular or parallel to walls. Per Section 903.2.7, IBC, buildings containing a Group R fire area are to be provided with an automatic sprinkler system throughout. If an administrative modification is to be requested, please submit required documentation to the Building Official. Response: Please see the attached request for administrative modification for this item. The Administrative Modification Request is to be signed by the Vail Building Official to close this comment. Plan Review Comments John Plano (970) 328 -1790 Duskin Lowe SAFEBuilt Plans Examiner (303) 754 -3449 Structural Comments James Horne (303) 854 -7495 V:\Plan Review \Vail \Lions Square Lodge North \tov- B07- 006T).2.doc -3 - 0!n STRUCTURAL LIONS'S SQUARE LODGE, NORTH BUILDING VAIL, COLORADO ,o. DRAWINGS DATED: 05 -23 -2007 ARCHITECT: MELICK ASSOCIATES, INC. STRUCTURAL ENGINEER: MONROE & NEWELL STRUCTURAL PLAN REVIEW, 2003 IBC + LOCAL AMENDMENTS NOTE: See original plan review comments for code section references. .err 73. The referenced code interpretation paper by S.K. Ghosh indicates that for "building frame system" to be used, shear walls must have integral beams and columns to support 100% of gravity loads. Precast cores on this job do not appear to contain such detailing. R =4 is required based on the provided code interpretation. 74. FOR Response conflicts with response to #126 which states R =3.0 is used for the structure. If R >3.0 has been used, please address the following for new details 18 &19/S5.0: a. Brace demand AgFyRy =109k. Gusset plate strength 0.9AgFy is only 55k, please increase plate capacity to meet brace demand. b. Detail 19 indicates that a thru plate is "contractor option," however a thru plate is required for ductile seismic detailing. c. Detail 18 gusset plate thickness and welds are not defined, verify capacity for 109k brace force in tension. d. Verify columns are adequate for brace force 109k plus gravity loading, AISC 341 -02, 8.3. e. Provide shear, compression, and uplift loads for precast contractor base plate design, based on 109k brace demand. f. Detail 18 shows base plate on top of precast core. Typically, per S2.6 braced frames are supported by steel framing, which does not appear designed for special seismic load combinations, per previous comment #117. g. Provide worst case braced frame analysis output: West tower on line 5.5, and east tower on line X. 79. Provide CMU reinforcing splice and development length requirements, per previous comment. 81. New sheet S5.4 details 7 -11 do not specifically indicate jamb top and bottom connections. New exterior stud wall opening detail on sheet S1.1 does not address jamb top and bottom connections, please review and verify this information is provided or verify stud connections are part of the deferred submittal process. New calculations show a calculation for typical stud wall, 6" 18 gauge at 2' -0" o.c., however does not include bearing plus exterior wind load. Verify bearing studs have adequate combined P -M -V strength per AISI Ch. C provisions. 85. Footing schedule shows F3 under elevator core near J -7 with only one mat of reinforcing. F6 longitudinal reinforcing ratio is less than 0.0018. Please respond to rebar development issue, in particular at edges of mat foundation and 6' -0" wide perimeter wall transverse reinforcing. ACI Ch. 15. 86. A mat footing step detail is required at Cores C & F. It appears details 2 &4/S3.0 are switched on plan at this location given slab on grade location shown in the details. Footing F7 reinforcing is not shown. IBC 1805.4. 88. If south wall underpinning and shoring is considered temporary, verify permanent surcharge loading from the existing structure plus additions will be coordinated with precaster for their design of precast retaining walls. If permanent, verify appropriate corrosion protection and materials strengths will be provided that meet code requirements. IBC 106.3.4.2. 89. W18x76 north of line 8 with transfer column above also appears to require a penetration. If pipes are fir• centered in W18 beams, several other beams appear to require penetrations, please verify per P2.OA. 91. Framing plan still does not show beam sizes or reactions on plan. 7" thick topping slab is not identified on plan, provide reinforcing requirements for this thick topping slab. 93. RAM beam calculations submitted for Beam 53 show 140k reaction, while plans show 107k. North end reaction is calculated also 65k per RAM, and 51 k per plans. Verify all beam reactions on plans match analysis. 96. As Core A is not used for lateral tower resistance, please describe lateral load path between level 2 and 3 for north -south wind and seismic loading at the West tower. Braced frame along line A above does not continue from level 2 to 3. IBC 1604.4. 98. Clarify drawings to indicate cantilevered W21x182 end on the drawings, and show beam splice (gap) between W21 x44 and W21x182. 99. Verify wind load resisted by Core A is from exterior exposed area of Core A alone, not due to exposed area from the adjacent building. New details 13 &15/S5.3 are not cut on plan, please clarify. Building separation of 1/4" does not appear to be adequate for seismic separation for inelastic building displacements or wind drift separation, please review per IBC 1604.3 & ASCE 7, 9.5.5.7.1. Sheet S2.2, verify north south W27x102 at the west side of Core A is supported by longer east west W27, which in turn is supported by W27x102 on the east side. It appears W27x102 on west side should be continuous to the North wall, beam aligned with west W27 beam is not identified. 101. Please respond to initial comment issues such as gravity loading and wind loading. Details on S3.3 do not address these issues. Beam shear reactions on S2.1 appear too small, especially including sliding snow load from roofs above. Verify east most W 16 beam is spanning through soil, provide corrosion protection per IBC 2203.2. 102. Removal of W12 removes support for landing and new roof structure above, provide calculations to show existing floor system is adequate for the additional stories of loading. IBC 1604.2. 105. S1.0 Wood notes C permits Hem Fir sill plates, verify bearing stresses are within code limits for Hem Fir bearing plates, where single bottom plates are used. 106. a. New roof ridge beam is Versa Lam product, not appropriate for exterior exposure. Please verify engineered ridge beam with open roof will be protected from the elements. Similar all eave details, i.e. 2,3/S3.4 etc, verify VL beams are fully protected from the elements. NDS 8.1.4. b. 18 Gauge uplift strap per calculations is not shown on the drawings. Verify net wind uplift pressure anchorage has been provided. Specify sheathing fastening to metal studs for lateral load resistance, per calculations. c. Detail 11/S3.4 cut on S2.4W does not apply to this location. 107. Details on S3.3 have not been revised to show uplift or lateral diaphragm connections. Verify 21/S3.4 is intended to be used throughout the project, please cut this detail on plan. At other details on S3.3, provide diaphragm connection and verify uplift connection load path is fully detailed. For example, detail 103/S3.3 does not provide a connection between new ledger and existing rim, required for gravity loading and wind uplift. 108. New calculations address only north south lateral loading. Please address east west lateral loading resistance. 109. Hip beams at dormer eave are still unsupported, there does not appear to be any additional note on plan. New details do not clarify the eave support. IBC 1604.2. 110. New sheet S5.4 shows several exterior wall elevations, however details are not shown on plan, and location of elevations is unclear as no gridlines are shown on the elevations. Provide elevation references on plan or otherwise clarify location. Provide girt to column connection. Provide column to structure connection top and bottom. See other comments on new details, following. IBC 1603.1. `0 V 111. Eave support beam at south face of octagon is `12" 14 GA.' Per plan, S2.5E. Beam appears M overstressed. Similar at eave support beams S2.4W, please review where cold formed framing beams remain. 112. A few details are missing, compression ring detail is mislabeled. 115. Details on S2.3 -S2.6 still show several mislabeled details or details that do not exist in the set. 117. FOR address support of discontinuous frames, ref. comment #74f. 118. Several beams are still unsized, backspan line G is not provided, shear studs are not provided, details are incomplete per S2.5, several of the new details on Sheets S5.3, etc are not called out on plan. IBC 1603.1. 119. Address east west loading on west tower, per initial comment. Roof deck per plans S2.7 indicates 19 gauge. New calculations show 18 gauge for shear strength and diaphragm deflection calculations, please coordinate drawings with calculations requirements. 122. Deck fastening per calculations (36/4 spot welds with (4) #10 tek per sidelap) is not shown on the drawings. Details for diaphragm continuity are required on the drawings at steps and ridges and valleys. 124. Provide diaphragm and collector calculations for the new steel tower roofs, and for Level 2 where core shear is transferred to perimeter walls. Details are required at isolation joint between West tower and existing building, per the response that isolation is intended. Verify lateral and gravity support for shed roof adjacent to mechanical penthouse, at L -14 on sheet S2.5. 125. New wind design pressure calculations submitted do not add leeward pressure to windward pressure calculated. Verify designs are based on combined windward and leeward pressures. Report by Building Consultants and Engineers Inc., Figure 3 shows that existing walls have studs offset, such that sheathing is backed by studs at 32" o.c. Shear values assumed in calculations assume full blocking of existing sheathing, verify actual walls are fully blocked. 129. East -west lateral calculations have not been provided for the existing building. Address light gauge shear walls used in construction, provide criteria on the drawings (panel type, screwed fastening, hold downs, blocking required, etc). Schedule per S3.4 indicates nailing for metal stud walls, which is not permitted per IBC 2211. 131. Detail reads '505 pcf' for soil pressure, please correct the typo. 134. Core forces are not shown on the drawings as indicated in the response. 139. Appears Simpson strap per 202/S3.3 should extend through the double plate, and attach to roof support wall above, please check. 140. New calculations show H3 uplift anchors required at the West tower. Details 2,3,4 do not show H3 anchors. 142. Change to the drawings has not been made. IBC 1603.1. 143. Change to the drawings has not been made. IBC 1603.1. 144. Change to the drawings has not been made. IBC 1603.1. 145. Change adding HSS to the drawings has not been made. IBC 1603.1. 147. Change to the drawings has not been made. IBC 1603.1. 150. Show details for collectors where core walls unload into first level diaphragm, provide reinforcing across pour joints for shear friction capacity. Increase shear forces at Level 1 for stiffness of core below and associated prying action, which may increase forces by a factor of 2 to 3. Provide calculations. M *0 151. Define deformed bar anchor vertical reinforcing. IBC 1610. Structural Comments on New details n 1. S2.1, S2.2: Structural drawings do not show underground shaft structure or pie- shaped shaft opening and roof structure, per A7.4. IBC 1603.1. S2.3W, etc: A steel moment frame has been added under the new west addition to the existing building. Provide frame details showing wide flange beam connection to tube steel column, note, beams are wider than the column. Verify ductile detailing per ASIC 341 -02, per IBC 2205.2.1. Provide base plate anchorage detail. Where connected to existing foundation wall verity adequate uplift resistance from existing foundation. Provide collectors and connection detail to new diaphragm structure, and connection of new diaphragm to existing diaphragm. Provide calculations. IBC 1604.4. 3. 4/S5.3: Provide top and bottom jamb stud connections. Header bracing detail is not referenced, provide a detail reference. Header size is not shown. Typical opening detail on S1.1 shall be referenced here for connections and construction requirements. IBC 1603.1, 2209.1. 4. 6,7/S5.3: Details are not plotted on the sheets, please provide as required for the project. IBC 1603.1. 5. 14/S5.3: Moment, axial, and shear reactions for beams supported by concrete cores are not provided on plan, please verify these loads will be coordinated with the precaster. IBC 106.3.4.2. 6. 1,3/S5.4: Detail references are incomplete, please provide. IBC 1603.1. 7. 7/S5.4: Provide beam bottom flange lateral bracing for resistance to components and cladding loading from wall below, and inwards loading from spandrel connection to wall above. Define slip depth required. Typical bridging detail is misreferenced. IBC 1604.2, 1603.1. 8. 1,3/S5.5: Verify coped web section "T" shape is adequate for compression from eave snow loading, provide web stiffener as required to prevent eave support buckling. Similar at 14 &16/S5.5. AISC Ch. F. 9. 4/S5.5: Tube steel compression ring size is not on plan as indicated. Provide tube steel connections and dimensions. Provide roof peak structure above compression ring. IBC 1604.2, ASCE 7, 6.5.12.4. 10. 5,7,8/S5.5, etc: Provide lateral load path in both plan directions for upper roof diaphragm to lower roof diaphragm, top of concrete wall, or tube steel wall column. Detail 8/S5.5 does not appear adequate for out of plane wind loading resisted by HSS2x2 column, please provide calculations. IBC 1604.4. 11. 9/S5.5: New detail appears to be cut at a braced frame above, sheet S2.6 at line U. Verify beam stiffener requirements for brace compression, due to AgRyFy of brace above. Provide collector load path, show braced frame above. 12. 10,12/S5.5: Details are not plotted on the sheets, please provide as required for the project. IBC 1603.1. 13. 11/S5.5: Please comment on lack of web stiffener. Axial flange force transfer through welded bend creates a force component perpendicular to the flanges, which will create flange deformation and stress perhaps not accounted for in design. Provide web stiffeners as required to avoid flange bending. AISC Ch. F, K. 14. 18/S5.5: Clarify how steel studs attach to knife end of L4x4 perimeter angle. Referenced detail 15/S6.2 does not exist. ASCE 7, 6.5.12.4. 15. M1.1: Expansion tank schedule has increased operating weights from 100 pounds to a maximum of 2800 pounds. Verify structure has been increased to accommodate new expansion tanks. IBC 1604.2. Plan Review Comments Duskin Lowe (303) 754 -3449 Structural Review - James Horne • • LIONS'S SQUARE LODGE, NORTH BUILDING VAIL, COLORADO DRAWINGS DATED: 06 -27 -2007 ARCHITECT: MELICK ASSOCIATES, INC. STRUCTURAL ENGINEER: MONROE & NEWELL STRUCTURAL PLAN REVIEW, 2003 IBC + LOCAL AMENDMENTS NOTE: See previous plan review comments for code section references. 74. a. Closed. b. Closed. c. Closed. d. Closed. e. Closed. f. Support of discontinuous frames has not been addressed, beam sizes appear inadequate. Ref. comment #117. g. Calculations have not been provided, please provide. 93. Update plans to reflect beam reactions per analysis that includes sliding snow and all other loading. IBC 106.3.4.2, 1604.2. 101. Update plans to reflect beam reactions per analysis that includes sliding snow and all other loading. IBC 106.3.4.2, 1604.2. 102. New column noted "up only" between bearing walls on S2.2E and S2.2W supports new landing and roof structure above. This column is unsupported. Sheets S2.3E &W clearly show new landing / deck area supported by the columns in the middle of the existing space. IBC 1604.2. 105. Detail 2/S3.3 and several details on S3.4 show wood sill plates, please verify bearing stresses vs. perpendicular to grain allowable stress at these conditions. NDS 3.10. 106. Columns and walls supporting the roof structure are still shown on S2.4W. If roof is added back to the project, verify issues raised in previous review comment will be addressed. Delete bearing walls and columns shown on plan S2.4W if the mechanical room is not used. 108. Wall lengths shown at South End of building in calculations do not match total wall length shown on plans. The fact that the East portion of the existing building is 5 stories and the West portion is 4 stories is not reflected in the calculations or shear wall demand. Diaphragm demand is exceeded at most shear walls, collectors appear required. Hold downs are not provided on the drawings. 110. Previous comment has not been addressed regarding exterior wall construction and detailing. Plan references have not been added. 117. FOR please address support of discontinuous frames, ref. comment #74f. Braced frame on line A and shear wall on line C noted in EOR's response is not related to this issue. 119. Address east west loading on west tower, per initial comment. 122. Roof framing notes on S2.6 indicate three sidelap connections are required, vs. calculations which show four sidelap fasteners are required. 124. Provide diaphragm and collector calculations for the new steel tower roofs, and for Level 2 where core shear is transferred to perimeter walls, calculations have not been provided. 125. Response reference to IBC Simplified Method is not valid for this structure, where ASCE 7 Analytical method is required. Verify windward plus leeward pressures have been utilized for main wind force resisting system design. 150. Provide calculations for diaphragm transfer. See also comment 124. Structural Comments on New details 1. Several sections and details for retaining walls and structural slabs and walls are required in this area for construction. Consider full weight of spa plus live load, and any snow including sliding snow load for slabs, framing, and foundations shown on S2.0. IBC 1604.2. 2. Foundation and reinforcing is not provided for HSS moment frame support. Connection details are not shown. Detail referenced in FOR response, 22/S3.4 is not a diaphragm connection as indicated. Provide all information requested in previous comment. 6. Elevations are not shown on plan as indicated in the response. 10. Please address break in diaphragm load path for lateral loading in both plan directions, at roof steps shown. 11. Extension of precast concrete walls @ cores C & F shown on plans are not reflected on elevations, S3.1 & S3.2. Coordination is required. 16. S2.2: Columns shown in the added floor area east of Core B are not • shown on S2.1, and are unsupported. Provide columns for this additional floor area. Verify design of First level framing and supporting foundations for additional load. IBC 1604.2. 17. 15/S3.4: Provide moment connection for parapet, components and cladding wind pressures. ASCE 7, 6.5.12.4.4. • 0 (1W • Monroe & Newell Engineers, Inc. August 13, 2007 Melick & Associates 355 Teller Street Lakewood, CO 80226 Attn: Chip Melick Re: Lion Square Lodge North Phase IV (M &N # 6640) BUILDING PERMIT #: B07 -0066 (Internal #3616) Dear Mr. Melick: v 3616 Nw /mop Vail, Colorado Denver, Colorado Frisco, Colorado The following are our responses to the structural portions of The Town of Vail Building Department comments for the above building, dated July 24, 2007. We have included the original comment with each response. Our responses are noted with "M &N Response ". Structural Comments: NOTE: See previous plan review comments for code section references. 74. a. Closed. b. Closed. c. Closed. d. Closed. e. Closed. f. Support of discontinuous frames has not been addressed, beam sizes appear inadequate. Ref.comment #117. g. Calculations have not been provided, please provide. M &N Response: Where an in -plane discontinuity in the lateral- force - resisting - elements constitutes a vertical structural irregularity per IBC Table 1615.5.1.2, the special seismic load combinations of IBC 1620.2.9 shall apply, including the maximum seismic load effect, Em. See attached calculations for additional clarity. A 2007 Platinum Corporate Sponsor of Colorado A Component 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 93. Update plans to reflect beam reactions per analysis that includes sliding snow and all other loading. IBC 106.3.4.2, 1604.2. M &N Response: On sheet 52.2 and S2.1, beam and girder reactions have been updated to reflect latest structural analysis, including sliding /drifting snow per ASCE 7- 02. Extent of triangular snow load has length of wd =15 ft and height of hd =4 ft. See calculations. However, for simplicity, 2/3 of the peak snow intensity was put into the RAM model as a uniform load, and this intensity was applied to the entire sod roof level, noted in the RAM data as "SOD RF /CNST LAY + S ". 101. Update plans to reflect beam reactions per analysis that includes sliding snow and all other loading. IBC 106.3.4.2, 1604.2. M &N Response: Please refer to response to comment #93. 102. New column noted "up only" between bearing walls on S2.2E and S2.2W supports new landing and roof structure above. This column is unsupported. Sheets S2.3E &W clearly show new landing / deck area supported by the columns in the middle of the existing space. IBC 1604.2. M &N Response: The drawings are revised to eliminate these columns. 105. Detail 2/53.3 and several details on S3.4 show wood sill plates, please verify bearing stresses vs. perpendicular to grain allowable stress at these conditions. NDS 3.10. M &N Response: Compression perpendicular to grain allowable stress has been an issue of much discussions with Monroe & Newell Engineers, Inc. For twenty years we have not allowed this factor to govern column sizes in wood construction and have never experienced a serviceability issue from the minor compression that may have occurred. Based on this practical experience our detail as shown is appropriate. 106. Columns and walls supporting the roof structure are still shown on S2.4W. If roof is added back to the project, verify issues raised in previous review comment will be addressed. Delete bearing walls and columns shown on plan S2.4W if the mechanical room is not used. `r .r/+ M &N Response: This roof is eliminated. The drawings have been revised to show these walls as screen walls. 108. Wall lengths shown at South End of building in calculations do not match total wall length shown on plans. The fact that the East portion of the existing building is 5 stories and the West portion is 4 stories is not reflected in the calculations or shear wall demand. Diaphragm demand is exceeded at most shear walls, collectors appear required. Hold downs are not provided on the drawings. M &N Response: Refer to the attached calculations and drawing revisions for hold -down locations in the east -west shear walls. These walls are new construction. The north -south shear walls are unchanged from the original construction and are more than 40 feet long without columns. These walls have performed satisfactorily for approximately 30 years without hold downs because they were not part of shear wall detailing when the walls were designed. The loads on these walls are not in our opinion adding new hold downs would not practically improve the performance of these walls. Hold downs have been added in North -South direction. Calculation revised to reflect shear wall lengths. Collectors & detail added at appropriate locations RE: Plan. 110. Previous comment has not been addressed regarding exterior wall construction and detailing. Plan references have not been added. M &N Response: Plan references to 55.4 have been clarified on the plans. 117. FOR please address support of discontinuous frames, ref. comment #74f. Braced frame on line A and shear wall on line C noted in EOR's response is not related to this issue. M &N Response: Refer to response to comment #74. 119. Address east west loading on west tower, per initial comment. M &N Response: In the east tower, a braced frame has been added above core F, just north of grid 5. Collector elements have been added to the roof framing plan. In the west tower, the low roof has been braced as described in response to comment #10. L 122. Roof framing notes on S2.6 indicate three sidelap connections are required, vs. calculations which show four sidelap fasteners are required. M &N Response: S2.6 has been updated to reflect four sidelaps fasteners. 124. Provide diaphragm and collector calculations for the new steel tower roofs, and for Level 2 where core shear is transferred to perimeter walls, calculations have not been provided. M &N Response: Collector elements have been designed per IBC 1620.2.6. See attached calculations for additional clarity. Coordinate with plan showing shears acting at eat core wall. 125. Response reference to IBC Simplified Method is not valid for this structure, where ASCE 7 Analytical method is required. Verify windward plus leeward pressures have been utilized for main wind force resisting system design. M &N Response: Analytical method was used per last revision on building department comments. Windward + Leeward pressures have been used per Figure 6 -2 ASCE 7 -02, note #8. 150. Provide calculations for diaphragm transfer. See also comment 124. M &N Response: Collector elements have been designed per IBC 1620.2.6. Note shear reversal when lateral load is transferred to perimeter garage walls at Level 2. Elevations of frames from RAM analysis agree with relative stiffness's. See attached calculations for additional clarity. Structural Comments on New details Several sections and details for retaining walls and structural slabs and walls are required in this area for construction. Consider full weight of spa plus live load, and any snow including sliding snow load for slabs, framing, and foundations shown on S2.0. IBC 1604.2. �w 0 E5 M &N Response: See plan of spa on 52.0 for additional section cut. See additional detail 4/53.5.. 2. Foundation and reinforcing is not provided for HSS moment frame support. Connection details are not shown. Detail referenced in FOR response, 22/53.4 is not a diaphragm connection as indicated. Provide all information requested in previous comment. M &N Response: Foundation shown on sheet S2 -1W. Detail 22 /53.4 is the foundation detail for HSS moment frame. Section 21/53.4 shows the existing to new diaphragm connection. 6. Elevations are not shown on plan as indicated in the response. M &N Response: Elevation references are not shown on plans. 10. Please address break in diaphragm load path for lateral loading in both plan directions, at roof steps shown. M &N Response: At the west tower, wide flange steel struts brace the low roof into the sixth floor diaphragm. Diagonal HSS members were added to provide lateral stability in the north -south direction. 11. Extension of precast concrete walls @ cores C & F shown on plans are not reflected on elevations, 53.1 & 53.2. Coordination is required. M &N Response: For clarity, extensions of precast wall at core C is now reflected on 53.1. 16. S2.2: Columns shown in the added floor area east of Core B are not shown on S2. 1, and are unsupported. Provide columns for this additional floor area. Verify design of First level framing and supporting foundations for additional load. IBC 1604.2. M &N Response: Mechanical penthouse east of Core B is supported by first level steel framing. 52.1 shows columns supported by transfer beams and girders, 17. 15/53.4: Provide moment connection for parapet, components and cladding wind pressures. ASCE 7, 6.5.12.4.4. M &N Response: See revised Section 15/S3.4 End of Review Comment Responses. If you have any questions or comments, please call. Very truly yours, MONROE & NEWELL ENGINEERS, INC. (2� %��z Peter D. Monroe, P.E. Principal • In Vail, Colorado Denver, Colorado Frisco, Colorado Monroe & Newell Engineers, Inc. September 21, 2007 Melick & Associates 355 Teller Street Lakewood, CO 80226 Attn: Chip Melick Re: Lion Square Lodge North Phase IV (M &N # 6640) BUILDING PERMIT #: B07 -0066 (Internal 3616) Dear Mr. Melick: The following are our responses to the structural portions of The Town of Vail Building Department comments for the above building, dated September 12, 2007. We have included the original comment with each response. Our responses are noted with "M &N Response." Structural Comments: 74. FOR to review steel beams on S2.6 for overturning capacity due to special seismic load combinations, specifically West tower at center of building M &N Response: Special seismic load (omega level) combinations have been applied to sixth level floor beams, and resulting load effects have induced double curvature. This demand has resulted in increased weight of beams while maintaining same nominal depth. This modification has been reflected on sheet 52.6. 93. FOR to review reactions on sheet S2. 1, noted previously as not matching submitted calculations, or underneath new balcony columns. M &N Response: Reactions now reflect superposition of sliding snow onto sod roof. Encased HSS columns sit on transfer girders, and these reactions have been clarified on sheet 52.1. 102. S2.2E and S2.2W still reference columns "up only ", columns have not been eliminated per the response. Third floor framing appears to be supported by columns, verify load path above when columns are removed. A 2007 Platinum Corporate Sponsor of Colorado A Component 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: denver0monroe- newell.com 'W M &N Response: These columns have been eliminated. These are king posts under a header for a non - bearing curtain wall and will be supported at the level below. 106. Provide moment connections or trussed screen wall for wind load support of screen walls. M &N Response: See section 25/53.4. 108. Review submitted calculations for existing north -south shear walls, appears uplift of 1976 pounds has been calculated at line XH, this amount of uplift requires a hold down. M &N Response: Calculations have been revised to include some additional dead load of the floors. There is no tension present in the upper three stories of this structure, at the shear walls in the north -south direction. There is a small amount of tension in the lower floor. The existing structure has performed adequately over its 30+ year history. In our opinion, it will continue to perform adequately in the future under its new design. It is worth noting that even though full wind effects per the 2003 IBC have calculated, this building sits significantly lower than the four surrounding structures, thereby creating a shielding effect and decreasing the wind effects. If a strict interpretation of the uplift is adopted here, project progress will be halted due to the issue of asbestos abatement in these existing walls. 119. FOR to provide a section at braced frame and collector added at east roof structure, to clarify connections and bracing requirements. M &N Response: An additional elevation of this braced frame has been added to depict how the collector transfers load through the frame and into the core. For additional clarity, refer to elevation 21/55.5. 2. Foundation at moment frame in existing building will be provided, uplift resistance will be verified. M &N Response: Footing size has been clarified on sheet S2.1W, also see revised Section 23/53.4. If you have any questions or comments, please call. Very truly yours, MONROE & NEWELL ENGINEERS, INC. Peter D. Monroe, P.E. Principal Monroe & Newell E.9i « :, 1.1, M E L I C K A S S O C I A T E S I NF June 27, 2007 TO: Town of Vail Building Department FROM: Chip Melick, Melick Associates RE: RESPONSE LETTER FOR THE LION SQUARE LODGE NORTH PROJECT - BUILDING DEPARTMENT PERMIT NUMBER: INTERNAL NUMBER: JURISDICTION: OWNERS NAME: SITE ADDRESS: OCCUPANCY GROUP: TYPE OF CONSTRUCTION NUMBER OF STORIES: SPRINKLERS: B07 -0066 3616 Town of Vail Lion Square Lodge North 660 West Lion Head Place, Vail, CO R -2, S -2, M, B 1116, IA, 113, VB 6 yes Please see responses to plan review comments below in bold italics: Architectural Comments: 2) Section 508.2, #3, IBC. Group S -2 enclosed parking garage with Group A, B, M, or R above, IBC. Plan sheet Al .1 indicates an S -2 open parking garage above the S -2 enclosed parking garage. Section 508.2 does not allow an S -2 occupancy group above the S -2 occupancy group below. 355 SOUTH TELLER STREET A R C H I T E C T U RE SUFTETHREE HUNDRED SEVENTY I N T E R I O R S LAKEWOOD CO 80226 P L A N N I N G TEL 303.534.1930 WWW.MELICK.COM FAX 303.534.1931 V Section 508.2 and Section 508.3, referenced in the response to this correction, do not allow the S -2 along with the R -2, M and B over the enclosed S -2. Section 509.2 of the 2006 IBC allows an S to be above the S -2 under similar conditions. Amend plans to show compliance with the adopted code. Response: Please see the attached Request for Administrative Modification for this item. 3) Section 705, Fire Walls, IBC. Plan Sheet A1.2 does not show a complying fire wall separating the building of Type IB construction type, with the S -2 open parking garage, from the building of Type III B construction type, with the R -2 occupancy group. To be considered separate buildings with different construction types, a fire wall would be required. The response to this correction refers to an "imaginary property line" between the two occupancy classifications. As described, that "imaginary property line" would dissect parking spaces on the open parking garage and divide the enclosed parking garage below into two areas. Rather, if there is an assumed property line, it would be located at the juncture of the two types of construction. The junction of the two types of construction would be at the exterior wall of the R -2 units. Per table 705.4, that exterior wall, constructed as a fire wall, would require a 3 -hour fire rating. In addition, per Section 503.2, the wall would be located on the property line and would be used for joint service between the buildings. That would qualify the wall as a party wall, and require it to be constructed without openings. Response: Please see the attached Request for Administrative Modification for this item. 1 5) Section 704. Exterior walls, IBC. As decks are considered to be part of the building, indicate on the plans required fire - resistive construction for decks shown on plan sheets A2.2 and A2.3 that have a fire separation distance requiring fire - resistive construction. 2 A 9 This correction refers to decks not balconies. I am unable to locate "added dimensions ", referred to in the response, from decks to property lines for the building of Type IIIB construction type. 7 Response: At the building with /l /e construction, the added dimensions referred to in the response are actually found on the dimension plans: A2.2.1 and A2.3. 7. These show the edge of the deck closest to the property line to be 9' -214" from the property line and projecting from an exterior wall that is al /owed to have 753K unprotected openings. See drawings 1 -CMT 1 S and 2 -CMT 1 S. N i -- ---- ----- � <apoval. ction 1 704.2, Inspection of fabricators and 1704.2.2, F cator For the fabricator of the pre -cast concrete walls, provide docum %the bricator approval ( an approved fabricator's number) or docat special inspections will be performed on the premisicator's shop. Plan sheet A1.1 shows wall types W2, *AW W5, and W6 being pre st concrete walls. I am unable to locate the referen d response by Monroe and Newell. Response: Per Monroe and Newell. SpecialiQspection ofprecast concrete wall panels will be performed in accordance vvi&JBC 1704.2, in conjunction with IBC 1703.7.2. Specifically, the documentation bf,,Jabricator approval will be furnished to the building official once the precaster been selected for /the project. All testing and inspection records of facility su s a precast plant must be filed with the building official so as to maintain a c lete and legal record of the assembly and erection of the building. -�9) Section 1013 Exit access, IBC. Plan sheets A1.2a and A1.3a show common path of egress travel being measured incorrectly. That measurement is made in a rectilinear manner with travel perpendicular or parallel to walls. 3 1 z u Vr 1 y Per Section 903.2.7, IBC, buildings containing a Group R fire area are to be provided with an automatic sprinkler system throughout. If an administrative modification is to be requested, please submit required documentation to the Building Official. Response: Please see the attached request for administrative modification for this item. 3 1 ) Section 1017.1 General, and Section 1020 Exit PassagewXa Section 1023 Exit discharge, IBC. Plan sheet 2/A2.1 shows t fire -ra d vertical exit enclosure exiting into room #122, whi n on plans seet Al .2a as a 2 -hour fire -rated fire comman center. Once a given level Aexit protection is achieved, such level of protection shall not be reduced until arrival at the exit discharge. Roorrp1#122 would require a 3 -hour fire rating. li addition Room #122 would be required to comply with requirements for an exit passageway or Section 1023 for exit discharge. Provide details showing compliance with the above stated exiting requirements. If room #122 is to function as exit passageway it appears that there are mechanical, plumbing and 06ctrica4enetrations which do not comply yvith Section 1020.5 of � IBC. Please clarify. Response: All mechanical, plumbing and a %reoved equipment, piping and uctwork not serving Room #122 has bee and re- routed. This will eliminate penetrations per Section 102se refer to MV2.0 -1, MV2.1 -2, P2.08 -1, P2.08 -2, P2.08 -3, P2.79-1, P2.1�- 1 for the new routing. The floor above Room #122 has been increas6d to 3 -hr. Please I refe to Sketches # 1 -CMT 31, 2 -CMT 31, and 3 -CMT 31 for the { ar hitectural code sheet, plan and section change. 35) Section 302.1 .1 Incidental use areas, IBC. tsf e use of room #100 - triter Room, shown on_.pfan s-hieet A2.1? If the room qualifies as an incidental us=struction ybeing a_waste collection room, provide details showing wall k capable of resisting t-t e sa e-ef- stroke and a code compliant door. 4 If the room is now a location for an emergency generator, provide do entation for the fuel type used, the quantity of fu ored, the location the fuel storage, and the method off storage. Generators set inside a b ding shall be separated frorh`__t`he remainder of the building by a 2 hour fire barter �e ,(IFC 604.2. Response: The fuel type for the a ency generator is natural gas, which does not require storage. The wall types have been changed to 2-hr.- C) the ramp the wall, type is W72 and the other three wa re W73. See drawing 7 -CMT The door and louvers will be rated 9 7 rf -hr. See drawings 2- CMT-35--and MV2.7 -1. \\,41) Section 715 Opening Protectives, and Table 715.3 Fire Door " Fire Shutter Protection Ratings, IBC. Plan sheets Al .2a and Al .3a show an elevator in the Northeast tower with 3 -hour fire -rated consvuction as part • of the 3 -hour fire -rated fire wall from the basement level through level 6. As such the doors to the elevator shaft would be requ ed to have a 3 -hour fire - rating. Provide doors complying with Section 715. Some doors to the elevator shaft in the East Tower, on levels 1, 2, and 3 have not been given a &or tag or been shown to be fire - rated. Door #1 14B and Door #20813 a e�s`hovvlr with 1 %z hour fire - ratings while they require 3 -hour fire - ratings. / Response: Elevator doors in 2 hour w e required to be 7 1' hour rated; elevator doors in 3 -hour walls are reAto be 3 -hour rated. Elevator doors by the manufacturer will be 7 !,� hour rated.. At the 3 -hour walls, a 7 rz -hour fire door or upward coiling fire shutter has been added, e.g. D7 72A, D1148, D2088, D3098, to bring the rating up' 3 hours. Only the required addition fire shutter or fire door has been given oor tag. Please refer to Sketch 7 -CMT 47. IL NOW .op Accessibility Comments: 50) Section 1106.5 Van spaces, Section 502, IBC�andS n 502, Parki ng Spaces ANSI Al 1 7.1 -1 998. Provide an n parking spate.with required signage. Provide a site plan showing theJo- cation of the van accessible parking spaces. Per Sect ion- A006.C,-18C, accessible parking spaces shall be located on the shortest access' oute of travel from adjacent parking to an accessible building entrance. Response; Please see the attached drawin CMT50 which locates the proposed van accessible parking space to be locat t the parking lot adjacent to the North building property. The path to the h building entrance is indicated by the heavy arrowed line. New Item: Provide an accessible route for entrance into the swimming pool (accessible chair lift or ramp). (IBC 1 109.14.1) Response: Please see the attached drawing IICMT57 which shows the addition of a sleeve in the pool deck concrete slab for a removable accessible pool chair lift (e.g. Life Lifts, attached). The following electrical comments were genera in the first round plan review. The plans submitted in for 2nd round review not include the revised sheets. Please include these items in the next sub I for review. Electrical Comments: Please see the attached electrical responses from AEC for items 755- 7 67. Please see responses on the items pertinent to architecture below. 155)E2.0: Both electrical room entrances are to swing out. Article 110.26.C. Please see revised s per the last plan review comments oor swing to electrical room. 2 1 56)E2.3jtypical) Maintain fire ratin ad centers are installed in rated separation walls. TO- electricaLp Is in the new units are located in non -rated walls. The electrical panels /n the existing units will be replaced but not relocated. 1 57)E3.0- The #1 awg for #8 1 50A Feeder conductors appear to be undersized. Table 310.16. 1 58)Show branch circuit for elevator hoistway venting. 159)E3.1 - show total amps for the Isc calculation. 160) Show GFI protection for the pool lighting. Show boding for pool. 161 Wrovide branch circuiting for all equipment such as FCU's and CUH's. 162)E2.1 ,E2.2...- Show branch circuiting for new receptacles in units. (ok if shown on TI dwgs) 1 63)E3.1 - Type XT em light does not appear to be an "em ". 164)Note that Type NM (romex) cannot be used in mixed occupancy. 165)lf building comments require emergency generator for elevator, provide revised electrical one -line diagram. i�Verify elevator machine room is rated_p r- IBC- tkapter . as ese e revised sheets—Al-.Z ll ratings for the elevator machine rooms. 16 7�C-e-itings., and floor assemblies are rated. Installatiomof recessed fixtures ands acte�s� 09 rs t0 maintaiV -- ting. This is a phased permit. The requested i�nformati ill be provided in a secondary submittal for the existing unit interiors. Curf-entfy-tea! Light fixtures and access panels are not being added to the type /1/8 construction existing ceilings. Any new light fixtures will either be rated or tented. Any existing light fixtures to remain will either be tented or replaced with rated fixtures. 0 • M +ESL I C K ' A S S O C I A T E S I N C August 13, 2007 TO: Town of Vail Building Department FROM: Chip Melick, Melick Associates D ME D TOWN OF VAIL RE: RESPONSE LETTER FOR THE LION SQUARE LODGE NORTH PROJECT - FIRE DEPARTMENT PERMIT NUMBER: INTERNAL NUMBER: JURISDICTION: OWNERS NAME: SITE ADDRESS: OCCUPANCY GROUP: TYPE OF CONSTRUCTION NUMBER OF STORIES: SPRINKLERS: B07 -0066 3616 Town of Vail Lion Square Lodge North 660 West Lion Head Place, Vail, CO R -2, S -2, M, B 11113, IA, 113, VB 6 yes Please see responses to plan review comments below in bolditalics 1) C1.1 Plans show a "proposed 8 inch water line." If this is intended to be a combined fire and domestic line, SFE and similar loads must be deducted from the flow. Calculations to prove adequacy of fire line must be submitted. Response: By Peak Land Consultants, Inc., attached. 2) Demolition plans and impairment permit are required. Response: By Shaner Life Safety, attached. 3) A2.1 sliding egress doors must breakaway either direction for access and egress. Response: Doors D 121 and D 722B are automatic sliding doors that will be equipped with breakaway doors that will swing in the direction of egress. Fire ,r• department personnel can access the building by swinging the door towards them. 0*01aoalIIti♦&# ov: 0z 355 SOUTH TELLER STREET ARCH I T E C T U R E SUITE THREE HUNDRED SEVENTY I N T E R 1 O R S LAKEWOOD CO 80226 30325G...' �� P L A N N I N G TEL 303.534.1930'x• � WWW.MELICK.COM FAX 303.534. 1931 �� • �y rye, 0 4) Vest 114 "overhead fire shutter" shall not obstruct egress or fire dept access to elevator shaft. VFES generally objects to fire shutters. Response: Overhead fire shutter @ Vest 114 has been replaced with a 1 hr swinging fire door. The elevator door will be 2 -hr rated by manufacturer. See A2.1 5) Fire annunciator is not in an approved location. Panel is in the path of egress. Close proximity to exterior door may prove to be too cold for normal operating temperatures. Response: The fire annunciator panel has been moved into the gallery. See A2.1. 6) A2.1.1 1 '/z hr overhead fire shutters are not recognized by VFES. Elev Lobby 110. Response: The overhead fire shutter on A2.1. 7 has been replaced by a 1 hr swinging fire door. The elevator door will be 2 -hr rated by manufacturer. See A2.1.1 7) A2.7 Flat roof requires roof manifold. Show approved access and fire hose outlet locations. Response: By Shaner Life Safety, attached. 8) FA1.0 Sequence matrix needs revision. See red line plans. Response: By Shaner Life Safety, attached. 9) FA2.0 Fire alarm plans are stated as "schematic only ". Full detection is required per TOV adopted codes and standards. Final approval is subject to review of shop drawings. Response: By Shaner Life Safety, attached. 10) FS Plans. Plans are stated as "schematic only ". Full detection is required per TOV adopted codes and standards. Final approval is subject to review of shop drawings. Response: By Shaner Life Safety, attached. Please refer to the comment response letter from Monroe - Newell Engineers for responses to the third round of plan review comments dated 7- 27 -07. 2 PLC PEAK LAND CONSULTANTS, INC. PEAK LAND SURVEYING, INC. PEAK CIVIL ENGINEERING, INC. Memo Date: August 13, 2007 To: Melick Associates, Inc. Attn: Chip Melick rJ 970 - 476 -8644 ■ FAX 970 - 476 -8616 ■ 1000 LION'S RIDGE LOOP ■ VAIL, CO 81657 From: Grant Anderson, P.E., Peak Land Consultants Re: Lions Square North — Responses to Fire Comments Dated 5/23/07 Peak Land Consultants will address comment number 1 from the Fire Department's Comments relating to the civil plan set. All revisions pertaining to this response have been labeled with a DELTA 5. DELTA 5: C1.1 Plans shows a "proposed 8 inch water line." If this is intended to be a combined fire and domestic line, SFE and similar loads must be deducted from the flow. Calculations to prove adequacy of fire line must be submitted. Recommend dedicated fire main. RESPONSE: The western water service was changed from 8" to 4" at the direction of Deb Shaner of Shaner Life Safety and is shown on sheets C1.1 and C2.0. If you have any questions regarding these responses please feel free to contact me. Sincerely, 0 RE�►���������� Grant Anderson, P. E. .� O ••�r,AS I 0 �. O •''A�'; Peak Civil Engineering, Inc ? U Cc: File = :0� 66168 p4 S/ OfNIAL \��� PBSI& W An employee -owned company June 21, 2007 Tom Kassmel, Town Engineer Department of Public Works and Transportation Town of Vail 1309 Elkhorn Drive Vail, CO 81657 9 RE: Lions Square Lodge North Redevelopment Building Permit Review Dear Mr. Kassmel: The purpose of this letter is to address your comments pertaining to the Lions Square Lodge North Redevelopment Building Permit Review, dated June 8, 2007. The following are responses to the comments. Comment #1: The warning sign proposed along the west side (Detail A) may be difficult to place in the location shown. Please provide additional detail. Please see existing conditions survey, the sign needs to move further north and may be able to be attached to an existing light pole. The sign will be move further north and located on an existing light pole at the back of sidewalk. We will provide additional detail on our plan sheets. Comment #2: The sign must be placed in a location that it will not be hit by exiting truck traffic. 8' clearance and 2'+ intrusion onto the drive lane will get hit by trucks that are usually 13.5' in height. The sign will be mounted on the retaining wall at a minimum height of 13.5' to provide acceptable clearance for trucks. Comment #4: Sign posts in the Town of Vail Row shall match the standard wood TOV posts. (See attached detail) Plan sheets will be revised to reflect this standard. Comment #5: Provide more detail of how the warning lights will be located. (Plan Blow Up) the one at the west entrance conflicts with a doorway and stairway, and the one at the south entrance conflicts with a narrow walk. Plan sheets will be revised to include enlargements at the locations where warning lights are located, in order to provide a better understanding of device placement and to mitigate possible intrusions into walkways and driveways. 4601 DTC Boulevard, Suite 700 • Denver, Colorado 80237 • Telephone 303.221.7275 • Fax 303.221.7276 • www.pbsj.com FI Comment #6: Is the location of warning sign Detail B appropriate? It is in a location where if a car can see it, it can also see the "hidden drive ". Sign placement will be adjusted to a location closer to the southern driveway. Commeni � 7: Detail C sign at west c -trance eves not need "no left" arrow. So noted. Plans will be revised to reflect this comment. We would like to thank you and your staff for your continued assistance. If you have any questions regarding the information herein, please feel free to contact me at (303) 221 -7275, ext. 7026. Sincerely, PBS& J David Millar, P.E. Senior Engineer 4601 DTC Boulevard, Suite 700 • Denver, Colorado 80237 • Telephone 303.221.7275 a Fax 303.221.7276 + www.pbsj.com �y ` � J Monroe & Newell Engineers, Inc. August 13, 2007 Melick & Associates 355 Teller Street Lakewood, CO 80226 Attn: Chip Melick Re: Lion Square Lodge North Phase IV (M &N # 6640) BUILDING PERMIT #: B07 -0066 (Internal #3616) Dear Mr. Melick: Vail, Colorado Denver, Colorado Frisco, Colorado The following are our responses to the structural portions of The Town of Vail Building Department comments for the above building, dated July 24, 2007. We have included the original comment with each response. Our responses are noted with "M &N Response ". Structural Comments: NOTE: See previous plan review comments for code section references. 74. a. Closed. b. Closed. c. Closed. d. Closed. e. Closed. f. Support of discontinuous frames has not been addressed, beam sizes appear inadequate. Ref.comment #117. g. Calculations have not been provided, please provide. M &N Response: Where an in -plane discontinuity in the lateral- force - resisting- elements constitutes a vertical structural irregularity per IBC Table 1615.5.1.2, the special seismic load combinations of IBC 1620.2.9 shall apply, including the maximum seismic load effect, Em. See attached calculations for additional clarity. A 2007 Platinum Corporate sponsor of Colorado A Component of The Amerlcan Institute of Archket;U www.monroe- newell.com 1701 Wynkoop Street . Suite 200 . Denver, Colorado 80202 (303) 623 -4927 • FAX (303) 623 -6602 . email: denver@monroe- newell.com • 93. Update plans to reflect beam reactions per analysis that includes sliding snow and all other loading. IBC 106.3.4.2, 1604.2. M &N Response: On sheet 52.2 and 52.1, beam and girder reactions have been updated to reflect latest structural analysis, including sliding/drifting snow per ASCE 7- 02. Extent of triangular snow load has length of wd =15 ft and height of hd =4 ft. See calculations. However, for simplicity, 2/3 of the peak snow intensity was put into the RAM model as a uniform load, and this intensity was applied to the entire sod roof level, noted in the RAM data as "SOD RF /CNST LAY + S". 101. Update plans to reflect beam reactions per analysis that includes sliding snow and all other loading. IBC 106.3.4.2, 1604.2. M &N Response: Please refer to response to comment #93. 102. New column noted "up only" between bearing walls on S2.2E and S2.2W supports new landing and roof structure above. This column is unsupported. Sheets S2.3E &W clearly show new landing / deck area supported by the columns in the middle of the existing space. IBC 1604.2. M &N Response: The drawings are revised to eliminate these columns. 105. Detail 2/S3.3 and several details on 53.4 show wood sill plates, please verify bearing stresses vs. perpendicular to grain allowable stress at these conditions. NDS 3.10. M &N Response: Compression perpendicular to grain allowable stress has been an issue of much discussions with Monroe & Newell Engineers, Inc. For twenty years we have not allowed this factor to govern column sizes in wood construction and have never experienced a serviceability issue from the minor compression that may have occurred. Based on this practical experience our detail as shown is appropriate. 106. Columns and walls supporting the roof structure are still shown on S2.4W. If roof is added back to the project, verify issues raised in previous review comment will be addressed. Delete bearing walls and columns shown on plan S2.4W if the mechanical room is not used. on ..fr M &N Response: This roof is eliminated. The drawings have been revised to show these walls as screen walls. 108. Wall lengths shown at South End of building in calculations do not match total wall length shown on plans. The fact that the East portion of the existing building is 5 stories and the West portion is 4 stories is not reflected in the calculations or shear wall demand. Diaphragm demand is exceeded at most shear walls, collectors appear required. Hold downs are not provided on the drawings. M &N Response: Refer to the attached calculations and drawing revisions for hold -down locations in the east -west shear walls. These walls are new construction. The north -south shear walls are unchanged from the original construction and are more than 40 feet long without columns. These walls have performed satisfactorily for approximately 30 years without hold downs because they were not part of shear wall detailing when the walls were designed. The loads on these walls are not in our opinion adding new hold downs would not practically improve the performance of these walls. Hold downs have been added in North -South direction. Calculation revised to reflect shear wall lengths. Collectors & detail added at appropriate locations RE: Plan. 110. Previous comment has not been addressed regarding exterior wall construction and detailing. Plan references have not been added. M &N Response: Plan references to 55.4 have been clarified on the plans. 117. FOR please address support of discontinuous frames, ref. comment #74f. Braced frame on line A and shear wall on line C noted in EOR's response is not related to this issue. M &N Response: Refer to response to comment #74. 119. Address east west loading on west tower, per initial comment. M &N Response: In the east tower, a braced frame has been added above core F, just north of grid 5. Collector elements have been added to the roof framing plan. In the west tower, the low roof has been braced as described in response to comment #10. Ll on 122. Roof framing notes on S2.6 indicate three sidelap connections are required, vs. calculations which show four sidelap fasteners are required. M &N Response: S2.6 has been updated to reflect four sidelaps fasteners. 124. Provide diaphragm and collector calculations for the new steel tower roofs, and for Level 2 where core shear is transferred to perimeter walls, calculations have not been provided. M &N Response: Collector elements have been designed per IBC 1620.2.6. See attached calculations for additional clarity. Coordinate with plan showing shears acting at eat core wall. 125. Response reference to IBC Simplified Method is not valid for this structure, where ASCE 7 Analytical method is required. Verify windward plus leeward pressures have been utilized for main wind force resisting system design. M &N Response: Analytical method was used per last revision on building department comments. Windward + Leeward pressures have been used per Figure 6 -2 ASCE 7 -02, note #8. 150. Provide calculations for diaphragm transfer. See also comment 124. M &N Response: Collector elements have been designed per IBC 1620.2.6. Note shear reversal when lateral load is transferred to perimeter garage walls at Level 2. Elevations of frames from RAM analysis agree with relative stiffness's. See attached calculations for additional clarity. Structural Comments on New details Several sections and details for retaining walls and structural slabs and walls are required in this area for construction. Consider full weight of spa plus live load, and any snow including sliding snow load for slabs, framing, and foundations shown on S2.0. IBC 1604.2. '%W 1*0W M &N Response: See plan of spa on 52.0 for additional section cut. See additional detail 4/53.5.. 2. Foundation and reinforcing is not provided for HSS moment frame support. Connection details are not shown. Detail referenced in FOR response, 22/S3.4 is not a diaphragm connection as indicated. Provide all information requested in previous comment. M &N Response: Foundation shown on sheet S24W. Detail 22/53.4 is the foundation detail for HSS moment frame. Section 21/53.4 shows the existing to new diaphragm connection. 6. Elevations are not shown on plan as indicated in the response. M &N Response: Elevation references are not shown on plans. 10. Please address break in diaphragm load path for lateral loading in both plan directions, at roof steps shown. • M &N Response: At the west tower, wide flange steel struts brace the low roof into the sixth floor diaphragm. Diagonal HSS members were added to provide lateral stability in the north -south direction. 11. Extension of precast concrete walls @ cores C & F shown on plans are not reflected on elevations, 53.1 & S3.2. Coordination is required. M &N Response: For clarity, extensions of precast wall at core C is now reflected on 53.1. 16. 52.2: Columns shown in the added floor area east of Core B are not shown on S2. 1, and are unsupported. Provide columns for this additional floor area. Verify design of First level framing and supporting foundations for additional load. IBC 1604.2. M &N Response: Mechanical penthouse east of Core B is supported by first level steel framing. S2.1 shows columns supported by transfer beams and girders, 17. 15/53.4: Provide moment connection for parapet, components and cladding wind pressures. ASCE 7, 6.5.12.4.4. U M &N Response: See revised Section 15/S3.4 End of Review Comment Responses. If you have any questions or comments, please call. Very truly yours, MONROK & NEWELL ENGINEERS, INC. AVONZ Peter D. Monroe, P.E. Principal r: M E, �Vp'% }s ,-,..-o 9%�•» NA EN•�P�: CO�p��`!., 0 i C ..r PO Box 1073, Frisco, CO 80443 970.409.9082; fax 720.294.9849 August 13, 2007 Town of Vail Plan Review Vail, Colorado Re: Lions Square Lodge, North Building, 660 W. Lionshead Place This letter is in response to fire department plan review comments, received via email on 7/31/07. Comment : C1.1 Plans show a "proposed 8 inch water line." If this is intended to be a combined fire and domestic line, SFE and similar loads must be deducted from the flow. Calculations to prove adequacy of fire line must be submitted. Recommend dedicated fire main. Response: A new dedicated 4" fire protection line will be installed. This has been corrected throughout the drawing package. Refer to Sheet FS2.0 for the fire protection plan showing this new 4" line. Of course, the line size is subject to hydraulic calculations to be completed by the fire protection contractor. 2. Comment: Demolition plans and impairment permit are required. Response: This documentation is being prepared by Viele Construction. Comment: A2.1 Sliding egress doors must breakaway either direction for access and egress. Response: The automatic sliding doors have breakaway doors that swing in the path of egress. The doors can be pulled from the exterior to gain access to the building. 4. Comment: Vest 114 "overhead fire shutter" shall not obstruct egress or fire dept access to elevator shaft. WES generally objects to fire shutters. Response: The elevator lobbies have been adjusted to allow for 1 -1/2 hour rated swing doors on the elevators to provide the additional rating needed to achieve the 3 hour separation. These doors will be controlled by the fire alarm system, and will release on general alarm. Comment: Fire annunciator is not in an approved location. Panel is in the path of egress. Close proximity to exterior door may prove to be too cold for normal operating temperatures. Response: The LCD annunciator was place in the Vestibule to provide easy access to the Fire Department. To eliminate concerns, the LCD annunciator has been moved into the Gallery 122, on the other side of the Vestibule doors. %W- .r'' 6. Comment: A2.1.1 1 '/z hr overhead fire shutters are not recognized by VFES. Elev Lobby 110. Response: The overhead fire shutter at Elevator Lobby 110 is not required and will be removed from the drawings. 7. Comment: A2.7 Flat roof requires roof manifold. Show approved access and fire hose outlet locations. Response: The roof manifold will be provided on the flat roof shown on the 4h floor level. 8. Comment: FA1.0 Sequence matrix needs revision. See red line plans. Response: A revised sequence of operations has been provided. This will be subject to review /edit during the fire alarm shop drawing submittal phase. 9. Comment: FA2.0 Fire alarm plans are stated as "schematic only ". Full detection is required per TOV adopted codes and standards. Final approval is subject to review of shop drawings. Response: Full detection is intended to be provided. Plans are schematic, but are intended to convey design intent. The fire alarm contractor will submit fire alarm shop drawings for permit. 10. Comment: FS Plans. Plans are stated as "schematic only ". Final approval is subject to review of shop drawings. Response: Plans are schematic, but are intended to convey design intent. The fire protection contractor will submit fire alarm shop drawings for permit. Please advise if you have any questions or need additional information. Sincerely, Deborah L. Shaner, P.E. Fire Protection Engineer Cc: Melick Associates 40 %W 04 so 4 rt Monroe & Newell Engineers, Inc. STRUCTURAL ENGINEERING SUPPLIMENTAL CALCULATIONS For: Lions Square Lodge North Phase IV Vail, CO M &N #6640.00 to F N9�c� F �C C ► k LoP r Vail, Colorado Denver, Colorado Frisco, Colorado These drawings and calculations are the property of Monroe & Newell Engineers, Inc. Any use or reproductions of these calculations without the expressed written permission of Monroe & Newell Engineers, Inc. is strictly prohibited. * *P.E. stamp on sheet applies to the following calculation pages and indicates that have been reviewed. This includes all sheets attached to this cover. June 27, 2007 n t tea � 200I Tows OF 01AIL LA 2107 Platinum Corporate Sponsor of s' Colorado A Component 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 Monroe & Newell. �W Deaver, Cobra& 110312 Phone:3113 623 1127 Fax—A03 G13 61202 nev:AI En Project Name NWWARF-,WWt, IV ti .1= Location ( '0 191' 1 Governing jurisdiction/Bldg. Dept. Rown Of Vail Contact there Charlie Davis Governing Code Occupancy Category (IBC 1604.5) Seismic Load Sesmic Use Group (IBC 1604.5) Importance Factor IE Site Class (IBC 1615. 1.1 per geotechnical) Ss (spectral response accel at short periods) S, (spectral response accel at 1 sec periods) F. �W Fo S's Smi S's SDI Seismic Design Category based on SDS Seismic Design Category based on SDI Seismic Design Category Lateral System Response Modification Factor System Overstrength Factor K Deflection Amplification Fact (J ­ Date 11 /3/2�� M-N Project# Phone 970-479-2197-- Fax 910- 479 -2452 Letter Sent? AM -f11 1 321 7 *sly_ . - 1-200 0.443 g 0.141 g 0.295 g 0.094 g Building Height per ASCE 7-02 9.5.5.3 Ct per ASCE 7-02 9.5.5.3 x per ASCE 7-02 9.5.5.3 Building Period, Ta, per ASCE 7-02 9.5.5.3 Long Period Boundary, Ts Short Period Boundary, To A ft 0.540 sec 0.319 sec 0.064 sec Snow Load Wind Load • Vin► .✓� Spectral Response for 5% Damping eo 0.350 d 0.300 0 0.250 u 0.200 0.150 0.100 C6 0.050 `n 0.000 tV 6 Increasing Period, T Base Shear Coefficient Cs per ASCE 7 -02 9.5.5.2.1 -1 0.074 Upper Limit of Base Shear Coefficient Cs per ASCE 7 -02 9.5.5.2.1 -2 0.084 Lower Limit of Base Shear Coefficient Cs per ASCE 7 -02 9.5.5.2.1 -3 0.013 Governing Base Shear Coefficient Cs for Seismic Design Category B or higher 0.044 Governing Base Shear Coefficient Cs for Seismic Design Category A 0.010 Site Elevation 813 ._ ft Ground Pg (IBC 1608.2) 1 142.8 `:psf Exposure Factor Ce (IBC 1608.3.1) 1.00 Importance Factor Is (IBC 1604.5) 1.00 Thermal Factor Ct (IBC 1608.3.2) Flat Roof Snow Pf (IBC 1608.3) ** *use Pf= 100psf per Town Of Vail * ** 100.00 psf Roof Slope Factor Cs (ASCE 7.4) Sloped Roof Snow Ps (ASCE 7.4) ** *must be 4:12 or greater per Town Of Vail * ** 80.00 psf Basic Wind Speed (3- second gust) 9 . mph Exposure Category (, Mean Roof Height 71.00 Gust Factor 0.85 Kd 0.87 Kh and Kz 1.17 Kzt 1.00 Internal Pressure Coefficient 0.18 ps30 (IBC Table 1609.6.2.1) N/A ,psf Height Adjustment Factor X N/A Importance Factor, Iw t MWFRS Design Horiz Wind Pressure 20.69 psf Substructure Design I%W Geotechnical Consultant Report # Addendum # Swell % Active Rankine Pressure psf /ft At -rest Rankine Pressure psf /ft Passive Rankine Pressure psf /ft Coefficient of Sliding Friction Nk/k Footings Allowable Bearing (long -term) ps f Allowable Bearing (short -term) psf Minimum frost depth in Minimum pressure required? N/A psf Drilled Shafts /Driven Piles End Bearing ksf Side Friction (down) rA l ksf Side Friction (up) ksf Lateral values (rock) Modulus of subgrade pp Unit weight kcf Unconfined compressive strength ksi Nksi Cohesion Lateral values (overburden) Modulus of subgrade -Pci Unit weight kcf Portland Cement type recommended Vibration Designed per AISC Design Guide I I Acceleration Limit for walking excitation g Constant Force, Po kips Damping ratio, (3 C Materials Structural Steel Wide flange, channel, tee ASTM Angle, flat plate ASTM Round & Rectangular HSS ASTM Round Pipe ASTM Fasteners High Strength Bolts 1/2" to 1" ASTM High Strength Bolts 1" to 1 1/2" ASTM Threaded Rods ASTM Anchor Rods ASTM Washers ASTM Headed Studs ASTM Welds AWS Light Gauge Steel Metal Deck ASTM Welds AWS Studs ASTM Mild Reinforcing Deformed Bars ASTM W WF ASTM Plate Dowels ASTM Sawn Lumber J &P DF -L B &S DF -L P &T DF -L • Manufactured Lumber L L LS L A992 A36 A500B A53B A325 -N A325 -N A449 F1554 F436 A108 E70XX A653SS E60XX A570 A615 A185 A706 Fcpara we Concrete Elevated Slab -on -deck (non -park) pcf Elevated Slab -on -deck (park) pcf Footings pcf Precast Walls 'pcf Superstructure Design Live Loads occupancy (res rooms and corridors) (IBC 1607.1) F Fy ksi ksi ksi ksi Pc partitions (IBC 1607.5) balconies > 100 ft2 *non - reducible balcones < 100 ft2 *non - reducible construction laydown (Third Level Low Roof over parking) *non - reducible assembly /egress /main corridors mechanical Dead Loads ** *steel self -wt already in RAM * ** Typical Tower Floor & Stair Landings 2 1/2" NW conc on 2" composite metal deck deck deflection `44. ksi ksi ksi ksi Fu ksi ksi ksi ksi ksi ksi ksi ksi ksi ksi ksi ksi ksi ksi ksi ksi ksi PSF 40 20 100 60 160 100 60 III concrete levelling misc steel not in RAM model M /E /P Typical Tower Balcony 3 1/2" NW topping 2 1/2" NW conc on 2" composite metal deck deck deflection concrete levelling is is E 66.00 rw L M /E /P /soffit deck deflection E 104.00 Tower High Roof 5 asphalt shingles on backing board /membranes 8,(y) rigid insul. on 1 1/2" WR roof deck 8.00 arch finishes 2" of standing water (drains clog) E 24.00 Second Level at 8128 - avg of high / low point 2i0 00 2 1/2" NW topping (average) 31.00 4" NW conc on 2" composite metal deck 63: deck deflection 5' concrete levelling 5: M /E /P 25.00 E 129.00 Second Level at 8128 - flat 4" NW conc on 2" composite metal deck deck deflection S_ concrete levelling 5 M /E /P -: E 98.00 Third Level at 8139 2" of standing water (drains clog) 31.20 12" sod at 120 pcf 2i0 00 rigid insulation (tapered) x22.00 4" NW on 2" composite deck 65:04 deck deflection 5.00 concrete levelling 5.00 M /E /P 15.00 Mechanical Room 2 1/2" NW conc on 2" composite metal deck 45,00 deck deflection 4.00 E 49.00 Deflections Roof members Dead + Snow L/360 Floor members Dead L /240 Dead + Live L/360 Exterior Wall members stucco /lath with steel stud backing H/360 stone /brick veneer with steel stud backing H /600 Drift Wind (total) H /400 Wind (interstory) H /200 Seismic (total) N/A Seismic (interstory) IBC 1617.3.1 H/67 'C Monroe JOB Aqewell !) Engineers, Inc. SHEET NO. OF CALCULATED BY DATE.' v 49 A CHECKED BY DATE SCALE r7e CHN ......... .. ............. . . .. .. ....... ............. - . . . .. . .. ........ . Title : Job # Dsgnr: M Date: 1:30PM, 28 JUN 07 Description Scope : User: KW -0606238,Ver 5.8.0, 1- Dec -2003 Steel Column Base Plate (c)1983 -2003 ENERCALC Engineering Software baseplate.ecw:Calculations Description Base Plate at Moment Frame General Information 1,307.0 psi Code Ref : AISC 9th Ed ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Loads = 0.3 * f'c * Sgrt(A2 /A1) * LDF Steel Section TS10x5x3/8 Axial Load 7.40 k Section Length 10.000 in X -X Axis Moment 32.40 k -ft Section Width 5.000 in Actual Tension 15.710 k Flange Thickness 0.375 in Plate Dimensions Web Thickness 0.000 in Plate Length 12.000 in Allowable Stresses Plate Width 12.000 in Concrete f 3,000.0 psi Plate Thickness 0.938 in Base Plate Fy 36. si Load Duration Factor 1.3 Support Pier Size Pier Length 18.000 in Anchor Bolt Data Pier Width 18.000 in Dist. from Plate Edge 2.000 in Bolt Count per Side 2 Tension Capacity 15.700 k Bolt Area 0.785 in2 Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 1,307.0 psi Allow per ACI318 -95, A3.1 = 0.3 * f'c * Sgrt(A2 /A1) * LDF 1,795.5 psi Allow per AISC J9 2,094.8 psi Plate Bending Stress Thickness OK Actual fb 35,748.3 psi Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension Too High! Actual Tension 15.710 k Allowable 15.700 k • Baseplate OK Partial Bearing : Bolts in Tension • E E M C • m �kE!{ :3ti ° °� &V53,01MME-11AL, MAXAGE,4i=til INC' As'msm),--, , i-sp - Coos�jt.,ntit-, - TOIMN'Wt> 0 R205-71 C7 M LIONS SQUARE LODGE NORTH 660 WEST LIONSHEAD PLACE VAIL., COLORADO 81657 November 18, 2005 TOWN 01 ca PN m ATTACHMENT #I BULK SAMPLE ANALYSIS TABLE. AND LABORATORY ANALYSIS REPORT ATTACHMENT #2 EPA AND STATE OF COLORADO INSPECTOR ACCREDITATION TABLE OF CONTENTS SECTION 1.01 EXECUTIVE SUMMARY SECTION 1.02 DATE OF INSPECTION SECTION 1.03 LOCATION OF INSPECTION SECTION 1.04 EEM CONSULTING INC. REPRESENTATIVE SECTION 1.05 CLIENT REPRESENTATIVE CONTACTED SECTION 1.06 PREVIOUS INSPECTIONS AND EXCLUSION STATEMENTS SECTION 1.07 SAMPLING RATIONALANVESTIGATION METHODOLOGY SECTION 1.08 INACCESSIBLE AREAS ATTACHMENTS ATTACHMENT #I BULK SAMPLE ANALYSIS TABLE. AND LABORATORY ANALYSIS REPORT ATTACHMENT #2 EPA AND STATE OF COLORADO INSPECTOR ACCREDITATION 1.04 EEM CONSULTING, INC. REPRESENTATIVE: U.S. Environmental Protection Agency (EPA) and State of Colorado accredited inspectors: j Mr. William C. Oleskevich Mr. Robert L Ragan Signature Signature • Reference Attachment #2 for EPA and Sate Inspector Accreditation. 1.05 CLIENT REPRESENTATIVES CONTACTED: Mr. Bill Anderson 1.06 EXCLUSION STATEMENTS: EEM Consulting, Inc., warrants that the findings contained herein have been with the level of care and skill exercised by experienced and knowledgeable environmental consultant who is licensed or otherwise trained to perform asbestos inspections pursuant to the scope of work required on this project. The asbestos inspection included inspection of accessible materials such as above or behind suspended ceilings or other non - permanent structures. EEM Consulting, Inc. did not inspect or sample inaccessible areas such as behind walls or within ductwork and did not dismantle any part of the structure to survey inaccessible areas. For the purpose of this warrant, inaccessible is defined as areas of the building that could not be tested (sampled) without destruction of the structure or a portion of the structure. In the event that access to a portion of the building was not obtained (which otherwise would have been tested), such limitations are specifically identified in Section 1.08. 2 • ATTACHMENT #1 � l.; � ♦ , � �: c � `fir :, �: • LIONS SQUARE LODGE NORTH ASBESTOS INSPECTION SUMMARY DATE SAMPLED: 11/4/2005 Sample Number Sample Location Type &Description of Sampled Material Quantity of Material Material Condition AHERA Code 1 -8 ACM Greater Than 1% LN- 196 -1OB Closet Drywall -Tape Joint Compound NR NR YES (3) SD FSM = Significantly Damaged Friable Surface Material (4) D /SD FMM = Damaged/Significantly Damaged 2% chrys LN- 196 -11C Closet Wall texture NR NR YES NA = Not Available AA = As Above NR Not Required Containing Material 3% chrys LN- ESW -12E East Access Stairwell Wall Texture Spray -on NR NR YES 3% chrys LN- ESW -13E East Access Stairwell Wall Texture Spray -on NR NR NO trace chrys LN- ESW -14E East Access Stairwell Wall Texture Spray -on NR NR YES 2% chrys LN- WSW -15F West Access Stairwell Wall Texture Brushed NR NR YES 2% chrys LN- WSW -16F West Access Stairwell Wall Texture Brushed NR NR YES LN- WSW -17F West Access Stairwell Wall Texture Brushed NR NR 2% chrys YES 2% ch s. (1) D /SD TSILL = Damaged/Significantly Damaged Thermal (6) PSD ACM = Potential for Significant damage Asbestos Containing Material System Insulation (7) F ACM G = Friable Asbestos Containing Material in Good Condition (2) D FSM = Damaged Friable Surfacing Material (8) NF ACM G = Non - Friable Asbestos Containing Material in Good Condition (3) SD FSM = Significantly Damaged Friable Surface Material (4) D /SD FMM = Damaged/Significantly Damaged Friable Miscellaneous Material MATERIAL TYPE: MM = Miscellaneous Materials TSI = Thermal System Insulation SM = Surfacing Material (5) PD ACM = Potential for Damage Asbestos NA = Not Available AA = As Above NR Not Required Containing Material '` a n November 14, 2005 Bob Ragan EEM Consulting, Inc. 3350 El Pinal Drive Evergreen CO 80439 Dear Customer, F i rs E entai, Inc. 2059 Bryant St. Denver, CO 80211 (303) 964 -1986 Fax(303)477-4275 Toll Free (866) REST -ENV Laboratory Code: Subcontract Number: Laboratory Report: Project Description: Page 1 of 4 RES NA RES 121563 -1 R205.71 Lions Head Square (NV- 12) Vail CO Reservoirs Environmental, Inc. is an analytical laboratory accredited for the analysis of Industrial Hygiene and Environmental matrices by the National Voluntary Laboratory Accreditation Program ( NVLAP), Lab Code # 101896 and the American Industrial Hygiene Association (AIHA), Lab ID 101533 - Accreditation Certificate #480. This laboratory is currently proficient in both Proficiency Testing and PAT programs respectively. Reservoirs Environmental, Inc. has analyzed the following samples for asbestos content as per your request. The analysis has been completed in general accordance with the appropriate methodology as stated in the attached analysis table. The results have been submitted to your office. RES 121563 -1 is the job number assigned to this study. This report is considered highly confidential and the sole property of the customer. Reservoirs Environmental, Inc. will not discuss any part of this study with personnel other than those of the client. The results described in this report only apply to the samples analyzed. This report must not be used to claim endorsement of products or analytical results by NVLAP or any agency of the U.S. Government. This report shall not be reproduced except in full, without written approval from Reservoirs Environmental, Inc. Samples will be disposed of after sixty days unless longer storage is requested. If you have any questions about this report, please feel free to call 303 - 964 -1986. Sincerely, Jeanne Spencer Orr President j(rt /y /1� Analyst(s): t L" %f Paul D. LoScalzo Paul F. Knappe Michael Scales Wenlong Liu Rich Wegrzyn RESERVOIRS ENVIRONMENTAL, INC. NVLAP Accredited Laboratory # 101896 TDH Licensed Laboratory # 30 -0136 TABLE PLM BULK ANALYSIS, PERCENTAGE COMPOSITION BY VOLUME RES Job Number: Client: Client Project Number / P.O. Client Project Description: Date Samples Received: Analysis Type: Turnaround: Date Analyzed: RES 121563 -1 EEM Consulting, Inc. R205.71 Lions Head Square (NV -12) Vail CO November 7, 2005 PLM, Short Report 3 -5 Day November 12, 2005 Page 3 of 4 Analyst: RSW Client Sample Lab ID Number L A Sub Asbestos Content Non Asbestos on- Fibrous Number Y Physical Part Fibers Components E Description N Mineral visual Components N R ; Estimate (% N LN- 196 -9A EM 512220 A White fibrous foamy plaster w/ white paint 100 Chrysotile 5 TR 95 LN- 196 -10B EM 512221 A White tape 30 ND 95 5 B Tan /white drywall 30 ND 50 50 C White plaster w/ white paint 40 Chrysotile 2 TR 98 LN -196 -11 C EM 512222 A White plaster w/ white paint 35 Chrysotile 3 TR 97 B Tan /white drywall 65 ND 50 50 LN- ESW -12E EM 512223 A White plaster w/ white paint 100 Chrysotile 3 TR 97 LN- ESW -13E EM 512224 A Tan /white drywall 30 ND 50 50 B White plaster w/ white paint 70 Chrysotile TR TR 100 LN- ESW -14E EM 512225 A Tan paper 20 ND 95 5 B White plaster w/ white paint 80 Chrysotile 2 TR 98 LN- WSW -15F EM 512226 A White plaster w/ white paint 100 Chrysotile 2 TR 98 LN- WSW -16F EM 512227 A White plaster w/ white paint 100 Chrysotile 2 TR 98 LN- WSW -17R EM 512228 A Tan paper 35 ND 95 B White plaster w/ white paint 65 Ch sotiie 2 TR 5 98 ND = None Detected TR = Trace, < 1% Visual Estimate Trem -Act = Tremolite- Actinolite Data QA by • 0 • RESERVOIRS ENVIRONMENTAL, INC, i159 Bryant St.. D4nvl;r r:0 80211 j', ,,rE;i 8 MMIFif1 =D CY: !' VQ.'CE TO_� (IF DIFFEiENT) t nr.,7•_t y 4' �i Ji J� �/' J��F�! FaiOf_ � C — _ __. _ ,.�.�_ — _..�- �J � +/ a �- � •e r'2. .t'L2C_ 2.rrt(rr 1 rt..•.Z.i. +(j. r � L %f� r %C.r.. _ f 1. - ° ^gc � -- --°- — Pm�[i �Qf6 -;C`Oa cit +i -L�_C r• -..._ — _ ir1 :. ,'F hc.., •eraserm:ai n Attar Huurst!:leekond CHARGE: Amount � �_. � Authorized hy: — Actr a al `PE , aFp:y to after hours ar:i n0l :dgy; f ,r i l 31 :2 ysis types. Santt'.es MI LV ,anaiyWd during normal w1wratpry hags unless pthenwse a r. iged and spe i Teri cn Int. G1ain cr caste -ay Turnaround Is w ect 10 :21t0ralory volua a You will be nnlir'rj ?f d-.!ays are ex acted. ASBESTOS 1 ;0.8flFtATt3RY Ht7URS: Weekdays: - ANALYTICAL METHOD Tan+ - ; prn __ _• A!R PUM 74 .7d, J- 3U, s)SI IA 'f� ' PCtSjp�{r'm� 2 i4r irftusif 2a hear ` , '.EbY ,•.RrFA swGIII 7,aL? ._J ! 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J 5 �- _N rr r'ttn,::;,ors ase.._i...... -,. fl3ilL.::Xal.:....31, ITBn3,1 ?'I'srpeiRt°St..•rlt.:l;..�..1. :.�J;. .r_I r...::. .i :c ^, ,� ^ IIL_ _ _.: .•.! -. i +.r_ t o: -:%1 r•-. .+_ ?'C -cITC : .,1 i!.? ra. ,7 +Ir ^.. r {S��hf•i'r::r'- +11: .a_::Il.fty or r ,: h.: .. !A 1.1r: Tm .n.1 tn, r xq L.r r�U , -..:; i,l`!•'i -rr ....',C+iG:4: L. ;; r? - r e,..•.'S t::• .., �; ;C irk ,.Y.� ur. n.: .:. -i ...':n.! r i:r.arC:+nY RolhtguisheLi By: I ; ! r• °nn /• % - 7 — Laboratory U o Qw _ } r i- PI; -, , F n 3v ii.FSL1Lr�. :;;,nta�. 'aptt -. �� [ 1.: - -- lialo -'Lorca 5ylli[5. _ AL.Wxizatl.r Uy-,i,-c - -_ -.. Lob HanchiCourd Sheets Received By: l l.al'rtln 1' :f ?4 I u li -cmnd l lr - -e Data: Raslhls Dvc. Res!.!-5 r:,p:�':1�03)53d•1E85 ra�rr.53's1•r37.8275 vrt ,t's:t- tasG, ^�S16rav;s:7415;s} Pt -ISro: L;V•:R.L P +c•;r �r.:n•',�r.0 =re �:r3 s: 1...},.r) .!t��'ta €c PaGi•r5: PiY.''E': UIi$ 21 @' op!Ai'tr:'.rIA .73 a� §.9 +AF', s =R �fD "JRfi itb r, ;.'tl • ATTACHMENT 42 0 EPA AND STATE OF COLORADO ASBESTOS INSPECTOR ACCREDITATION 1 4., A E STAIFE OF COLORADO 79- ASBESTOS CERTIFICATION* Colorado Department of Public Health . . . . . . . . . . and Environment Air Pollution Control Division "this certifies that 4 Robert L. Ragan Certification No: 3143 Quality Control has met the requirements of 25-7-507, C.R.S. and Air Q I Commission R egulation No. 8, Part B, and is hereby certified by the state t, e of Colorado in the following discipline: Inspector/Management Planner* Issued: 5/312005 Expir"on: 5/3/2006 + This ceriffledre I dfid 0011Y evilh fife P05se3sio" "fu clirre"I Division - approved arefulfic course in" io Ile jj3,jpjijrc specified above. IFAI. John Plano "�► From: Sent: To: Cc: Subject Page 1 of 1 John Plano Tuesday, July 24, 2007 9:28 AM 'chip @melick.com' cdavis @vailgov.com; mmcgee @vailgov.com; Duskin Lowe (Business Fax); Matt Royer; 'gruther @vailgov.com'; 'Tom Kassmel' Lionsquare Lodge Attachments: LIONS SQUARE LODGE 03- HES.doc; LSLnorthBPComments6- 807[1].pdf Chip, The Building Department review is complete other than the following items Our structural team member has a few more issues to be addressed. Please see the attached document for the comment that need be addressed. Would you please forward it to the appropriate design members? The administrative modifications need to be submitted to the Town of Vail under a separate submittal. Please include 5 copies. It is beneficial to have a separate signature page with each modification. Just a reminder, modifications take extra time for review by all review team members. I have checked the Vail computer system and of the 4 departments Planning has entered the only approval at this time. Public work has entered that comments were issued on 6/8/07, see attached. Fire Department has entered comments on 5/2/07 which I have attached below. 1. Location of Fire Command Center is not approved. 2. Staging area for fire apparatus is not approved as shown. Too close the the building and obstructs exiting. 3. Plans are not stamped. 4. Plans submitted for review are inadequate due to a lack of most of the required elements (framing, fire protection, elevations, specifications, etc). 5. No transmital sheet was attached to indicate phased submittal or deferred submittals . 6. Fire protection plan must demonstrate sixth and seventh floors are within in reach of fire standpipes. You can contact the Fire Department and Public Works directly with any questions for them. John Plano Plans Examiner / Senior Building Inspector SAFEbuilt, Colorado P.O. Box 1618 Eagle, CO 81631 -1618 (970)328 -1790 (877)428 -6412 john.plano @safebuilt.com 7/24/2007 0 Department of Public Works & Transportation 1309 Elkhorn Drive Vail, CO 81657 970 - 479 -2158 Fax: 970 - 479 -2166 www.vailgov.com MEMO 0 To: Shelly Mello, Viele Construction From: Tom Kassmel, Town Engineer Re: Lions Square Lodge North Redevelopment Plan Civil Plan Review Date: 3/15/07 CC: Charlie Davis, Bill Gibson, Mike Mcgee The Town of Vail Public Works Department has reviewed the Lions Square Lodge North Civil Improvement Plans dated 2/16/07, received 2/28/07, along with revisions submitted 3/14/07. The Civil Improvement Plans are substantially complete and the applicant may submit for Building Permit. The following comments shall be resolved prior to Building Permit approval. Please respond to each of the following comments in writing with the next submittal. Please contact me if you have any questions. • Comments to be addressed prior to BP approval 1. Provide the stamped existing survey with the building permit. 2. The sight distance analysis provided in June of 2006 indicates that inadequate sight distance occurs at the south and west entrances. Please provide mitigation at the west entrance similar to that at the south entrance, or provide a stamped letter from the Traffic consultant stating that adequate sight distance can be achieved. 3. The warning sign proposed along the west side (Detail A) may be difficult to place in the location shown. Please provide additional detail. 4. Please provide additional detail on height location of sign detail C. The sign must be placed in a location that it will not be hit by exiting truck traffic. 5. The sight distance plan needs to indicate the sight distance achieved for each triangle. The starting point of each triangle is not easily legible due to shading, please modify. Where sight distance does not meet the standard criteria please provide note stating something similiat to, "sight distance is not fully achieved see sheet XX (Traffic Sheet) for mitigation ". 6. Engineered retaining wall details shall be provided for all earth retaining wall 4' and greater. The spa walls shall be engineered as a triple tier wall, and the wall adjacent to the bikepath near the west drive entrance shall not have any portion of the footer or wall within the ROW. 7. Clarify the grading with contours or additional spot elevations in the areas just north of and south of the west drive entrance, and just south of the east door accesses. Grading shall show matching existing grades where appropriate. 8. The roof, sod roof, and foundation drainage may be routed to the storm sewer system, however the garage drains and elevator drains shall be routed thru the sand oil separator and then to the sanitary sewer system. The routing to the sanitary must be approved by ERWSD. • • �. The lineweights and s* text are difficult to read for the wall les on sheet C1.1, please revise. 10. Provide drainage calctirdEions for exterior drains and how they act the approved storm sewer design installed by the Arrabelle project. Please reference the Arrabelle drainage report. Please also include estimated groundwater flows for permanent and temporary dewatering, if any. 11. A condition of the PEC approval was that the applicant shall provide funding for future South Frontage Rd. improvements in an amount equivalent to the cost to install an 8 foot wide heated paver walk around the West, South and East perimeter of the Lions Square Lodge property line. The costs shall include all costs associated with the construction as if the Arrabelle was not building their improvements (i.e. design, demo, prep, grading, base, pavers, heat tubing, manifolds, and mains, additional boiler capacity, construction soft costs, etc...). This amount, as approved by the Town of Vail, shall be submitted prior to the release of a Building Permit and shall be used for South Frontage Rd. improvements by the Town. 12. The construction coordination of this project with the Arrabelle project is critical, specifically those changes to the Arrabelle streetscape improvements that are required with this project. Arrabelle is scheduled to be completed with the streetscape by the fall of this year. Once they are completed the street will be under a 5 year moratorium and obviously be much more expensive to remove and replace. It is in the best interest of the Town, the developer and Vail resorts to have these improvements made in conjunction with the current streetcape construction this year. How can we resolve this issue. 13. The parking garage layout has been altered slightly since approval. Please show how space #5 can get in and out (A2.0). Also space 32 should be noted as compact. And doors DO 11 C and D009B do not function with a vehicle in the parking space, please modify access or space. 14. Per the Traffic Study dated June 15, 2006 the peak hour additional trips generated by the development is 7. The developer shall pay a traffic impact fee of $6500 per peak hour trip for a total of $45,500, prior to the issuance of a TCO for any part of the project. 15. Please add the Town of Vail General Notes. (Notes can be e- mailed upon request) 16. Please add Utility Signature block and have all utilities sign acknowledging acceptance of utility design. 17. All construction staging issues shall be resolved prior to construction including staging, phasing, access, schedules, traffic control, emergency access, etc... 18. A Public Way permit shall be obtained and approved by the Town of Vail prior to commencing any construction within the Public Way. 19. A Town of Vail Revocable ROW permit shall be recorded for all private property improvements located within public ways. 20. Prior to approval of a Building permit all necessary permanent and temporary easements are recorded with Eagle County. 21. Prior to approval of a Building permit a shoring and excavation plan shall be submitted including; excavation phasing, engineered shoring plans with plan, profile and cross sections. Cross Sections and plans shall include all existing conflicts (i.e. utilities). 22. Any excavation shoring methods used that encroach upon adjacent public or private property shall have approval by the appropriate owner and have a recorded easement prior to construction. 23. A CDPHE Permit, a copy of the stormwater management plan, and all applicable ACOE permits (i.e. Dewatering) shall be submitted prior to construction. 24. If temporary or permanent dewatering is expected an analysis from a qualified professional engineer shall be required, addressing potential impacts to all adjacent properties (i.e. building settlement). Matt Royer From: Charlie Davis [CDavis @vailgov.com] Sent: Thursday, November 15, 2007 10:35 AM To: Chip Melick Cc: Matt Royer; Mike Mascaros; Bill Gibson; Tom Kassmel; David Viele; Shelly Mello - Viele Subject: Re: Lion Square Lodge North Chip, It took a couple of days to respond, I apologize. Here are the answers: - Planning approval has been obtained - Public Works has not approved(Pasted Response from Public Works in bold): Charlie I missed the discussion on this. But PW comments remain the same as last round. I have not seen any shoring plans or resolution to some entitlement issues. Thanks Thomas Kassmel, P.E. Town Engineer - Fire Department review has not been completed. They are currently working on the MANY projects trying to get open for the holiday season and are using all their resources performing inspections and supporting the inspection process. AMR #2 will require more information to be presented to Vail Fire For review and approval to use a sprinkler as a substitution for Fire- Resistive assemblies. - Building Approval for the plans(archit. structural etc...) is granted, However the 3 AMR's are not approved. I have copied those corrections below in bold: AMR #1- Request for S -2 over S -2 as it relates to 508.2 IBC 2003 a. First paragraph of "Basis " - This paragraph reference 2006 IBC section 508.2. 508.2 is not the same section in the 2006 code. They should be referencing 2006 IBC 509.2. The section numbers need to be corrected. 2. AMR #2- Request for 50% openings on balcony with fire sprinkler protection a. Fire department approval required for sprinkler design and substitution. b. There are opening which require protect for exit balconies where there is not access to 2 exits. Please identify the window and doors which require this protect. This location is at the East end of the building on upper floors. Protection to be rated 45 minutes. 3. AMR #3- Increase common path of travel to 125' a. First paragraph of the request asks for modification to 5 particular units listed. The last paragraph of the document identifies 14 particular units. Please clarify b. Basis of the request needs to be provided. The fact that IBC 2006 increases common path of travel to 125'. This should be stated in the "Request" section. C. Provide the code change data discussed in the 2nd to last paragraph of the AMR. 1 W These 3 AMR's are the last remaining building department comments. The AMR corrections shall be completed and approved PRIOR to obtaining Building Dept approval to release the permit, as well as Public Works and Fire approval. Please resubmit a complete package that INCLUDES Public Works Corrections from June of 07. Regarding an Asbestos permit, as of 11/14/07 we have not received any information or a permit package to abate asbestos in this building. I am unable to comment on that aspect at this time. Best Regards, Charlie Davis Chief Building Official Town of Vail 970 - 479 - 2142 -voice 970 - 479 - 2452 -fax cdavispvailgov.com >>> "Chip Melick" <Chip(@melick.com> 11/08/2007 8:24 PM >>> Hi Charlie, I'm checking in to see if you can provide me with an update of where we are with the signoff for a Building Permit for the following: Architectural Structural Electrical Mechanical /Plumbing Fire Department Also, can you release a permit based on what Shelly has given you already for the asbestos? Thanks for your assistance. Chip Chip Melick MELICK ASSOCIATES, INC. 355 South Teller Street, Suite 370 Lakewood, Colorado 80226 303 - 534 -1930 (office) 303 - 534 -1931 (fax) 303 - 898 -8766 (cell) z