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Home My WebLink AboutVail Double Tree Summary and Reports.pdf ic+A Kumar&Associates,Inc. 240 Annie Road I Drawer 1887 Geotechnical and Materials Engineers Silverthorne, Colorado 80498 and Environmental Scientists phone: (970)468-1989 fax: (970)468-5891 �---� AC E C email: hpksummit@kumarusa.com MEMBER www.kumarusa.com Office Locations: Denver(HQ), Colorado Springs, Fort Collins,Glenwood Springs,Parker,and Summit County,Colorado January 22, 2018 Widewaters Construction, Inc. Attn: Larry Paige P.O. Box 3 DeWitt, NY 13214-0003 Job No. 16-9-232.01 Subject: Construction Observation and Materials Testing Services, Double Tree by Hilton, 2211 North Frontage Road, Vail, Colorado. Dear Mr. Paige: As requested, please find the attached package of finalized reports for the Double Tree by Hilton remodel project. Kumar and Associates, Inc. (K+A) was retained by Widewaters Construction, Inc. to provide construction observation and materials testing services during the construction of the subject project. K+A was on site during the period of October 27, 2016 to January 17, 2018. A summary of the services provided, and associated dates are as follows: 1) Excavation Observation Report Dated 11/4/2016 (Attached). 2) Grout sampling/testing on 02/02/2017 (Attached). 3) In place nuclear moisture-density testing on 02/10/2017 (Attached). 4) Laboratory Report Figures 1 to 4 (Attached). 5) Fresh concrete testing and rebar observation on 03/09/2017 (Attached). 6) Masonry wall rebar observation and mortar sampling/testing on 10/27/2017 (Attached). 7) Masonry wall rebar observation on 11/02/2017 (Attached). 8) Masonry wall rebar observation and grout sampling/testing on 11/07/2017 (Attached). 9) Fresh concrete testing and rebar observation on 11/17/2017 (Attached). 10) Fresh concrete testing and rebar observation on 11/27/2017 (Attached). 11) Subcontracted structural steel inspections on 12/12/2017 and 01/17/2018 (Attached). Our services were provided on a part-time and/or on-call basis with site visits requested by the contractor. The observations made, and tests performed indicate general conformance with the project documents. Based on the limitations of the scope of services provided, we were only able to conclude that the items of work observed and documented in those reports conform to the plans and specifications. To the best of our knowledge, our observations and test results are generally representative of the completed construction; we are not aware of any outstanding or unresolved non-conforming items. Please let us know if there are any questions or if we can be of further assistance. ,41 0-0-tic i 41 Sincerely, ;r v ; Kumar&Associates, Inc. Reviewed by: , 47281 • AE Z2 I3- rs +**'" Jared Cohen James A. Parker, P.E., P.G. Construction Services Manager Project Engineer Attachments: Construction Materials Testing Reports (K+A) Reports of Structural Steel Inspection (ITIS) H P I(IJ I' / 4J 240 Annie Road I P.O. Drawer 1887 Silverthorne, Colorado 80498 Geotechnical Engineering I Engineering Geology Phone: (970)468-1989 Materials Testing 1 Environmental Fax: (970)468-5891 Email: hpksummit@kumarusa.com Office Locations: Parker, Glenwood Springs, and Silverthorne, Colorado November 4, 2016 Widewaters Construction, Inc. Attn: Valerie Thodde P.O. Box 3 DeWitt, NY 13214-0003 Job No. 16-9-232 vthodde@widewaters.com Subject: Excavation Observation, Proposed Dumpster Enclosure, 2211 North Frontage Road, Vail, Colorado. Dear Mr. Thodde: As requested, a representative of Kumar & Associates, Inc. (H-P Kumar) observed the excavation at the subject site on October 27, 2016 to evaluate the soils exposed for foundation and floor slab support. The findings of our observations and recommendations for the foundation design are presented in this report. Proposed Construction The proposed construction consists of a dumpster enclosure on the west side of the existing hotel located at 2211 North Frontage Road, Vail, Colorado. The dumpster enclosure will consist of a single-story structure with the finished floor elevation at or above the adjacent grade. Reinforced concrete walls and continuous footings will be used below grade and masonry block walls above grade. Ground floor will be concrete slab-on-grade. We reviewed the structural plans prepared by SDL Structural Engineers, Project No. 16063.00, dated 10/26/16. The structural plans did not indicate an assumed maximum allowable bearing pressure. Excavation Observation At the time of our site visit, the foundation excavation had been cut in one level from about 4 to 5 feet below the adjacent ground surface. The soils exposed in the base of the excavation consisted of medium dense, clayey, silty sand with scattered gravel. Up to 2 feet of slightly silty sand and gravel fill material was observed in the cut slopes and under the proposed interior floor slab area of the structure. The soils at the base of the excavation were generally moist and offered stiff resistance when probed with a %-inch T-probe with penetrations of 2 to 6 inches. Foundation Recommendations Considering the conditions exposed in the excavation and the nature of the proposed construction, spread footings placed on the undisturbed natural soil designed for a maximum allowable soil bearing pressure of 2,000 psf should be adequate for support of the proposed dumpster enclosure. Foundation settlements are anticipated to be relatively minor and essentially occur during construction. Loose and disturbed soils should be moisture-conditioned Widewaters Construction, Inc. November 04, 2016 Page 2 and compacted. The bearing soils should be protected from frost and concrete should not be placed on standing water, frost, or frozen soils. Exterior footings should be provided with adequate soil cover above the bearing elevation for frost protection. Backfill placed around the structure should be compacted and the surface graded to prevent ponding within at least 10 feet of the structure in accordance with the recommendations presented in the "Surface Drainage" section of this letter. Floor Slab Recommendations We recommend all fill material be removed from under floors slabs and replaced with moisture- conditioned, properly compacted structural fill. The natural clayey, silty sand with scattered gravel observed at the base of the excavation and structural fill is considered good for slab-on- grade construction. To reduce the effects of some differential movement, nonstructural floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. Slab reinforcement and control joints should be established by the designer based on experience and the intended slab use. Structural fill placed beneath slabs can consist of the onsite granular soils or a suitable imported granular material, excluding topsoil and plus 6-inch material. Structural fill should be spread in thin horizontal lifts not to exceed 8 inches thick, adjusted to optimum moisture content, and compacted to at least 95% of the maximum standard Proctor dry density. Underdrain and Dampproofing It is our understanding the finished floor elevation at the lowest level of the addition is above the surrounding exterior grade. Therefore, a foundation drain system and stem wall dampproofing is not required. We recommend below-grade construction, such as retaining walls, crawlspace and basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain and wall drain system. If the finished floor elevation of the proposed structure has a floor level below the surrounding grade or the finished grading does not meet the minimum requirements of the "Surface Drainage" section, we should be contacted to provide recommendations for an underdrain system and dampproofing. All earth retaining structures should be properly drained. Surface Drainage The following drainage precautions should be observed during construction and maintained at all times after the addition has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Backfill in pavement and slab areas should be compacted to at least 95% of the maximum standard Proctor dry density at a moisture content within 2% of optimum. Exterior backfill placed in landscape areas should be compacted to at least 90% of the maximum standard Proctor dry density at a moisture content near optimum. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum H-P KUMAR Project No. 16-9-232 Widewaters Construction, Inc. November 04, 2016 Page 3 slope of 6 inches in the first 10 feet in unpaved areas and a minimum slope of 2 inches in the first 10 feet in paved areas. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Landscaping which requires regular heavy irrigation should be located at least 10 feet from foundation walls. The upper 2 feet of foundation wall backfill should consist of relatively impervious cover soil. Continuing Services A representative of the Geotechnical engineer should observe and test structural fill placement under floor slabs to judge whether the proper placement conditions have been achieved. Limitations The recommendations submitted in this letter are based on our observation of the soils exposed within the foundation excavation and do not include subsurface exploration to evaluate the subsurface conditions within the loaded depth of foundation influence. This study is based on the assumption that soils beneath the footings have equal or better support than those exposed. The risk of foundation movement may be greater than indicated in this report because of possible variations in the subsurface conditions. In order to reveal the nature and extent of variations in the subsurface conditions below the excavation, drilling would be required. It is possible the data obtained by subsurface exploration could change the recommendations contained in this letter. Our services do not include determining the presence, prevention or possibility of mold or other biological contaminants (MOBC) developing in the future. If the client is concerned about MOBC, then a professional in this special field of practice should be consulted. If there are any questions or if we may be of further assistance, please let us know. Sincerely, H-P Kumar E. Stoy Streepey, E.I. :\, • M' - ;��. Staff Engineer * D .O �r";vri • .1: 41153 II + \kkefil +viiiO NAIL ....- Chad M. Bringle, P.E. '►.�,,,�.►. Project Engineer cc: jeldridge[rzpeakpro.ty— Peak Professional Contractors, Inc. ttarpy a(�sdlal.com —SDL Structural Engineers H-P KUMAR Project No. 16-9-232 Kumar&Associates,Inc. 'c-FA Kumar&Associates,Inc. P.O.Drawer 1887 Geotechnical and Materials Engineers 240 Annie Road and Environmental Scientists Silverthorne,Colorado 80498 Phone:(970)468-1989 �. Fax:(970)468-5891 hpksummit@kumarusa.com Report of Masonry Grout Test Data Client: Widewaters Construction,Inc. Job No.: 16-9-232 Date: 02/02/2017 Attn: Valerie Thodde Sheet No.: 1 of 1 P.O. Box 3 Lab#: 101 DeWitt,NY 13214-0003 Project: 2211 North Frontage Road,Vail, Colorado. Placement Location: Trash Enclosure CMU Walls @+11 Feet Test Location: South Wall Truck: 9381 Time Batch: 9:36 am Supplier: United Companies Ticket: 33212108 Time Arrived: 10:26 am Yards: 9 of 9 Mix: 37610444 Time Placed: 10:45 am Method of Placement: Pump Physical Properties: Water/Cement: 0.599 Specifications: Sample Point: Chute Water added: 45 Gal. Slump: 8—11 Inches Time Sampled: 10:55 am Slump: 10.0 Inches Air Content: NA % Air Temp.: 40 °F Air Content: NA % Water/Cement: NA Max Concrete Temp.: 50 °F Wet Unit Wt.: NA pcf Design Strength: 2,500 psi @ 28 days i Time Cyl. Cast: 11:10 am Initial Cure: Field Field Storage: Cure Box/Indoors Diameter: 4 Inches Area: 12.57 Inches2 Max/Min: 76 °F to 62 °F Compressive Strength Data g Compressive (Days)ADate alba) Strength (psi) 7 02/09/2017 28,936 2,300 28 03/02/2017 I 57,729 4,590 28 03/02/2017 , 56,020 4,460 Hold Preliminary Observations and/or Testing Results Verbally Reported To: Peak Professional Contractors and Don Hall Masonry Progress Report: Copies: Peak Professional Contractors SDL Structural Engineers Steve Bossart Jared Cohen Jason Deem Field Observer Reviewed By Kumar&Associates,Inc. I fkA Kumar&Associates,inc. P.O.Drawer 1887 Geotechnical and Materials Engineers 240 Annie Road and Environmental Scientists Silverthorne,Colorado 80498 Phone:(970)468-1989 -J Fax:(970)468-5891 hpksummit@kumarusa.com Report of Nuclear Density Testing Client: Widewaters Construction,Inc. Job No.: 16-9-232 Date: 02/10/2017 Attn: Valerie Thodde Sheet No.: 1 of 1 P.O. Box 3 DeWitt,NY 13214-0003 Project: 2211 North Frontage Road,Vail, Colorado. General Contractor: Widewaters Construction,Inc. Earthwork Contractor: Peak Professional Contractors Type&#of Earthmoving Units: Skid Steer Type&#of Compaction Units: Jumping Jack Method of Moisture Conditioning: Natural Moisture Compaction Standard: ASTM D-698(Standard) Laboratory Field Min. Location Depth Max.Test Opt. Dry Comp. Comp. Soil West Side Deck or Dry Moist No. Moist Dens. (/o) Req. Type Center Pier Backfill Elev. Dens. (%) (pefl (%) (%) (pcf) 1 East Side of Pier -3' 135.0 6.5 127.9 6.3 95 95 A 2 East Side of Pier -2' 135.0 6.5 130.0 6.2 96 95 A 3 East Side of Pier -1' 135.0 6.5 128.3 6.6 95 95 A 4 West Side of Pier -0- 135.0 6.5 132.0 6.4 98 95 A PART Time Observation The nuclear Densometer Method of testing was used in substantial accordance with ASTM D-2922 and D-3017. This report presents opinions formed as a result of our observations of fill placements.The site conditions noted and test results reported apply only to the locations and elevations listed,at the time of our observation. No assumptions may be formulated as to site conditions and level of compaction during times when our observer was not present,and at locations other than those reported. We have relied on the contractor to continue to apply the recommended compactive effort and moisture to fill during the times when our observer was not observing operations. Soil Type: A: On-Site Soils—Gravel(GP-GM); Slightly Silty, Sandy B: C: Preliminary Observations and/or Testing Results Verbally Reported To: Peak Professional Contractors Progress Report: On-site as requested to test and observe backfill placement for the center pier of the phase 3 west side deck piers. All other associated deck piers appear to have been previously placed and backfilled. Upon arriving to the site we observed that the contractor had set one precast pad and pier in an excavation located approximately 20 feet west and 20 feet south of the northwest building corner. Observed the contractor backfill the pier by placing approximate 6 inch lifts and applying compaction efforts with a jumping jack. In place testing was performed yielding satisfactory results. A sample of the on-site backfill soils was obtained for laboratory testing. Copies: Peak Professional Contractors SDL Structural Engineers Steve Bossart Jared Cohen Jason Deem Field Observer Reviewed By SIEVE ANALYSIS HYDROMETER ANALYSIS CLEAR SQUARE OPENINGS U.S.STANDARD SIEVES TIME READINGS 100 8" 5" 3" 1 1/2" 3/4" 3/8" #4 #8 #16 #30 #50 #100 #200 1 MIN 4 MIN 19 MIN 60 MIN 435 MIN 90 80 70 C7 z L Q 60 a Lu 50 cc Lu a 40 30 20 10 0 1000 500 200 127 75 37.5 19.0 9.5 4.75 2.35 1.18 .60 .30 .15 075 .037 .019 .009 .005 .002 .001 DIAMETER OF PARTICLE IN MILLIMETERS GRAVEL SAND COBBLES CLAY(plastic) TO SILT(non-plastic) COURSE FINE COARSE MEDIUM FINE Grain Size (mm) Sieve Size % Passing Particle Size Distribution 200 8" 100 Cobbles: 0% 127 5" 100 Gravel: 43% 75 3" 100 Sand: 22% 50 2" 100 Silt & Clay: 35% 37.5 1 1/2" 99 25.0 1" 96 Classification: Gravel (GM); Very Silty, Sandy 19.0 3/4" 93 Location: On-Site Fill Soils 12.5 1/2" 83 Depth: Stockpile Composite 9.5 3/8" 76 Sample Date: 11/1/2016 4.75 #4 57 Liquid Limit: 24 2.35 #8 55 Plasticity Index: 4 1.18 #16 53 0.60 #30 51 0.30 #50 48 0.15 #100 42 0.075 #200 35 16-9 -232 H - P � KUMAR N . FRONTAGE ROAD, VAIL FIGURE 1 GRADATION TEST RESULTS 125 * 120 - - .. >- 0 F- O w 115 > 0 110 O 5 10 15 20 MOISTURE CONTENT (%) SAMPLE LOCATION DEPTH DATE MAXIMUM OPTIMUM PROCTOR NO. DRY DENSITY MOISTURE METHOD 1 On—Site Soils Comp. 11/1/16 *120.3 PCF *12.7% ASTM D-698 Method C COBBLES 0 % GRAVEL 43 % SAND 22 % SILT AND CLAY 35 % LIQUID LIMIT 24 % PLASTICITY INDEX 4 % SAMPLE OF: Gravel (GM); Very Silty, Sandy LAB NO.: 782 * The optimum moisture and density were corrected using ASTM D-4718 due to oversized particles within sample. 16-9-232 H-P = KUMAR 2211 N. FRONTAGE ROAD, VAIL FIGURE 2 MOISTURE/DENSITY RELATIONSHIP SIEVE ANALYSIS HYDROMETER ANALYSIS CLEAR SQUARE OPENINGS U.S.STANDARD SIEVES TIME READINGS 100 8" 5" 3" 11/2" 3/4" 3/8" #4 #8 #16 #30 #50 #100 #200 1 MIN 4 MIN 19 MIN 60 MIN 435 MIN 90 80 70 Z Q 60 Z w 50 w w 40 30 20 10 1000 500 200 127 75 37.5 19.0 9.5 4.75 2.35 1.18 .60 .30 .15 .075 .037 .019 .009 .005 .002 .001 DIAMETER OF PARTICLE IN MILLIMETERS GRAVEL SAND COBBLES CLAY(plastic)TO SILT(non-plastic) COURSE FINE COARSE MEDIUM FINE Grain Size(mm)I Sieve Size %Passing Particle Size Distribution 200 8" 100 Cobbles: 0% 127 5" 100 Gravel: 59% 75 3" 100 Sand: 29% 50 2" 86 Silt&Clay: 12% 37.5 11/2" 77 25.0 1" 71 Classification: Gravel(GP-GM);Slightly Silty,Sandy 19.0 3/4" 65 Location: West Side Deck-Center Pier Backfill 12.5 1/2" 56 Depth: On-Site Soils-Stockpile Composite 9.5 3/8" 51 Sample Date: 2/10/2017 4.75 #4 41 Liquid Limit: 27 2.35 #8 36 Plasticity Index: 3 1.18 #16 30 0.60 #30 24 0.30 #50 19 0.15 #100 15 0.075 #200 12 16-9-232 � -P KU AR 2211 N. FRONTAGE ROAD, SAIL FIGURE 3 GRADATION TEST RESULTS 140 135 O* 0 ( ) w 130 >0 U 125 5 10 15 20 MOISTURE CONTENT (%) SAMPLE LOCATION DEPTH DATE MAXIMUM OPTIMUM PROCTOR NO. DRY DENSITY MOISTURE METHOD 2 On—Site Soils Comp. 2/10/17 *135.0 PCF *6.5 % ASTM D-698 Method C COBBLES 0 % GRAVEL 59 % SAND 29 % SILT AND CLAY 12 % LIQUID LIMIT 27 % PLASTICITY INDEX 3 % SAMPLE OF: Gravel (GP—GM); Slightly Silty, Sandy LAB NO.: 790 * The optimum moisture and density were corrected using ASTM D-4718 due to oversized particles within sample. 16-9-232 H-P = KUMAR 2211 N. FRONTAGE ROAD, VAIL FIGURE 4 MOISTURE/DENSITY RELATIONSHIP Kumar&Associates,Inc. 'c-FA Kumar&Associates,Inc. P.O.Drawer 1887 Geotechnical and Materials Engineers 240 Annie Road and Environmental Scientists Silverthorne,Colorado 80498 Phone:(970)468-1989 Fax:(970)468-5891 hpksummit@kumarusa.com Report of Concrete Cylinder Test Data Client: Widewaters Construction,Inc. Job No.: 16-9-232 Date: 03/09/2017 Attn: Valerie Thodde Sheet No.: 1 of 1 P.O. Box 3 Lab#: 3513 DeWitt,NY 13214-0003 Project: 2211 North Frontage Road,Vail, Colorado. Placement Location: Header for Ballroom/Outer Wall Test Location: Point of delivery;prior to placement. Truck: 134 Time Batch: 11:55 am Supplier: Casey Concrete Ticket: 309548 Time Arrived: 12:50 pm Yards: 3 of 3 Mix: 8.0 3/8 70/30 with Fibers Time Placed: 1:10 pm Method of Placement: Pump Physical Properties: Water/Cement: NA Specifications: Sample Point: Chute Water added: -0- Gal. Slump: NA Inches Time Sampled: 1:00 pm Slump: 6 1/4 Inches Air Content: NA Air Temp.: 55 °F Air Content: 2.5 % Water/Cement: NA Max Concrete Temp.: 70 °F Wet Unit Wt.: 137.1 pcf Design Strength: 5,000 psi @ 28 days Time Cyl. Cast: 1:15 pm Initial Cure: Field Field Storage: Cure Box Diameter: 4 Inches Area: 12.57 Inches2 Max/Min: 77 °F to 63 °F Compressive Strength Data g Compressive (Days)ADate alba) Strength (psi) 7 03/16/2017 52,307 4,160 28 04/06/2017 68,310 5,430 28 04/06/2017 66,411 5,280 Hold Preliminary Observations and/or Testing Results Verbally Reported To: Casey Concrete and Peak Professional Contractors Progress Report: As requested,in addition to concrete testing on this date,Kumar&Associates was on site on 3/6/2017 to observe concrete reinforcement bar placements. While on site we observed concrete reinforcement for the Ballroom Header/Outer Wall. Reinforcement steel was observed for bar size,length,location,quantity,spacing,clearance, support,overlap,and cleanliness. All reinforcing steel observed appeared to be in general conformance to the plans and specifications(Plan 6 Sheet S201). Copies: Peak Professional Contractors SDL Structural Engineers Steve Bossart Barrett Sullivan Jared Cohen Field Observer Reviewed By Kumar&Associates,Inc. 'c-FA Kumar&Associates,Inc. P.O.Drawer 1887 Geotechnical and Materials Engineers 240 Annie Road and Environmental Scientists Silverthorne,Colorado 80498 Phone:(970)468-1989 Fax:(970)468-5891 hpksummit@kumarusa.com Report of Mortar Test Data Client: Widewaters Construction,Inc. Job No.: 16-9-232.01 Date: 10/27/2017 Attn: Larry Paige Sheet No.: 1 of 1 P.O. Box 3 Lab#: C3814 DeWitt,NY 13214-0003 Project: Double Tree by Hilton, 2211 North Frontage Road,Vail, Colorado. Placement Location: South Lobby Chimney,±10'Above Ground Surface Specifications: Time Mixed: 12:40 pm Supplier: On Site, Spec Mix Mortar Slump: NA Inches Time Placed: 12:45 pm Method of Placement: Hand Design Strength: 1,800 psi @ 28 days Physical Properties: Air Temp.: 52 °F Diameter: 2 Inches Sample Point: Mixer Material Temp.: 59 °F Area: 4 Inches2 Time Sampled: 12:55 pm Slump: NA Inches Field Storage: Cure Box/Indoors Time Cast: 1:00 pm Initial Cure: Standard/Field Max/Min: 69 °F to 64 °F Type and Size of Specimen: MORTAR: 2"x2"Cubes MORTAR TYPE: S Compressive Strength Data Age Date Load Compressive (Days) (lbs.) Strength (psi) 7 11/03/2017 7,087 1,770 7 11/03/2017 6,866 1,720 28 11/24/2017 11,234 2,810 28 11/24/2017 12,016 3,000 28 11/24/2017 10,179 2,550 Hold Preliminary Observations and/or Testing Results Verbally Reported To: Widewaters Construction,Inc.&Masonry Crew Progress Report: As requested by Widewaters Construction,Kumar and Associates was on site for scheduled rebar observation and mortar testing. At the time of our site visit the contractor was placing block and mortar at a height of approximately±10 feet above ground surface. Reinforcement steel was observed for bar size,length,location,quantity,spacing,clearance,support,overlap,and cleanliness. All reinforcing steel observed appeared to be in general conformance to the plans(S202 and S203). Mortar was sampled from the mixer. Six cube specimens were cast for compressive strength determination. Copies: Ipaige@widewaters.com Justin Bermudez Jared Cohen Field Observer Reviewed By Kumar&Associates,Inc. 'c-FA Kumar&Associates,Inc. P.O.Drawer 1887 Geotechnical and Materials Engineers 240 Annie Road and Environmental Scientists Silverthorne,Colorado 80498 Phone:(970)468-1989 Fax:(970)468-5891 hpksummit@kumarusa.com Report of Construction Activities Client: Widewaters Construction,Inc. Job No.: 16-9-232.01 Date: 11/02/2017 Attn: Larry Paige Sheet No.: 1 of 1 P.O. Box 3 DeWitt,NY 13214-0003 Project: Double Tree by Hilton,2211 North Frontage Road,Vail, Colorado. Weather Conditions and Temperature: Clear,±45°F Major Equipment on Site: NA Contractor's Construction Activities: Continued masonry construction for the South Lobby Chimney. Kumar&Associates Site Activities: As requested,Kumar&Associates observed the masonry reinforcement bars for the South Lobby Chimney. At the time of our site visit the contractor was placing block and mortar at a height of approximately±25 feet above ground surface. Reinforcement steel was observed at this elevation for bar size, length, location, quantity, spacing, clearance, support, overlap, and cleanliness. All reinforcing steel observed appeared to be in general conformance to the plans (S202 and S203). Verbal Communication With: Widewaters Construction,Inc. and Masonry Crew Copies: 1paige@widewaters.com Justin Bermudez Jared Cohen Field Observer Reviewed By Kumar&Associates,Inc. 'c-FA Kumar&Associates,Inc. P.O.Drawer 1887 Geotechnical and Materials Engineers 240 Annie Road and Environmental Scientists Silverthorne,Colorado 80498 Phone:(970)468-1989 Fax:(970)468-5891 hpksummit@kumarusa.com Report of Grout Test Data Client: Widewaters Construction,Inc. Job No.: 16-9-232.01 Date: 11/07/2017 Attn: Larry Paige Sheet No.: 1 of 1 P.O. Box 3 Lab#: C3821 DeWitt,NY 13214-0003 Project: Double Tree by Hilton, 2211 North Frontage Road,Vail, Colorado. Placement Location: South Lobby Chimney,±40'Above Ground Surface Specifications: Time Mixed: 9:50 am Supplier: On Site,Quikrete Mix 1101 Slump: 8—11 Inches Time Placed: 9:55 am Method of Placement: Hand Design Strength: 2,500 psi @ 28 days Physical Properties: Air Temp.: 50 °F Diameter: 4 Inches Sample Point: Mixer Material Temp.: 59 °F Area: 12.57 Inches2 Time Sampled: 10:00 am Slump: 10'/z Inches Field Storage: Cure Box/Indoors Time Cast: 10:10 am Initial Cure: Standard/Field Max/Min: 68 °F to 61 °F Type and Size of Specimen: GROUT: 4"x8"Cylinders Compressive Strength Data Age Date Load Compressive (Days) (lbs.) Strength (psi) 7 11/14/2017 20,181 1,610 28 12/05/2017 27,545 2,190 28 12/05/2017 28,249 2,250 56 01/02/2018 35,889 2,860 Preliminary Observations and/or Testing Results Verbally Reported To: Widewaters Construction,Inc.&Masonry Crew Progress Report: As requested by Widewaters Construction,Kumar and Associates was on site for scheduled grout testing. At the time of our visit the contractor was placing grout for the South Lobby Chimney at a height of approximately 40 feet above ground surface. The contractor informed us that they have been placing grout at 6 block intervals. The contractor was mixing Quickrete grout mix #1101 on site. A sample was obtained from the mixer. Physical property testing was performed. Cylinders were cast for compressive strength determination. Copies: Ipaige@widewaters.com Laura Brown Jared Cohen Field Observer Reviewed By Kumar&Associates,Inc. 'c-FA Kumar&Associates,Inc. P.O.Drawer 1887 Geotechnical and Materials Engineers 240 Annie Road and Environmental Scientists Silverthorne,Colorado 80498 Phone:(970)468-1989 -- Fax:(970)468-5891 hpksummit@kumarusa.com Report of Concrete Cylinder Test Data Client: Widewaters Construction,Inc. Job No.: 16-9-232.01 Date: 11/17/2017 Attn: Larry Paige Sheet No.: 1 of 1 P.O. Box 3 Lab#: C3829 DeWitt,NY 13214-0003 Project: Double Tree by Hilton, 2211 North Frontage Road,Vail, Colorado. Placement Location: Vestibule Foundation Footing Test Location: Point of Discharge Truck: 146 Time Batch: 11:55 am Supplier: Casey Concrete Ticket: 313643 Time Arrived: 12:55 pm Yards: 1 of 1 Mix: 3000F Time Placed: 1:00 pm Method of Placement: Chute Physical Properties: Water/Cement: NA Specifications: Sample Point: End of Chute Water added: -0- Gal. Slump: NA Inches Time Sampled: 1:05 pm Slump: 3 '/4 Inches Air Content: NA % Air Temp.: 42 °F Air Content: 1.8 % Water/Cement: 0.55 Max Concrete Temp.: 50 °F Wet Unit Wt.: 147.3 pcf Design Strength: 3,000 psi @ 28 days i Time Cyl. Cast: 1:20 pm Initial Cure: Field Field Storage: Cure Box Diameter: 4 Inches Area: 12.57 Inches2 Max/Min: 68 °F to 59 °F Compressive Strength Data g Compressive A(Days) Date (lbs.) Strength (psi) 7 11/24/2017 46,746 3,720 28 12/15/2017 68,310 5,430 28 12/15/2017 65,720 5,230 28 12/15/2017 66,420 5,280 Preliminary Observations and/or Testing Results Verbally Reported To: Casey Concrete and Widewaters Construction Progress Report: As requested,in addition to concrete testing on this date,Kumar&Associates observed the concrete reinforcement bar placements for the vestibule footing. Reinforcement steel was observed for bar size,length,location,quantity,spacing,clearance,support, overlap,and cleanliness. All reinforcing steel observed appeared to be in general conformance to the plans and specifications(Plan Sheets S101-3 and 301-2-1). Copies: 1paige@widewaters.com John Gowins Jared Cohen Field Observer Reviewed By Kumar&Associates,Inc. ic_FA Kumar&Associates,Inc. P.O.Drawer 1887 Geotechnical and Materials Engineers 240 Annie Road and Environmental Scientists Silverthorne,Colorado 80498 Phone:(970)468-1989 -- Fax:(970)468-5891 hpksummit@kumarusa.com Report of Concrete Cylinder Test Data Client: Widewaters Construction,Inc. Job No.: 16-9-232.01 Date: 11/27/2017 Attn: Larry Paige Sheet No.: 1 of 1 P.O. Box 3 Lab#: C3831 DeWitt,NY 13214-0003 Project: Double Tree by Hilton, 2211 North Frontage Road,Vail, Colorado. Placement Location: Vestibule Foundation Wall Test Location: Point of Discharge Truck: 139 Time Batch: 11:53 am Supplier: Casey Concrete Ticket: 313721 Time Arrived: 12:50 pm Yards: 10 of 10 Mix: M02462 Time Placed: 1:05 pm Method of Placement: Chute Physical Properties: Water/Cement: NA Specifications: Sample Point: End of Chute Water added: -0- Gal. Slump: NA Inches Time Sampled: 1:10 pm Slump: 4 '/2 Inches Air Content: NA % Air Temp.: 50 °F Air Content: 5.5 % Water/Cement: 0.40 Max Concrete Temp.: 65 °F Wet Unit Wt.: 141.3 pcf Design Strength: 5,000 psi @ 28 days i Time Cyl. Cast: 1:25 pm Initial Cure: Field Field Storage: Cure Box Diameter: 4 Inches Area: 12.57 Inches2 Max/Min: 65 °F to 55 °F Compressive Strength Data g Compressive A(Days) Date (lbs.) Strength (psi) 7 12/04/2017 50,609 4,030 29 12/26/2017 77,685 6,180 29 12/26/2017 81,429 6,480 29 12/26/2017 78,051 6,210 Preliminary Observations and/or Testing Results Verbally Reported To: Casey Concrete and Widewaters Construction Progress Report: As requested,prior to concrete placement,Kumar&Associates observed the concrete reinforcement bar placements for the vestibule wall. Reinforcement steel was observed for bar size,length,location,quantity,spacing,clearance,support,overlap,and cleanliness. All reinforcing steel observed appeared to be in general conformance to the plans and specifications. Copies: 1paige@widewaters.com Barrett Sullivan Jared Cohen Field Observer Reviewed By INDEPENDENT TESTING & INSPECTION SERVICES INC. 12084 VASEEN CT. CONIFER, COLORADO 80433 303-674-7560 FAX 303-674-7560 Page 1 of 2 OBSERVATION REPORT Client: Kumar&Associates ITIS Job No 121217 Date: 12/12/17 Project: Vail Double Tree/#B16-0266 Location: 211 N. Frontage Rd./Vail, CO Inspector: David L. Sturgeon This report package contains information concerning specific tests and inspections of structural steel welding, structural bolting, structural sprayed fireproofing, and/or nondestructive testing. The specific criteria utilized in judging the degree of conformance for each area of inspection are contained on each individual inspection form. Also included may be ITIS' "List of Outstanding Discrepancies" (0.D. List). The O.D. List will be consecutively numbered for each page issued throughout the duration of the project. Each individual item listed will also be consecutively numbered. If there are any questions regarding the content of this report, please feel free to contact ITIS at your convenience. David L. Sturgeon President ICBG Certified Inspector#1138247-85 AWS QC-1 #82122691 Resident Level III INDEPENDENT TESTING & INSPECTION SERVICES INC. 12084 VASEEN CT. CONIFER, COLORADO 80433 303-674-7560 FAX 303-674-7560 Page 2 of 2 INITIAL VISUAL INSPECTION OF WELDING FIELD REPORT FORM Inspector: David L. Sturgeon Job No. 121217 Date: 12/12/17 Field Made Welds X Shop Made Welds Type of Welds Inspected: Fillet X Groove Other Type of Component(i.e.: Column,beam girder,moment weld,etc) As Recorded Applicable Code or Standard: AWS AREAS OF INSPECTION LEVEL OR ELEVATION: Level 1 Section 11 of S201 Penetrations GRID LINE LOCATON(S): Header and Storage Room CONDITIONS OF NONCONFORMANCE/INSPECTION RESULTS: The installation was viewed. Three stiffeners are not installed at the squares and the 4-1/2"hole. The top horizontal bars are not installed. Welds on both sides of the stiffeners are missing. Only one side is welded. The G.C. was informed. Photos were taken for an engineering review of the as-built condition. The G.C. is to inform ITIS. LEVEL OR ELEVATION: GRID LINE LOCATION(S): CONDITIONS OF NONCONFORMANCE/INSPECTIONS RESULTS: LEVEL OR ELVATION: GRID LINE LOCATION(S):_ CONDITIONS OF NONCONFORMANCE/INSPECTION RESULTS: INDEPENDENT TESTING & INSPECTION SERVICES INC. 12084 VASEEN CT. CONIFER, COLORADO 80433 303-674-7560 FAX 303-674-7560 Page 1 of 2 OBSERVATION REPORT Client: Kumar&Associates ITIS Job No 121217 Date: 1/17/18 Project: Vail Double Tree/#B16-0266 Location: 211 N. Frontage Rd./Vail, CO Inspector: David L. Sturgeon This report package contains information concerning specific tests and inspections of structural steel welding, structural bolting, structural sprayed fireproofing, and/or nondestructive testing. The specific criteria utilized in judging the degree of conformance for each area of inspection are contained on each individual inspection form. Also included may be ITIS' "List of Outstanding Discrepancies" (0.D. List). The O.D. List will be consecutively numbered for each page issued throughout the duration of the project. Each individual item listed will also be consecutively numbered. If there are any questions regarding the content of this report, please feel free to contact ITIS at your convenience. David L. Sturgeon President ICBG Certified Inspector#1138247-85 AWS QC-1 #82122691 Resident Level III INDEPENDENT TESTING & INSPECTION SERVICES INC. 12084 VASEEN CT. CONIFER, COLORADO 80433 303-674-7560 FAX 303-674-7560 Page 2 of 2 INITIAL VISUAL INSPECTION OF WELDING FIELD REPORT FORM Inspector: David L. Sturgeon Job No. 121217 Date: 1/17/18 Field Made Welds X Shop Made Welds Type of Welds Inspected: Fillet X Groove Other Type of Component(i.e.: Column,beam girder,moment weld,etc) As Recorded Applicable Code or Standard: AWS AREAS OF INSPECTION LEVEL OR ELEVATION: Level 1 Report of 12/12/17 Re-inspections GRID LINE LOCATON(S): Header at Storage Room CONDITIONS OF NONCONFORMANCE/INSPECTION RESULTS: The horizontal bars and the three missing stiffeners have been installed. The welding is complete. The rework was found conforming LEVEL OR ELEVATION: GRID LINE LOCATION(S): CONDITIONS OF NONCONFORMANCE/INSPECTIONS RESULTS: LEVEL OR ELVATION: GRID LINE LOCATION(S):_ CONDITIONS OF NONCONFORMANCE/INSPECTION RESULTS: