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Home My WebLink AboutDOCUMENT 660 Community Dr Construction Observation & Testing 2017-05-24 May 24, 2017 RLH Engineering, Inc. 541 East Garden Drive, Unit S Windsor, Colorado 80550 Attn: Mr. Chuck Jordan (cjordan@rlhengineering.com) Owner’s Representative for EVRPD Re: Construction Observation and Testing Services – Submittal No. 10 Proposed Estes Valley Community Center – North of Existing Aquatics Center 660 Community Drive - Southeast Corner of Manford Drive and Community Drive Estes Park, Colorado EEC Project No. 1164046 Mr. Jordan: As requested, during the period April 24 through May 6, 2017, Earth Engineering Consultants, LLC (EEC) personnel provided construction observation and testing services for the proposed Estes Valley Community Center expansion project currently under construction at 660 Community Drive in Estes Park, Colorado. The services provided during the referenced period were on a part-time/on-call as-needed basis and included observation and field density testing of water line and storm sewer backfill material as described herein, periodic site observations during the various stages of concrete masonry unit (CMU) wall construction for various wall alignments as presented herein, observations of non-destructive testing (NDT) services, along with testing of masonry grout for the referenced project. The results of the site observations and testing services completed by EEC personnel during the referenced period are included with this report. Field Density Testing and Observation Services During the referenced period, EEC personnel performed field density tests on water line and storm sewer alignment backfill material as described herein, which were placed and compacted prior to and/or during our site visits. The field density tests were completed at random locations and elevations within the areas tested and were performed in general accordance with ASTM Specification D6938. The field density test results and approximate location of each test completed during the referenced period are shown on the attached summary sheet and the 4396 G REENFIELD D RIVE W INDSOR, C OLORADO80550 (970) 545-3908 FAX (970) 663-0282 www.earth-engineering.com Earth Engineering Consultants, LLC EEC Project No. 1164046 Estes Valley Community Center – Estes Park, Colorado May 24, 2017 Page 2 associated site diagrams. The field density test results conformed to the project specific compaction requirement of at least 95% or 98% of standard Proctor maximum dry density (ASTM D698), as required. Concrete Masonry Unit (CMU) Wall Construction Observations During the referenced period, EEC personnel, on a periodic basis, observed portions of the reinforcing steel and other structural related elements during the 8 to 12-inch by 16-inch standard block CMU wall construction at the gridlines identified on the enclosed “color- coded/highlighted” site diagram. Layout of the CMU wall alignments were provided by others. During each daily site visit, (April 24 through 28, 2017, and May 1 through May 5, 2017), EEC personnel observed CMU wall construction along the various wall alignments and recorded approximate gridline locations, elevations/courses for each day, along with the observed horizontal and vertical reinforcement requirements, as well as grout placement as needed. The vertical reinforcement for the various walls, in general, consisted of one (1) #5 rebar spaced 32 to 48 inches on-center, along with an additional #5 rebar positioned at each end of walls, at each corner, and along each side of openings, control joints and/or expansion joints. The horizontal reinforcement consisted of 9-gauge “ladder-type” reinforcement spaced every 16- inches on-center full-height of each CMU wall. At the various bond beam locations, below and above windows, beam pockets, and at openings, where noted on the structural drawings, EEC personnel noted the reinforcement consisted of two (2) or one (1) continuous #5 within the fully- grouted cell alignments. The horizontal and vertical reinforcement for the portions of the CMU walls and observed by EEC personnel during the referenced timeframe on a periodic basis as noted herein appeared to be in general accordance with details presented on the structural drawings and/or as referenced the approved shop drawings. During the grouting operations, EEC personnel observed grout placement within the low lifts. Lap lengths, where applicable, were checked and appeared to meet the minimum required lengths. Earth Engineering Consultants, LLC EEC Project No. 1164046 Estes Valley Community Center – Estes Park, Colorado May 24, 2017 Page 3 During the referenced period, it was brought to our attention that the two (2) #4 “hooked” 2-feet in length rebar as illustrated on the detail inserted to the left were omitted. The rebar was in- place; however the “hooked” portion were not installed at a few locations. We understand a structural modification has been provided and supplemental site observations will be performed during the repair / modification install phase. During the CMU construction phase for the project, EEC personnel tested/evaluated the grout material used within portions of the wall alignments, as identified herein, (please refer to EEC’s Grout Set No. 4). Grout compressive strength cylinders, (approximately 4-inch diameter by 7-5/8 inches in length), were molded on-site in general accordance with ASTM specifications. The grout cylinders were molded on-site within CMU blocks used to construct the CMU walls, and were extracted/cored using a 4-inch inside diameter diamond bit core barrel upon retrieval and delivery to our Windsor laboratory 2 days following the initial preparation of the specimens. Results of the field, 3-day and 7-day laboratory tests performed during the referenced period are provided herein; while the 28-day results will be provided in a separate cover when the results become available. During the referenced period the project’s masonry subcontractor prepared another set of concrete masonry unit (CMU) prisms (EEC Set No. 3) which consisted of three (3) 12-inch singled-celled fully grouted CMU block prisms, for compressive strength testing evaluation. Results of the 7-day laboratory compressive tests performed during the referenced period for the prisms are included herein, while the 28-day CMU prism test results will be provided as the results become available. Non-Destructive Testing (NDT) Services During the referenced period EEC’s in-house certified bolt and weld inspector conducted observations on May 4, and 5, 2017 to perform load testing of 2 post installed epoxied anchor Earth Engineering Consultants, LLC EEC Project No. 1164046 Estes Valley Community Center – Estes Park, Colorado May 24, 2017 Page 4 rods located at the elevator core at Gridlines AG.8 and A6. The post installed anchors were pulled to 1000 pounds of tension and held for 30 seconds. The tested post installed anchor rods held the required load without failing. Also load tested was 1 post installed anchor rod located at the column base plate at Gridlines L/7. Based on the tensioning performed, the post installed anchor rods were in general accordance with the requirements of the electronic transmission (e- mail) from the project’s structural engineering consultant, Martin & Martin dated April 3, 2017. In addition, observations of the Low Roof bar joist in the approximate area of Gridlines A2 through A6 from AD through AE were performed. Included were the welded bar joist top chord to beam connections and the welded bar joist bridging connections. Based on visual observations, the work completed in the area of the referenced gridline appeared to be in general accordance with the project plans and details dated January 12, 2017. On May 4, 2017, a preliminary site visit along with a final visit on May 10, 2017 were conducted and included visual observations of the structural framing located in the approximate area of Gridlines 3 through 8 from A through J, and A2.5 through A6 from AE through AH. Included were the bolted column to beam connections, the bolted beam to beam connections, the Bolted X-bracing connections, the welded beam clip to concrete wall embed connections, the welded perimeter angle to beam top flange connections, the anchor bolt to column base plate connections, the column base plate grouting, the decking puddle welds, the Headed Anchor Studs (HAS) count and weld quality, and the deck lap screws. Based on visual observations, the work completed in the area of the referenced gridlines appeared to be in general accordance with the project plans and details dated January 12, 2017. A summary report describing our observations is attached with this report and was provided verbally to the contractor immediately following our site observations. During the referenced period on May 1, 2017, a site visit was conducted by an independently hired 3rd party consultant, Intermountain Testing Company, as requested by Adolfson & Peterson Construction, to provide ultrasonic examination of all visually acceptable complete joint penetration (CJP) welded moment connections as well as field welded structural steel components as described herein. Their report is included herein for reference. EARTH ENGINEERING CONSULTANTS, LLC SUMMARY OF FIELD DENSITY TESTS Project Name:New Community CenterProject No: 1164046 Location: Estes Park, ColoradoDate: May 2017 Proctor DesignationB Maximum Dry Density (pcf)123.7 Optimum Moisture Content (%)10.0% Required Moisture VarianceN/A Required Percent Compaction95% Laboratory MethodASTM D-698 Compliance with Field Test Results Project Specs Approximate Test Location / Notes Moisture %Comp. Elev. / Lift Material Percent Dry (Pass / (Pass / No.(Proctor)MoistureDensity Fail)Fail) 2454/261Water Line - See Diagram-3.0B6.3%120.7-3.7%98%N/APass 2504/262Water Line - See Diagram-3.0B7.4%123.1-2.6%100%N/APass 2514/263Water Line - See Diagram-3.0B7.2%122.9-2.8%99%N/APass 2524/264Water Line - See Diagram-3.0B7.1%121.8-2.9%98%N/APass 2534/265Water Line - See Diagram-3.0B7.8%124.1-2.2%100%N/APass 2544/266Water Line - See Diagram-3.0B7.8%123.5-2.2%100%N/APass 2554/267Water Line - See Diagram-1.5B6.6%122.0-3.4%99%N/APass 2564/268Water Line - See Diagram-1.5B6.4%120.9-3.6%98%N/APass 2574/269Water Line - See Diagram-1.5B5.5%121.8-4.5%98%N/APass 2584/2610Water Line - See Diagram-1.5B7.0%122.5-3.0%99%N/APass 2594/2611Water Line - See Diagram-1.5B6.9%123.7-3.1%100%N/APass 2604/2612Water Line - See Diagram-1.5B6.1%120.6-3.9%97%N/APass 2615/11Storm Sewer - See Diagram-4.0B6.9%121.5-3.1%98%N/APass 2625/12Storm Sewer - See Diagram-4.0B7.4%122.3-2.6%99%N/APass 2635/13Storm Sewer - See Diagram-2.0B7.1%119.9-2.9%97%N/APass 2645/14Storm Sewer - See Diagram-2.0B7.5%121.8-2.5%98%N/APass 2655/21Storm Sewer - See Diagram-4.0B7.8%122.1-2.2%99%N/APass 2665/22Storm Sewer - See Diagram-2.0B8.4%123.0-1.6%99%N/APass 2675/23Storm Sewer - See Diagram-2.0B8.2%121.7-1.8%98%N/APass 2685/31Storm Sewer - See Diagram-4.0B7.4%121.4-2.6%98%N/APass 2695/32Storm Sewer - See Diagram-4.0B8.1%119.8-1.9%97%N/APass 2705/33Storm Sewer - See Diagram-2.0B7.2%122.7-2.8%99%N/APass 2715/34Storm Sewer - See Diagram-2.0B6.9%123.1-3.1%100%N/APass 2725/35Storm Sewer - See Diagram-4.0B7.1%120.9-2.9%98%N/APass 2735/36Storm Sewer - See Diagram-4.0B7.6%123.4-2.4%100%N/APass 2745/37Storm Sewer - See Diagram-2.0B7.4%120.1-2.6%97%N/APass 2755/38Storm Sewer - See Diagram-2.0B7.3%119.7-2.7%97%N/APass 2765/39Storm Sewer - See Diagram-3.0B7.6%120.7-2.4%98%N/APass 2775/41Water Line - See Diagram-3.0B7.8%123.4-2.2%100%N/APass 2785/42Water Line - See Diagram-3.0B7.1%122.9-2.9%99%N/APass 2795/43Water Line - See Diagram-3.0B7.6%123.1-2.4%100%N/APass 2805/44Water Line - See Diagram-3.0B8.1%124.8-1.9%101%N/APass 2815/45Water Line - See Diagram-3.0B7.4%123.3-2.6%100%N/APass 2825/46Water Line - See Diagram-3.0B8.3%122.7-1.7%99%N/APass 2835/51Water Line - See Diagram-2.0B6.1%122.6-3.9%99%N/APass 2845/52Water Line - See Diagram-2.0B5.7%121.7-4.3%98%N/APass 2855/53Water Line - See Diagram-2.0B5.8%123.4-4.2%100%N/APass 2865/54Water Line - See Diagram-2.0B6.4%124.1-3.6%100%N/APass 2875/55Water Line - See Diagram0.0B6.9%123.8-3.1%100%N/APass Sheet 2Sheet 3 Sheet 4Sheet 5 Field Density Test Location Diagram New Community Center - Estes Park, Colorado EEC Project #: 1164046 Storm Sewer Sheet 1 of 5 EARTH ENGINEERING CONSULTANTS, LLC Field Density Test Location Diagram New Community Center - Estes Park, Colorado EEC Project #: 1164046 Storm Sewer Sheet 2 of 5 EARTH ENGINEERING CONSULTANTS, LLC Sheet 2Sheet 3 Sheet 4Sheet 5 Field Density Test Location Diagram New Community Center - Estes Park, Colorado EEC Project #: 1164046 Water Line Sheet 1 of 5 EARTH ENGINEERING CONSULTANTS, LLC Field Density Test Location Diagram New Community Center - Estes Park, Colorado EEC Project #: 1164046 Water Line Sheet 2 of 5 EARTH ENGINEERING CONSULTANTS, LLC Field Density Test Location Diagram New Community Center - Estes Park, Colorado EEC Project #: 1164046 Water Line Sheet 3 of 5 EARTH ENGINEERING CONSULTANTS, LLC Field Density Test Location Diagram New Community Center - Estes Park, Colorado EEC Project #: 1164046 Water Line Sheet 4 of 5 EARTH ENGINEERING CONSULTANTS, LLC Field Density Test Location Diagram New Community Center - Estes Park, Colorado EEC Project #: 1164046 Water Line Sheet 5 of 5 EARTH ENGINEERING CONSULTANTS, LLC CMU ReinforcementObservation 4/24 thru Legend4/28/17, & 5/1 thru 5/5/17 EARTH ENGINEERING CONSULTANTS, LLC May 2017 EEC Project #: 1164046 Reinforcing Steel Observation Diagram New Community Center - Estes Park, Colorado Earth Engineering Consultants, LLC Report of Masonry Grout Tests GENERAL INFORMATION Batch Date:5/5/2017Batch Time:Test Set No:4 Placement Location:Bond Beam along Gridline L between 3 and 6 @ 21 Feet elevation Grout Supplier:On-SiteTruck No:N/A Water Added on Site:N/ATime of Sample:10:00 AM Comments: FIELD TEST RESULTS TESTRESULTS Slump (Inches)8.5 o Grout Temperature (F)70 o Air Temperature at Placement (F)53 o Maximum/ Minimum Temperature (F)HighLow 48 Hour Cure Temperature Design 28 Day Compressive Strength (psi)2000 Comments: LABORATORY CYLINDER TEST RESULTS Compressive Maximum Area Sample Date Age Type of Strength Average 2 Applied Load No.Tested(days)Failure (in) (psi) (pounds) 5/8/2017 a324460Split2260 4 10.81 2260 b.17Split#VALUE! 4 5/12/2017 4 b.1727850Split2580 10.81 2580 5/12/2017 c.114-- 4 6/2/2017 4 d28 6/2/2017 d.128 4 #DIV/0! 4 d.228 6/2/2017 ---- 4 h.1Hold------ Project:New Community Center - Estes Park Recreation and Park District EEC Project #:1164046 Reports to: RLH Engineering - Chuck Jordan: cjordan@rlhengineering.com Adolfson & Peterson Construction - Mr. Tom Purcell tpurcell@a-p.com Adolfson & Peterson Construction - Mr. Quintin Quimby qquimby@a-p.com Adolfson & Peterson Construction - Mr. Jason Heustis jheustis@a-p.com Adolfson & Peterson Construction - Mr. Les Fernando lfernando@a-p.com Adolfson & Peterson Construction - Mr. Josh Cohen jcohen@a-p.com OLC - Mr. Robert McDonald rmcdonald@olcdesigns.com OLC - Mr. Laine McLaughlin lmclaughlin@olcdesigns.com Martin & Martin - Ed Sabia esabia@martinmartin.com Earth Engineering Consultants, LLC Compressive Strength Report of FULLY GROUTED 12-Inch CMU Prisms GENERAL INFORMATION Date Constructed:5/5/2017Test Set Number:3 Date Grouted:5/8/2017 Required 28 Day Compressive 2000 Strength (psi) Date Retrieved From Site:5/10/2017 PRISM DETAILS No. of Mortar Bed Joints:1Prism Constructed By:On-Site Masons No. of Masonry Units:2Max/Min Temperature (deg F):-- Prism Height (h) - Inches = t least actual lateral dimension of prism, inches =h/t = 15.58.7501.77 pp-pp MORTAR INFORMATION Mortar Supplier/Preparer:Masonry Sub. - Batched on-siteMortar Type/Description:Type S1800 psi GROUT INFORMATION Grout Supplier/Preparer:Masonry Sub. - Batched on-siteGrout Type/Description:3000PSI COMPRESSIVE STRENGTH OF FIELD CAST PRISM TEST SPECIMENS (ASTM C1314) Net Corrected Net Average Avg. Avg. Net Area Compressive Compressive Corrected Net Specimen Date Age h/h Width Length Load (lbs)CF pt 2 Strength Strength Compressive NumberTested(Days) (in) (in)(in) 222 (lbs/in)(lbs/in)Strength (lbs/in) #DIV/0! B05/22/17148.75011.25098.4419354019701.770.9361840 3 1840 Project:New Community Center - Estes Park Recreation and Park District Project Number:1164046Report Distribution: RLH Engineering - Chuck Jordan: cjordan@rlhengineering.com Adolfson & Peterson Construction - tpurcell@a-p.com Adolfson & Peterson Construction - qquimby@a-p.com Adolfson & Peterson Construction - jheustis@a-p.com Adolfson & Peterson Construction - lfernando@a-p.com Adolfson & Peterson Construction - jcohen@a-p.com OLC - Mr. Robert McDonald rmcdonald@olcdesigns.com OLC - Mr. Laine McLaughlin lmclaughlin@olcdesigns.com Martin & Martin - Ed Sabia esabia@martinmartin.com