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HomeMy WebLinkAbout3405 S Timberline Rd - Special Inspections/Engineering - 10/11/2019Soilogic, Inc. 3522 Draft Horse Court • Loveland, CO 80538 • (970) 535-6144 October 11, 2019 2001 Danfield, LLC 1430 Twin Oak Court Fort Collins, Colorado 80525 Attn: Mr. Troy Peterson Re: Construction Materials Testing Observations Summary Report Madwire 3405 South Timberline Road, Fort Collins, Colorado Soilogic Project # 19-2015 Mr. Peterson: During the period of December 4, 2018, through June 29, 2019, Soilogic Inc. (Soilogic) provided observation services for the referenced project. Our services were provided on a part-time basis and included the footing foundations, reinforcing steel observations and subcontracted structural steel observations and the observation and testing of fly-ash treated subgrade and aggregate base course materials, concrete delivered to the site for placement and asphaltic concrete placed during paving of the site roadways. The results of our observations are included with this report. On December 4, 2018, a Soilogic field engineer observed the reinforcing steel for the transformer pads at the south side of the existing building at the referenced site prior to concrete placement. At the time of our site visit, the footing areas and concrete void forms observed appeared to have been placed in substantial compliance with the provided construction plans (Kenney Lee Architecture Group). On February 21, 2019, a Soilogic field engineer observed the reinforcing steel placed for the foundation footing and column pads for the canopy addition on the existing buildings north east portion prior to concrete placement. At the time of our site visit, the reinforcing steel observed appeared to have been placed in substantial compliance with the provided construction plans. Construction Materials Testing & Site Observations Report Building Additions and Site Improvements Madwire 3405 South Timberline Road, Fort Collins, Colorado Soilogic Project # 19-2015 2 On February 22, 2019, a Soilogic field engineer observed drilled and epoxy reinforcing steel for the eastern curtain wall. At the time of our site visit, the drilled areas were observed to have been cleaned and free of excess dirt and concrete debris. After verification of depth and clean bearing surfaces, an epoxy bonding agent was observed to be applied to the bearing surfaces prior to placement of reinforcing steel. On February 28, 2019, a Soilogic field engineer observed the reinforcing steel placed for the foundation footings for the west deck addition on the existing buildings north west portion prior to concrete placement. At the time of our site visit, the reinforcing steel observed appeared to have been placed in substantial compliance with the provided construction plans (Larsen Structural Design, 12/5/18). On March 1, 2019, a Soilogic field engineer observed drilled and epoxy reinforcing steel for the deck addition. At the time of our site visit, the drilled areas were observed to have been cleaned and free of excess dirt and concrete debris. After verification of depth and clean bearing surfaces, an epoxy bonding agent was observed to be applied to the bearing surfaces prior to placement of reinforcing steel. On March 11, 2019, a Soilogic field engineer observed the reinforcing steel placed for column pads for in the north west portion prior to concrete placement. At the time of our site visit, the reinforcing steel observed appeared to have been placed in substantial compliance with the provided construction plans. During the referenced period, Soilogic subcontracted personnel completed structural steel observations for the referenced project. Copies of the observation reports are attached. Based on the provided information, the structural steel observed for the referenced project appear to have been completed in substantial compliance with the project plans and specifications. On March 29, 2019, a Soilogic field engineer observed the reinforcing steel placed for the east shade structure stem wall prior to concrete placement. At the time of our site visit, the reinforcing steel observed appeared to have been placed in substantial compliance with the provided construction plans. Construction Materials Testing & Site Observations Report Building Additions and Site Improvements Madwire 3405 South Timberline Road, Fort Collins, Colorado Soilogic Project # 19-2015 3 On April 2, 2019, a Soilogic field engineer observed the reinforcing steel placed for the north east shade structure stem wall prior to concrete placement. At the time of our site visit, the reinforcing steel observed appeared to have been placed in substantial compliance with the provided construction plans. On June 24, a Soilogic field engineer re-observed a ¾ full water truck make overlapping passes in a for the parking lot road base in the south west corner the referenced project. No evidence of instability in forms of pumping, rutting, surface cracking or subgrade deformation was observed during the proof roll observation. On June 27, a Soilogic field engineer re-observed a ¾ full water truck make overlapping passes in a for the parking lot road base in the south east corner the referenced project. No evidence of instability in forms of pumping, rutting, surface cracking or subgrade deformation was observed during the proof roll observation. During the referenced period, Soilogic subcontracted personnel completed structural steel observations for the referenced project. Copies of the observation reports are attached. Based on the provided information, the structural steel observed for the referenced project appear to have been completed in substantial compliance with the project plans and specifications. During the referenced period, Soilogic personnel observed and tested cast-in-place concrete delivered to the site for construction of curb & gutter and footings. The testing completed in the field included slump, air content, unit weight, concrete temperature, and ambient air temperature at the time of placement. Test cylinders were molded from representative samples of the plastic concrete for laboratory curing and compressive strength testing. Results of the field and laboratory tests performed during the referenced period are included with this report. Results of laboratory concrete compressive strength tests completed during the referenced period are also included and will be provided as they become available. Construction Materials Testing & Site Observations Report Building Additions and Site Improvements Madwire 3405 South Timberline Road, Fort Collins, Colorado Soilogic Project # 19-2015 4 During the referenced period, Soilogic personnel performed field moisture/density tests on fly-ash treated subgrade and aggregate base course materials that had been placed and compacted prior to and during our site visits. The field moisture/density tests were completed at random locations and elevations within the backfill areas and random locations within the subgrade and base course areas and were performed in general accordance with ASTM Specification D-2922. Results of the field moisture/density tests completed during the referenced period are included with this report. The field moisture/density test results met the project compaction requirement of at least 95% of the material’s standard Proctor maximum dry density and ±2% of the materials optimum moisture content. During the site paving operation, Soilogic personnel obtained two (2) representative samples of the asphaltic concrete being placed for laboratory evaluation. The laboratory testing performed on the obtained samples included Rice value (ASTM D-2041) asphalt content by ignition (ASTM D-6307) and washed sieve analysis/gradation (ASTM C-117 and C-136) tests. Results of the completed Rice value and asphalt content and gradation tests are outlined on the attached summary sheets. The completed laboratory testing performed on the asphaltic concrete samples indicated those materials met the project gradation and asphalt content specifications. During and after compaction of the asphaltic concrete, density tests were completed on the in-place pavement using a portable nuclear density gauge in general accordance with ASTM specification D-2950. The nuclear density tests were completed at random locations across the pavement surface. Results of the completed field density tests are outlined on the attached summary sheet. The final completed asphaltic concrete field density tests met the project compaction requirement of 92 to 96% of the materials Rice value. Construction Materials Testing & Site Observations Report Building Additions and Site Improvements Madwire 3405 South Timberline Road, Fort Collins, Colorado Soilogic Project # 19-2015 5 We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report or if we can assist you in any other way, please do not hesitate to contact us. Very Truly Yours, Soilogic, Inc. Reviewed by: Jason Horner, E.I. Wolf von Carlowitz, P.E. Project Engineer Principal Engineer MADWIRE Density Fort Collins, Colorado Project # 19-2015 March - June 2019 Field Moisture/Density Testing Summary Material Tested and Location Project Date Daily Depth Number Number ID Moisture Compaction Percent Compaction Test Test Proctor Moisture (Pass/Fail) Moisture Variability Field Results Dry 1 6/13 1 SG Fly Ash Treated Subgrade - NEC of Building - 75' S 50' E Pass 2 6/13 2 SG Fly Ash Treated Subgrade - NEC of Building - 25' S 58' E A 14.5% 112.8 -1.5% A 14.7% 113.3 -1.3% 99% Pass 99% Pass Pass 99% Pass Pass 4 6/13 4 SG Fly Ash Treated Subgrade - NEC of Building - 78' S 90' E A 14.0% 113.2 -2.0% 99% Pass Pass 3 6/13 3 SG Fly Ash Treated Subgrade - NEC of Building - 120' S 61' E A 14.8% 113.0 -1.2% 5 6/14 1 SG Fly Ash Treated Subgrade - SEC of Building - 45' S A 14.2% 113.0 -1.8% 99% Pass Pass 99% Pass Pass 7 6/14 3 SG Fly Ash Treated Subgrade - SEC of Building - 46' S150' E A 14.2% 111.0 -1.8% 97% Pass Pass 6 6/14 2 SG Fly Ash Treated Subgrade - SEC of Building - 45' S 45' E A 14.5% 112.5 -1.5% 99% Pass Pass 9 6/14 5 SG Fly Ash Treated Subgrade - SWC of Building - 75' S A 14.3% 114.9 -1.7% 101% Pass Pass 8 6/14 4 SG Fly Ash Treated Subgrade - SEC of Building - 44' S 100' W A 14.0% 113.2 -2.0% 10 6/14 6 SG Fly Ash Treated Subgrade - SWC of Building - 73' S 100' E A 14.2% 117.0 -1.8% 103% Pass Pass 11 6/14 7 SG Fly Ash Treated Subgrade - SWC of Building - 109' S 30' W A 14.5% 119.6 -1.5% 105% Pass Pass 99% Pass Pass 13 6/14 9 SG Fly Ash Treated Subgrade - SWC of Building - 130' S 10' W A 14.0% 113.0 -2.0% 99% Pass Pass 12 6/14 8 SG Fly Ash Treated Subgrade - SWC of Building - 120' S 80' E A 15.0% 113.2 -1.0% 99% Pass Pass 15 6/14 11 SG Fly Ash Treated Subgrade - SEC of Building - 24' S 180' W A 14.1% 96.0 -1.9% 84% Pass *FAIL* 14 6/14 10 SG Fly Ash Treated Subgrade - NEC of Building - 50' S 105' E A 14.2% 113.0 -1.8% 16 6/15 1 SG Retest of Test #18 A 14.5% 113.5 -1.5% 100% Pass Pass 17 6/18 1 BG Parking Lot Road Base - SWC of Building - 150' S 51' W B 6.4% 134.9 0.4% 99% Pass Pass 99% Pass Pass 19 6/18 3 BG Parking Lot Road Base - SWC of Building - 78' S B 7.2% 135.0 1.2% 99% Pass Pass 18 6/18 2 BG Parking Lot Road Base - SWC of Building - 75' S 10' W B 6.0% 135.0 0.0% 99% Pass Pass 21 6/20 1 BG Parking Lot Road Base - SWC of Building - 75' S 75' E B 5.7% 133.7 -0.3% 98% Pass Pass 20 6/18 4 BG Parking Lot Road Base - SWC of Building - 76' S 27' E B 6.9% 134.8 0.9% 22 6/20 2 BG Parking Lot Road Base - SWC of Building - 120' S 11' W B 6.2% 134.0 0.2% 99% Pass Pass 23 6/20 3 BG Parking Lot Road Base - SWC of Building - 150' S 51' W B 5.1% 133.5 -0.9% 98% Pass Pass 98% Pass Pass 25 6/20 5 BG Parking Lot Road Base - SWC of Building - 150' S 78' E B 4.2% 133.9 -1.8% 98% Pass Pass 24 6/20 4 BG Parking Lot Road Base - SWC of Building - 125' S 95' E B 5.5% 133.5 -0.5% 99% Pass Pass 27 6/21 2 BG Parking Lot Road Base - NEC of Building - 33' S 42' E B 7.1% 133.2 1.1% 98% Pass Pass 26 6/21 1 BG Parking Lot Road Base - NEC of Building - 39' E B 7.0% 134.0 1.0% 28 6/21 3 BG Parking Lot Road Base - NEC of Building - 75' S 41' E B 6.4% 134.5 0.4% 99% Pass Pass 29 6/21 4 BG Parking Lot Road Base - NEC of Building - 100' S 40' E B 6.5% 134.7 0.5% 99% Pass Pass 98% Pass Pass 31 6/24 2 BG Parking Lot Road Base - SEC of Building - 46' S 27' E B 6.0% 133.1 0.0% 98% Pass Pass 30 6/24 1 BG Parking Lot Road Base - SEC of Building - 45' S B 6.2% 132.8 0.2% 99% Pass Pass 3 of 30 Age Specimen (days) 1.3a 3 1.3b 3 1.7a 7 1.7b 7 1.14a 14 1.14b 14 1.28a 28 1.28b 28 1.56a 56 1.56b 56 19-2015 Summary of Cast-In-Place Concrete Test MADWIRE (3405 TIMBERLINE) Fort Collins, Colorado General Set # 1 Application Location NWC of East Pad - 3' S 3' E Mix Code A4785 Transformer Pads Placement Date 12/4/18 Supplier Martin Marietta 1716 Sample Time 8:18 AM Water Added On Site 0 Placement Type Chute Ticket # 49151458 Batch Time 7:24 AM Truck # Sampled At (yards) Field Personnel LK Project Specifications and Test Results Test Specifications Results Slump (in) ASTM C-143 3-5" 5" Air Content (%) ASTM C-231 3.5-6.5% 5.5% Unit Weight (pcf) Field - 145.2 Air Temperature @ Time of Placement - 16 °F Concrete Temperature ASTM C-1064 90˚ Max 65 °F Compressive Strength Test Results (ASTM C-39/C-31) Maximum Applied Compressive Strength Rounded Avg. 28-day Compressive Strength (min) 4,000 PSI See Below - 70135 Cone/Shear 5581 5520 68540 Cone/Shear 5454 Load (lbs) Failure Type (psi) (psi) - - - - - - 6285 6200 76910 Cone/Shear 6120 - - - - - - - 78980 Cone/Shear - Specimen Diameter = 4 in Specimen Cross-Sectional Area = 12.57 sq in - - - - - - 3 of 20 Age Specimen (days) 1.3a 3 1.3b 3 1.7a 7 1.7b 7 1.14a 14 1.14b 14 1.28a 28 1.28b 28 1.56a 56 1.56b 56 - Specimen Diameter = 4 in Specimen Cross-Sectional Area = 12.57 sq in - - - - - - 7875 7900 99465 Cone/Shear 7915 - - - - - - - 98965 Cone/Shear - 76660 Cone/Shear 6100 6100 76625 Cone/Shear 6098 Load (lbs) Failure Type (psi) (psi) - - - - - - Compressive Strength Test Results (ASTM C-39/C-31) Maximum Applied Compressive Strength Rounded Avg. 28-day Compressive Strength (min) 4,000 PSI See Below Unit Weight (pcf) Field - 145.1 Air Temperature @ Time of Placement - 50 °F Concrete Temperature ASTM C-1064 90˚ Max 66 °F Slump (in) ASTM C-143 3-5" 4" Air Content (%) ASTM C-231 3.5-6.5% 5.8% Project Specifications and Test Results Test Specifications Results Sampled At (yards) Field Personnel LK 1918 Sample Time 12:00 AM Water Added On Site 0 Placement Type Chute Ticket # 49151847 Batch Time 11:36 AM Truck # Location SEC of Building - 16' S Mix Code A4780 Curb & Gutter Placement Date 12/10/18 Supplier Martin Marietta General Set # 2 Application 19-2015 Summary of Cast-In-Place Concrete Test MADWIRE (3405 TIMBERLINE) Fort Collins, Colorado 1 of 20 Age Specimen (days) 1.3a 3 1.3b 3 1.7a 7 1.7b 7 1.14a 14 1.14b 14 1.28a 28 1.28b 28 1.56a 56 1.56b 56 - Specimen Diameter = 4 in Specimen Cross-Sectional Area = 12.57 sq in - - - - - - 7144 7210 91305 Cone/Shear 7266 - - - - - - - 89780 Cone/Shear - 65595 Cone/Shear 5220 5470 71925 Cone/Shear 5724 Load (lbs) Failure Type (psi) (psi) - - - - - - Compressive Strength Test Results (ASTM C-39/C-31) Maximum Applied Compressive Strength Rounded Avg. 28-day Compressive Strength (min) 4,000 PSI See Below Unit Weight (pcf) Field - 147.3 Air Temperature @ Time of Placement - 32 °F Concrete Temperature ASTM C-1064 90˚ Max 53 °F Slump (in) ASTM C-143 3-5" 3 1/2" Air Content (%) ASTM C-231 3.5-6.5% 5.0% Project Specifications and Test Results Test Specifications Results Sampled At (yards) Field Personnel JG 1735 Sample Time 9:10 AM Water Added On Site 0 Placement Type Chute Ticket # 49151920 Batch Time 8:41 AM Truck # Location NEC of Building - 100'S - 10' E Mix Code A4780 Curb & Gutter Placement Date 12/11/18 Supplier Martin Marietta General Set # 3 Application 19-2015 Summary of Cast-In-Place Concrete Test MADWIRE (3405 TIMBERLINE) Fort Collins, Colorado 2 of 20 Age Specimen (days) 1.3a 3 1.3b 3 1.7a 7 1.7b 7 1.14a 14 1.14b 14 1.28a 28 1.28b 28 1.56a 56 1.56b 56 - Specimen Diameter = 4 in Specimen Cross-Sectional Area = 12.57 sq in - - - - - - 7265 7140 88030 Cone/Shear 7005 - - - - - - - 91300 Cone/Shear - 72420 Cone/Shear 5763 5690 70485 Cone/Shear 5609 Load (lbs) Failure Type (psi) (psi) - - - - - - Compressive Strength Test Results (ASTM C-39/C-31) Maximum Applied Compressive Strength Rounded Avg. 28-day Compressive Strength (min) 4,000 PSI See Below Unit Weight (pcf) Field - 148.8 Air Temperature @ Time of Placement - 20 °F Concrete Temperature ASTM C-1064 90˚ Max 51 °F Slump (in) ASTM C-143 3-5" 3" Air Content (%) ASTM C-231 3.5-6.5% 5.0% Project Specifications and Test Results Test Specifications Results Sampled At (yards) Field Personnel JG 743 Sample Time 9:20 AM Water Added On Site 0 Placement Type Chute Ticket # 49152074 Batch Time 8:23 AM Truck # Location SEC of Building - 10' N 50' E Mix Code A4780 Curb & Gutter Placement Date 12/13/18 Supplier Martin Marietta General Set # 4 Application 19-2015 Summary of Cast-In-Place Concrete Test MADWIRE (3405 TIMBERLINE) Fort Collins, Colorado 1 of 10 Age Specimen (days) 1.3a 3 1.3b 3 1.7a 7 1.7b 7 1.14a 14 1.14b 14 1.28a 28 1.28b 28 1.56a 56 1.56b 56 - Specimen Diameter = 4 in Specimen Cross-Sectional Area = 12.57 sq in - - - - - - 5769 6000 78350 Cone/Shear 6235 - - - - - - - 72490 Cone/Shear - 55250 Cone/Shear 4397 4540 58740 Cone/Shear 4674 Load (lbs) Failure Type (psi) (psi) - - - - - - Compressive Strength Test Results (ASTM C-39/C-31) Maximum Applied Compressive Strength Rounded Avg. 28-day Compressive Strength (min) 4,000 PSI See Below Unit Weight (pcf) Field - 146.0 Air Temperature @ Time of Placement - 39 °F Concrete Temperature ASTM C-1064 90˚ Max 58 °F Slump (in) ASTM C-143 3-5" 3" Air Content (%) ASTM C-231 3.5-6.5% 6.5% Project Specifications and Test Results Test Specifications Results Sampled At (yards) Field Personnel JG 210 Sample Time 11:20 AM Water Added On Site 0 Placement Type Chute Ticket # 49152207 Batch Time 10:40 AM Truck # Location East Lot Mix Code A4780 Curb & Gutter Placement Date 12/14/18 Supplier Martin Marietta General Set # 5 Application 19-2015 Summary of Cast-In-Place Concrete Test MADWIRE (3405 TIMBERLINE) Fort Collins, Colorado 1 of 10 Age Specimen (days) 1.3a 3 1.3b 3 1.7a 7 1.7b 7 1.14a 14 1.14b 14 1.28a 28 1.28b 28 1.56a 56 1.56b 56 - Specimen Diameter = 4 in Specimen Cross-Sectional Area = 12.57 sq in - - - - - - 5886 6170 80995 Cone/Shear 6445 - - - - - - - 73970 Cone/Shear - 45310 Cone/Shear 3606 4160 59260 Cone/Shear 4716 Load (lbs) Failure Type (psi) (psi) - - - - - - Compressive Strength Test Results (ASTM C-39/C-31) Maximum Applied Compressive Strength Rounded Avg. 28-day Compressive Strength (min) 4,000 PSI See Below Unit Weight (pcf) Field - 146.0 Air Temperature @ Time of Placement - 39 °F Concrete Temperature ASTM C-1064 90˚ Max 58 °F Slump (in) ASTM C-143 3-5" 3" Air Content (%) ASTM C-231 3.5-6.5% 6.5% Project Specifications and Test Results Test Specifications Results Sampled At (yards) Field Personnel JG 210 Sample Time 11:20 AM Water Added On Site 0 Placement Type Chute Ticket # 49152207 Batch Time 10:40 AM Truck # Location East Lot Mix Code A4780 Parking Pad Placement Date 12/20/18 Supplier Martin Marietta General Set # 6 Application 19-2015 Summary of Cast-In-Place Concrete Test MADWIRE (3405 TIMBERLINE) Fort Collins, Colorado 1 of 6 Age Specimen (days) 1.3a 3 1.3b 3 1.7a 7 1.7b 7 1.14a 14 1.14b 14 1.28a 28 1.28b 28 1.56a 56 1.56b 56 - Specimen Diameter = 4 in Specimen Cross-Sectional Area = 12.57 sq in - - - - - - 5537 5250 62360 Cone/Shear 4962 - - - - - - - 69580 Cone/Shear - 55195 Cone/Shear 4392 4530 58640 Cone/Shear 4666 Load (lbs) Failure Type (psi) (psi) - - - - - - Compressive Strength Test Results (ASTM C-39/C-31) Maximum Applied Compressive Strength Rounded Avg. 28-day Compressive Strength (min) 4,000 PSI See Below Unit Weight (pcf) Field - 146.4 Air Temperature @ Time of Placement - 34 °F Concrete Temperature ASTM C-1064 90˚ Max 54 °F Slump (in) ASTM C-143 3-5" 4" Air Content (%) ASTM C-231 3.5-6.5% 5.3% Project Specifications and Test Results Test Specifications Results Sampled At (yards) Field Personnel JG 1917 Sample Time 1:30 PM Water Added On Site 0 Placement Type Chute Ticket # 49154594 Batch Time 12:40 PM Truck # Location Pylaster O Mix Code A3714 Footings Placement Date 2/21/19 Supplier Martin Marietta General Set # 7 Application 19-2015 Summary of Cast-In-Place Concrete Test MADWIRE (3405 TIMBERLINE) Fort Collins, Colorado 1 of 6 Age Specimen (days) 1.3a 3 1.3b 3 1.7a 7 1.7b 7 1.14a 14 1.14b 14 1.28a 28 1.28b 28 1.56a 56 1.56b 56 19-2015 Summary of Cast-In-Place Concrete Test MADWIRE (3405 TIMBERLINE) Fort Collins, Colorado General Set # 8 Application Location S F - 5 Pad Mix Code A3714 West Deck Foundation Placement Date 2/28/19 Supplier Martin Marietta 1724 Sample Time 2:05 PM Water Added On Site 0 Placement Type Chute Ticket # 49154890 Batch Time 1:31 PM Truck # Sampled At (yards) Field Personnel JG Project Specifications and Test Results Test Specifications Results Slump (in) ASTM C-143 3-5" 5" Air Content (%) ASTM C-231 3.5-6.5% 4.0% Unit Weight (pcf) Field - 145.6 Air Temperature @ Time of Placement - 48 °F Concrete Temperature ASTM C-1064 90˚ Max 70 °F Compressive Strength Test Results (ASTM C-39/C-31) Maximum Applied Compressive Strength Rounded Avg. 28-day Compressive Strength (min) 4,000 PSI See Below - 65770 Cone/Shear 5234 5120 62795 Cone/Shear 4997 Load (lbs) Failure Type (psi) (psi) - - - - - - 6429 6310 77710 Cone/Shear 6184 - - - - - - - 80785 Cone/Shear - Specimen Diameter = 4 in Specimen Cross-Sectional Area = 12.57 sq in - - - - - - 1 of 20 Age Specimen (days) 1.3a 3 1.3b 3 1.7a 7 1.7b 7 1.14a 14 1.14b 14 1.28a 28 1.28b 28 1.56a 56 1.56b 56 19-2015 Summary of Cast-In-Place Concrete Test MADWIRE (3405 TIMBERLINE) Fort Collins, Colorado General Set # 9 Application Location NW Corner Mix Code A3714 Column Pads Placement Date 3/11/19 Supplier Martin Marietta 1732 Sample Time 1:15 PM Water Added On Site 0 Placement Type Chute Ticket # 49155145 Batch Time 12:22 PM Truck # Sampled At (yards) Field Personnel JG Project Specifications and Test Results Test Specifications Results Slump (in) ASTM C-143 3-5" 4" Air Content (%) ASTM C-231 3.5-6.5% 4.5% Unit Weight (pcf) Field - 143.2 Air Temperature @ Time of Placement - 52 °F Concrete Temperature ASTM C-1064 90˚ Max 65 °F Compressive Strength Test Results (ASTM C-39/C-31) Maximum Applied Compressive Strength Rounded Avg. 28-day Compressive Strength (min) 4,000 PSI See Below - 52230 Cone/Shear 4156 3890 45550 Cone/Shear 3625 Load (lbs) Failure Type (psi) (psi) - - - - - - 5020 5040 63515 Cone/Shear 5054 - - - - - - - 63085 Cone/Shear - Specimen Diameter = 4 in Specimen Cross-Sectional Area = 12.57 sq in - - - - - - 1 of 32 Age Specimen (days) 1.3a 3 1.3b 3 1.7a 7 1.7b 7 1.14a 14 1.14b 14 1.28a 28 1.28b 28 1.56a 56 1.56b 56 - Specimen Diameter = 4 in Specimen Cross-Sectional Area = 12.57 sq in - - - - - - 6337 6550 85090 Cone/Shear 6771 - - - - - - - 79635 Cone/Shear - 60620 Cone/Shear 4824 5240 70950 Cone/Shear 5646 Load (lbs) Failure Type (psi) (psi) - - - - - - Compressive Strength Test Results (ASTM C-39/C-31) Maximum Applied Compressive Strength Rounded Avg. 28-day Compressive Strength (min) 4,000 PSI See Below Air Temperature @ Time of Placement - 50 °F Concrete Temperature ASTM C-1064 90˚ Max 70 °F 5.3% Unit Weight (pcf) Field - 144.0 Slump (in) ASTM C-143 3-5" 4" Air Content (%) ASTM C-231 5-8% Project Specifications and Test Results Test Specifications Results Sampled At (yards) Field Personnel GR 1623 Sample Time 11:05 AM Water Added On Site 0 Placement Type Chute Ticket # 49155517 Batch Time 10:36 AM Truck # Location Danfield Court Mix Code HE4348 Crosspan Placement Date 3/22/19 Supplier Martin Marietta General Set # 10 Application 19-2015 Summary of Cast-In-Place Concrete Test MADWIRE (3405 TIMBERLINE) Fort Collins, Colorado 12 of 22 Age Specimen (days) 1.3a 2 1.3b 2 1.7a 7 1.7b 7 1.14a 14 1.14b 14 1.28a 28 1.28b 28 1.56a 56 1.56b 56 - Specimen Diameter = 4 in Specimen Cross-Sectional Area = 12.57 sq in - - - - - - 5798 5660 69460 Cone/Shear 5527 - - - - - - - 72860 Cone/Shear - 57660 Cone/Shear 4588 4590 - - - Load (lbs) Failure Type (psi) (psi) 37175 - 2958 2960 - - Compressive Strength Test Results (ASTM C-39/C-31) Maximum Applied Compressive Strength Rounded Avg. 28-day Compressive Strength (min) 3,000 PSI See Below Air Temperature @ Time of Placement - 45 °F Concrete Temperature ASTM C-1064 90˚ Max 50 °F 5.5% Unit Weight (pcf) Field - 146.4 Slump (in) ASTM C-143 5" Max 4" Air Content (%) ASTM C-231 4.5-7.5 % Project Specifications and Test Results Test Specifications Results Sampled At (yards) Field Personnel KR 709 Sample Time 10:45 AM Water Added On Site 0 Placement Type Chute Ticket # 49155978 Batch Time 10:05 AM Truck # Location S end of Wall Mix Code A3714 Wall Placement Date 4/2/19 Supplier Martin Marietta General Set # 11 Application 19-2015 Summary of Cast-In-Place Concrete Test MADWIRE (3405 TIMBERLINE) Fort Collins, Colorado 3 of 12 Age Specimen (days) 1.3a 3 1.3b 3 1.7a 7 1.7b 7 1.14a 14 1.14b 14 1.28a 28 1.28b 28 1.56a 56 1.56b 56 - Specimen Diameter = 4 in Specimen Cross-Sectional Area = 12.57 sq in - - - - - - 5805 5750 71620 Cone/Shear 5699 - - - - - - - 72945 Cone/Shear - 61540 Cone/Shear 4897 4870 60790 Cone/Shear 4838 Load (lbs) Failure Type (psi) (psi) - - - - - - Compressive Strength Test Results (ASTM C-39/C-31) Maximum Applied Compressive Strength Rounded Avg. 28-day Compressive Strength (min) 4,000 PSI See Below Air Temperature @ Time of Placement - 43 °F Concrete Temperature ASTM C-1064 90˚ Max 66 °F 5.0% Unit Weight (pcf) Field - 144.4 Slump (in) ASTM C-143 3-5" 4" Air Content (%) ASTM C-231 3.5-6.5 % Project Specifications and Test Results Test Specifications Results Sampled At (yards) Field Personnel LK 743 Sample Time 10:15 AM Water Added On Site 0 Placement Type Chute Ticket # 49156492 Batch Time 9:46 AM Truck # Location SWC of Building - 10' S 62' W Mix Code A4785 Curb & Gutter Placement Date 4/16/19 Supplier Martin Marietta General Set # 12 Application 19-2015 Summary of Cast-In-Place Concrete Test MADWIRE (3405 TIMBERLINE) Fort Collins, Colorado 3 of 17 Age Specimen (days) 1.3a 3 1.3b 3 1.7a 7 1.7b 7 1.14a 14 1.14b 14 1.28a 28 1.28b 28 1.56a 56 1.56b 56 - Specimen Diameter = 4 in Specimen Cross-Sectional Area = 12.57 sq in * Joe with Neenan informed of high air content - - - - - - 5019 5170 66800 Cone/Shear 5316 - - - - - - - 63070 Cone/Shear - 55232 Cone/Shear 4395 4340 53905 Cone/Shear 4290 Load (lbs) Failure Type (psi) (psi) - - - - - - Compressive Strength Test Results (ASTM C-39/C-31) Maximum Applied Compressive Strength Rounded Avg. 28-day Compressive Strength (min) 4,000 PSI See Below Air Temperature @ Time of Placement - 77 °F Concrete Temperature ASTM C-1064 90˚ Max 68 °F *8.2% Unit Weight (pcf) Field - 139.2 Slump (in) ASTM C-143 3-5" *5" Air Content (%) ASTM C-231 3.5-6.5 % Project Specifications and Test Results Test Specifications Results Sampled At (yards) Field Personnel LK 1918 Sample Time 10:35 AM Water Added On Site 0 Placement Type Pump Ticket # 49157594 Batch Time 10:01 AM Truck # Location Main Lobby - SWC - 5' S 7' W Mix Code A4785 East Patio Placement Date 5/13/19 Supplier Martin Marietta General Set # 13 Application 19-2015 Summary of Cast-In-Place Concrete Test MADWIRE (3405 TIMBERLINE) Fort Collins, Colorado 2 of 29 Age Specimen (days) 1.3a 1 1.3b 1 1.7a 7 1.7b 7 1.14a 14 1.14b 14 1.28a 28 1.28b 28 1.56a 56 1.56b 56 - Specimen Diameter = 4 in Specimen Cross-Sectional Area = 12.57 sq in - - - - - - 5821 5880 74525 Cone/Shear 5931 - - - - - - - 73155 Cone/Shear - 50895 Cone/Shear 4050 4290 56900 Cone/Shear 4528 Load (lbs) Failure Type (psi) (psi) 44330 - 3528 3530 - - Compressive Strength Test Results (ASTM C-39/C-31) Maximum Applied Compressive Strength Rounded Avg. 28-day Compressive Strength (min) 4,500 PSI See Below Air Temperature @ Time of Placement - 76 °F Concrete Temperature ASTM C-1064 90˚ Max 67 °F 5.2% Unit Weight (pcf) Field - 141.6 Slump (in) ASTM C-143 2-4" 4" Air Content (%) ASTM C-231 5-8% Project Specifications and Test Results Test Specifications Results Sampled At (yards) Field Personnel LK 1950 Sample Time 10:30 AM Water Added On Site 0 Placement Type Chute Ticket # 49157780 Batch Time 9:53 AM Truck # Location Drain Pan - SWC of Lot Mix Code HE4348 Perimeter Drain Pan Placement Date 5/15/19 Supplier Martin Marietta General Set # 14 Application 19-2015 Summary of Cast-In-Place Concrete Test MADWIRE (3405 TIMBERLINE) Fort Collins, Colorado 13 of 45 Age Specimen (days) 1.3a 3 1.3b 3 1.7a 7 1.7b 7 1.14a 14 1.14b 14 1.28a 28 1.28b 28 1.56a 56 1.56b 56 - Specimen Diameter = 4 in Specimen Cross-Sectional Area = 12.57 sq in * Jim with Neenan informed of high slump - - - - - - 5821 5880 74525 Cone/Shear 5931 - - - - - - - 73155 Cone/Shear - 50895 Cone/Shear 4050 4290 56900 Cone/Shear 4528 Load (lbs) Failure Type (psi) (psi) - - - - - - Compressive Strength Test Results (ASTM C-39/C-31) Maximum Applied Compressive Strength Rounded Avg. 28-day Compressive Strength (min) 4,000 PSI See Below Air Temperature @ Time of Placement - 58 °F Concrete Temperature ASTM C-1064 90˚ Max 74 °F 6.0% Unit Weight (pcf) Field - 143.7 Slump (in) ASTM C-143 3-5" *6 1/4" Air Content (%) ASTM C-231 3.5% - 6.5% Project Specifications and Test Results Test Specifications Results Sampled At (yards) Field Personnel LK 306 Sample Time 6:42 AM Water Added On Site 0 Placement Type Chute Ticket # 49158684 Batch Time 6:11 AM Truck # Location NEC of Building - 45' S 21' E Mix Code A4785 Parking Area Placement Date 6/6/19 Supplier Martin Marietta General Set # 15 Application 19-2015 Summary of Cast-In-Place Concrete Test MADWIRE (3405 TIMBERLINE) Fort Collins, Colorado 3 of 50 Age Specimen (days) 1.3a 3 1.3b 3 1.7a 7 1.7b 7 1.14a 14 1.14b 14 1.28a 28 1.28b 28 1.56a 56 1.56b 56 - Specimen Diameter = 4 in Specimen Cross-Sectional Area = 12.57 sq in * Jim with Neenan informed of high slump - - - - - - 5845 6140 80885 Cone/Shear 6437 - - - - - - - 73450 Cone/Shear - 59355 Cone/Shear 4723 4740 59660 Cone/Shear 4748 Load (lbs) Failure Type (psi) (psi) - - - - - - Compressive Strength Test Results (ASTM C-39/C-31) Maximum Applied Compressive Strength Rounded Avg. 28-day Compressive Strength (min) 4,000 PSI See Below Air Temperature @ Time of Placement - 60 °F Concrete Temperature ASTM C-1064 90˚ Max 71 °F 6.4% Unit Weight (pcf) Field - 141.6 Slump (in) ASTM C-143 3-5" *6" Air Content (%) ASTM C-231 3.5% - 6.5% Project Specifications and Test Results Test Specifications Results Sampled At (yards) Field Personnel LK 1916 Sample Time 6:30 AM Water Added On Site 0 Placement Type Pump Ticket # 49158779 Batch Time 5:20 AM Truck # Location NWC of Building - 45' S 5' W Mix Code A4785 Slab for West Deck Placement Date 6/7/19 Supplier Martin Marietta General Set # 16 Application 19-2015 Summary of Cast-In-Place Concrete Test MADWIRE (3405 TIMBERLINE) Fort Collins, Colorado Maximum 6/29 6 1 Parking Lot - NEC of Building - 150' S 103' E F5BN20 6/29 5 1 F5BN20 153.2 95% 92-96% Pass 144.3 153.2 94% 92-96% Pass Parking Lot - NEC of Building - 195' S 69' E 153.2 94% 92-96% Pass 144.8 6/29 4 1 F5BN20 145.0 153.2 95% 92-96% Pass 6/29 3 1 Parking Lot - SWC of Building - 185' S 100' W F5BN20 Parking Lot - SWC of Building - 186' S 250' W 153.2 94% 92-96% Pass 144.1 6/29 2 1 F5BN20 143.0 153.2 93% 92-96% Pass 6/29 1 1 Parking Lot - SWC of Building - 186' S F5BN20 Parking Lot - SWC of Building - 186' S 15' W 153.2 95% 92-96% Pass 143.3 6/27 5 1 F5BN20 145.3 153.2 95% 92-96% Pass 6/27 4 1 Parking Lot - NEC of Building - 230' S 58' E F5BN20 Parking Lot - NEC of Building - 105' S 60' E 153.2 94% 92-96% Pass 145.5 6/27 3 1 F5BN20 144.8 153.2 95% 92-96% Pass 6/27 2 1 Parking Lot - NEC of Building - 100' S 39' E F5BN20 Parking Lot - NEC of Building - 200' S 30' E 151.6 95% 92-96% Pass 143.5 145.3 153.2 95% 92-96% Pass 144.1 6/27 1 1 F5BN20 6/25 8 1 F5BN20 6/25 6 1 F5BN20 6/25 7 1 F5BN20 Parking Lot - SWC of Building - 110' S 90' E Parking Lot - SWC of Building - 60' S 69' E Parking Lot - SWC of Building - 80' S Parking Lot - NEC of Building - 33' E 151.6 96% 92-96% Pass 144.3 151.6 95% 92-96% Pass 151.6 96% 92-96% Pass 144.8 142.9 151.6 94% 92-96% Pass 6/25 4 1 F5BN20 145.0 6/25 5 1 F5BN20 Parking Lot - SWC of Building - 126' S 62' E Parking Lot - SWC of Building - 150' S 20' W Pass 6/25 3 1 F5BN20 142.8 151.6 94% 92-96% Pass 6/25 2 1 Parking Lot - SWC of Building - 70' S 60' E F5BN20 144.7 151.6 95% 92-96% Parking Lot - SWC of Building - 100' S 29' W 6/25 1 1 Parking Lot - SWC of Building - 75' S 11' W F5BN20 144.8 151.6 96% 92-96% Pass Correction Gravity Required Percent Percent Gauge Specific Compaction Compaction (Pass/Fail) Fort Collins, Colorado Project # 19-2015 June 2019 Field Asphaltic Concrete Density Test Summary MADWIRE Approximate Test Location Lift Top Supplier Asphalt Specialties Co. Truck # TSD06 Ticket # 265188 Sample Date/Time 6/25/2019 @ 10:55 AM Location SWC of Building - 100' S 50' E Asphalt Mix F5BN20 No. 100 - 11% No. 200 - 7.4% No. 30 - 28% No. 50 - 18% 52% No. 16 - 39% No. 4 - 65% No. 8 - 3/8" - 92% 1/2" - 98% 3/4" - 100% 1" 100% SIEVE ANALYSIS (ASTM C-136 & C-117) SIEVE SIZE SPECIFICATION PERCENT PASSING 1 1/2" 100% 5.5% - +/- - EXTRACTION (ASTM D-2172) ASPHALT CONTENT (%) MIX DESIGN SPECIFICATION ASPHALT EXTRACTION/GRADATION TEST SUMMARY MADWIRE Fort Collins, Colorado Project # 19-2015 June 2019 Sample Date/Time 6/25/2019 Location Sampled by Asphalt Specialties Asphalt Mix F5BN20 Lift Top Supplier Asphalt Specialties Co. Truck # TSD04 Ticket # 265202 No. 100 - 10% No. 200 - 6.8% No. 30 - 27% No. 50 - 17% 3/8" - 83% No. 4 - 70% No. 8 - 54% No. 16 - 40% 3/4" - 99% 1/2" - 87% SIEVE ANALYSIS (ASTM C-136 & C-117) SIEVE SIZE SPECIFICATION PERCENT PASSING 1 1/2" 100% 1" 100% EXTRACTION (ASTM D-2172) ASPHALT CONTENT (%) MIX DESIGN SPECIFICATION 5.3% - +/- - MADWIRE Fort Collins, Colorado Project # 19-2015 June 2019 ASPHALT EXTRACTION/GRADATION TEST SUMMARY Technician: Pappert, Jack Date: 01/16/2019 Type of Inspection: Visual Weld (AWS D1.1 Table 6.1) / High Strength Bolt (AISC Spec. for Structural Joints Using ASTM A325 or A490 Bolts, Sect. 8,9) / Anchor Bolts (Project Specifications) Weld Locations: At the Mad Wire remodel, we inspected the 1/4­inch fillet welds of the plates between the added north tube column and the W8 x 40 existing column. We also inspected the 1/4­inch fillet welds of the angles to the south tube column. 7018 electrodes, 1/4 inch fillet welds in the H. V and O positions. We inspected approximately 40 lineal inches of welds. We accepted 100% of the welds we inspected. Bolt Locations: At the Mad Wire remodel, we inspected the 3/4 inch diameter Nucor A325TC bolts for the added beam to the added tube column connections. All of the bolts had been tensioned to snap­off and had washers installed at the time of our inspection. We also inspected the 5/8­inch diameter anchor bolts at the added tube column base plates. All of the anchor bolts were in the snug­ tight condition or greater with washers installed at the time of our inspection. Plans By: Metal Solutions, no. 18039, dated 12­12­18 At the time of our observation, the items observed met the quality standards listed above: Yes Discrepancies were observed, see attached discrepancy list: No Visual Weld and Bolt Observation Report Date: 1/23/2019 Fort Collins 400 North Link Lane Fort Collins, CO 80524 Phone: 970­206­9455 Client: Soilogic 3522 Draft Horse Court Loveland, CO 80538 Project: FC08728.000F­390 Madwire 3405 S Timberline Ft Collins, CO Page 1 of 2 1 Technician: Pappert, Jack Date: 01/24/2019 Type of Inspection: Visual Weld (AWS D1.1 Table 6.1) Weld Locations: We inspected the groove welds of the #4 rebar to the P900 precast embed plates for the Madwire remodel at gridlines 8 @ Q ­ P. We inspected approximately 18 lineal inches of welds, and accepted 100% of the welds we inspected. Plans By: Encon Design LLC, no. 6283, dated 6­1­18. At the time of our observation, the items observed met the quality standards listed above: Yes Discrepancies were observed, see attached discrepancy list: No Visual Weld and Bolt Observation Report Date: 2/6/2019 Fort Collins 400 North Link Lane Fort Collins, CO 80524 Phone: 970­206­9455 Client: Soilogic 3522 Draft Horse Court Loveland, CO 80538 Project: FC08728.000F­390 Madwire 3405 S Timberline Ft Collins, CO Page 1 of 2 1 Technician: Pappert, Jack Date: 02/13/2019 Type of Inspection: Visual Weld (AWS D1.1 Table 6.1) Weld Locations: At the northeast and southeast corners of the main entry tower, we inspected the 1/4­inch fillet welds of the trellis extension beams to the columns. 7018 electrodes, 1/4­inch fillet welds in the H, V, and O positions. We inspected approximately 108 lineal inches of welds and accepted 100% of the welds we inspected. Plans By: Metal Solutions, no. 18039, dated 12­26­18. At the time of our observation, the items observed met the quality standards listed above: Yes Discrepancies were observed, see attached discrepancy list: No Visual Weld and Bolt Observation Report Date: 3/5/2019 Fort Collins 400 North Link Lane Fort Collins, CO 80524 Phone: 970­206­9455 Client: Soilogic 3522 Draft Horse Court Loveland, CO 80538 Project: FC08728.000F­390 Madwire 3405 S Timberline Ft Collins, CO Page 1 of 2 1 Technician: Pappert, Jack Date: 04/15/2019 Type of Inspection: Visual Weld (AWS D1.1 Table 6.1) / High Strength Bolt (AISC Spec. for Structural Joints Using ASTM A325 or A490 Bolts, Sect. 8,9) Weld Locations: At the east side trellis, gridlines 8­8.5 ­ E ­ 100 @ A ­ ZZ, we inspected the butt welds of the tube beam splices, the 3/16­inch fillet welds of the tube beams and clips to the tube beams and of the tube beams to the columns. We also inspected the 3/16­inch groove welds of the tube beams to the columns and the 1/4­inch fillet welds of the relocated beam hanger plates to the tube beams. Red­d­ Arc DX450 machine, 7018 electrodes, 3/16 and 1/4­inch fillet and butt welds in the F, H, and V positions. We inspected approximately 615 lineal inches of welds, of which approximately 2% were re­welded. We accepted 100% of the welds we inspected. Bolt Locations: For the east side trellis framing, gridlines 8­8.5 ­ E ­ 100 @ A ­ ZZ, we inspected the 3/4­inch diameter Nucor A325T bolts for the beam to beam connections. All of the bolts were tensioned to snap­off with washers installed at the time of our inspection. Plans By: Metal Solutions, no. 18039, dated 4­3­19 At the time of our observation, the items observed met the quality standards listed above: Yes Discrepancies were observed, see attached discrepancy list: No Visual Weld and Bolt Observation Report Date: 5/2/2019 Fort Collins 400 North Link Lane Fort Collins, CO 80524 Phone: 970­206­9455 Client: Soilogic 3522 Draft Horse Court Loveland, CO 80538 Project: FC08728.000F­390 Madwire 3405 S Timberline Ft Collins, CO Page 1 of 2 1 Density Date Test # Lift Mix With Theoretical 33 6/24 4 BG Parking Lot Road Base - SEC of Building - 47' S 105' W B 5.8% 134.1 -0.2% 99% Pass Pass 32 6/24 3 BG Parking Lot Road Base - SEC of Building - 44' S 29' W B 6.0% 134.0 0.0% Compaction Requirement Proctor ID: A B Moisture Content Requirement ±2% ±2% Optimum Moisture Content (%) 16.0% 6.0% Maximum Dry Density (pcf) 114.0 136.0 Procedure D-698 D-698 Compaction Requirement 95% Min 95% Min