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HomeMy WebLinkAboutChange Order - 04CONTRACT: CONTRACTOR: CHANGE ORDER: CITY OF RENTON Parks and Recreation Department CONTRACT CHANGE ORDER AGREEMENT CAG-22-015 Active Construction Inc. #04 J(Ul.{2D23 SUMMARY OF PROPOSED CHANGE: Reason/Justification: Import of additional gravel borrow to replace native materials deemed unsuitable for reuse as structural fill due to high silt content and wet-season use per Geotechnical Report, Soils test, and Zipper Geo Field Reports 1 and 3. DESCRIPTION: Item Qty. Description Unit Price Amount No. w/WSST 1 1 Imported gravel borrow to replace unsuitable $ 29,294.13 $ 32,252.84 native materials. Total this Change Order: $ 32,252.84 ORIGINAL CONTRACT CURRENT CONTRACT NET CHANGE REVISED CONTRACT AMOUNT (W/ WSST) AMOUNT THIS ORDER (W/ WSST) TOTAL AFTER CHANGE $ 4,711,486.18 $ 4,787,292.74 $ 32,252.84 $ 4,819,545.58 Additional Calendar Days: (O)No Extension of Time. Completion Date is July 31, 2023 The payment specified and agreed to in this change order includes every claim by the contractor for any extra payment with respect to the work described in this change order. The work covered by this change order must be performed under the same terms and conditions as that included in the original agreement. All of the other terms of the original agreement rem · in effect. SIGNATURES: Contra Project Manager: Date 3/20/23 Approved By: Date: CAG-22-015, CO #4-23 ACTIVE CONSTRUCTION INC. A.C.I. PROJECT A.C.I. PHASE CODE N/A Forward Price JOB #22-023 DATE WORK PERFORMED :R1 HOURS @ RATE TOTAL $0.00 EQUIP. NO. EQUIPMENT DESCRIPTION HOURS @ RATE TOTAL $0.00 UNIT @ RATE TOTAL $0.00 UNIT @ RATE TOTAL $0.00 UNIT @ RATE TOTAL 1280.85 TN @ $19.25 $24,656.36 $24,656.36 TOTALS Labor $0.00 Small Tools 3% $0.00 Safety 2% $0.00 Equipment $0.00 Materials $0.00 Materials Tax 10.1% $0.00 Services $0.00 SUBTOTAL $0.00 Total Subcontracts $24,656.36 Subcontract Markup 12% $2,958.76 SUBTOTAL $27,615.13 FOOH/HOOH 12%$0.00 SUBTOTAL $0.00 B&O 1.00% $276.15 1.00%$0.00 Bond 1.00% $276.15 1.00% $0.00 SUBTOTAL $28,167.43 $0.00 Profit on Subcontracts 4% $1,126.70 SUBTOTAL $29,294.13 Profit (Excludes Subcontracts)8% $0.00 TOTAL $29,294.13 TOTAL $0.00 GRAND TOTAL $29,294.13 ACI ADDITIONAL WORK SUMMARY Philip Arnold Park - City of Renton N/A DESCRIPTION OF WORK Interim cost proposal to furnish and place imported materials at the Philip Arnold Park site. Cost includes the imported material to-date required to supplement the native materail onsite with import structural fill. LABOR CLASS / RATES MANPOWER SUBTOTAL EQUIPMENT SUBTOTAL LABOR EQUIPMENT DESCRIPTION / RATES MATERIAL COSTS DESCRIPTION SUBTOTAL MATERIALS SERVICE COSTS DESCRIPTION SUB CONTRACTOR SUBTOTAL SERVICE SUBTOTAL SUB CONTRACTOR DESCRIPTION IMPORT GRAVEL BORROW GEOTECHNICAL ENGINEERING REPORT PHILIP ARNOLD PARK IMPROVEMENTS 720 Jones Avenue South Renton, Washington Project No. 2294.01 27 October 2020 Prepared for: City of Renton Parks Department and Hough Beck & Baird, Inc. Prepared by: Geoprofessional Consultants 19019 36th Avenue W., Suite E Lynnwood, WA 98036 Philip Arnold Park Improvements Project 2294.01 27 October 2020 Page | 11 Structural Fill Placement and Compaction Construction of proposed retaining walls, pathways, culverts, and structures will require placing limited structural fills to establish final grades. All fill material should be placed in accordance with the recommendations herein for structural fill. Prior to placement, the surfaces to receive structural fill should be observed by a ZGA representative to verify that at least medium dense properly prepared fill or native soil is present. In the event that soft or loose soils are present at the subgrade elevation, the soils should be compacted to a firm and non-yielding condition and to at least 95 percent of the modified Proctor maximum dry density (ASTM D 1557) prior to placing structural fill. This may require partial to complete removal of existing material and replacing it as compacted structural fill. In the event that the soil cannot be adequately compacted, they should be removed as necessary and replaced with granular fill material at a moisture content that allows its compaction to the recommended density. The suitability of soil for use as structural fill depends primarily on the gradation and moisture content of the soil when it is placed. As the amount of fines (that soil fraction passing the US No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult, or impossible, to achieve. Generally, soils containing more than about 5 percent fines by weight (based on that soil fraction passing the US No. 4 sieve) cannot be compacted to a firm, non-yielding condition when the moisture content is more than a few percent from optimum. The optimum moisture content is that which yields the greatest soil density under a given compactive effort. Re-use of On-site Soils: Soils expected to be encountered in excavations across the site include native glacial till, outwash, and existing fill material. The materials typically consist of sand with a variable silt and gravel content, with the outwash including the least amount fines and the glacial till including the most. We anticipate that it will be feasible to re-use the outwash with a lower fines content under a relatively wide variety of weather conditions, but use of soils with more than about 5 percent fines will depend on the weather conditions at the time of placement and compaction. The native outwash is well- suited for use as structural fill. Please note that native glacial till and existing fill material may contain a relatively high silt content. Unless grading takes place during relatively dry weathers, using these materials as structural fill could be difficult due to the high fines content and moisture sensitivity. Re-using over- optimum soils during periods of wetter, cooler weather would likely require stabilization with Portland cement. We recommend that site soils used as structural fill have less than 4 percent organics by weight and have no woody debris greater than ½ inch in diameter. We recommend that all pieces of organic material greater than ½ inch in diameter be picked out of the fill before it is compacted. Organic-rich soil derived from earthwork activities should be used in landscaping areas or be wasted from the site. Imported Structural Fill: Imported structural fill may be required due to weather, wet soil conditions, or other reasons. The appropriate type of imported structural fill will depend on the prevailing weather conditions. During extended periods of dry weather when soil moisture can be controlled, we recommend Technique rejected due to stormwater controls required and higher cost SOILTEST FARM CONSULTANTS - 11 2925 DRIGGS DR Moses Lake , WA 98837 2/14/2023 Soil ACI RED LOAM 1 S23-01366 Date Received: Grower: Sampled By: Field: Laboratory #: Test Results Customer Account #: Customer Sample ID: 74.0Texture:% Sand, 5.0 % Clay, 21.0 % Silt USDA TEXTURE: SANDY LOAM SIEVE % PASSING: 1"= 84.6% 1/2"= 73.6% #10= 49.8% Other Tests: 6.4pH 1:1 E.C. 1:1 m.mhos/cm Est Sat Paste E.C. m.mhos/cm Effervescence Lbs/Acre Ammonium - N mg/kg %1.4 29Organic Matter W.B.ENR: $100.00This is your Invoice #: List Cost:James GraffReviewed by:S23-01366 Account #:101100 We make every effort to provide an accurate analysis of your sample. For reasonable cause we will repeat tests, but because of factors beyond our control in sampling procedures and the inherent variability of soil, our liability is limited to the price of the tests. Recommendations are to be used as general guides and should be modified for specific field conditions and situations. Note: "u" indicates that the element was analyzed for but not detected SOILTEST FARM CONSULTANTS - 11 2925 DRIGGS DR Moses Lake , WA 98837 2/14/2023 Soil ACI CONSERVE TOPSOIL S23-01367 Date Received: Grower: Sampled By: Field: Laboratory #: Test Results Customer Account #: Customer Sample ID: 67.0Texture:% Sand, 8.0 % Clay, 25.0 % Silt USDA TEXTURE: SANDY LOAM SIEVE % PASSING: 1"= 97.5% 1/2"= 88.6% #10= 51.3% Other Tests: 6.4pH 1:1 E.C. 1:1 m.mhos/cm Est Sat Paste E.C. m.mhos/cm Effervescence Lbs/Acre Ammonium - N mg/kg %3.6 71Organic Matter W.B.ENR: $100.00This is your Invoice #: List Cost:James GraffReviewed by:S23-01367 Account #:101100 We make every effort to provide an accurate analysis of your sample. For reasonable cause we will repeat tests, but because of factors beyond our control in sampling procedures and the inherent variability of soil, our liability is limited to the price of the tests. Recommendations are to be used as general guides and should be modified for specific field conditions and situations. Note: "u" indicates that the element was analyzed for but not detected Zipper Geo Associates, LLC Geoprofessional Consultants 19019 – 36th Avenue West, Suite E Lynnwood, Washington 98036 Phone: 425-582-9928 Fax: 425-582-9930 Daily Field Report Transmittal Date: 18 January 2023 ZGA Project No. 2294.01 Philip Arnold Park To: HBB Landscape Architecture 2101 – 4th Avenue, Unit 1800 Seattle, Washington 98121 Attn: Mr. Dean Koonts, ASLA cc: Ms. Betsy Severtsen, RLA, ASLA, City of Renton, Parks Planning & Natural Resources Transmitted via: US Mail Email Daily Field Reports Date 1 1.18.23 Signed: David C. Williams, LG, LEG Zipper Geo Associates Daily Field Report ZGA Project No.: 2294.01 Daily Field Report No.: 1 Page: 1 of 2 Project: Philip Arnold Park Location: 720 Jones Avenue South, Renton, WA Client: HBB Landscape Architecture Contractor: Active Construction, Inc. (ACI) ZGA Field Rep: D. Williams Permit No.: NA Date: 1.18.23 Arr./Dep. Time: 8:45 am / 9:50 am Weather Cloudy, breezy, moderate rain, 40s Equipment Used: None working while on site Reviewed by: D. Williams This field report presents the results of our on-site testing as well as the observations and opinions of the field representative regarding the contractor’s activities. The contractor is responsible to complete the project in accordance with the approved plans and specifications regardless of our presence on site and our observations and test results. Our services do not include supervision or direction of the contractor’s work of that of its subcontractors or responsibility for job site safety. We visited the site today at the request of Betsy Severtsen with Parks. The purpose of our visit was to meet with Betsy and also with Jesse Martin (ACI superintendent) to observe site conditions, and to discuss options available for fill placement and compaction. Our observations, conclusions, and recommendations are summarized below. Upon arrival, and prior to Betsy’s arrival, we met with Jesse and he relayed the conditions that ACI has encountered when excavating on-site soils and placing and compacting them. Much of the on-site soil is moisture-sensitive, and Jesse indicated that some of the soil encountered to date has had in situ moisture contents high enough relative to the optimum moisture content that achieving adequate compaction has been difficult. ACI has taken steps to help avoid allowing the existing soils to become wetter during rainy weather, such as keeping stripped subgrades, fill embankments, and stockpiles covered with plastic sheeting, only exposing and working relatively small areas at a time, and not working when conditions are too wet (such as today). Jesse concurred with our comment that at this time of year it is difficult, it not impossible, to dry wet-of-optimum soils due to the relatively low temperatures, high humidity, and frequent lack of wind. Following Betsy’s arrival, we observed three sections of a large soil stockpile located southeast of the basketball court. Soil at two of the locations consisted of brown sand with some silt and gravel while the third consisted of gravelly sand with a relatively low fines content. Based on visual observation, we estimated that the two samples with some silt were above the likely optimum moisture content and that the cleaner sample was likely at a moisture content that would allow compaction to the required 95 percent (per ASTM D 1557) in structural fill locations, albeit toward the higher end of the preferred moisture content range. The soil at all three locations had an insignificant organic content. We subsequently observed soils exposed at the stripped subgrade elevation along the future trail location between the stockpile and the tennis court (our observations were made adjacent to the plastic sheeting that ACI had placed above the stripped surface). Soils we observed at three locations were similar to those we observed in the stockpile. We also observed a section of structural fill north of the tennis court that had been placed and compacted last week. The material consisted of sand with some silt and gravel and a low organic content. The material appeared wet of the likely optimum- moisture content, in our opinion. Jesse indicated that a density test compacted by MTC in the compacted material indicated slightly less than 90 percent compaction (95 percent is required at this location). Zipper Geo Associates Daily Field Report ZGA Project No.: 2294.01 Daily Field Report No.: 1 Page: 2 of 2 Project: Philip Arnold Park Date: 1.18.23 19019 36th Avenue W., Suite E, Lynnwood, WA 98036 P (425) 582-9928 F (425) 582-9930 We subsequently discussed options available for moving forward with structural fill placement and compaction in consideration of 1) the relatively high moisture content of the currently stockpiled soil relative to its use as structural fill where 95 percent compaction is required, 2) current wet site conditions, and 3) expected wet site conditions for the foreseeable future. We offered the following conclusions and recommendations regarding practices that may be considered in addition to the current methods employed by ACI (limiting site disturbance, wet weather avoidance, and protecting exposed soils with plastic sheeting): •A common solution to the situation where the moisture content of on-site soils is too high to allow adequate compaction and weather conditions are such that drying is not feasible, is to replace the on-site soil with imported select granular fill with a very low fines content and a moisture content that allows adequate compaction. However, please note that during extremely wet conditions, it may be difficult or impossible to adequately compact even select granular fill. •In a similar vein, we do not recommend attempting to mix dry-of-optimum imported soils with wet-of-optimum site soils. It has been our experience that more often than not this process only renders the imported soil too wet to compact adequately. •Amending wet-of-optimum site soils with about 3 to 4 percent Portland cement is a common practice that can be very effective. This can be done on a small, localized basis or on a wide-scale basis as called for by site circumstances. When done on a larger scale, it may be necessary to evaluate the pH of stormwater running off amended soils in order to avoid negatively impacting off-site runoff. •It would be feasible to use some of the wet-of-optimum soils in fill embankments in landscaping areas where less than 95 percent compaction is specified. •Frequent construction traffic above adequately prepared subgrades or adequately compacted but moisture- sensitive structural fill under wet site conditions is likely to result in disturbance of the otherwise adequate soils. In cases like this, it is not uncommon to establish temporary haul roads or traffic routes composed on compacted select granular fill or crushed rock that will protect the underlying soils and that may be re-used in other locations on site. Zipper Geo Associates, LLC Geoprofessional Consultants 19019 – 36th Avenue West, Suite E Lynnwood, Washington 98036 Phone: 425-582-9928 Fax: 425-582-9930 Daily Field Report Transmittal Date: 30 January 2023 ZGA Project No. 2294.01 Philip Arnold Park To: HBB Landscape Architecture 2101 – 4th Avenue, Unit 1800 Seattle, Washington 98121 Attn: Mr. Dean Koonts, ASLA cc: Ms. Betsy Severtsen, RLA, ASLA, City of Renton, Parks Planning & Natural Resources Mr. Chase Castona, PE, PND Transmitted via: US Mail Email Daily Field Reports Date 1 1.18.23 2 1.25.23 3 1.27.23 Signed: David C. Williams, LG, LEG Zipper Geo Associates Daily Field Report ZGA Project No.: 2294.01 Daily Field Report No.: 3 Page: 1 of 5 Project: Philip Arnold Park Location: 720 Jones Avenue South, Renton, WA Client: HBB Landscape Architecture Contractor: Active Construction, Inc. (ACI) ZGA Field Rep: B. Fowler Permit No.: NA Date: 1.27.23 Arr./Dep. Time: 10:00 am / 12:00 pm Weather Mostly cloudy, clam, 40s Equipment Used: CAT 420D backhoe, CAT 308 excavator, JD 644K front loader, vibratory sled compactor Reviewed by: D. Williams This field report presents the results of our on-site testing as well as the observations and opinions of the field representative regarding the contractor’s activities. The contractor is responsible to complete the project in accordance with the approved plans and specifications regardless of our presence on site and our observations and test results. Our services do not include supervision or direction of the contractor’s work of that of its subcontractors or responsibility for job site safety. We visited the site today at the request of Betsy Severtsen with Parks. The purpose of our visit was to observe site conditions and to discuss options available for fill placement and compaction. Our observations, conclusions, and recommendations are summarized below. Upon arrival, we observed that ACI had began importing an alternative granular fill material to be used as structural fill to raise grade for the new trail/walkway areas. The new import fill material appeared close to optimum moisture and contained about 5 percent or less fines based on visual observation. In our opinion, this new material appears to be of a higher quality and would likely be less moisture sensitive than what was previously observed on site. We collected a small sample of the material for laboratory testing. We observed that ACI had placed roughly 1 to 2 feet of the new import granular fill overtop the prepared subgrade for about 100 linear feet of the trail/walkway just north of the tennis courts. ACI indicated that the material was placed in roughly 8- to 10-inch thick lifts and compacted via several passes with a vibratory sled. The compacted material generally appeared firm, non-yielding based on hand proving and visual observation. It is our understanding that MTC had collected a sample of the material the previous day and would evaluate the compaction of the material via nuclear density testing prior to placement of crushed rock. Additionally, while on site we observed the stockpile of native soil proposed to be utilized as fill in future landscaping areas. The stockpile was covered with plastic tarping . We removed the plastic at several locations and observed two different sections of native soil that had been segregated in the stockpile. The darker colored section of the stockpile (west side of the stockpile) generally consisted of wet, brown to dark brown, silty sand, with some gravel and varia ble concentrations of fine roots and organics. In our opinion, this material would likely be difficult to compact in its current wet of optimum condition and would be moisture sensitive if placed in wet weather. The eastern and central portions of the pile generally consisted of moist to wet, brown and light grayish brown, sand with silt, with gravel and minimally low fines content. Although varied, the moisture content of the material in the lighter colored section of the stockpile appeared closer to optimum moisture, contained less fines, and therefore would likely be less moisture sensitive during wet weather. In our opinion, some of the wet-of-optimum soil already stockpiled on site could potentially be used in fill Zipper Geo Associates Daily Field Report ZGA Project No.: 2294.01 Daily Field Report No.: 3 Page: 2 of 5 Project: Philip Arnold Park Date: 1.27.23 19019 36th Avenue W., Suite E, Lynnwood, WA 98036 P (425) 582-9928 F (425) 582-9930 embankments in landscaping areas where less than 95 percent compaction is specified. We shared our observations and conclusions with ACI and Betsy Severtsen with Parks prior to our departure. Compacted structural fill north of tennis courts Zipper Geo Associates Daily Field Report ZGA Project No.: 2294.01 Daily Field Report No.: 3 Page: 3 of 5 Project: Philip Arnold Park Date: 1.27.23 19019 36th Avenue W., Suite E, Lynnwood, WA 98036 P (425) 582-9928 F (425) 582-9930 Southeastern section of stockpile with more granular native soil Zipper Geo Associates Daily Field Report ZGA Project No.: 2294.01 Daily Field Report No.: 3 Page: 4 of 5 Project: Philip Arnold Park Date: 1.27.23 19019 36th Avenue W., Suite E, Lynnwood, WA 98036 P (425) 582-9928 F (425) 582-9930 Western section of stockpile with silty sand and variable organics Zipper Geo Associates Daily Field Report ZGA Project No.: 2294.01 Daily Field Report No.: 3 Page: 5 of 5 Project: Philip Arnold Park Date: 1.27.23 19019 36th Avenue W., Suite E, Lynnwood, WA 98036 P (425) 582-9928 F (425) 582-9930 1.30.23 Addendum The five samples of fill material we collected on 1.27.23 were returned to our lab for oven-dried moisture content determinations. The results are listed below. The siltier soils from the southwest and west sides of the stockpile had high moisture contents relative to the optimum moisture contents of the samples tested to date by MTC. Sample Moisture Content (percent) SW side of stockpile 13.9 West side of stockpile 13.0 East side of stockpile 5.9 Central portion of stockpile 9.7 Imported gravelly sand 5.7 The three native soil samples tested by MTC had maximum dry densities ranging from 127.4 pcf to 140.0 pcf and optimum moisture contents ranging from 6.7 percent to 9.1 percent. The tested soils had moisture contents ranging from 9.2 percent to 12.6 percent when samples, indicating moisture contents of 2.1 to 6 percent above optimum. The MTC tests and our recent moisture content results illustrate how variable the on-site soil moisture contents are relative to optimum and that successful use of the material in areas where 95 percent density is required will necessitate selective use of excavated or stockpiled material.