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HomeMy WebLinkAboutSWP2701997 TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences January 23, 1997 Project No. T-3065-1 U.S. Rentals c/o Mr. Bart Treece Treece and Company 320-2nd Avenue South, Suite 200 Kirkland,Washington 98033 Subject: Geotechnical Report Revision U.S. Rentals SW 34th Street and Lind Avenue Renton, Washington Reference: 1. Geotechnical Report, Warehouse/Office Facility, by Terra Associates, Inc. dated February 9, 1996 Dear Mr.Treece: We understand that the subject site will be developed by U.S. Rentals as a new rental facility. The proposed construction will differ considerably from what we expected and evaluated in the referenced report. Accordingly, you have asked us to review our recommendations with respect to the planned construction. A preliminary grading plan for the project by Treece and Company dated January 3, 1997 shows that a 10,600 square foot office/rental building will be situated within the central portion of the site. With existing site grades at Elev. 16, an approximately two-foot thick fill pad will be required to construct the building to the proposed finished floor elevation of 18.5 feet. We understand the building will be of metal-frame construction that will impose relatively light foundation loads. With the planned building, we expect relatively low floor slab loading of approximately 150 to 200 pounds per square foot (psf). As we discussed with you, the recommendations in our referenced report pertaining to site preparation and foundation design would still be applicable for the revised site development. However, because of the reduced building loads and the type of construction planned, we do not believe it will be necessary to surcharge the site to the extent or magnitude recommended for the previously planned structure. The revision to our surcharge recommendations is to reduce the four foot surcharge fill above the finished floor subgrade elevation to a minimum of six inches. Following fill placement, monitoring for settlements should be completed as previously recommended in our referenced report. RECEIVE APR 18 1997 12525 Willows Road, Suite 101, Kirkland, Washington 98034 • Phone (206) 821-7777 Mr. Bart Treece January 23, 1997 We estimate that the 2.5-foot thick fill pad will induce primary settlements of about 2-1/4 inches within the peat and clayey silt layers underlying the building area. Analysis indicates that these settlements should occur within about six weeks. The time rate for these expected settlements can be accelerated by placing additional depth of surcharge fill. For four feet of surcharge fill above the finished subgrade elevation, analysis indicates that the expected settlements would occur within two to three weeks. Following successful completion of the preload program, we estimate that post-construction primary settlements will range from 1/2 to 1 inch. Secondary compression of the peat layer beneath the building will continue for several years once the primary settlements are complete. We estimate that over a 50 year period, up to 1-1/2 inches of settlement will occur in addition to the primary settlements. Approximately 75 percent of the secondary settlements will occur within the initial ten years of the life of the structure. Local variations in building loads and subsurface conditions will introduce a differential component to the above settlements. Accordingly, you should expect some building movements and cracking of the floor slabs during the initial years of the life of the structure. If the risk of building settlement as discussed is not acceptable to you, then we recommend implementing the . surcharge program outlined in the referenced geotechnical report. Other than the modification to the building surcharge, all other geotechnical recommendations for design and construction remain valid. We trust the information presented is sufficient to meet your current needs. If you have any questions or need additional information, please call. Sincerely yours, TERRA ASSOCIATES,INC. Kevin P. Roberts P •�. Project Engineer eodore J. Sc , P. Principal Engine ' 26742 W '�srsp KPR/TJS:tm ��IR€s 6/18/9$ Project No.T-3065-1 Page No. 2 .......... .......... ....... ... ........... .. ................ .................... .......... ... ............ ............. ........... ............. .......1 ........... "s GEOTECHNICAL REPORT .: Warehouse/Office Facility r SW 34th Street and Lind Avenue Renton, Washington Project No. T-3065 M. .,'s .ng f Terra Associates, Inc. Q gg .: .:.. c l Prepared for: Powell Development Company Kirkland, Washington February 9, 1996 L_ ....... -_..._ l TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences February 9, 1996 Project No. T-3065 Mr. Peter Powell Powell Development Company 737 Market Street Kirkland, Washington 98033 Subject: Geotechnical Report Warehouse/Office Facility SW 34th Street and Lind Avenue Renton, Washington Dear Mr. Powell: As requested, we have conducted a geotechnical engineering study for the subject project. In general, the site is underlain by five to six feet of dense granular fill overlying two to four feet of clayey silt, organic silt, and peat. These compressible soils are underlain by medium dense.to dense alluvial sands. To reduce post-construction settlements to what may be considered to tolerable levels, we recommend that the building area be pre-loaded with a surcharge fill. Following successful completion of the surcharge program, the proposed warehouse/office facility may be constructed using conventional spread footings placed on the existing fill or on new structural fell, as required. If the estimated post-construction differential settlements of 1/2 inch cannot be tolerated by the construction,you should plan for deep foundation support or removal of the organic consolidating layer. The attached report describes our exploration and explains our recommendations in greater detail. We trust this information is sufficient for your present needs. Please call if you have any questions or need additional information. Sincerely yours, I TERRA A I = Kevin P R� erts, III Project Xgjneer -, 4 2 ,742 _ T eodore J. Sc he P_r Principal-£n.gineer___._...__ EXPIRES KPR/TJS:eb cc: Mr. Bart Treece, Horton Dennis and Associates, Inc. 12525 Willows Road, Suite 101, Kirkland, Washington 98034 Phone (206) 821-7777 1 TABLE OF CONTENTS Page r1 1.0 Project Description I 2.0 Scope of Work 1 3.0 Site Conditions 2 3.1 Surface 2 i 3.2 Soils 2 3.3 Groundwater 2 3.4 Seismic Hazards 3 4.0 Discussion and Recommendations 3 4.1 General 3 4.2 Site Preparation and Grading 4 4.3 Surcharge and Settlements 5 4.4 Spread Footing Foundations 6 4.5 Excavate and Refill Procedure 7 4.6 Timber Piling 7 4.7 Augercast Piling g 4.8 Slab-on-grade Floors 8 4.9 Excavations 9 4.10 Utilities 9 4.11 Lateral Earth Pressures 9 4.12 Drainage 10 4.13 Pavements 10 5.0 Additional Services 11 6.0 Limitations 11 Figures Vicinity Map Figure I Exploration Location Plan Figure 2 Typical Settlement Marker Detail Figure 3 Reinforced Soil Wall Section Figure 4 QAppendix Field Exploration and Laboratory Testing Appendix A a (i) Geotechnical Report Warehouse/Office Facility SW 34th Street and Lind Avenue Renton, Washington J 1.0 PROJECT DESCRIPTION The project will consist of construction of a warehouse/office facility in Renton, Washington. The location of the project site is shown on the Vicinity Map, Figure 1. Horton Dennis and Associates, Inc. provided an undated conceptual site plan showing the location of the warehouse facility and associated loading and parking areas. The site plan shows a 65,400 square foot warehouse building occupying the central portion of the site. Truck loading areas will be located at the eastern and western sides of the building. Parking areas will lie within the northern and western sections of the site. Whiles specific design details are not available to us we expect the warehouse building p g p b d g will be constructed using pre-cast concrete tilt-up wall panels or masonry blocks. Grades at the site may be raised up four to six feet above existing site grades to create a dock-high floor level. We anticipate building loads will be about three kips per lineal foot along walls, 80 to 100 kips for columns, with floor loads of approximately 200 to 300 { pounds per square foot(psf). f , The recommendations in the following sections of this report are based on our understanding of the project's design features. We should review final design drawings and specifications to verify that our recommendations have been properly interpreted and incorporated into project design. 1 � 2.0 SCOPE OF WORK On January 9, 1996, we drilled two test borings at the site to depths of 28.5 and 29 feet below existing site grades. We also reviewed and used test boring information from the adjacent Farwest Steel site. Using the information obtained from the subsurface exploration, we performed analyses to develop geotechnical arecommendations for project design and construction. Specifically,this report addresses the following: • Soil and groundwater conditions • Site preparation and grading U • Foundation alternatives • Surcharge and settlements U • Lateral earth pressures • Slab-on-grade floors • Utilities • Pavements 0 Drainage requirements i , February 9, 1996 Project No. T-3065 3.0 SITE CONDITIONS 3.1 Surface The subject site is located at the southeast corner of the intersection of SW 34th Street and Lind Avenue in Renton, Washington. This location is shown on Figure 1. The site is bounded to the south and north by undeveloped property and SW 34th Street, respectively. Lind Avenue bounds the site on the west. An open, undeveloped parcel (Farwest Steel site) bounds the site on the east. The site and vicinity are flat. An existing railroad spur track enters the northeastern corner of the property and curves in a southwestward direction to join a track leading west of the site. We noted that the track was raised slightly above surrounding grades. We observed shallow ditches filled with standing water adjacent to the spur 4 ; track. Vegetation at the site consisted of sparse grasses. Standing water was observed over much of the site at the time of our visit. Stormwater drainage from adjacent roadways is directed to storm drains along curbs and gutters located along the northern and western margin of the site. 3.2 Soils The soil conditions at the site generally consist of sand with gravel and silt fill overlying a variably thick layer of compressible peat, clayey silt, or organic silt. The compressible soils were underlain by generally competent sand and silty sand deposits. S.� Each boring showed fill soil comprised of sand with gravel and silt to a depth of about five feet. This material was generally medium dense to dense, indicating it was compacted. The compressible native soils under the fill consisted mostly of dark brown silty peat, gray organic silt, or gray to brown clayey silt. These soils occur at five feet below existing grades and were between two and four feet thick. Interbeds of black to brown sand that was fine to coarse-grained and loose to medium dense was found underlying the compressible layers. Borings ( � B-I'and B-2 were terminated within very dense horizons of the black sand. The Geologic Map of the Renton Quadrangle, King County, Washington by D.R. Mullineaux (1965) shows that the soils are mapped as peat (Qlp). The peat seen in Boring B-I correlates with the published description of this soil unit. Figures A-2 through A-4 in Appendix A present more detailed descriptions of the subsurface conditions encountered in the test borings. The approximate test boring locations are shown on Figure 2. 3.3 Groundwater We encountered groundwater in each of the test borings. Groundwater levels observed are recorded on the Boring Logs. Water encountered near the ground surface appeared to consist of a perched zone of infiltration from recent heavy rains. In general, the static groundwater table was found at a depth of about seven feet. Annual and seasonal fluctuations in the depth of the groundwater table should be expected. ,1 Page No. 2 .3 1 February 9, 1996 Project No. T-3065 E.1 3.4 Seismic Hazards The Puget Sound area falls within Seismic Zone 3 as classified by the Uniform Building Code (UBC). Based on the soil conditions encountered and the local geology, Table 16-J of the 1994 UBC indicates a site coefficient of J 1.5 should be used in design of the structure. We reviewed the results of our field and laboratory testing and assessed the potential for liquefaction of the site's soils during an earthquake. Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in pore water pressure induced by vibrations from a seismic event. Based on the information obtained and considering the additional confining stresses from the building and fill weight, it is our opinion that the risk of liquefaction-related impacts to the structure are minimal. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 General Based on our study, in our opinion, there are no geotechnical constraints that would preclude construction of the proposed facility. The primary geotechnical concern for construction at this site is the two to four foot-thick layer of clayey silt, organic silt, and silty peat at depths of five to nine feet below existing site grades. Consolidation of these soils will occur when subjected to loads comparable to those expected from construction of the warehouse/office building. A fill surcharge program implemented prior to construction will consolidate the compressible soil layers and induce most of the primary settlements under loads expected from the project. Once the primary settlements are complete, lesser amounts of secondary settlement will continue throughout the life of the structure. These j secondary settlements are in addition to settlements that will occur from placement of the building's foundation. Analysis indicates that over a 50 year span, one inch of total secondary settlement and 1/2 inch differential settlement are expected. If the settlements cannot be tolerated by the facility, other foundation alternatives will need to be considered. These alternatives can consist of: Q Overexcavation and removal of the organic soils and replacement with a structural engineered fill for foundation support • Piling support using either timber or augercast piling systems The foundation option chosen for design of the facility will depend on how much risk of damage to the structure Q from differential settlement is acceptable to the owner. The following sections provide detailed recommendations regarding the above issues and other geotechnical design considerations. These recommendations should be incorporated into the final design drawings and construction specifications. i� Page No. 3 February 9, 1996 • Project No. T-3065 4.2 Site Preparation and Grading Following clearing, the fill surface should be proofrolled with heavy construction equipment prior to placement of additional fill. Soft yielding areas should be overexcavated to firm bearing soil and replaced with structural fill. Where excavations to achieve firm conditions are excessive, use of a geotextile fabric such as Mirafi 500X d in conjunction with limited overexcavation and replacement with a structural fill can be considered. Typically, 18 inches of clean granular structural fill over the fabric will achieve a stable subgrade. Our laboratorytest results show that the existing fill was above its optimum moisture content at the time of our P investigation, and that some of the fill contains up to 12 percent fines. These conditions may be difficult to compact if the moisture conditions cannot be carefully controlled. Extreme care should be taken to ensure that exposed surfaces of the on-site fill do not become disturbed due to weather and construction traffic. Moreover, llthe ability to use these soils as structural fill will depend on their moisture content and the prevailing weather J conditions at the time of construction. It will be difficult to achieve proper compaction of these soils when their moisture content is above optimum. When the moisture is excessive, the soil can be dried by aeration to a moisture content which will allow for proper compaction. We recommend that the structural fill required to achieve site grades consist of inorganic granular soil meeting the following grading requirements: Maximum Aggregate Size 6 inches Minimum Retained on the No. 4 Sieve 25 percent QMaximum Passing the No. 200 Sieve 25 percent (Based on the Minus 3/4-inch Fraction) (see following narrative) If fill placement takes place during wet weather or if the moisture conditions of the fill material cannot be a controlled, consideration should be given to importing fill soil that conforms with the above gradation, but with the maximum passing the No. 200 sieve reduced to five percent. Q Structural fill materials should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of 95 percent of the soil's maximum density, as determined by ASTM Test Designation D-698 (Standard Proctor). The moisture content of the soil at the time of compaction should be within about two percent of its optimum, as determined by this same ASTM method. Prior to constructing foundations and floor slabs, we recommend probing or proofrolling the subgrade to determine if any isolated soft and yielding areas are present. As discussed above, soft.or yielding areas should be overexcavated and filled to grade with structural fill or crushed rock. Page No. 4 4� 4 February 9, 1996 Project No. T-3065 4.3 Surcharue and Settlements For spread footing foundation support and slab-on-grade construction, we recommend placing a surcharge fill over the building area. The surcharge program is necessary to limit building settlements to what may be {� considered tolerable levels. Our surcharge and settlement analysis is based on an assumed existing ground surface elevation qf/ 2jfeet. In addition, our analysis is based on a finished floor(top-of-slab)elevation of about �an feet and the antieipated floor loads discussed above. We should review the final foundation and gradings in order to better assess expected settlements. i 41 Primary Consolidation The site grades should be raised using structural fill as outlined in the Site Preparation and Grading section. Once grade is achieved, an additional four feet of fill should be placed as a surcharge. This surcharge fill does not need to meet any special requirements other than having a minimum in-place unit weight of 125 pounds per cubic foot (pcf). However, it may be advisable to use a good quality fill which could be used to raise grades in other portions of the site, such as parking and driveway areas, if necessary. We do not believe it is necessary to place a surcharge of fill within the parking and access easement areas. However, the structural fill required in the pavement areas should be placed as soon as possible to allow enough time for consolidation of the compressible layers and to reduce potential settlement impacts to pavement and E1` utilities. The estimated total primary settlements under the recommended surcharge range from six to eight inches across the building area. These settlements are expected to occur eight to ten weeks following full application of the surcharge loading. The actual period for completion and magnitude of the primary settlements will be governed by variations in subsurface conditions at the site. The rate of consolidation can be accelerated by placing an additional thickness of fill surcharge. We estimate that placing an additional three feet of surcharge will reduce the surcharge time by about 30 percent. To verify the amount of settlement and the rate of movement, the surcharge program should be monitored by installing settlement markers. A typical settlement marker installation is shown on Figure 3. The settlement markers should be installed on the existing grade prior to placing any building or surcharge fills. Once installed, elevations of both the fill height and marker should be recorded daily by a registered land surveyor until the full height of the surcharge is in place. Once fully surcharged,readings should continue weekly until the anticipated settlements have occurred. It is critical that the grading contractor recognize the importance of the settlement marker installations. All efforts must be made to protect the markers from damage during fill placement. It is difficult, if not impossible, to evaluate the progress of the surcharge program if the markers are damaged or destroyed by construction equipment. As a result, it may be necessary to install new markers and to extend the surcharging time to ensure that settlements have ceased and that building construction can begin. Page No.5 February 9, 1996 Project No. T-3065 i We recommend that the surcharge pad extend a minimum of five feet beyond the building perimeter and then slope down at an inclination of 1:1 (Horizontal:Vertical). It appears that sections of the southeastern building perimeter may be located close to the railroad spur that curves along the southern property line. If sufficient area is not available to slope the surcharge, the surcharge may be supported at a near vertical inclination (minimum 1:12) using a reinforced soil wall. Figure 4 shows a typical reinforced soil wall section. Post-construction Settlements Primary consolidation of compressible soils at the site will be achieved upon completion of the surcharge program. Secondary consolidation will continue at the site throughout the life of the structure. During t secondary consolidation, you should expect a maximum post-construction settlement of one inch and differential settlement of 1/2 inch. These values represent expected settlements over a 50 year period. We anticipate that most of these settlements will occur within five to ten years after completion of the structure. Impact of Surcharge on Adjacent Roadway and Utilities Depending on its location, the proximity of the surcharge fill pad to the adjacent railroad spur and roadways may result in settlement of these structures due to soil beneath them being influenced by the pre-load fill pad. We recommend placing monitoring points on the roadway curbs and pavement as necessary to record possible movements during surcharge. A similar monitoring program should be implemented for the railroad spur if it cannot tolerate possible settlement from the pre-load. Sufficient monitoring points should be established since some of these points will likely be disturbed by traffic. In addition,we suggest making a photographic survey of the curbs and pavement before placing the surcharge to determine if any movement occurs during surcharging. Similarly, if the pre-load fill pad is placed over or near underground utilities, they may experience vertical and/or lateral movement as a result of the stress changes in the soil associated with the placement of a pre-load fill pad. Utility organizations should be prepared to relocate utilities as required prior to construction of the pre- load, if necessary. We can better assess the level of risk to adjacent structures and utilities upon review of the final plans. 4.4 Spread Footing Foundations Following successful completion of the surcharge program, if the above estimated settlements are considered tolerable, the building may be supported on conventional spread footing foundations bearing on a minimum of four feet of structural fill. Existing competent fills may be included in determining the depth of the structural fill. Perimeter foundations exposed to the weather should be at a minimum depth of 1.5 feet below final exterior grades. We recommend designing foundations for a net allowable bearing capacity of 3,000 psf. For short-term loads such as wind and seismic, a 1/3 increase in this allowable capacity can be used. With the anticipated loads and bearing stresses, the estimated total settlements are as discussed in the Post-construction Settlements section. Page No. 6 February 9, 1996 Project No. T-3065 r-J 7 For designing foundations to resist lateral loads, a base friction coefficient of 0.4 can be used. Passive earth pressures acting on the side of the footing and buried portion of the foundation stem wall can also be considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 350 pcf. We recommend - not including the upper 12 inches of soil in this computation because they can be affected by weather or disturbed by future grading activity. This value assumes the foundation will be constructed neat against competent fill soil or backfilled with structural fill as described in the Site Preparation and Grading section. The recommended lateral resistance value includes a safety factor of 1.5. l..l 4.5 Excavate and Refill Procedure For this procedure, the consolidating soil layer will be excavated and removed from below the foundations, with f grades then restored to the desired construction elevation using structural fill. Based on the information obtained, excavations of nine to ten feet below existing surface grades will be necessary. The excavation will also need to be oversized to allow for placing structural fill a distance laterally from the edge of the foundation equal to 1/2 the depth of the fill below the foundation. Once removed, grades can be restored using a structural fill placed and compacted in accordance with the recommendations in the Site Preparation and Grading section. The excavation to remove the clayey silt, organic tv� silt, or peat layers will expose loose to medium dense silty sand and sand in a water-bearing condition. Therefore, it will probably be necessary to place an initial 12 to 18 inch layer of quarry rock or railroad ballast in order to establish a firm base on which to place the remaining portion of the structural fill. For this method of obtaining support, spread footing foundations can be designed as discussed in the preceding section. Foundation settlements should be negligible, with less than 1/2 inch total settlement anticipated. This settlement will be immediate, occurring as building loads are applied. 4.6 Timber Pilina Transferring structural loading below the consolidating layers with the use of timber piling can be considered. We estimate that timber piling with a minimum tip diameter of eight inches will achieve an allowable axial load of 25 tons when driven into the medium dense, black to brown-gray sand at a minimum tip elevation of 20 feet below existing surface grades. This allowable axial load takes into account potential negative loading caused by downdrag on the pile due to consolidation of the organic layer under building fill and floor slab loading. Full axial capacity can be used provided the piles are spaced at a minimum of three pile diameters. Closer spacing in pile groups will require a reduction in the single pile capacity. This reduction will depend on the number of piles in the pile group and the spacing used. For resistance to lateral loading, a lateral pile capacity of six tons can be used. Estimated pile settlements are 1/2 inch and less. Elastic shortening of the pile is not included in the above value. Page No. 7 February 9, 1996 Project No. T-3065 To successfully install timber piling at the site, it may be necessary to predrill the upper five to six feet of existing fill soils. The pile driving hammer used to install the piles should have sufficient energy to drive the piling to the estimated tip elevation without damaging the pile. For this purpose, we recommend the pile driving equipment have a minimum rated energy of 15,000 foot-pounds with an efficiency factor of at least 70 percent. We also recommend that prior to ordering and installing production piles, a minimum of three test piles be driven at the site to verify anticipated tip elevations and establish driving criteria for use in evaluating production pile capacities. The test piles should be driven with the same equipment that will be used in the production pile installation. E � 4.7 Augercast Piling Augercast piling can be considered as an alternative to timber piling in transferring foundation loading below the peat and gray-brown clayey silt layers. For 16-inch diameter pilings with a tip elevation of 20 feet below $ existing surface grades, an allowable axial load of 30 tons is available for design. This loading takes into } account the potential negative loading effects due to downdrag. Similar effects on the reduction of axial pile capacity due to close spacing apply to augercast piles. For resistance to lateral loads, an allowable lateral pile capacity of four tons is available. The estimated pile settlement is 1/2 inch and less. Elastic shortening of the pile is not included in this value. Augercast piles are formed by the pressure injection of grout through a hollow stem auger which is slowly retracted from the ground after advancement to the recommended tip elevation. The grout pressure used will compress the soils within the immediate vicinity of the pile, thereby increasing to some extent the pile diameter and the amount of grout required to construct the pile. For planning purposes, we suggest considering a 30 percent increase in the amount of grout necessary to form the pile. a j To construct augercast piling, a higher than normal reliance on quality workmanship is required for successful installations. It is extremely important that the grout pressure be consistent and uniform during the installation land that retraction of the auger occurs at a slow uniform pace beneath a sufficient head of grout in the pile t.1 column. The contractor should have adequate means for verifying grout pressure and estimating the volume of grout used in construction of the piles. Because of the compression effects and the possible influence on adjacent pile construction, the installation sequence should be based on a minimum pile spacing of five pile #� diameters. Once the grout column has achieved its initial 24 hour set, pile construction between these spacings can be completed. 4.8 Slab-on-grade Floors With site preparation completed as described in the Site Preparation and Grading section, new structural fill soils should be suitable for supporting slab-on-grade construction. Immediately below the floor slabs, we recommend making an allowance for placing a six-inch layer of clean free-draining sand or gravel which has less than five percent passing the No. 200 sieve. This capillary break will guard against wetting of the floor slab due to the underlying soil conditions. } Page No. 8 z February 9, 1996 Project No. T-3065 Where moisture via vapor transmission is not desired, a polyethylene vapor barrier should also be installed. We I, suggest that this vapor barrier be placed on an initial four inch layer of the capillary break material and then covered with the final two inches to help protect it during construction and to aid in uniform curing of the . , concrete floor slab. For slab thickness design,with respect to floor deflection due to traffic and point loadings, a j subgrade modulus of 300 pounds per cubic inch (pci)can be used. Estimated floor slab settlements of less than 3/4 inch are expected due to post-primary consolidation. This movement assumes that settlements due to required building fills would be allowed to occur prior to floor slab construction. 4.9 Excavations ( `I Excavations will need to be completed in accordance with local, state, or federal regulations. In accordance with the Occupational Safety and Health Administration (OSHA), inorganic soils encountered at the site are classified as Group C soils. Accordingly, excavations made within the native soils or fill at the site greater than j four feet in depth but not exceeding 20 feet in depth will need to be laid back with side slope gradients of 1.5:1. As another option, a trench shoring box to support excavations throughout the lower depth may be used in conjunction with sloping of the upper portion of the excavation as outlined above. Because of groundwater seepage within the upper fills, temporary dewatering of the excavation may need to be considered where excavation depths exceed two to three feet below existing site grade. Excavations below depths of seven feet will likely encounter the groundwater table and require more intensive dewatering efforts to maintain trench stability. 4.10 Utilities c � We recommend that all site utilities be bedded and backfilled in accordance with applicable American Public Works Association (APWA) specifications. For site utilities within City rights-of-way, bedding and backfill should be completed in accordance with City of Renton specifications. At a minimum, utility trench backfill should be placed and compacted in accordance with recommendations presented in the Site Preparation and Grading section. Where utilities will occur below unimproved areas, the degree of compaction can be reduced to a minimum of 90 percent of the soil's maximum density as determined by the referenced ASTM standard. Because of the potential for long-term settlements, utility pipe joints and connections should be flexible, allowing for up to one inch of differential movement. 4.11 Lateral Earth Pressures The magnitude of earth pressure development on retaining walls constructed in loading dock areas will partly depend on the quality of backfill. Where fill is.placed behind retaining walls, we recommend placing and compacting it as structural fill. The fill should be compacted to a minimum of 95 percent of its maximum dry unit weight as determined by ASTM Test Designation D-698 (Standard Proctor). To guard against the buildup of hydrostatic pressure, wall drainage must also be installed as discussed in the Drainage section. Page No.9 February 9, 1996 Project No. T-3065 With granular backfill placed and compacted as recommended and drainage properly installed, we recommend jdesigning restrained walls for an at-rest earth pressure equivalent to a fluid weighing 50 pcf. A value of 35 pcf I may be used where the wall is unrestrained. These values do not include other surcharge loading such as from fill backslopes or adjacent footings that may act on the wall. If such conditions will exist, the imposed loading k 1 must be included in the wall design. Friction at the base of foundations and passive earth pressure will provide resistance to these lateral loads. Values for these parameters are provided in the Foundations section. 4.12 Drainage Surface Final exterior grades should promote free and positive drainage away from the building areas at all times. Water must not be allowed to pond or collect adjacent to foundations or within the immediate building area. We recommend providing a gradient of at least three percent for a minimum distance of ten feet from the building perimeter, except in paved locations. In paved locations, a minimum gradient of one percent should be provided unless provisions are included for collection and disposal of surface water adjacent to the structure. Subsurface In our opinion, perimeter foundation drains will not be necessary if the area immediately adjacent the structure is paved and positive surface drainage is maintained. If the grade is not positively drained away from the structure or if it is landscaped,perimeter foundation drains should be installed. To guard against hydrostatic pressure development, retaining wall drainage must be installed. We recommend that wall drainage consist of a minimum 12-inch thick layer of washed rock or pea gravel placed adjacent to the wall. A four-inch diameter perforated pipe should be placed on a bed of gravel at the base of the wall footing and gravel drainage column. The pipe should be directed to a suitable outlet. 4.13 Pavements With subgrade soils prepared as described in the Site Preparation and Grading section, suitable support for pavement construction should be provided. However, regardless of the compaction results obtained subgrades must be in a stable non-yielding condition prior to paving. Immediately prior to paving,the area of the subgrade should be proofrolled with heavy construction equipment to verify this condition. The required pavement thickness is not only dependent upon the supporting capability of the subgrade soils but also on the traffic loading conditions which will be applied. For light commercial vehicles and typical passenger vehicle traffic,the following pavement sections are recommended: • Two inches of asphalt concrete (AC)over four inches of crushed rock base (CRB) • Two inches of AC over three inches of asphalt treated base (ATB) Page No. 10 February 9, 1996 Project No. T-3065 For heavy truck traffic areas, we recommend the following pavement sections: • Three inches of AC over six inches of CRB • Three inches of AC over four inches of ATB If there is a potential that pavement construction will be delayed until the wet winter months, the subgrade soils must consist of a clean granular material as described in the Site Preparation and Grading section. In addition, we strongly suggest that the subgrade be further protected by placing a layer of ATB, on which construction traffic could access the project without excessively disturbing the subgrade soils. The ATB thickness for this purpose should be four inches. Repair of failed ATB areas should be anticipated prior to final paving. However, the overall integrity of the subgrade soils will be considerably less impacted if this protection is provided. Because of secondary compression of the clayey silt, organic silt, or peat layers, some degree of post- construction settlement within the pavement structure should be anticipated. This settlement will probably result in some longitudinal and transverse cracking of the pavement. Cracks in the pavement should be sealed in a timely fashion to prevent excessive surface water infiltration into the subgrade soils. 5.0 ADDITIONAL SERVICES Terra Associates, Inc. should review the final design and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and incorporated in the project design. We should also provide geotechnical services during construction in order to observe compliance with the design concepts, specifications, and recommendations. This will also allow for design changes if subsurface conditions differ from those anticipated prior to the start of construction. J 6.0 LIMITATIONS J We prepared this report in accordance with generally accepted geotechnical engineering practices. This report is the property of Terra Associates, Inc. and is intended for specific application to the Warehouse/Office Facility project in Renton, Washington. This report is for the exclusive use of Powell Development Company and their authorized representatives. No other warranty, expressed or implied, is made. The analyses and recommendations presented in this report are based upon data obtained from the test borings drilled on-site. Variations in soil conditions can occur, the nature and extent of which may not become evident until construction. If variations appear evident, Terra Associates, Inc. should be requested to reevaluate the recommendations in this report prior to proceeding with construction. Page No. 1 I PAAK X, t SW cn wtav YILLASC 1 3 a ENTON J ' R �, KVIARMW rA7EL f g,SMI 1 G T ■ S R ON VILLAGE 7l s 117N ST A 20 S � s- 75TN A � � 'J,176TH � S]6T11 51 �8 J. K 416nc ilU�Oo TOW LA �'1 •'sm•• =�S 7 � ST Y: EprG�G'LT 1 Y ' I I SY 19TH ST ". ✓•I ST p0 V� s :9rH ST, .f i V+ I IEDAuAGRES L i y rX.F t i S n,us•+` PKWY '' r TR.a I RA2 SW 21ST ST r 1 PUGET �-LLL JJJ nu GR£FN e� TRACK b sl? 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SE Xl i86TF s iSUT_H sr i 1= 3 1p� 4 —5 _ �_ ' .p.s S ' t S 188TH $128TH S I ST I S 1BETM ST I 5 167iX ST I 1 Ct - 1 - f F SF]RET.5T f g l� e� ST H i 190TH ST `;sE �..: > St;en�'Sie �; nn < S '.90TH ST I s[7?:^sr - 1 190TH N, -- -- i S N 192ND _ ST cT __ c2ND�ST S cSTH ST �.4 SE I -I c 19i i_c 2ND •( sl w III 1 S�I' 9+T .'1� 3' :s sr 1X 5T I'..SH 19<TH ST o' sE PC T i�. 1 ———— 395.•r.� _ Ste, I i S N I%TH -ST_ ' ST S r I I � r j '^ S I S :96TH ST p•Ery ?' y} (19BTH $T S596TX$T Nr—T-1 , , J/sy,��a ` :SE w s zoorH m Do X 5 I I I S 5 200TH �l S7� -- =i ;SE ST 200TH ST ; f0Wt 3 _ <I .I �I FFF � 1 I .S- i 202ND 1 $T o :I 'I ._1 Sc`.707Nt1 ST N y REFERENCE: THE THOMAS GUIDE, KING COUNTY, WASHINGTON, PAGES 655, 656, 685 AND 686, 1995 EDITION. VICINITY MAP -.,�•. •.: TERRA WAREHOUSE/OFFICE FACILITY ASSOCIATES RENTON, WASHINGTON • •Geotechnical Consultants Proj. No.3065 Date 1/96 Figure 1 I ,r i., I 1 2U B-6 II PARKING c PARKING 280 C'7 PARKING � ' / 2: Y 1 !r Q PARKING LOADING a • APPROXIMATE SCALE 100 0 100 200 feet B-1 ' BU LDI G B g N ,400 F f I B-2 a . I LEGEND: 270 i 1� APPROXIMATE BORING LOCATION I 60 ^' LOADING w 60 APPROXIMATE BORING LOCATION PARVI.NG - PARKING FROM TERRA ASSOCIATES REPORT T-3064, DATED FEBRUARY, 1996. PARKING LIND AVENUE S.W. REFERENCE: FACSIMILE OF SITE PLAN PROVIDED BY HORTON DENNIS AND ASSOCIATES, INC., JOB No. UNKNOWN, UNTITLED AND UNDATED. EXPLORATION LOCATION PLAN TERRA WAREHOUSE/OFFICE BUILDING 9 ASSOCIATES RENTON, WASHINGTON Geotechnical Consultants Proj. No.3065 Date 1/96 Figure 2 STEEL ROD PROTECTIVE SLEEVE 77-77 7 HEIGHT VARIES SURCHARGE (SEE NOTES) SURCHARGE _ l OR FILL OR FILL o o LJI NOT TO SCALE I NOTES: 1. BASE CONSISTS OF 1/2" THICK, 2'x2' PLYWOOD WITH CENTER DRILLED 5/8" DIAMETER HOLE. 2. BEDDING MATERIAL, IF REQUIRED, SHOULD CONSIST OF CLEAN COARSE SAND. 3. MARKER ROD IS 1/2" DIAMETER STEEL ROD THREADED AT BOTH ENDS. 4. MARKER ROD IS ATTACHED TO BASE BY NUT AND WASHER ON EACH SIDE OF BASE. 5. PROTECTIVE SLEEVE SURROUNDING MARKER ROD SHOULD CONSIST OF 2" DIAMETER PLASTIC TUBING. SLEEVE IS NOT ATTACHED TO ROD OR BASE. 6. ADDITIONAL SECTIONS OF STEEL ROD CAN BE CONNECTED WITH THREADED COUPLINGS. 7. ADDITIONAL SECTIONS OF PLASTIC PROTECTIVE SLEEVE CAN BE CONNECTED WITH PRESS—FIT PLASTIC COUPLINGS. 8. STEEL MARKER ROD SHOULD EXTEND AT LEAST 6" ABOVE TOP OF PLASTIC PROTECTIVE SLEEVE. 9. STEEL MARKER ROD SHOULD EXTEND AT LEAST 1' ABOVE TOP OF FILL SURFACE. TYPICAL SETTLEMENT MARKER DETAIL TERRA WAREHOUSE/OFFICE FACILITY P#Geotechnical ASSOCIATES RENTON, WASHINGTON Consultants Proj. No. 3065 Dote 1/96 Figure 3 � l c_J SLOPE 12:1(V:H) GEOTEXTILE FACING COMPACTED STRUCTURAL FILL MINIMUM WRAP (typical) 95% MAX. DRY DENSITY f 2% OPTIMUM MOISTURE CONTENT PER D-698 (STANDARD PROCTOR) 0.8H feet (TYPICAL) 3 feet (TYPICAL) H feet 18 in. (max.) :J MIRAFI 5T " •" GEOGRID [� (TYPICAL) U NOT TO SCALE REINFORCED SOIL WALL SECTION R#Geotechnical TERRA WAREHOUSE/OFFICE BUILDING ASSOCIATES RENTON, WASHINGTON Consultants Proj. No.3065 Date 1/96 Figure 4 s� z1 APPENDIX A FIELD EXPLORATION AND LABORATORY TESTING Warehouse/Office Facility Renton, Washington On January 9, 1996, we performed our field exploration using a truck-mounted hollow stem auger drill rig. We explored subsurface soil and groundwater conditions at the site by drilling two hollow stem auger test borings to a maximum depth of 29 feet below existing grade. An additional test boring was ( J drilled on the adjacent Farwest Steel site. This log is included in Appendix A as Boring B-6. The test l boring locations are shown on Figure 2. The Boring Logs are presented on Figures A-2 through A-4. An engineer from our office maintained a log of each test boring as it was drilled, classified the soil conditions encountered, and obtained representative soil samples. All soil samples were visually classified in accordance with the Unified Soil Classification System shown on Figure A-1. Representative soil samples were obtained from the test borings using sampling procedures outlined in ASTM Test Designation D-1586. The samples were placed in jars or tubes (ring samples) and taken to our laboratory for further examination and testing. The moisture content of each sample was measured and is reported on the Boring Logs. Plasticity characteristics of the fine-grained soils were determined by conducting Atterberg limit tests. Grain size analyses were performed on three of the samples. The results of the grain size analyses are presented as Figures A-5 and A-6. �1 0 Project No. T-3065 r� • i MAJOR DIVISIONS LETTER GRAPH TYPICAL DESCRIPTION SYMBOL SYMBOL Clean Q; O.•G Well-graded gravels, gravel-sand mixtures, little GRAVELS r, 0 Gravels .Q•p• or no fines. (less than •••• •• Poorly-graded gravels, gravel-sand mixtures, little co ai More than GP •••• •• N 5% fines) ••�� •� or no fines. 50% of coarse ¢, O) .F fraction is GM Silty gravels, gravel-sand-silt mixtures, non- i 0 0 > larger than No. Gravels plastic fines. LLJz ( Ln 4 sieve. with fines GC Clayey gravels, gravel-sand-clay mixtures, plastic Q o0 • •• • � fines. 0O O SANDS Clean Well-graded sands, gravelly sands, little or Sands SW no fines. z More than (less than v < c; poorly-graded sands or gravelly sands, little ssri :r;#,s.N Q +' 50% of coarse 5% fines) SP or no fines. :ilr::fi:i O L fraction is O o smaller than SM Silty sands, sand-silt mixtures, non-plastic fines. No. 4 sieve. Sands with fines Sc Clayey sands, sand-clay mixtures, plastic fines. N SILTS AND CLAYS ML Inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey silts with slight plasticity. J O 5 � Inorganic clays of low to medium plasticity, gravelly � •N Liquid limit is less than 50% CL clays, sandy clays, silty clays, lean clays. E o o O L l i I'I'I i I I I I I'1 1 Organic silts and organic clays of low plasticity. Z LO z Jill III Inorganic silts, micaceous or diatomaceous fine L SILTS AND CLAYS MH sandy or silty soils, elastic. co w In w Z o 8 Liquid limit is greater than 50% CH Inorganic clays of high plasticity, fat clays. LL' E OH IIIIIIIII Organic clays of medium to high plasticity, N I I I I I I I I I IIIIIIIII organic silts. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. h /. n n n n 11 .1 DEFINITION OF TERMS AND SYMBOLS J Standard Penetration 2" OUTSIDE DIAMETER SPLIT F w Density Resistance in Blows/Foot T SPOON SAMPLER 1 > J � Very loose 0-4 � 2.4" INSIDE DIAMETER RING SAMPLER Loose 4-4 OR SHELBY TUBE SAMPLER ° Medium dense 10-30 P SAMPLER PUSHED 0 Dense 30-50 * SAMPLE NOT RECOVERED Very dense >50 Q WATER LEVEL (DATE) Cn WATER OBSERVATION STANDPIPE Standard Penetration C TORVANE READINGS, tsf r Consistency Resistance in Blows/Foot qu PENETROMETER READING, tsf UVer soft O 2 W MOISTURE, percent of dry weight O y o Soft 2-4 pcf DRY DENSITY, pounds per cubic foot � Medium stiff 4-8 LL LIQUID LIMIT, percent -� Stiff 8-16 Lo Very stiff 16-32 pl PLASTIC INDEX j Hard >32 N STANDARD PENETRATION, blows per foot �j SOIL CLASSIFICATION SYSTEM TERRA WAREHOUSE/OFFICE FACILITY ASSOCIATES RENTON, WASHINGTON Geotechnical Consultants _Prof. No. T-3065 I Date 1/96 Figure A-1 J Y A Boring No. B-1 Logged by: KPR z-- Date: 1/9/96 m Graph/ n. (N) Water Relative Depth glows/ Content USCS Soil Description Density (ft.) foot (%) Gray SAND with gravel and silt r, ,..frr•..J... fill cuttings, saturated bearing, ...... moist at 2 feet SP-SM FILL: Gray SAND with silt and few 37 9.7 gravel, medium-grained, moist. Dense ---------------------------------------- ---------- ---------- 5 _ A A A A Dark brown silty PEAT, 3 59.6 Initially no A PT AA amorphous, wet. Soft AAAAAAA recovery. ff UL Re-drove Gray to brown clayey SILT, sampler. low plasticity, saturated. Medium Stiff T 7 64.4 1 Brown to gray SAND, fine to Loose very fine-grained, saturated. 10 10 to 11.5 feet black SAND 21 25.4 with silt, fine-grained, saturated. Medium Dense Black SAND, as above but with T 21 27.1 trace of silt. Medium Dense —15 :rr.:.'•:.: r r ------------------------------------------------------- I sw > . Black SAND, medium to 51 24.4 coarse-grained, saturated. Very Dense ........... 20 xrM ------------------------------------------------------- .......... rBlack SAND, medium-grained, Very Dense 73/10" 21.2 Water added saturated. to hole to control heave. —25 Very Dense 50+ 30.0 Black SAND, as above. Test boring terminated at 28.5 feet. Hole plugged with 1 bag of bentonite chips mixed with cuttings. a Ponded surface water. Groundwater encounterd at 7 feet. BORING LOG TERRA WAREHOUSE/OFFICE FACILITY ASSOCIATES RENTON, WASHINGTON Geotechnical Consultants Proj. No. T-3065 Date 1/96 Figure A-2 v Boring No. B-2 Logged by: KPR Date: 1/9/96 f Graph/ Relative Depth Q' (N) Water USCS Soil Description Density (ft.) o Blows/ ContentU, foot M Brown sand with silt and few gravel fill cuttings, fine to medium grained, moist. 1 FILL: Brown SAND with silt and 17.0 SP-SM Medium Dense 12 few gravel, medium-grained, saturated. FILL: As above but gray. 5 Gray organic SILT interbedded with 1 12 60.3 LL=85 Medium Stiff OH I I inch thick peat layers,low plasticity. PL=46 ay silty SAND,very Dark gr PI=39 SM fine rained, saturated. Medium Dense 16 37.8 g Black SAND, fine grained, saturated. 10 1 26 30.4 Black SAND, very fine to fine- >•'•'`'?'>"?'`' grained, with occasional 1 inch Medium Dense `r$"""`''`''`: thick layers of non plastic silt, 15 a saturated. Black to brown silty SAND with interbeds of sandy SILT,very Medium Dense y fine-grained, saturated. 17 36.5 SM 20 ML Black to brown silty SAND with interbeds of silt(as above). Very Dense 57 24.1 Black SAND, medium-grained, r `''`<` '«< � saturated. 25 :{ Sp Black SAND, as above but Very Dense 81 35.0 ;.. fine grained. Test boring terminated at 29 feet. Groundwater encountered at 2 feet. Hole plugged with 1 bag of bentonite chips mixed with cuttings. Bentonite slurry added to hole to control heave. BORING LOG TERRA WAREHOUSE/OFFICE FACILITY ` ASSOCIATES RENTON, WASHINGTON Geotechnical Consultants Proj. No. T-3065 Date 1/96 Figure A-3 Boring No. B-6 Logged by: KPR Date: 1/11/96 Graph/ Relative Depth Q_ (N) Water USCS Soil Description Density E Blows/ Content foot Brown-gray, gravelly medium grained silty sand FILL cuttings, saturated. SM FILL: Gray SAND with gravel, Dense 32 9.3 medium-grained, wet. FILL: Gray SAND, medium Loose 5 grained, saturated. 3 62.9 Dark brown PEAT, amorphous,wet. Soft ---------------------------- M L Gray sandy SILT,very fine-grained Soft sand, saturated, medium plastic. 3 58.2 Unit wt=94.3 pcf Gray silty SAND, very fine to Loose Bentonite slurry fine-grained, saturated. — 10 added to hole to control heave s M Dark gray silty SAND,very fine to fine-grained, saturated, grades Medium Dense 19 28.7 to black sand in sampler tip. ............ ................. jj 15 ......... .. ................. .................................... Black SAND, fine to coarse- ij SW grained, saturated. Dense . .. ........... 33 21.5 —20 -------------------------------------------- ------------------------ Black SAND, medium to coarse- Very Dense grained. 64 20.5 —25 ..... ...... Black SAND, as above. Very Dense 75 26.5 Page 1 of 2 BORING LOG TERRA FARWEST STEEL ASSOCIATES RENTON, WASHINGTON Geotechnical Consultants I Proj. No. T-3064 � Date 1/96 � Figure A- Boring No. B-6 (Continued) Logged by: KPR Date: 1/11/96 Graph/ a (N) Water ' Relative Depth Blows/ Content USCS Soil Description Density (ft.) a foot (%) Black SAND, as above. Very Dense s%,+SPJ%ss 54 22.6 35 ------------------------------------------------------------------- { 1 Dark gray silty SAND with trace clam shells, fine to medium grained, saturated. Loose 7 25.1 40 Dark gray silty SAND, as above. 58 29.8 Dark gray SAND with silt,trace € SP SM clamshells, very fine to fine Very Dense grained, saturated. 45 r� Dark gray silty SAND,with trace Loose Li bits of wood,clam shells and to 10 36.9 clay, very fine to fine-grained, Medium Dense { saturated. 50 � l SM Dark gray silty SAND, as above. Loose 6 32.1 55 �1 Dark gray silty SAND, as above. Medium Dense I T 28 24.2 Test boring terminated at 59 feet. Ponded surface water. Groundwater encountered at 7 feet. Hole plugged with 2 bags of bentonite chips mixed with cuttings. Page 2 of 2 BORING LOG ROMTERRA FARWEST STEEL ASSOCIATES RENTON, WASHINGTON Geotechnical Consultants Proj. No. T-3064 Date 1/96 Figure A-4 SIEVE ANALYSIS HYDROMETER ANALYSIS SIZE OF OPENING IN INCHES NUMBER OF MESH PER INCH, U.S. STANDARD GRAIN SIZE IN MM CV CO Cq 00\ Il- Cq _ N \\\\ \ O O O O S O O n N O CO CO O O O 1D d' rM N �- MrA r7 d' N 1D N O O O O O O O O O O O 100 0 90 10 o — - s U) M 80 20 c� O D 70 n 70 30 rC 0 C 60 40 c7 M O � 50 50 N rri 40 60 CO v m -- o = 30 qP 70 M p o — _ C D 20 80 cn :;0 - Z p D 10 --- - 90 o pCZ -- I =RCD M - - o_ Cn z�N OO O CD 40 O O CD O O 00 to d- rM N — 00 c0 d- rM N -7 00 cD d- rM N 00 CO -0- M N _1 OO MC) CD 00 c0 d rh N O O O O O O 0, O O O O o m GRAIN SIZE IN MILLIMETERS D COARSE I FINE COARSE MEDIUM T FINE Z m D COBBLES GRAVELAND FINES ODC z n Boring Moisture or De th Moist r Key Test (fP) USCS Description Content (�) LL PL • B-1 2.5 SP—SM SAND with silt and some gravel 0 B-1 17.5 SP—SW clean SAND awrwr � a■w� SIEVE ANALYSIS HYDROMETER �• •� GRAIN SIZE IN MM -- — -••--w ---•_E•--- In ■■ww— � �CC��C::��"� �� C'.���C:: ■::CCU • w.ww.ww.w■.ww. � ■ mom �ww.wwiw.www.w����ww.wwwww....w w■�■■■■■www.ww ww.Cww.ww.w.www.-�100000000 .�ww■�' ..www.�==.'�■.ww.� �w.ww.ww.w..w�www■w�ww.► wwww .■www■� .=..www. ww.w.wwww.w.www.w��ww..�wwww .■www■�■■ ■■www■� •� Caw—�'■�iC�::-wl�w-�� �ww..www��.www.�;i:=���ww. ,• � ww■.www ■www w.ww.ww.w■.ww.w��ww..www ,� ■www� ■�i■ www.ww. w.ww■ww.w■www■w_�_ww.wwww■w�..www.�..s..www.ww. � CCC:�C�� ww■Cn www ■wwwwww w.ww.ww.w■.ww.w �ww■ wwwww ■www� No ww w.ww.ww.w■�Cw .w� �ww.wwww� ■www■�■■■■■www■ww■ • w■www w w M �ww.w.ww� ■www■� ■■■■www■ww •• , —w■�w`ww. �ww■w.ww� ■ww�w■�=C■■■www.ww. ,, .. www ■■ w w. �ww.w..ww ■w w ■ . www■ ww.Cww■ww.w..ww. ■rww■w..MENOMINEE ww�w.www.�..=.C.ww.� NONE w.ww.ww.w.www.w��ww.ww.� ■www■�■■■■■ ww.ww. ■�www�ww■.ww.w �ww.ww.���■.ww=■�....`■.ww.ww. • w.ww.�ww.w..ww. �ww■ww.►� w.ww.ww.w■www. �ww.www..w� ■www�■■■■■www■ww . - � w.ww■ww■w■www■w.w��ww■www�.■ww..www�■■■■■www■ww■ .� �ww� w■www■wwww�ww■www. ww.■www�■■■■■www■ww EMENRIMIM!�ww �w—w■ww�■�■�■�wwwwwiw►�■1■www�■■■■■www� • EC�ww.wwww��.www.�.....www.ww. . - w■w �ww■wwww�w.■www�■■■■■www. 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