Differential Settlement at St. Philip s Moravian Church at Old Salem in .NET

Receive PDF 417 in .NET Differential Settlement at St. Philip s Moravian Church at Old Salem
Differential Settlement at St. Philip s Moravian Church at Old Salem
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rm Phillips & Oppermann, P.A. of Winston-Salem. In a condition assessment report of that visit, we stated the following:
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Although the walls of the 1890 addition can be successfully underpinned, it will require considerable engineering to accomplish the task. Consideration should be given to removing the 1890 addition altogether. The two reasons for recommending this alternative are that the 1890 addition should not have been built over a cemetery to begin with, and second, replacing the steeple with the 1890 addition intact would result in a church with a steeple located at the third point of its length in lieu of directly above the narthex3.
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By 1995 it was made clear to me that St. Philips would have to be interpreted as an 1890s building and the addition could not be removed. In a letter to John Larson of Old Salem, Inc., we listed the order of tasks required to repair the front section of the church . . . 4 First, the cracks in the masonry needed to be located, in the drawings, on the building elevations. The location of the graves under the addition needed to be mapped, noting the depth of these features and the extent of undisturbed soil. With the bene t of an archeological base map and a geotechnical report, the type, number, location, and depth of the mini piles (or other ground modi cation techniques) would be determined so that budget prices could be derived. By this time, John Milner had been retained to execute the design of both the log church and St. Philip s Moravian Church restoration. In 1993, we had recommended that a subsurface investigation be undertaken to determine the relative depth and con guration of the 1861 and 1890 wall footings, as well as the nature of the soils located directly beneath the footings in both areas. 3 Successful underpinning of a wall requires that it be uniformly supported continually along its length. It was obvious that support needed to be provided along the wall by bridging the less consolidated pockets of soil without disturbing those areas. The main purpose of the proposed soils investigation was to determine the capacity of the rm soils to support a continuous grade beam with, or without, the installation of soil modi cation or support elements, such as piles. If suf cient support could be obtained in the undisturbed locations, then a continuous concrete grade beam could be designed to span the archeological features. The underpinning approach that we devised was to install the mini piles rst so that they could be used for temporary support of the building and act as hard points to jack against in lifting the badly cracked masonry walls. In order to be successful, the walls would have to be lifted and pulled together simultaneously. In this way, the maximum amount of existing masonry could be retained by merely closing the cracks.
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The Log Church
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The project documents included structural details and notes that spelled out a suggested sequence of work, a suggested method for execution, and a layout of the mini piles.
SUBSURFACE EXPLORATION
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Froehling & Robertson, Inc. of Raleigh, North Carolina, was nally authorized to undertake a subsurface exploration in April of 2002 to evaluate subsurface conditions for underpinning of the west wall of the addition. At our request, it had provided a proposal for this work in 1993. F&R drilled two 40-foot-deep borings approximately 5.5 to 6 feet west of the exterior face of the west wall at locations cleared by the project archeologist. Borings were drilled with an allterrain CME-550 drill rig using hollow stem augers to advance the borings.5 The usual approach of including test pits, also known as observation pits, in the soils exploration was not necessary because the work of the archeologist exposed the bottom of the walls in the interior of the 1890 addition. The con guration of the base of the wall and the nature of the supporting soils could be observed without the need for observation pits. General engineering characteristics of the subsurface soils were determined from samples obtained at selected intervals in accordance with Standard Penetration Tests (SPT) procedures (ASTM D-1586). Beneath a thin veneer of topsoil and approximately 2 feet of rm, silty clay residual soil, there was 8 to 12 feet of very stiff micaceous, ne sandy silts. Extending for the remaining 40 feet of depth, rm to stiff slightly micaceous to very micaceous, ne sandy silts were encountered. After 24 hours, a piezometer installed in Boring B-1 detected no groundwater. F&R concluded that the conditions encountered at the two borings would be favorable for the installation of friction-type mini piles to a depth approximately 25 to 35 feet below existing grades. F&R anticipated that steel mini piles could develop a design skin friction of 300 to 400 pounds per square foot.5
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