Loading...
HomeMy WebLinkAbout04-Carmel IN-SR2-SA2LABORATORY INVESTIGATIONS SUBSURFACE CONDITIONS Seismic Consideration GEOTEC@BCAL DISCUSSION Sc RECOMMENDATIONS THE DESGN AND DETAILS madd on to fieldinvestigations,aSUpplmlCnallabomtoryinvestigatimwaSCOndUe[ed Oa9Ce sin u rat Based an the field and laboratory tests performed on the encountered subsurface materials and an DISCLOSED HEREIN ARE THE EXCLUSIVE PROPERTY OF additional pertinent engineering characteristics of the subsurface materials. The laboatory-testing assumption of bedrock depths below the boring termination depth, this site should be considwd Project Description MINTER ARCHITECTS INC. AND SHALL NOT BE COPIED OR Thetypesoffaundatimmefenals mcomtmedhavebeen visually classified andamdescribed in detail aSite Class D in accordance with the 2012/15 International Building Code. REPRODUCED IN WHOLE at program also included: an the Boring Logs. The results of the field penetration tests, strength tests, water level observations Plans indicate that the proposed Freddy's Frozen Custard will be an approximately 3,710 square IN PART WITHOUT ITS PRIM WRITTEN CONSENT. and laboratory water contents are presented on the Bonn Logs in numerical form. R 8 Sx Representative Maximums spectral response acceleration values of Si52 and St�.0S3 are recommended Pee Po B B feat building, along with a paved parking lot It is anticipated that the structure will be consmrcted as • Classification of soils with ASTM D-2488 for seismic design. slab.un-grade structure. he location of the soil borings in relation in the layout of the site are shown DAN WINTER, ARCHI1ECi • Moisture content ssa with ASTM D-2216 samples of the soils encountered in the field were placed in sample jars and are now stared in am laboratory fen further analysis if desired. Unless notified to the contrary, all samples will be disposed an the enclosed BoringLacation Plan. • A soil Pmetrometer was used as an aid in determinin the anen of B But the soil. Groundwater of after two (2) months. Grading plans were not available at the time of this report. It is assumed Rod finished grade will be hun The ofthe cononsa finedcompressive strength as determined samples from the splitspron Groundwater levels taken during and upon completion of the boring operations yielded measurements esabtishedazor slightly above the existing ground sumacs. sampling most be considered, remgoan izing the manner in which they wen chained since the Soil Conditions as shallow as two (2) feet below the ground surface. The exact location of the water table may Q L[ sampling tochou vide a resentative but somewhat disturbed soil le. top -spoon P.� Sues pro rep ramp he borngs men tered approximately three (3) s five (5) inches of topsoil Beneath the topsoil, fluctuate somewhat depending upon normal seasonal variations in pen cipiation and surface anoff. Approximate structural loads were not available a the time ofthis report. It is assumed thin structural borings B-2, B-3, P-1, P-2, Pi P4, and P-5 encountered soft to very stiff cohesive soil fen the entire loads for the building will be Transferred to the soils by spread footings and continuous wall footings depth of the each boring. Beneath the topsoil, boring B-1 encountered soft to stiff cohesive soil to The Sail Survey Hamilton County, Indiana indicates high groundwater able shallow founded a a shallow d sable. h is assumed debt the building will be fi 1 with depth, � possible. 8 BAY loaded, fourteen and ono-hnf (14h) feet and tranaitioced into granular soil to a depth of sixteen (I6) feet. rf the j; recorded as the ground surface. Again, it should in rated that the groundwater level coherent loads of 50 kips and wall loads obi WE Once final des' loads are available, they should be P � sY Elevated moishve concerns were discovered in the shallow soils across the site, with moistures on the individual Boring Logs included fo the appendix to repent, are actuate only for the dates urasmemmLr hedata enym ted to Alt &Wire Engineering, B gnncering, Inc. for review. After a review of this information, it will be contents ranging between 20 and 30 percent am; m which the mmauernema were performed. The exact location of the water able should be determined if changes to these rmxmmmdatimx; are waranted. ' ^ �/ anticipated to fluctuate somewhat depending upon normal seasonal variations in precipitation and Detailed soil descriptions at each boring location have been included an the Boring Logs in the surface rlmoff. Former StructuresfUdlity Concerns 0 Appendix of this report. U As previously mentioned, one structure and associated gravel ce vel driveway previously ovpied the _ According to the Soil Survey of Hamilton County, Indiana published by the United Sates site. Shallow, uncontrolled fills may be evident from activities associated with past mnstmction. Z Department of Agriculture Soil Conservation Service, the majority of the soil covering this site is At no time should new foundations be placed on in above abandoned utilities, old flow slabs, orZ Z Q Z classified a Boardman silty clay loam (Br) andCrosby silt learn (CrA). he Casrom SollReweace old foundations. It is recommended that ifbackfilling is required, a representative of Alt & Wilzig Reportfor Hamilton County, Indiana loss been included in the Appendix. Engineering, Inc. be present to assure that proper compaction is achieved N = CJ O U C Bedrock Glen Foundation Recommendations Geologic maps published by the Indiana Geological Survey indicate the bedrock at this site Considering the encountered soil conditions atdie boring locations, the assumed loads of the structure, Q consists ofthe New Albany group, which is characterized by shale, dolomite, and sandstone ofhe and the relative economics ofhe available foundation types, conventional spread and continuous wall 1 ,�i L Z U Devonian/Mississippian age. The approximate elevation of this bedrock is about 700 feat footings founded at a shallow depth appears represent a feasible foundation solution for this project. '^ r These borings typically encountered soft to medium stiff cohesive soils near the anticipated footing depth. Net allowable bearing pressure of 1,500 pi is recommmded for dimensioning spread footings 6 7 8 9 Q Alt & Winig File: 1811tiou662 A8 d NTnig A'k: I81N0662 Alt & Winig File: 1811tiou662 A!r & NTnig File: I8IN0662 W W Lim and continuous wall footings, respectively, provided they are founded an firm natural soil or structural Prim to elevating the site, the existing subgade soils most be prooRolled with approved equipment In areas where fill will be required to raise the site to proposed grade, the performance of the CONSTRUCTION CONSIDERATIONS fill. Isolated undercuts may be necessary due to soft soils cncomtered It is recommended that a representative of Alt all Wilzig Engineering, Inc. be present to monitor pavements will be greatly affected by the quality of compaction achieved m the subgade soils. Thus, the proofrolling inspection. Areas of shallow unstable materials should be anticipated inmost areas it a recommended that all pavement was be compacted to 93 percent of the material's maximum Site Preparation Due in the developed history of this site, it is possible that fills may be encountered elsewhere an site, due to the possible fill materials from prim cwwucticn.Alan, areas of shallow unstable materials dry density as determined by ASTM D-1557. Dot encountered in the and borings. It is recommended that a representative of Alt & Witzig should be anticipated in most areas due to elevated moisture contents and sour shallow soils. The Excessively organic topsoil and loose dumped fill materials will generally undergo high volume Engineering, Inc. inspect all foundation excavations prim to the placement of concrete. exam stabilization method used will be de endent upon the size of the area and the of P types changes that are dmtrnented tothe behavior iefpavements, flowslabs, structural fills, and foundations .+asNa�OrNgA �" pY The bearing help differential materials encountered, as well as the project schedule. placed upon them. It is recommended that all topsoil and/w laws materials be stripped from the as3 �' pISTA/'+��?e S- Fo aboverecommended pressure will reduce settlements associated with constnnction areas and wasted or stockpiled for later use. nor N . tea footings founded on soil with varying stiffness across the building pads. Using the above- After the building area has ben raised to the proper elevation, a minimum six (6) inch layer of AR19 00 t mentioned bearing pressure and recommendations, total settlements of less thou cone (1) inch and granular material should he placed immediately beneath all floor slabs. It is recommended that the he depth and emotional of these materials will vary awls the site. It should be noted that the wit 5TA E ' differential settlements of one half / inch or less can he anticipated. m utilizing the above- (') P 8 materials within the subgade area, above footing elevation, be compacted to a minimum density b only indicate the a d and thickness a then specific locations. Bo do mot °ti°ga Y apparent topsu spec rings />rt la In mentioned net allowable pressures far dimensioning footings, it is necessary, to consider only these of 93 % of maximum density In accordance with ASTM D-1557. indicate variations in the thickness of this sail layer between selected locations. Thus, borings only loads applied above the finished Flow elevation. provide a general indication of the amount of stripping. Pavement Recommendations WINTER In order to alleviate the effects of seasonal variations in moisture content on the behavior of the The condition of the subgade a the time of earthreoving operations and the methods used by the ARCHITECTS footings and eliminate the effects of frost action, all foundatims should be founded a minimum of The strength of the subgade soils at this site depends upon several variables including compaction comactorwill influence the depth of stripping. A represmative of Alt & Wilzig Engineering, Inc. in 1 024 EAST three (3) feet below the final grade. and drainage. It is, therefore, extremely important that all paved areas be designed to prevent water the field should determine the exam depth of stripping and undercutting at the time of stripping FIRST STREET WICHITA, KS. from collecting or pending immediately beneath the pavement his can be accomplished by sloping operations. 67214 Some modifications to the recommendations provided in this report may be necessary based an the subgade sails and providing a minimum six (6) inch granular layer beneath the pavement which PH. 316-267-7142 potential co locations w modifications s the des' Ism. The modifications mflu the P mP � � P may is ouRet to drainage dishes, undCldalne, w damage structures that will remove tapped water from It is recommended that after the above -mentioned stripping procedures have ben ommed, the PP tug P P� overall cost ofthe project and construction sequencl ffcomplicatime become apparent to the design the pavement section. exposed subgade should be pruofioiled with approved equipment. This proofrolling will determine PROJECT team w owner, this infomration should be provided s Alt & Wilzig Engineering, Inc. at the earliest where areas ofsaftautomobile materials are cnmuntered Due to the elevatedmoisluw comtents across ARCHITECT: possible date. For these wits to provide adequate support far pavement, it will also be necessary that the the site, it is anticipated that the subgade soils will not favorablya Pass proofroll inspection. R is RODGER BAKER canhmoving contractor follow proper site work techniques. The exposed subgade should be proof- recommended that a representative of Alt & Wilzig Engineering, Inc. be present for this phase of this Floor Slab Recommendations riled with equipment approved by a representative of Alt &Wilzig Engineering, Inc. This proof- project SOIL It is typically desirable in place the floor sob as aslab-on-gads supported by the wit. In the areas rolling will assist in identifying pockets of soft unstable materials beneath exposed subgrades. Trading REPORT existing subgade roils are mastered in design grade, proper control ofsubgade compaction where the existing grade is above the final Floor elevation, the building area should be undercut If construction takes place during the winter in early spring months large areas of unstable subgrea es and fill, and structural fill replacement should be maintained in accordance with the Recommended DATE and a granular material placed beneath the slab. In those areas where the existing grade is below should be anticipated due to the high moisture contents across the site. Rutting and pumping of the Specificalians for Compacted Fills land Backfdlx, presented in the Appendix of this report; thus, 11 /7/201 8 the final Flom elevation, a well -compacted structural fill will be necessary to raise the site to the subgade should be anticipated if these wits are exposed to adverse weather conditions for an minimizing volume changes and differential settlements which are detrimental to behavior of shallow desired grade. All fill materials may consist of approved borrow materials if proper moisture extendedpencd oftwel Thew was may requireunderculting and/or chemical modification (such as foundations, floor slabs and Pevemmta. content and commctim procedures are maintained. Rene, slime by-product, or cement). However, it should he noted that the degree of stabilization that may berequhed far die subgade would be dependent upon the weather conditions prior to and during DRANK BY: construction. BMW 10 11 12 13 CHECKED BY: Ah C: wnig File: 18MW2 AIM Viol File: 1815110663 Ahd1 ill File: 18IN0662 AIM Wiling File: 181N0662 DW RELEASED FOR CONSTRUCTION SHEET NO. Subject to compliance with all mill of Sate and meal Codes C R2 City of Camel V ywblU ri DATE: \ 04/03/19