HomeMy WebLinkAboutEngineered Foundation Repair DesignABAnchor BoltABVAboveADDLAdditionalALTAlternateAPPROXApproximate(ly)ARCHArchitect, ArchitecturalB PLBase PlateBFBoth FacesBLDGBuildingBLKGBlockingBMBeamB.O.Bottom OfBOFBottom Of FootingBOSBottom Of SteelBOTBottomBOWBottom Of WallBRCGBracingBRGBearingBSBoth SidesBTWNBetweenBWPBrace Wall PanelCSteel ChannelCANTILCantileverCIPCast-in-placeCJConstruction/Control JointCLRClearCMUConcrete Masonry UnitCOLColumnCONCConcreteCONNConnectionCONTContinue(s), ContinuousCPCripple PostCSKCountersink, CountersunkCTRCenterDDeep, DepthDBLDoubleDEMODemolition, DemolishDETDetailDIAGDiagonalDIMDimensionDWGDrawingDWLDowelEAEachEFEach FaceEJExpansion JointELElevationELEVElevatorEMBEDEmbed(ment)ENEdge NailENGREngineerEOSEdge of SlabEQEqualEQL SPEqually SpacedEWEach WayE-WEast-West(E), EXISTExistingEXPExpansionEXTExteriorFASFascia(e)FDFloor DrainFDTNFoundationFLGFlangeFLRFloorFOFace OfFOCFace Of ConcreteFOMFace Of MasonryFOSFace Of StudFSFar SideFSTNRFastenerFTGFootingGAGaugeGALVGalvanize(d)GCGeneral ContractorGLGlued-Laminated WoodHHeightHDHold-downHDRHeaderHGRHangerHORIZHorizontalHSSHollow Structural SectionI.F.Inside FaceINCLInclude(d), IncludingINSULInsulationINTInteriorJNTJointJSTJoistKKing StudKIPThousand PoundsKIP FTThousand Pound-feetLLength, Steel AngleLAGLag ScrewLLHLong Leg HorizontalLLVLong Leg VerticalLOCLocationLONGLongitudinalLSLLaminated Strand LumberLVLLaminated Veneer LumberMATLMaterialMAXMaximumMCMoment ConnectionMECHMechanicalMFRManufacturerMINMinimumMOMasonry Opening(N)NewNICNot In ContractNSNear SideN-SNorth-SouthNTSNot To ScaleOCOn CenterO.F.Outside FaceOPNGOpeningOPTOption(al)OSBOriented Strand BoardPERIMPerimeterPERPPerpendicularPLPlatePLLParallelPLYWDPlywoodPREFABPrefabricatedPSLParallel Strand LumberPTPressure Preservative TreatedRDRoof DrainREFReferenceREINFReinforce(d), ReinforcementREQDRequiredREVReverse(d)RORough OpeningRSRough SawnSCHEDScheduleSHTHGSheathingSGNStructural General NotesSIMSimilarSIPStructural Insulated PanelSOGSlab On GroundSQSquareSSTStainless SteelSTAGStaggeredSTDStandardSTIFFStiffenerSTLSteelSTRUCTStructure, StructuralSWShear WallTTrimmerT&BTop And BottomT>ongue-And-GrooveTBTrough BoltTBRTo Be RemovedTEMPTemporaryTHDThread(ed)T.O.Top OfTOBTop Of BeamTOCTop Of ConcreteTOFTop Of FootingTOSTop Of SteelTOWTop Of WallTRANSVTransverseTYPTypicalUNOUnless Noted OtherwiseVERTVerticalVIFVerify In FieldVNRVeneerWWide-Flange Beam, Wide, Widthw/WithWFWide-Flangew/oWithoutWPWorking PointWWFWelded-Wire FabricBWR STANDARD ABBREVIATIONSBWR SYMBOLS LEGENDSTRUCTURAL WALLNON-STRUCTURAL WALLSHEAR WALLFLOOR OR ROOF FRAMING MEMBERBEAM OR HEADERFACE-MOUNT HANGER CONNECTIONTOP-FLANGE HANGER CONNECTIONCOLUMN OR POST BELOW ORCRIPPLE POSTCOLUMN OR POST CONTINUES UPTO NEXT LEVELCHANGE IN ELEVATIONSTEP IN TOP OF FOOTINGSTEP IN TOP OF WALLS
STRUCTURAL WALL ABOVEFOOTING (CONTINUOUS SHOWNWITH FOUNDATION STEM WALL)EXISTING CONSTRUCTIONJOIST OR DECK SPAN DIRECTIONGENERAL NOTES1.Contractor shall verify all dimensions and jobsite conditions before commencing work andshall coordinate any discrepancies with the Engineer.2.Contractor shall review and verify all dimensions shown on Structural drawings. Contractorshall notify the Engineer and receive written clarifications of discrepancies beforeproceeding with construction.3.Use written dimensions. Do not use scaled dimensions. Where no dimension is provided,consult the Engineer for clarification before proceeding with the work.4.The Contractor is responsible for implementing jobsite safety and construction procedures inaccordance with national, state, and local safety requirements. The design, adequacy, andsafety of erection bracing, shoring, temporary supports, et cetera, is the sole responsibilityof the Contractor and has not been considered by the Engineer. The Contractor isresponsible for the stability of the structure prior to the completion of all gravity- and lateralframing, roof- and floor diaphragms, and finish materials.5.General notes shall not substitute for specifications. Conflicts between the two shall bebrought to the Engineer's attention, or the stricter criteria shall be used.6.The Contractor will pay the Engineer for time and expense required to review, design, andcoordinate items that were constructed not in conformance with these drawings.7.The Contractor is responsible for locating and the protection of all existing utilities andadjacent structures throughout all phases of construction.DESIGN CRITERIA1.CODE: 2015 International Building Code (IBC) and International Residential Code (IRC).2.DESIGN LOADS:ROOF LOADS:DEAD= 15 PSFSNOW Pf= 40 PSFPer Garfield County w/ Elevation = 6,000'FLOOR LOADS:DEAD= 15 PSFLIVE= 40 PSF (Residential)LATERAL LOADS:WIND115 MPH (3 Second Gust), Exposure BSEISMIC Site Class D, Design Category C,Ss = 0.337 g, S1 = 0.084 gGENERAL DEMOLITION NOTES1.Contractor shall take care to protect the structural integrity of the existing building duringdemolition and renovation.2.Contractor shall coordinate demolition and reconstruction with the Architect and Engineer ona regular basis.3.All debris, rubbish, and other material resulting from the demolition operation shall beremoved from the site. Disposal of all materials shall conform to all local, state, and federallaws and regulations.4.Temporary traffic disruptions shall be coordinated with the local governing body.5.Temporary security barricades and signs shall be provided along the building lines toprevent unauthorized access.6.Contractor shall take care to disconnect and remove or protect all designated electrical,water, gas, or other utilities.STRUCTURAL STEEL1.Structural steel construction, fabrication, and erection shall conform to the latest AISC "Codeof Standard Practice for Steel Buildings and Bridges" and applicable provisions of AWS"Structural Welding Code."2.Steel Materials shall conform to the following:a.Channels, Plates, Bars, Angles: ASTM A36, Fy = 36 ksib.Bolts for Framed Connections: ASTM A3253.Framed connections shall consist of snug-tightened joints with standard holes in all plies ofthe joint and 3/4" diameter ASTM A325 bolts unless noted otherwise.4.Welding electrodes or wires: E70XX unless noted otherwise. Welding shall conform tocurrent AWS "Code for Arc and Gas Welding in Building Construction." All welding shall beperformed by an AWS Certified Welder.5.Minimum Fillet Weld Sizes unless noted otherwise:Thickness of Thinner Part Joined: Min. Fillet Weld Size:3/16" - 1/2":3/16">1/2" - 3/4":1/4">3/4":5/16" (verify preheat requirements)Maximum Fillet Weld Sizes unless noted otherwise:Thickness of Material Joined: Max. Fillet Weld Size:<1/4”:Thickness of material1/4” and greater:Thickness of material minus 1/16”When end returns are used, the length of the return shall be at least twice the nominal weldsize but shall not exceed four times the nominal weld size.6.The General Contractor shall notify the Engineer of any fabrication or erection issues duringconstruction and await written approval from the Engineer before proceeding with fieldmodifications. The use of a gas cutting torch is not acceptable for field modifications withoutwritten approval from the Engineer.7.Shop drawings will be returned for resubmittal if major errors are found during review.8.No more than two sets of prints and one set of reproducibles will be reviewed for anyindividual submittal.9.Allow a minimum of five working days for review of shop drawings by the Engineer.SHOP DRAWINGS1.Shop drawings shall be submitted for all structural items and items required by the projectspecifications for review prior to fabrication. Shop drawings for proprietary products that aredesigned by the manufacturer shall include calculations stamped by a Professional Engineerlicensed in the state where the project is located.2.The structural drawings shall not be reproduced for use as shop drawings.3.The Contractor shall review and stamp all shop drawings and product data for conformancewith the Construction Documents prior to submitting for Engineering review. Contractor isresponsible for verification and coordination of dimensions and details for eachsubcontractor. Any shop drawings or product data not reviewed and stamped by theContractor will be returned without review. The Contractor shall cloud or flag all items not inaccordance with the structural drawings. Verify all dimensions.4.Any changes, substitutions, or deviations from the original contract drawings shall beclouded by the manufacturer or fabricator. Any changes, substitutions, or deviations whichare not clouded or flagged by submitting parties shall not be considered allowed after theEngineer's review unless specifically noted by the Engineer.5.Engineer reserves the right to allow or deny any changes to the original drawings at anytime before or after shop drawing review.6.The shop drawings do not replace the original structural drawings. Items omitted or shownincorrectly and which are not noted as allowed by the Engineer are not to be consideredchanges to the original drawings. It is the Contractor's responsibility to ensure that itemsomitted or shown incorrectly are constructed in accordance with the original drawings.7.All engineering designs and layouts performed by others shall be sealed by a Civil orStructural Engineer licensed in the state in which the project is located.8.Reviewing is intended only as an aid to the Contractor in obtaining correct shop drawings.Responsibility for correctness and completeness shall rest with the Contractor.9.Shop drawings will be returned for resubmittal if major errors are found during review.10.No more than two sets of prints and one set of reproducibles will be reviewed for anyindividual submittal.11.Allow a minimum of five working days for review of shop drawings by the Engineer.FOUNDATION1.Recommendations for foundation type and design criteria were provided by the geotechnicalreport “Suboil Study for Evaluation of Possible Groundwater Impacts to Hill Residence,"dated October 30, 2020, by Kumar & Associates, Inc., a separate consultant to the Owner.Contractor shall read and be familiar with all aspects and requirements for site andfoundation sub-grade preparation. Unless noted otherwise, the geotechnical report shall beconsidered part of the construction documents and shall be followed.2.The design and erection of all shoring, sheeting, soil stability, and dewatering is the soleresponsibility of the Contractor. The Contractor shall hire a licensed Engineer to design allshoring and sheeting.RESISTANCE UNDERPINNING PIERS1.Underpinning piers shall be installed by a qualified and experienced specialty contractorusing established methods of pier placement, structure lifting, foundation attachment, andcorrosion protection. The underpinning contractor shall be solely responsible for the designand performance of the underpinning pier system.2.Piers shall be installed at the locations indicated on the underpinning plan, plus or minus sixinches, as approved by the Engineer. Each pier shall be placed individually usingproperly-gauged hydraulic jacking forces using the building foundation or other means forreaction weight. The building shall not be lifted during pier placement operations.3.Piers shall consist of joined sections of steel pipe extending vertically from foundationbrackets to competent bearing strata, preferably to bedrock. The foundation brackets shallbe adequately attached to the existing foundation as close as possible to the center ofapplied loads. The piers shall be loaded to refusal during placement with a driving forceequal to 2.5 times the design capacity of the pier.4.Piers and brackets shall be designed to adequately support a total working load of 28,000pounds, unless otherwise noted on the underpinning plan. Material stresses and connectionforces shall not exceed those specified in AISC's "Steel Construction Manual," allowablestress design.5.After placement, the piers shall be reinforced and grouted to prevent lateral movement atjoints and to provide additional corrosion resistance. A full-length section of reinforcing rod,size #5 or larger, shall be placed at the center of pipe and neat cement grout shall be pouredinto the pipe cavity for the full length of the pier.6.Structure leveling or straightening may be undertaken at the owner's request afterplacement of all piers. Leveling shall be accomplished in progressive stages by use ofhydraulic jacks lifting at several pier locations simultaneously. The piers shall be locked offonce the desired elevation is attained.7.Corrosion protection of the underpinning system shall be provided by the Contractor usingmethods approved by the Engineer.8.It is strongly recommended that a floor level survey be conducted after completion of allbuilding repairs for the purpose of monitoring the performance of the underpinning. Floorlevel surveys should be performed periodically and near the end of the warranty period, if awarranty is provided by the Contractor.9.The underpinning contractor shall provide to Engineer driving records of all piers, includinginstalled lengths of installed pipe, driving forces at three-foot intervals or less, andobservations during placement.FLOWABLE FILL1.Flowable fill shall be used as a replacement for structural fill only when approved by theEngineer. Flowable fill (Controlled Low-Strength Materials) properties shall be determinedfrom the latest edition of ACI 229, unless noted otherwise.a.Minimum Compressive Strength: f'c = 300 psi at 28 days, normal weight.b.Fine Aggregate: Any clean fine aggregate with 100% passing a 3/8 sieve and no morethan 15% passing a No. 200 sieve may be used.2.Maximum slump per Section 4.2.1 ACI 229: 7" +/- 1”.3.Flowable fill shall be ready-mixed in accordance with ACI 304. Portland cement shallconform to ASTM C150, Type I or II. Normalweight aggregate shall conform to ASTM C33.4.All flowable fill shall have a minimum cementitious materials content of 75 pounds per cubicyard unless noted otherwise.SCALE:RE:1BEAM SEAT3/4" = 1'-0"S1.0SCALE:RE:2BEAM SEAT AT CORNER3/4" = 1'-0"S1.0HELICAL PIERS1.Helical piers shall consist of one or more helically-shaped steel plates attached to a centralsteel shaft. Extend piers by adding shaft extensions.2.Installer shall be certified by pier manufacturer with documented certification.3.Helical piers shall extend below existing grade per geotechnical report.4.Design of the helical pier foundation system shall be by a certified dealer or designer or aprofessional structural engineer experienced in design of this work and licensed in the stateof Colorado.5.Install all piers to a working capacity shown on the drawings times a factor of safety of two.6.All work described herein shall be performed in accordance with all applicable safety codesin effect at the time of installation.7.The helical lead sections and extension sections shall be solid steel, round-cornered squareshaft, or round steel pipe shaft configured with one or more helical bearing plates welded tothe shaft.8.All piers must be corrosion-protected by hot dip galvanization.9.Installation units shall consist of a rotary-type torque motor with forward and reversecapabilities. These units are typically powered.10.Installation units shall be capable of developing the minimum torque as required.11.Installation units shall be capable of positioning the helical pier at the proper installationangle. This angle may vary between vertical and 5 degrees depending on application andtype of load transfer device specified or required.12.Installation torque shall be monitored throughout the installation process.13.Helical piers shall be installed to the minimum torque value required to provide the loadcapacities shown on the drawings times a safety factor of two.14.The appropriate steel new-construction transfer device shall be used.15.Appropriate helical pier selection will consider design load plus safety factor, soilparameters, and the installation torque versus capacity equation as per the manufacturer'srecommendations.NOTES:1.INSTALL BM SEAT AFTER FDTNLIFTING OPERATION.2.GC VERIFY DIMs EA SEAT LOC.AASECTION A-A(E) BM PER PLANBRG PL 3/8x3x0'-8 w/(2) 5/8"Ø TB @ 4" GASTIFF PL 3/8, CTRUNDER BM(E) FDTNPER PLANPL 3/8x8x1'-8 w/ (6)3/4"Øx5" SIMPSONTITEN HD @ 5" GA1/43/161 1/2"(E) BM PER PLAN(E) FDTN PER PLAN(E) FDTNPER PLAN6"BRG PL 3/8x3x0'-10 w/(2) 5/8"Ø TB @ 4" GASTIFF PL 3/8, CTRUNDER BM1/43/16SEE 1/S0.0(E) BM POCKET1/43/166"PL 3/8x10x1'-11 w/ (6)3/4"Øx5" SIMPSONTITEN HD1 1/2"8"8"1 1/2"4"PL 3/8x10x1'-11" w/ (5)3/4"Øx5" SIMPSONTITEN HD5 1/2"8"8"1 1/2"NOTES:1.INSTALL BM SEAT AFTER FDTNLIFTING OPERATION.2.GC VERIFY DIMs EA SEAT LOC.1 1/2"CENTERLINEOF STIFF PLGROOVEIN VERT PL1010 W 24th StRifle, Colorado 81650(970) 462-8853bwr@bwr.peFOUNDATION UNDERPINNING
43 WILD ROSE DRIVE
GLENWOOD SPRINGS, COLORADO
GARFIELD COUNTYSHEETSHEET TITLEDRAWN BY:BWRPROJECT ENG:BWRPROJECT #: 21010DATEISSUE1/5/22CDREVISIONS0.0GENERAL NOTES ANDDETAILS05JAN2022
3'-6"7'-3"UNDERPINNING FOUNDATION PLANSCALE: 1/4" = 1'-0"PLAN7'-0"27'-6"34'-6"
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35'-0"21'-0"10'-2"12'-10"15'-6"17'-8"(E) TOF95'-10" VIFPLAN NOTES:1.SEE S0.0 FOR SYMBOLS LEGEND, ABBREVIATIONS, DETAILS, AND GENERAL NOTES.2.ALL ELEVATIONS ARE BASED ON A REFERENCE ELEVATION OF 100'-0" AT THE MAIN FLOOR AND DONOT REFLECT ACTUAL SITE ELEVATIONS.3.THE EXISTING STRUCTURE SHOWN ON THIS PLAN IS BASED ON DRAWINGS BY KURTZ &ASSOCIATES, INC., PROJECT NO. 18-01.76 DATED NOVEMBER 9, 2018, AND THE REPORT "HILLRESIDENCE DISTRESS INVESTIGATION" BY PATTILLO ASSOCIATES ENGINEERS, INC., PROJECT NO.20023 DATED JANUARY 22, 2020 [SIC]. CONTRACTOR TO FIELD-VERIFY LAYOUT AND DIMENSIONSBEFORE PROCEEDING WITH CONSTRUCTION. NOTIFY ENGINEER OF ANY DISCREPANCIES.REFERENCE THE PATTILLO REPORT FOR FLOOR RELATIVE ELEVATIONS. COORDINATE WITHPATTILLO TO DETERMINE APPROPRIATE FOUNDATION LIFTING MAGNITUDES.4.DO NOT SCALE DRAWINGS.TRUE4'-8"
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MIN PIER CAPACITY(KIPS, ASD)PIER LOCNOTE: LOADS SHOWN ON PLANS ARE AT ASD(ALLOWABLE STRENGTH DESIGN, NON-FACTORED) LEVEL.APPROPRIATE SAFETY FACTORS SHALL BE APPLIED ASREQD BY PIER MFR OR AS OTHERWISE INDICATED.30'-6"77'-2"11'-8"35'-0"SPECIFIC NOTES1(E) STUD PACK UNDER BM END. REMOVE AFTERBM SEATS ARE FULLY INSTALLED.2(E) STL ADJUSTABLE JACK. REMOVE AFTER BMSEATS ARE FULLY INSTALLED.3(E) (3) 2x6 BM ON (2) ADJUSTABLE JACKS EA END OFJSTs THIS LOC. VERIFY (E) JST BRG CONDITIONS &COORD w/ ENGR TO EVALUATE POSSIBLE REMOVAL.4RELOCATE JACKS ADJACENT TO FTG BEFORELIFTING FDTN. PROVIDE 22"x22"x4 1/2" PAD FTGUSING (3) LAYERS OF (4) 2x6s CROSS-LAMINATED.5SAW CUT HOUSEKEEPING PAD TO SEPARATE FROMFOOTING BEFORE LIFTING FDTN.6VERIFY EXISTENCE OF COUNTERFORT AND COORDw/ ENGR. NUMBER OF PIERS MAY BE REDUCED IFPRESENT.7AFTER FOUNDATION LIFTING COMPLETE, NAIL FLRSHTHG TO JSTs w/ 8d (0.131"x2 1/2") NAILS @ 6" OC @PANEL EDGES & 12" OC IN FIELD THIS AREA.8(3) HELICAL PIERS 120 DEGREES APART w/ 10-15DEGREE BATTER AWAY FROM CENTROID OF PIERS.5 KIPS MIN CAPACITY EA PIER (SEE PIER LEGEND).9CRACK BTWN (E) SOG & FDTN. PATCH OR FILLAFTER LIFTING FDTN IF REQD.SS(E) W21
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,TYP @ FDTN(E) PORCH CONC SOG. REPLACEIN KIND UPON COMPLETION OFUNDERPINNING OPERATIONS.T.O. (E) PLYWD100'-0" TYP(E) CRAWLSPACE(E) BM POCKET,TYP11212222339(E) PORCH CONC SOG.REPLACE IN KIND UPONCOMPLETION OFUNDERPINNING OPERATIONS.(E) GARAGE CONC SOG5'-4"7'-9 1/4"2'-6"10'-6"2'-6"6'-1"6'-1"10'-0"2 3/4"2 3/4"12'-11 1/4"11'-4"10'-3 1/4"VERIFY EXISTENCE OFCOUNTERFORTS ANDCOORD w/ ENGR2'-6"7'-0"7'-0"7'-0"4'-0"3'-0"7'-3"2'-0"6'-2"2'-0"4'-0"7'-6"7'-6"7'-6"3'-10"3'-0"54'-0"4'-0"7'-6"4'-0"3'-0"5'-10"5'-10"3'-0"66666'-0"3'-0"3'-0"5'-1"5'-1"5'-1"1'-8"4'-9"2'-4"(E) HOT TUB CONCSOG. REPLACE IN KINDUPON COMPLETION OFUNDERPINNINGOPERATIONS.4'-6"5'-6"1'-8"4'-6"4'-8"4'-8"4'-8"4'-8"4'-8"4'-8"2'-6"4'-0"SUGGESTED GENERAL UNDERPINNING SEQUENCE1.NOTCH EXISTING FOOTINGS TO FIT UNDERPINNING BRACKETS AND INSTALL PIERS TO SUPPORTWEIGHT OF BUILDING.2.SAW CUT EXISTING FOOTINGS TO SEPARATE THEM FROM FOUNDATION. REMAINING CONCRETEMAY BE REMOVED OR ABANDONED IN PLACE AT CONTRACTOR'S DISCRETION. FOOTINGS TO BECUT ARE INDICATED THUS:HATCH INDICATES FTG AREA TO BE CUTFTG AREA TO REMAINFOUNDATION WALL3.LIFT FOUNDATION AS REQUIRED TO LEVEL BUILDING. NOTE THAT EXISTING TEMPORARYSHORING AT ENDS OF STEEL FLOOR BEAMS WILL REQUIRE ADJUSTMENT DURING LIFTING TOMAINTAIN FLOOR LEVELNESS AND BEAM POSITION.4.INSTALL NEW STEEL BEAM SEATS PER PLAN AND DETAILS.5.REMOVE TEMPORARY SHORING FROM STEEL FLOOR BEAMS.4'-0"2'-0"3'-0"5'-8"5'-8"5'-8"4'-0"15 KIPS15 KIPS15 KIPS2
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20 KIPS30 KIPS44441010 W 24th StRifle, Colorado 81650(970) 462-8853bwr@bwr.peFOUNDATION UNDERPINNING
43 WILD ROSE DRIVE
GLENWOOD SPRINGS, COLORADO
GARFIELD COUNTYSHEETSHEET TITLEDRAWN BY:BWRPROJECT ENG:BWRPROJECT #: 21010DATEISSUE1/5/22CDREVISIONS1.0UNDERPINNINGFOUNDATION PLAN05JAN2022