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Home My WebLink AboutSt Lucie landfill concrete wall repair detailGSPublisherVersion 0.0.100.100 ...............................................................................F F LOO E RTI DAT ASRTECG EIS TIT HERCER D A AR97108 CMU WALL REPAIR1 of 2 x 9/18/19FL Design Build InspectConstruction + Architecture+ Home InspectionCRC1331263 | AA26003142 | HI10776772.321.4500frank.liebler@gmail.comwww.FLDesignBulidInspect.com© COPYRIGHT S H E E T CMU WALL REPAIR DETAIL SCALE: NTS EXTG WINDOW8'3'-4"+/- 5' EXTG TIE/BOND BEAM EXTG 8" CMU EXTG MONO FOOTING CUT CLEAN LINES WHERE EXTG BREAK IS, NO FILLED CELLS WERE EFFECTED BY DAMAGE INFILL: 8" CMU, UNFILLED, HORIZ LADDER JOINT REINF @ 16" OC INTERIOR: 1/2" DRYWALL OVER R4.1 FOIL INSULATION OVER 3/4" FURRING TME. EXTG HOLE IN WALL EXTG DAMAGE EXTG DAMAGE LOCATION OF HOLE PROJECT DESCRIPTION Repair to a concrete block wall due to a puncture from a car crash. PROPERTY INFORMATION: parcel id: 2335-441-0001-000-7, bldg 2 of 6 DocuSign Envelope ID: 1BA470D2-44D9-4280-B751-E808A3A9C494 10/23/2020 GSPublisherVersion 0.0.100.100 ...............................................................................F F LOO E RTI DAT ASRTECG EIS TIT HERCER D A AR97108 CMU WALL REPAIR2 of 2 x (1) 9/18/19FL Design Build InspectConstruction + Architecture+ Home InspectionCRC1331263 | AA26003142 | HI10776772.321.4500frank.liebler@gmail.comwww.FLDesignBulidInspect.com© COPYRIGHT S H E E T EFFECTIVE WIND AREA (SF) 4 10.0 33.5 ‐36.3 4 20.0 31.9 ‐33.9 4 50.0 29.9 ‐32.7 4 100.0 28.4 ‐30.3 4 500.0 24.9 ‐26.6 5 10.0 33.5 ‐44.8 5 20.0 31.9 ‐41.1 5 50.0 29.9 ‐37.5 5 100.0 28.4 ‐33.9 5 500.0 24.9 ‐26.6 1.21 adjustment factor used Wall ZONE 160 WIND PRESSURES (asd)BASIS OF STRUCTURAL DESIGN : SOIL BEARING: 2500 psf (assumed) WIND: 160mph (ult), risk cat 2, exp C, wind borne debri region, .18 enclosed design FROST DEPTH: 12" - THE STRUCTURAL DESIGN APPROACH FOR MASONRY, ROLLED STEEL, AND LIGHT WEIGHT STEEL IS WORKING STRESS DESIGN. THE DESIGN APPROACH FOR REINFORCED CONCRETE IS ULTIMATE STRENGTH DESIGN. THE DESIGN SERVICE LOADS ARE AS FOLLOWS: ROOF LIVE LOAD 20 PSF ROOF DEAD LOAD 7 PSF TC (ASPHALT SHINGLE ) ROOF WIND LOAD (SEE DRAWINGS) CEILING DEAD LOAD 10 PSF BC WALL WIND LOADS (SEE DRAWINGS) FLOOR DEAD LOADS n/a FLOOR LIVE LOADS n/a GENERAL NOTES 1. CODE COMPLIANCE: 1.1. This project was designed under the following codes. The construction documents cannot reference all of the codes require for the construction of this building. By submitting these construction documents for permit or commencing work, the contractor, hereby agrees to comply with all local, state, and federal regulations having jurisdiction over this project, and to comply with all governing codes, including but not limited to, the most current editions as adopted by the state of Florida, of the following: 2017 FBC: BUILDING/ ACCESSIBILITY/ EXISTING/ EXISTING BUILDING 6th ed 2017 FBC: ENERGY CONSERVATION, 6th ed 2017 FBC: PLUMBING/ GAS/ MECHANICAL, 6th ed NFPA 101 2014 NATIONAL ELECTRIC CODE 2. ALL GENERAL NOTES 2.1. THE FOLLOWING SPECIFICATIONS ARE MINIMUM REQUIREMENTS TO SUPPLEMENT THE DRAWINGS. IN CASE OF CONFLICT, NOTIFY ARCHITECT. THESE DRAWINGS, IN CONJUNCTION WITH OTHER SUBMITTALS, REPORTS, OR WRITTEN INSTRUCTIONS BY ARCHITECT OR CONSULTANTS, SHALL BE CONSIDERED THE COMPLETE CONSTRUCTION DOCUMENTS. 2.2. THE FOLLOWING GENERAL & SPECIFIC NOTES SHALL APPLY EQUALLY TO ALL CONTRACTORS , SUBCONTRACTORS, AND SUPPLIERS ENGAGED IN EXECUTION OF WORK ON THESE PLANS. 2.3. GENERAL CONTRACTOR SHALL FURNISH A COMPLETE SET OF DRAWINGS AND ADDENDUM'S TO ALL SUBCONTRACTORS ON THE JOB AND COORDINATE THEIR WORK. ANY DISCREPANCIES AND/OR CONFLICTS IN THE DRAWINGS SHALL BE NOTIFIED TO THE ARCHITECT BEFORE PROCEEDING WITH ANY INSTALLATION. FAILURE TO DO SO WILL BE THE ENTIRE RESPONSIBILITY OF THE GENERAL CONTRACTOR. ANY COSTS ARISING TO CORRECT THE DISCREPANCY AND/OR CONFLICT SHALL BE BORNE BY THE RESPONSIBLE PARTY. 2.4. NO DEVIATION OF THE APPROVED SET OF DRAWINGS WILL BE MADE IN THE FIELD WITHOUT THE EXPRESSED WRITTEN CONSENT OF THE ARCHITECT AND BUILDING OFFICIAL. IN SUCH CASE THE ARCHITECT SHALL PREPARE A REVISION IN ACCORDANCE WITH THE CHANGE. APPROVAL FROM THE BUILDING OFFICIAL SHALL BE OBTAINED BY THE CONTRACTOR BEFORE PROCEEDING WITH ANY WORK. 16. CONCRETE MASONRY NOTES: 16.1. ALL MASONRY UNITS SHALL CONFORM TO THE REQUIREMENTS OF ASTM C90 FOR LOAD BEARING MASONRY. 16.2. MASONRY STRENGTH (f'm DESIGN) UNO: -BLOCK STRENGTH = 1900 -MORTAR STRENGTH = 1800 -GROUT STRENGTH = 2000 16.3. GROUT SHALL HAVE A SLUMP OF 8 TO 11 INCHES, BE IN CONFORMANCE WITH ASTM C 476-02 AND ATTAIN A COMPRESSIVE STRENGTH OF 3000 PSI. GROUT SHALL CONFORM TO REQUIREMENTS OF FLBC STANDARDS. USE SUFFICIENT WATER FOR GROUT TO FLOW INTO ALL JOINTS OF THE MASONRY WITHOUT SEGREGATION. ALL CELLS IN CONCRETE BLOCKS CONTAINING REINFORCING SHALL BE FILLED SOLID WITH GROUT. ALL MASONRY BELOW FINISHED FLOOR OR GRADE SHALL BE GROUTED SOLID. HOLD GROUT DOWN 1-1/2" BELOW TOP OF BLOCK AT GROUT LIFT JOINTS AND AT CONCRETE PLACED OVER MASONRY. 16.4. CONCRETE MASONRY UNITS SHALL BE PLUMB, TRUE TO LINE, WITH LEVEL COURSES ACCURATELY SPACED AND BUILT TO THE THICKNESS AND IN A RUNNING BOND AS INDICATED AND CONFORMING TO THE TOLERANCES SPECIFIED IN ACI 531.1 AND 530.1. 16.5. REINFORCING BARS SHALL BE PLACED IN THE MIDDLE OF THE CELLS, UNLESS NOTED OTHERWISE, AND TIED OR OTHERWISE SECURELY SUPPORTED AT THE TOP AND BOTTOM TO ENSURE THAT THE BAR DOES NOT MOVE DURING GROUTING. 16.6. MORTAR DROPPINGS AND OTHER DEBRIS MUST BE KEPT OUT OF CELLS WHICH ARE TO BE GROUTED. DocuSign Envelope ID: 1BA470D2-44D9-4280-B751-E808A3A9C494 10/23/2020