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Home My WebLink AboutPERMIT PACKAGEr � r Csm ENGINEERING CIVIL • STRUCTURAL • MARINE SCANNED BY St. Lucie County CSM ENGINEERING, LLC BOB SW OCEAN BOULEVARD STUART, FLORIDA 34994 ❑: 772-220-4601 W: www.CSM-E.NET OCEAN TOWERS CONDO — SOUTH BUILDING CONCRETE RESTORATION PERMIT PACKAGE Located At: Ocean Towers 9490 S. Ocean Drive Jensen Beach, FL 34957 772-229-2229 Prepared For: Ocean Towers 9490 S. Ocean Drive Jensen Beach, FL 34957 772-229-2229 Inspected: October, 2018 REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC Charles A. DardeR Florida Reaistered'Pl& MAY 2 8 2019 LUde cnnnty ve... \'\GEN8, ••�v 47610 - FILE -COPY - PAGE 1 OF 1 7_--__ _ __ TABLE OF CONTENTS Title Page Table of Contents Scope of Work Scope of Work Attachments: Inspection Plan Section 1 - Concrete Repair Specifications Section 2 - Corrosion Inhibitor Specifications Section 3 - Waterproofing System Specifications Section 4 - Steel Reinforcement Protection Specifications Section 5 - Sacrificial Anode Specifications Section 6 - ICRI Standards Section 7 - Dust Wall Specification Drawings Section 8 - Restoration Drawings Restoration Drawings: Permit Drawings Charles A. Florida Re 1 2 3-4 5 6-8 9-10 11-12 13 & Attached 14 & Attached 15 & Attached 16 & Attached 17 & Attached Attached 52 Pages \\1111111 (�� /�S/ONA . �` "- --- - PAGE 2 OF 17 - SCOPE OF WORK CONTRACTOR shall provide all labor, supervision, parts, materials, testing, tools, equipment, utilities, permits, temporary facilities, sanitary facilities, swing stages, and scaffolding, required for completion of the below described WORK in accordance with the applicable drawings, specifications, codes and standards. The WORK to be performed by CONTRACTOR includes: I) Mobilization 2) Protection of Existing Conditions: a) Provide protection systems for existing site exterior components, including vegetation and private property of residents and visitors, which may be damaged as a result of CONTRACTOR'S performance of the WORK. Existing conditions of all site components that are in proximity to the WORK shall be surveyed and documented by CONTRACTOR prior to the commencement of work. 3) Railings and Screen, Shutter Systems, Sliding Glass Doors, Doors and Windows: a) Removal, protected storage and reinstallation of existing railings and screens, shutter systems, sliding glass doors, doors and windows as required for the WORK and as directed by ENGINEER. Where possible, the existing enclosures shall be left in place, rather than removed. b) All permanently installed fastener materials shall be stainless steel and shall be approved by ENGINEER. c) Removal and disposal of existing railings and screens, shutter systems, sliding glass doors, doors and windows as required for the WORK and as directed by ENGINEER. 4) Weather Walls: a) Installation, maintenance and removal of weather walls and protection systems for exposed building interior spaces and surfaces as directed by ENGINEER. 5) Tile Removal: a) Removal and disposal of existing tile and other floor finishes, including adhesives, as required for the WORK and as directed by ENGINEER. 6) Concrete Repairs: a) Investigation and excavation of deteriorated concrete and reinforcing steel shown on the below listed attached Inspection Spreadsheets and Inspection Drawings, and as directed by ENGINEER. Estimated quantities shown on the attachments are subject to revision based on the results of such investigation and excavation. b) Surface preparation of excavated areas. c) Restoration of oxidized reinforcing steel. d) Installation of Sika Galvashield XP+ galvanic sacrificial anodes as directed by ENGINEER. e) Patching and/or placement of concrete in the prepared areas to match adjoining surfaces. 7) Waterproofing System: a) Apply Degussa Protectosil (corrosion inhibitor) over the repaired concrete deck and edge on walkways and balconies that are not enclosed within a weather tight system. b) In locations specified by ENGINEER, install Sika Sikalastic, STO Decocoat, or BASF Sonoshield waterproofing system consisting of primer, base coat and top coat (aggregate and backroll) in accordance with manufacturer's specifications. 8) Stucco Repairs: a) Prepare all damaged stucco surfaces and apply stucco finish to match existing adjacent stucco surfaces. 9) Painting: a) Preparation and painting (prime coat plus one finish coat) in accordance with the manufacturer's recommendations of all repair areas and surfaces disturbed by CONTRACTOR to match the existing adjacent finish. 10) Demobilization --- -- -- - PAGE 3 OF 1 7 ATTACHED INSPECTION DRAWINGS Inspection Drawings: Key Damage Key S-2.1— 52.5 Notes Unit 109 - 1016 D-1— D-6 Details & Stair Restoration ATTACHED SPECIFICATIONS AND DRAWINGS The above WORK shall be performed in accordance with the following attached Specifications and Drawings: Section 1 — Concrete Repair Specifications Section 2 — Corrosion Inhibitor Specifications Section 3 — Waterproofing System Specifications Section 4— Steel Reinforcement Protection Specifications Section 5 — Sacrificial Anode Specifications Section 6 — ICRI Standards Section 7—Dust Wall Specification Drawings ,,\\ll'III o it,. 11-1-1 hl Hl 0, � . PAGE 4 OF 1 7 ENGINEER OF RECORD INSPECTION PLAN GENERAL A. ENGINEER shall review any work underway, as appropriate. All structural repairs, including reinforced concrete repairs at each location require specific engineering inspections and approvals. Non-structural work, such as stucco, overlays, waterproofing, and all non -reinforced concrete placements do not require inspections and approvals at each phase of work, but will be subject to ongoing engineering observations and approvals during the work. B. CONTRACTOR shall notify ENGINEER at least 2 business days prior to any required inspection. C. During the onsite inspections, ENGINEER shall review any work underway, regarding work locations, methods, shoring, forms, safety, property protection, concrete placements, proper curing of newly placed concrete, OWNER concerns, or any other items as appropriate. D. CONTRACTOR's site superintendent shall maintain a set of inspection drawings and spreadsheets marked up to indicate the current work status. Theses shall be available for review by ENGINEER and OWNER upon request. E. ENGINEER shall submit a written report to the Building Department at the end of construction. CONCRETE RESTORATION A. ENGINEER shall identify and mark out all areas to be investigated and / or excavated by contractor prior any excavation being performed. B. EXCAVATION LIMITS: ENGINEER shall inspect and approve, as required, all limits of concrete removal and all steel reinforcement repairs. ENGINEER shall verify contractor measurements and approve or disapprove, as required, all contract chargeable quantities for all repairs. C. APPROVAL TO PLACE CONCRETE: ENGINEER shall inspect all areas prior to concrete placement and give approval, as required, for all concrete placements. ENGINEER shall inspect all prep work, including forms, shoring, safety, steel bar repairs, sheathing installation and any adjustments to excavation limits. D. PLACEMENT OF CONCRETE: All design mix truck placements of concrete require on site engineering and shall be inspected by ENGINEER during placements. Approval of design mix placement based on slump results, environmental conditions, etc. shall be at the discretion of ENGINEER. ENGINEER may also require inspections of bag goods concrete placements. E. FINAL: ENGINEER shall inspect and approve, as required, the completion of all repairs, including any correction or punch list items for each work area as appropriate. ASSOCIATED WORK A. ENGINEER shall approve all removal of existing rail and screen enclosures, exterior and interior glass systems and doors, shutter systems, tile and other floor coverings prior to any removal work being performed. B. ENGINEER, with OWNER's approval, shall designate the disposition of all building components to be removed prior to its removal. C. CONTRACTOR shall document the condition and functionality of all building components to be removed and reinstalled and ENGINEER shall approve same prior to removal. D. ENGINEER shall inspect the reinstallation of existing building components to verify that it is in accordance with the manufacturer's recommendations and that the condition and functionality have not been degraded. ENGINEERING APPROVALS A. ENGINEER shall approve all work completed. B. ENGINEER shall approve or disapprove, as required, specifications for all contractor -supplied materials at least 7 days prior to planned material use or placement. C. ENGINEER shall determine any disputes regarding reasonableness of repairs involving structural integrity. CONTRACTOR'S DUTIES 1. The Contractor is totally responsible for the permit application and all costs, including renewing the permit in a timely manner before expiration, and close-out final, without cost to the Owner. 2. Upon receipt of permit, the Contractor shall transmit a copy of the permit showing the permit number to the Owner and Engineer of Record for correspondence with the building department. 3. The Contractor is responsible to request and submit the inspection dates to the building department as needed. 4. The Contractor is responsible to protect building, driveways, landscaping and personal property. END OF SECTION PAGE 5 OF 1 SECTION - 1 CONCRETE REPAIR SPECIFICATIONS PARTI- GENERAL 1.1 DESCRIPTION OF THE WORK: A The scope of work to be performed under the terms of this contract includes furnishing of all materials, labor, services, utilities, permit fees, supervision, tools and equipment, required or incidental to the demolition, repair and replacement of the deteriorated concrete. The work will include, but is not limited to, the following elements: 1 Demolition, removal and disposal of deteriorated concrete and reinforcing steel as identified by ENGINEER. 2 Surface preparation and installation of repair materials of the deteriorated concrete and reinforcing as identified by ENGINEER. 1.2 SUBMITTALS A Contractor shall submit to ENGINEER for review and acceptance, concrete mix designs, manufacturer's product information and manufacturer's installation instructions for all materials specified. B Certification of non -reactivity of all aggregate. 1.3 SITE OBSERVATIONS A Surface preparation of all repair areas shall be observed and accepted by ENGINEER prior to placement of the repair materials. B Concrete surfaces shall be observed and accepted by ENGINEER prior to placement of balcony tile or other finish materials. C Engineer shall be notified a minimum of 24 hours prior to all observations. PART 2-PRODUCTS 2.1 CONCRETE BAG MIX A MATERIALS I USE SIKACRETE 211 SCC Plus REPAIR MIX; STO Products are acceptable upon approval. 2 Water to be clean, clear, fresh water, with no additives. 2.2 ALTERNATE MATERIALS A Acceptance of alternate products and materials shall be considered at the sole discretion of ENGINEER. All repair materials shall be provided by a single manufacturer to the extent possible. PART 3-EXECUTION 3.1 CONCRETE MIX A Follow instructions from manufacturer. This will be monitored by Engineer. 3.2 CONCRETE TESTING A CONTRACTOR shall perform and maintain records on the composition, quantity, and slump test results for each batch mixed. B CONTRACTOR shall prepare test cylinders and arrange for testing by a certified testing agency as requested by ENGINEER and approved by OWNER. If cylinders pass such tests, the OWNER shall reimburse contactor for cost of testing. 3.3 SHORING A Contractor shall provide jacking, shoring and bracing to accomplish the Work and for all existing structural elements to remain until all structural modifications have been completed and accepted for their intended use. Contractor shall submit shop drawings for jacking, shoring and bracing for approval by ENGINEER prior to commencing shoring work. B Shoring design shall prevent movement of adjacent slab areas from the existing conditions. 3.4 CONCRETE REPAIR A Concrete repairs shall be provided for those areas identified with spalling, deterioration, and unacceptable concrete. B Remove all concrete surface coverings (stucco, decorative coatings, etc) along with loose, spalled, and unsound concrete in the area of the deterioration. Removal shall be performed with small pointed tools rather than wide chisel edges to prevent micro cracking and continued spalling of the concrete which is to remain. C The area of concrete to be removed shall extend along the length of the reinforcing, beyond the limits of the reinforcing deterioration a minimum of 2" into sound concrete. D Concrete shall be removed completely around the reinforcing steel providing a minimum clearance of 3/4" between the reinforcing and the concrete to remain. E Provide a %" minimum depth saw -cut, perpendicular or slightly undercut to the concrete surface at the limits of the repair to prevent feathering of the patch material. Do not cut any reinforcing, except as accepted by ENGINEER. F Application of repair concrete shall not be less than %' in depth. G Prepare all concrete surfaces to receive the repair material, including the saw -cut, to achieve a minimum surface profile depth of 3", where possible, with a new fractured aggregate surface to adequately anchor the patch material. H Remove all rust and scaling of the reinforcing thoroughly by media blasting and/or mechanical wire brushing. --- --- ---- -- PAGE OF 17 -_---- - --- - -- 3.5 3.6 1 Thoroughly clean the exposed concrete surface to receive the patch of all traces of dirt, grease, oil, dust, and other contaminants which may prevent proper bonding of the repair materials. J The prepared concrete surface shall be saturated surface dry (SSD), but free of standing water. Apply a bond coat of slurry, prepared with the repair concrete, with a stiff bristle brush covering all exposed steel and all concrete surface areas. K While scrub coat is still wet, place repair concrete mix design in accordance with ACI 301 in a continuous pour and in accordance with ICRI. CURING. A Apply water mist to repaired area (i.e. form work, patches) or burlap or carpet remnants to surface. Misting involves any method to maintain the exposed patch or repair area, in a wet condition to prevent surface cracks and reduce moisture loss during cure. B All concrete shall cure a minimum of 28 days prior to application of any coatings or finishes. C An observation shall be conducted by ENGINEER prior to application of any coatings on the concrete. Any cracks in the repair areas shall be repaired in accordance with the requirements for crack repairs. Repair of cracks shall be at no additional cost to the Owner. REPAIR MORTARS A Repair mortars may be used in lieu of ready mix concrete for partial depth repair areas of less than one (1) cubic foot of material and as accepted by ENGINEER. 1 The prepared concrete surface shall be saturated surface dry (SSD), but free of standing water. Apply a scrub coat of slurry prepared from the repair mortar to all surface areas, filling all pores and voids. 2 While scrub coat is still wet, apply acceptable polymer modified cementitious repair compound in maximum lifts of 3" and 1-1/2" for use on vertical and overhead surfaces, respectively. If forms are to be used, depths well in excess of these can be achieved in any one application. For large and/or deep repairs, mechanical anchors, studs, reinforcing dowels, etc., shall be provided where existing reinforcing does not provide mechanical anchorage. The top surface of each lift shall be scratched and reprimed with slurry prior to application of subsequent lifts. 3 The use of aggregate is not allowed except as otherwise recommended by the manufacturer. 4 The following repair mortars may be used: a Sika — Sika Full Depth 211 SCC Plus. STO products acceptable upon Engineer approval. -- ---- -- --- PAGE 7 OF 17 3.7 REINFORCING PREPARATION AND REPLACEMENT A All reinforcing with deterioration of more than 15% of the original bar diameter, as determined by ENGINEER, shall be replaced. B To permit lapping of the new reinforcing steel, the concrete shall be removed along the length of the reinforcing, a minimum of 12" beyond the deterioration into sound concrete to permit splicing of the reinforcing. C After the reinforcing has been prepared, lap the new reinforcing beside the entire length of the exposed reinforcing, secure in place with tie wires. D Following all other procedures for the concrete repair as indicated. E Where the removal of concrete to achieve the required lap length is not practical as determined by ENGINEER, bar development can be achieved by embedding the reinforcing into existing sound concrete a minimum of 9" with: I Sika— Sikadur 32(Preferred) 2 BASF - Concresive 1090 Liquid F Reinforcing steel shall be ASTM A615 grade 60 minimum. G Prime reinforcing steel prior to concrete placement with: 1 Sika—ArmatecI10EpoChem(Preferred) 2 BASF - EMACO P-24 3 BASF — Zincrich Rebar Primer 3.8 CRACK REPAIR A Crack repairs will be performed for all areas identified by ENGINEER. B Remove all loose and unsound concrete within and adjacent to the crack. C For all topside horizontal cracks, vee-notch the surface of the crack with a mechanical router or hand chipping tool to a maximum width of ''/e". Remove loose debris. Substrate may be dry or damp prior to product application. Where accessibility to the underside of the concrete slab is available, seal all visible cracks with an epoxy resin adhesive paste or Portland cement -based quick setting compound to act as a dam to hold the liquid epoxy resin adhesive until cured. D Prime prepared substrate with neat Sikadur 35, Hi -Mod LV epoxy resin mortar. Strike off and level, finishing with a trowel. E Seal cured epoxy resin mortar with epoxy resin adhesive binder to provide additional moisture and chemical protection. F Maximum application thickness of epoxy resin mortar on interior substrates not to exceed 1 %:" per lift. G Use pressure injection equipment to seal cracks on underside and vertical faces of concrete beams, columns and corbels with: 1 EUCO 452 M.V. Epoxy System or 2 Sikadur 35, Hi -Mod LV epoxy resin mortar or 3 Seal ports and cracks with Sikadur 31, Hi -Mod Gel, or Sikadur 33 or 4 Simpson Strong Tie ETI Epoxy Injection System 3.9 SURFACE APPLIED CORROSION INHIBITOR A Apply Sika Ferrogard 903 in accordance with SECTION 2 to 28 day cured, exposed concrete surfaces identified by ENGINEER. END OF SECTION 1 -- - - - - - PAGE 8 OF 1 7 - - - - - - - - -- SECTION - 2 CORROSION INHIBITOR TREATMENT SPECIFICATIONS PARTI- GENERAL 1.1 SUMMARY A Section Includes: 1 Surface applied concrete steel reinforcement corrosion inhibitor: 2 Extended written warranty. 1.2 SUBMITTALS A Substitution requests must be submitted 14 day prior to bid date. B Product Data: Manufacturer's specifications and technical data including the following: I Detailed specification of construction and fabrication. 2 Manufacturer's installation instructions. 3 Certified test reports indicating compliance with performance requirements specified herein. C Quality Control Submittals: I Statement of qualifications. 2 Statement of compliance with Regulatory Requirements. 3 Manufacturer's field reports. 1.3 QUALITY ASSURANCE A Manufacturer's Qualification: Not less than 5 years experience in the actual production of specified products. B Installer's Qualifications: Firm experienced in installation or application of systems similar in complexity to those required for this Project, plus the following: 1 Acceptable to or licensed by manufacturer. 2 Not less than 3 years experience with systems. 3 Successfully completed not less than 5 comparable scale projects using this system. C Product Qualifications: The corrosion inhibitor shall conform to the following characteristics: I Color: Slightly amber (fugitive dye may be added) 2 Density: 7.3 to 7.4 lbs/gallon 3 Nitrite content: less than l% 4 Chloride content: less than 20 ppm 5 pH: 6.5 to 8 6 Material must reduce total corrosion of heavily corroding concrete rebar by an average of 90%, at an internal concrete relative humidity of 75% or greater. 7 Must reduce corrosion by 90%or greater using FHWA RD-98-153 test protocol on crack slab black bars subjected to 48 weeks of cyclic salt water ponding. 8 Must increase the resistance of chloride ions using AASHTO T277 "Rapid Determination of the Chloride Permeability of Concrete" by 90% minimum. 9 Note: A qualified independent laboratory must perform all corrosion and chloride data. D Regulatory Requirements: Products shall comply with State and local regulations regarding Volatile Organic Content (VOC). 1.4 DELIVERY STORAGE AND HANDLING A Packing and Shipping: Deliver products in original unopened packaging with legible manufacturer's identification. B Storage and Protection: Comply with manufacturer's recommendations. 1.5 PROJECT CONDITIONS A Environmental Requirements: I Maintain ambient temperature above 40 degrees F during and 24 hours after installation. 2 Do not proceed with application on materials if ice or frost is covering the substrate. 3 Do not proceed with application if ambient temperature of surface exceeds 100 degree F. 4 Do not proceed with the application of materials in rainy conditions or if heavy rain is anticipated with 4 hours after application. PAGE 9 OF 1 7 --- - - - - - - - 1.6 SPECIAL WARRANTIES A The system manufacturer shall furnish the Owner a written single source performance warranty that the concrete reinforcement corrosion inhibitor will be free of defects related to workmanship or material deficiency for a ten (10) year period from the date of completion of the work provided under this section of the specification. The following performance standards shall be specifically covered under the warranty: Using a device which employs linear polarization with a guard ring (device should be certified under SHRP) the corrosion current of the treated concrete shall be less then 0.5 µA/c1112 for the life of the warranty period. B The Corrosion Inhibitor Manufacturer shall be responsible for providing labor and material to retreat areas of the structure that does not comply with the warranty requirements. PART2-PRODUCTS 2.1 MATERIALS A Inhibitor shall be ready -to -use, non-water-bome, surface applied product manufactured in an ISO 9002 certified facility, meeting or exceeding the physical and performance characteristics of the following approved product: I Sika Ferrogard 903 (Penetrating, corrosion inhibiting, impregnation coating for hardened concrete). PART 3 -EXECUTION 3.1 EXAMINATION A Verification of Conditions: Examine areas and conditions under which Work is to be performed and identify conditions detrimental to proper or timely completion. 1 Do not proceed until unsatisfactory conditions have been corrected. 3.2 PREPARATION A Protection: I Unless inhibitor does not affect adhesion of sealants, paints and patching materials all adjacent surfaces shall be protected as necessary in accordance with the manufacturer's recommendations. 2 Follow the manufacturer's recommendations regarding condition of concrete surfaces before, during and after application. B Surface Preparation: 1 All caulking,joint sealants, repairing, and patching of concrete surfaces shall be installed and cured before application of inhibitor. If specified by ENGINEER, apply corrosion inhibitor to routed cracks prior to application of sealant. Confirm with Inhibitor Manufacturer compatibility of materials. 2 Prior to application of corrosion inhibitor, concrete surfaces shall be dry and cleaned of all dust, dirt, debris, grease, oil, grout, mortar, and other foreign matter. Concrete patches and all existing surfaces shall be prepared as recommended by the corrosion inhibitor manufacturer and acceptable to ENGINEER. 3.3 FIELD QUALITY CONTROL A Test Applications: Before application of inhibitor will be accepted, a test panel will be applied to the concrete to verify performance under the warranty provisions. 3.4 APPLICATION A Product shall be applied as supplied by the manufacturer without dilution or alteration. B Corrosion inhibitor shall be applied in accordance with the use of either spray, brush, or roller as per manufacturer's recommendations. Corrosion inhibitor shall be applied at a net coverage rate of 75-100 112/gallon, in two or three equal coats, with a minimum one hour dry time between coats. C Follow manufacturer's recommendations concerning protection of glass, metal and other non -porous substrates. Contractor will be responsible to clean all surfaces that are contaminated by the corrosion inhibitor. D Follow manufacturer's recommendation concerning protection of plants, grass and other vegetation. Contractor will be responsible for replacing all plants, grass or vegetation damaged by the corrosion inhibitor. 3.5 CLEANING A As Work Progresses: Clean spillage and overspray from adjacent surfaces using materials and methods as recommended by corrosion inhibitor manufacturer. B Remove protective coverings from adjacent surfaces when no longer needed. 3.6 COMPLETION A Work that does not confonn to ENGINEER's specifications shall be corrected and/or replaced as directed by the Owners Representative at the contractor's expense without extension of time. END OF SECTION 2 PAGE 10 OF 1 7 SECTION - 3 WATERPROOFING SPECIFICATIONS BASF SONOGUARD SONOSHIELD SYSTEM PARTI- GENERAL 1.1 SUMMARY A Section Includes: 1. Waterproofing and decorative pedestrian traffic coating system for interior and exterior elevated decks as scheduled. 1.2 SYSTEM DESCRIPTION A A combined system providing a decorative pedestrian surface with the added benefit of a waterproofing membrane, with crack bridging capabilities. B The waterproofing membrane is a fluid -applied polyurethane waterproofing coating consisting of moisture curing mechanism. Materials have low odor and are VOC compliant. C The waterproofing system consists of the following components: 1. SONOGUARD BASE COAT, a one component, moisture -curing polyurethane. 2. SONOGUARD SECOND COAT, a one component aliphatic moisture -curing polyurethane. D System Performance Requirements: Provide material complying with the following requirements: 1. Hardness (Base Coat): Shore A (60) per ASTM D 2240. 2. Hardness (Top Coat): Shore A (89) per ASTM D 2240. 3. Tensile strength (Base Coat): 752 psi (5.2 MPa) per ASTM D 412. 4. Tensile strength (Top Coat): 2,500 psi (17.2 MPa) per ASTM D 412. 5. Elongation (Base Coat): 595 percent per ASTM D 412. 6. Elongation (Top Coat): 502 percent per ASTM D 412. 7. Tear strength (Base Coat): 74 PIT per ASTM D 1004. 8. Tear strength (Top Coat): 199 PIT per ASTM D 1004. 9. Weight loss (Base Coat): 16 percent. Max: 40. 10. Weight loss (Top Coat): 17 percent. Max: 40. 11. Low temperature flexibility and crack bridging: No Cracking of base or top coat. 12. Adhesion peel (Primer and Base Coat): Plywood 34 pli, Primed mortar 43 pli per ASTM C 957. 13. UL Class A Fire rating. E Weathering Performance Requirements: (ASTM C 957). 1. Elongation recovery: 94 percent. Minimum passing: 90 percent. 2. Tensile retention: 151 percent. Minimum passing: 80. 3. Elongation retention: 94 percent. Minimum passing: 90. 4. Abrasion resistance (CS-17 Wheel, 1,000 g load, 1,000 cycles): a 1 mg lost system passes. b Maximum oss: 50 mg. 5. Crack bridging (1,000 cycles): System passes. F Color and Texture Requirements 1. Color shall match adjacent surfaces 2. Texture shall match adjacent surfaces 1.3 SUBMITTALS A Product Data: Submit manufacturer's technical bulletins and MSDS on each product. B Quality Control Submittals: 1. Provide protection plan of surrounding areas and non -work surfaces. 1.4 QUALITY ASSURANCE A Qualifications: 1. Manufacturer Qualifications: Company with minimum 5 years of experience in manufacturing of waterproofing products and systems. 2. Manufacturer Qualifications: Company shall be ISO 9001:2000 Certified. 3. Applicator Qualifications: Company with minimum of 3 years experience in application of specified type products and systems on projects of similar size and scope, and is acceptable to product manufacturer. a Successful completion of a minimum of 3 projects of similar size and complexity to specified Work. PAGE 1 1 OF 17 B Field Sample: l . Install at Project site or pre -selected area of building an area for field sample. a Provide mockup of at least 10 square feet to include surface profile, sealant joint, crack, flashing, and juncture details and allow for evaluation of slip resistance and appearance. b Apply material in strict accordance with manufacturer's written application instructions. 2. Manufacturer's representative or designated representative will review technical aspects; surface preparation, application, and workmanship. 3. Field sample will be standard for judging workmanship. Maintain field sample during construction for workmanship comparison. 4. Do not alter, move, or destroy field sample until Work is completed and approved by ENGINEER. 5. Obtain ENGINEER's written approval of field sample before start of material application, including approval of aesthetics, color, texture, and appearance. 1.5 DELIVERY, STORAGE, AND HANDLING A Comply with manufacturer's ordering instructions and lead-time requirements to avoid construction delays. B Deliver materials in manufacturer's original, unopened, undamaged containers with identification labels intact. 1.6 PROJECT CONDITIONS A Environmental Requirements: 1. Minimum application temperature is 50 degrees F and rising. 2. Do not apply in rain or when rain is expected within 24 hours. Do not apply above 90 degrees For when temperatures are expected to fall below 50 degrees F within 24 hours. PART2-PRODUCTS 2.1 MANUFACTURERS A Subject to compliance with requirements, provide products from the following manufacturer: 1. BASF Building Systems 889 Valley Park Drive Shakopee, MN 55379 Customer Service: 800- 433-9517 Technical Service: 800-243-6739 Direct Phone: 952-496-6000 Internet: www.BASFbuildinesystems.com B Specifications and Drawings are based on manufacturer's proprietary literature from BASF Building Systems. Other manufacturers shall comply with minimum levels of material, color selection, and detailing indicated in Specifications or on Drawings. ENGINEER will be sole judge of appropriateness of substitutions. 2.2 MATERIALS A Acceptable Product: 1. Base Coat: Sonoguard Base Coat. 2. Second Coat: Sonoguard Second Coat 3. Aggregate: Sonoguard Aggregate or equal. 4. Cementitious and epoxy patching materials: BASF Building Systems Repair mortar and Epoxies. 5. Sealant primer: Sonnebom Primer 733. 6. Sealant: Sonneborn SL-2 or Sonneborn Ultra. 7. Deep joint sealant: Sonneborn SL-2 or Sonnebom NP-2. 8. Acryseal HS PART 3 —EXECUTION 3.1 EXAMINATION 3.2 SURFACE PREPARATION A Substrates must be sound and free of dust, dirt, laitance, paints, oils, grease, curing compounds, or any other contaminants. B Verify substrate has properly cured. If efflorescence is present, mechanically remove it before proceeding. For extreme cases where this is not adequate, contact Technical Service. Concrete should have a minimum compressive strength of 5,000 psi (21 MPa) and be cured for a minimum of 28 days or 80 percent of design strength. ---"--- - PAGE 1 2 OF 1 7 -- ---- - SECTION 4 STEEL REINFORCEMENT PROTECTION SPECIFICATIONS See attached Product Data Sheet -- ---- - - - — PAGE 13 OF 17 -- Product Data Sheet Edibon07/02/2007 Revision no: 0 " Identification No '. 01 03 02 01 0010 000001 SikaTop&Armatec 110 EpoCem® SikaTop°-Armatec 110 EpoCem° ktr 31 Bonding Slurry and Anti -Corrosive Rebar Coating ~ �.: Product Cement -based expoxy-modified three -component anti corrosive coating and ' Description bonding slurry. Uses As 1 an anti -corrosion coating for reinforcement steel: ■ For repairs to reinforced concrete where there is corrosion of the underlying reinforcement steel IN For the preventive protection of reinforcement steel in thin reinforced concrete y sections As bonding slurry for use on concrete, mortar or steel: ■ For repairs to concrete using SikaTop patching and repair mortars ., ■ For bonding of new and old concrete Characteristics 1 ■ Excellent adhesion to steel and concrete Advantages ■ Acts as an effective barrier against penetration of water and chlorides ■ Contains corrosion inhibitors " ■ Provides an excellent bonding coat for subsequent application of repair ' mortars, cement and epoxy based ■ Pre measured, ready -to -use packs ■ May be spray -applied ■ Frost- and de-icing salt resistant ■ Non-flammable Test certificates LPM, Laboratory for Preparation and Methology, Beinwil am See, Switzerland Ibac Aachen A 3119/3 F Product Data Technical Data Colours Mix: Grey Comp. A: White liquid Comp. B: Colourless liquid ;k Comp. C: Dark grey powder Packaging 20 kg units (A+B+C) �. Storage Storage Conditions Store at temperatures between +5 °C and +25 °C. Comp. C must be protected from humidity. yr` Shelf life 12 months from date of production if stored properly in unopened original packing. JJJ. SikaTop®-Armatec 110 EpoCem® 113 Mechanical/Physical Properties Density (+23 °C) Comp. A 1.05 kg/I Comp. B 1.03 kg/I Comp. A+B+C 2.00 kg/I (density of slurry when mixed) Bond strength (+23°C) On concrete (sandblasted): 2-3 N/mm22 On steel: 1 -2 N/mm E-Modulus (static) - 16.400 N/mm2 Index of resistance to diffusion of water vapour - 700 (NH20) Index of resistance - 40.000 todiffusion of carbon dioxide (pCO2) Thermic coefficient of _ 18 . 10' per "C expansion Application Details Mix ratio Parts by weight : A: B : C =1.14 : 2.86 : 16 Parts by volume: A: B: C = 1.14 : 2.86 : 10 Pot life (8 kg) 3 hours (at an ambient temperature of +5'C to +30 °C) Limitations Min. application temperature (ambient and substrate) : +5 °C Max. substrate temperature: +30 °C The recommended dosage must be strictly adhered to. On no account should water be added to the mix! Coverage As an anti -corrosion coating : - 2 kg/m2 for 2 coats, depending on method of application As a bonding slurry: Depending on substrate conditions, not less than 1.5 - 2.0 kg/m2 Surface preparation Concrete, mortar, stone : Substrate must be clean, sound and free from all traces of loose material, laitance, grease and oil. Min. substrate roughness 2mm Steel: Surface must be clean and free from all traces of grease and oil, rust and mill scale. Degree of cleaning SA2. Application Instructions Mixing Shake component A and B vigorously before opening. Pour both liquids into a suitable mixing pan and mix for 30 seconds. Add Component C slowly while continuing to stir. Mix mechanically for 3 minutes, using a slow -speed electric stirrer (250 RPM) in order to entrain as little air as possible. Rest for 5 - 10 minutes, until the mixture exhibits a brushable low -dripping consistency. 2 SikaTop&Armatec 110 EpoCem® 213 Application When used as an anti -corrosion coating : Apply a coating of approx. 0.5 — 1 mm thick to the cleaned and derusted reinforcement, using a stiff paintbrush, roller or spray gun. Leave to dry for 2 — 3 hours (at an ambient temperature of +20 °C), then apply a second coat of similar thickness. Leave to dry for a similar period of time before applying patching mortar. It is inevitable that the anti -corrosion coating is applied as well on the surrounding concrete; this is by no means a disadvantage. When used as a binding agent for repair mortar or concrete: Wet down the prepared substrate (concrete) to saturated surface dry condition. Then apply a bonding coat not less than 0.5 Tim thick, using a paintbrush, roller or suitable spray gun. For best results, work the bonding slurry well into the substrate to ensure complete coverage of all surface irregularities. Apply the freshly mixed patching mortar wet on wet to the bonding slurry. The application of slurry coat or patching mortar or may be applied wet in wet or up to a maximum waiting time of 6 hrs at+30 °C 5 hrs at +20 °C 4 hrs at +5 °C Freshly applied SikaTop-Armatec 110 EpoCem should be protected from pollution and rain until next coat is applied. Cleaning Use water to remove uncured material from tools and mixing equipment. Once cured, SikaTop-Armatec 110 EpoCem can only be removed mechanically. Imported Notes When SikaTop-Armatec 110 EpoCem is used as bonding coat between old and new concrete, it is necessary to install connecting reinforcement for shear strength transfer as per the relevant guide lines. Notes All technical data stated in this Product Data Sheet are based on laboratory tests. Actual measured data may vary due to circumstances beyond our control Local Restrictions Please note that as a result of specific local regulations the performance of this product may vary from country to country. Please consult the local Product Data Sheet for the exact description of the application fields. Health and Safety Information For information and advice on the safe handling, storage and disposal of chemical products, users should refer to the most recent Material Safety Data Sheet Legal Notes The information, and, in particular, the recommendations relating to the application and end -use of Sika products, are given in good faith based on Sika's current knowledge and experience of the products when properly stored, handled and applied under normal conditions in accordance with Sika's recommendations. In practice, the differences in materials, substrates and actual site conditions are such that no warranty in respect of merchantability or of fitness for a particular purpose, nor any liability arising out of any legal relationship whatsoever, can be inferred either from this information, or from any written recommendations, or from any other advice offered. The user of the product must test the product's suitability for the intended application and purpose. Sika reserves the right to change the properties of its products. The proprietary rights of third parties must be observed. All orders are accepted subject to our current terms of sale and delivery. Users must always refer to the most recent issue of the local Product Data Sheet for the product Sika yap, Kimyasallari A.$ Gamyegme Mah. Sanayi Cad. Kaynarca Pendik r. Istanbul TGrkiye Tel 902164941990 Tel - 84 Faks 9021649419 84 vnvw.sika corn tr SikaTop&Armatec 110 EpoCem® 313 SECTION 5 SACRIFICIAL ANODE SPECIFICATION See attached Product Data Sheet -- --- - -- - PAGE 1 4 OF 1 7 IMBEDDED GALVANIC ANODE 2003 Nova Award Nomination 12 Galvashield@ XP Embedded Galvanic Anode Galvashield XP is a patented sacrificial embedded galvanic anode that provides localized galvanic corrosion protec- tion in reinforced concrete structures. The anode consists of a zinc core surrounded by an active cementitious ma- trix. The 63mm diameter x 28mm high embedded anode is quickly and easily fastened to reinforcing steel. Once installed, the zinc core corrodes preferentially to the surrounding rebar, thereby providing galvanic corrosion protec- tion to the reinforcing steel. In the mid 1990s, Vector Corrosion Technologies, through research and development and in partnership with Fos - roc International Limited, a UK company, developed the Galvashield XP embedded anode as a breakthrough in the corrosion protection of concrete structures. The design philosophy behind the Galvashield XP embedded anode was to create a simple product that could be incorporated within a patch repair to minimize ongoing corrosion and extend the life of concrete repairs. Without protection, corrosion continues in the reinforcing steel immediately ad- jacent to the repair and results in premature failure. The anode has been designed to focus protection in the narrow zone directly adjacent to the repair. The size and discrete nature of the anode makes it convenient to install in a wide variety of repairs, and provides the specifier with complete control when targeting the areas that should receive protection. The anode is suitable for large or small repairs; a large repair will simply require the incorporation of multiple anodes. The convenience of the anode makes it a cost effective method of extending galvanic protection to repair scenarios that were not practi- cal just a few years ago. The Galvashield XP embedded anode is a non -hazardous product. Manufactured of common construction materials it is installed simply without complex equipment or processes. Depending upon a project's design parameters the anode will normally operate for a period of 10 to 20 years. Once installed its zinc is converted into a stable, non- hazardous zinc corrosion product. After its service life is complete, the anode remains are dormant and concealed within the concrete, having no maintenance or special disposal requirements. The Galvashield XP embedded anode has been in use in North America since 1998 in a wide variety of applica- tions: deck repairs, joint replacements, pre -stressed and post -tensioned repairs and interface applications between new concrete and existing chloride -contaminated concrete where accelerated corrosion can occur. The anode re- duces on -going corrosion activity and also reduces the effect of ring -anode corrosion commonly associated with concrete patch repairs in reinforced concrete. In order to verify the performance of the Galvashield XP embedded anode, periodic evaluation by various research and education foundations is conducted to provide an unbiased opinion of the effectiveness of this innovative tech- nology. In July 2001, following evaluation of the anode, The Concrete Innovations Appraisal Service issued CIAS Report 01-1 Galvashield Embedded Galvanic Anodes for Repair of Concrete. The principal use of this report is as neutral documentation to help technical committees of the American Concrete Institute (ACI) and users of the an- ode to better understand the technology. As stated in the report "The technology offers an easy -to -understand con- cept, which gives the client confidence in the capability of the repaired structure to perform its intended use." In July 2002, the ASCE/CERF Highway Innovative Technology Evaluation Center (HITEC) commenced evaluation of the Galvashield technology. For many contractors and engineers perhaps the greatest benefit of the Galvashield XP embedded anode is the fact that installation requires little or no change from existing concrete repair practices, and only a minimal addition in cost. Normal patching procedures simply shift the corrosion reaction to adjacent concrete areas, thus creating a continual battle in which repair crews chase the corrosion problem around the structure. The Galvashield XP em- bedded anode prevents this from occurring by mitigating the corrosion problem using a maintenance -free, cost- effective strategy. Contact: David W. Whitmore • Vector Corrosion Technologies, Inc. • 417 Main Ave • Fargo, ND 58103 701-280-9697 • Fax 701-235-6706 • davidw@vector-corrosion.com • www.vector-corrosion.com Construction Innovation Forum • 43636 Woodward, Bloomfield Hills, MI 48302 • 248409-1500 • Fax: 409-1503 • E-mail: info@CIF.org • www.ClF.org EMBEDDED GALVANIC ANODE CM.0itioua 2003 Nova Award Nomination 12 Galvashield® XP Embedded Galvanic Anode Ti. Ware s.1uve,1 ZOCCOR Cut -Away of Galvashield' XPAnode Bridge Widening Project —Anodes tied to reinforcing steel at joint between new and old concrete Galvashield*XPReduces r'RingAnode "Corrosion Concrete Girder Repair —Anodes tied to steel inside girder repair Concrete Patch Repair —Anodes tied around perimeter of repair "Ring Anode" Corrosion (without GolvashieldsXP) Construction Innovation Forum • 43636 Woodward, Bloomfield Hills, MI 48302 • 248409-1500 • Fax 409-1503 • E-mail: info@CIF.org • www.CIF.org SECTION 6 ICRI STANDARDS See attached Product Data Sheet -'--- - --'-'- - - PAGE. 1 S GF 1 7 -- TECHNICAL GUIDELINES Prepared by the International Concrete Repair Institute December 2008 aria 7�� :�> 57 Guideline No. 310.1 R-2008 (formerly No. 03730) Copyright 0 2008 International Concrete Repair Instions TECHNICAL GUIDELINES Prepared by the International Concrete Repair Institute December 2008 Guide for Surface Preparation for the Repair of Deteriorated Concrete Resulting from Reinforcing Steel Corrosion Guideline No. 310.1 R-2008 (formerly No. 03730) Copyright 0 2008 International Concrete Repair Institute All rights reserved. International Concrete Repair Institute 3166 S. River Road, Suite 132, Des Plaines, IL 60018 Phone: 847-827-0830 Fax: 847-827-0832 Web site: www.icri.org &mail: iafb@icri.org AAk �p�85�rt: CO4FCnc4E Fi' S T T About ICRI Guidelines The International Concrete Repairinstimte (ICRI) was founded to improve the durability ofconcrete repair and enhance its value forstructure owners. The identifrcaturA development, andpromotion of the most promising methods and materials are primary vehicles for accelerating advances in repair technology. Working through a variety of forums, ICRI members have the opportunity to address these issues and to directly contribute to improving the practice of concrete repair. A principal component of this effort is to make carefully selected information on important repair subjects readily accessible to decision makers. During the past several decades, much has been reported in the literature on concrete repair methods andmaterials as they have been developed and refined. Nevertheless, it has been difficult to find critically reviewed information on the state of the art condensed into easy -to -use formats. To that end, ICRI guidelines are prepared by sanctioned task groups and approved by the ICRI Technical Activities. Committee. Each guideline is designed to address a speck area of practice recognized as essential to the achievement of durable repairs. A111CRlguideline documents are subject to continual review by the membership and may be revised as approved by the Technical Activities Committee. Technical Activities Committee Kevin Michols, Chair Jim McDonald, Secretary Randy Beard Don Caple Bruce Collins William "Bud" Earley Don Ford Tim Gillespie Peter Golter Peter Lipphardt David Rodler Michael Tabassi David Whitmore Pat Winkler Producers of this Guideline Surface Preparation Committee Pat Winkler, Chair* Dan Anagnos Randy Beard Bruce Collins William "Bud" Earley Peter Emmons* Andrew Fulkerson Randy Glover Fred Goodwin* Kurt Gottinger Tyson Herman Dave Homerding Bob Johnson David Karins Ken Lozen* Jim McDonald Beth Newbold Jeffery Smith Sandra Sprouts Rick Toman Patrick Watson -Convibuting editors Synopsis This guideline provides guidance on concrete removal and surface preparation procedures for the repair of deteriorated concrete caused by reinforcing steel corrosion. Removal geometry, configuration ofthe repair area, removal process, edge preparation, reinforcement repair, surface preparation and inspection necessary for durable repairs are discussed. Special considerations for concrete removal associated with column repair are included. Keywords anodic ring effect, bonding, bruising, corrosion, delamination, deterioration, reinforcing steel, structural repair, surface preparation. This document is intended as a voluntary guideline for the owner, design professional, and concrete repair contractor. It is not intended to relieve the professional engineer or designer of any responsibility for the specification of concrete repair methods, materials, or practices. While we believe the information contained herein represents the proper means to achieve quality results, the International Concrete Repair Institute must disclaim any liability or responsibility to those who may choose to rely on all or any part of this guideline. 310.1 R-2008 GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL. CORROSION IIA4, M \, H-QU ACRET9 REPAIR Contents 1.0 Introduction .............................................................................................................................. 1 2.0 Definitions ............................................................................................................................... 1 3.0 Exposure of Reinforcing Steel .................................................................................................. 1 4.0 Anodic Ring (Halo) Effect .............................................................. .......................................... 2 5.0 Removal Geometry ................................................................................................................. 2 6.0 Configuration of Repair Area ................................................................................................... 3 7.0 Concrete Removal/Surface Preparation ................................................................................... 3 7.1 Exposing and Undercutting of Reinforcing Steel .................................................................. 3 7.2 Preparation of the Repair Perimeter ................................................................................ ... 4 7.3 Cleaning of the Concrete Surface and Reinforcing Steel .....................................................4 8.0 Inspection and Repair of Reinforcing Steel .......... .................................................................. 5 9.0 Final Surface Inspection ......................................................................................................... 5 10.0 Special Conditions at Columns ................................................................................................ 6 11.0 Summary ................................................................................................................................ 7 12.0 References ............................................................................................................................... 7 12.1 Referenced Standards and Reports .................................................................................... 7 GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION 310.1R-2008 $p@CSflBgv" i 1,1 S 310.1 R-2008 GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM 1.0 Introduction This guideline provides owners, design profes- sionals, contractors, and other interested parties with a recommended practice for the removal of deteriorated concrete caused by the corrosion of reinforcing steel, including the preparation of the removal cavity to provide a clean sound surface to bond a repair material. This guideline outlines removal geometry, configuration, removal process, edge preparation, reinforcement repair, surface preparation, and inspection prior to placing a repair material. An engineer should evaluate the impact of concrete removal on structural capacity priorto performing concrete removal and repair. The repair methods involve saw cutting and concrete removal using impact tools, hydrodemolition, and other removal techniques. Special caution should be taken to locate and avoid cutting or damaging embedded reinforcing bars, prestressing strands, post - tensioning tendons, or electrical conduits. Cutting into these items can be life threatening and may significantly affect structural integrity. This guideline also contains a discussion of concrete removal and preparation for the repair ofcolumns where the concrete is in compression. Special consideration must be given to the repair of concrete in compression as the load -carrying capacity of the element may be permanently compromised during the concrete removal and preparation process. While the procedures outlined herein have been used to successfully remove concrete and prepare the removal cavity on many projects, the requirements for each project will vary due to many different factors. Each project should be evaluated individually to ascertain the applicability ofthe procedures described herein. Refer to ACI 50611-05, "Guideto Shotcrete" for surfaceprepar- ation prior to shotcrete application. 2.0 Definitions Anodic ring effect: Corrosionprocess in which the steel reinforcement in the concrete surrounding a repaired area begins to corrode preferentially to the steel reinforcement in the newly repaired area (sometimes referred to as the halo effect). Bruised surface (micro -fracturing): Asurface layer weakened by interconnected microcracks in concrete substrates caused by the use of high - impact, mechanical methods for concrete removal, and surface preparation; fractured layer ,q�l�J i%' r.w r:nunl n:. xcau :)BCNETE nE/A1R Nk,-,soi f 11 '1 G typically extends to a depth of 0.13 to 0.38 in. (3 to 10 rant) and, if not removed, frequently results in lower bond strengths as compared with surfaces prepared with nonimpact methods. Carbonation: The conversion ofcalcium ions in hardened cementitious materials to calcium carbonate by reaction with atmospheric carbon dioxide. Carbonation reduces the pH of the concrete and its ability to protect reinforcing steel and embedded metal items from corrosion. Chloride contamination: Contamination of concrete with chloride ions commonly used in deicing salts and accelerating admixtures such as calcium chloride and sodium chloride. Chloride contamination above the threshold for corrosion can result in corrosion of the reinforcing steel. Chloride threshold: The amount of chloride required to initiate steel corrosion in reinforced concrete under a given set ofexposure conditions; commonly expressed in percent of chloride ion by mass of cement. Corrosion: Degradation of concrete or steel reinforcement caused by electrochemical or chemical attack. Microcrack: A crack too small to be seen with the unaided eye. Tensile pulloff test: A test to determine the unit stress, applied in direct tension, required to separate a hardened repair material from the existing concrete substrate. The test may also be used to determine the maximum unit stress that the existing concrete substrate is capable of resisting under axial tensile loading and the near - surface tensile strength of a prepared surface (refer to ICRI Technical Guideline No. 210.3- 2004 [formerly No. 037391 and ASTM C1583). Substrate: The layer immediately under a layer of different material to which it is typically bonded; an existing concrete surface that receives an overlay, partial -depth repair, protective coating, or some other maintenance or repair procedure. 3.0 Exposure of Reinforcing Steel The practice of completely removing the concrete (undercutting) from around the corroded reinforcement, no matter what degree of corrosion is found, is key to achieving long-term performance of surface repairs. In most cases, complete removal of the concrete from around the reinforcing steel is the best practice, where protection of the reinforcing steel within the GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION 31 OA R-2008 -1 ';rda•rae coraeacra o: �``�� gf 1 iJ i T 1 T' %K repair cavity is achieved by providing a uniform chemical environment around the reinforcing steel. if noncorroded reinforcing steel is exposed and the concrete is chloride contaminated, removal of the concrete around the reinforcing should occur or other corrosion -reducing means should be considered. Reinforcing steel partially embedded in chloride -contaminated concrete is susceptible to future accelerated corrosion. If, for structural reasons, the concrete cannot be completely removed from around the corroded reinforcing steel or if a corrosion inhibiting system is not used, the repairmay be compromised due to continued corrosion. Ifthere is a potential trade-off between durability and structural capacity, structural capacity should always take priority. When reinforcing steel is not fully exposed through the concrete removal and preparation process, alternative corrosion inhib- iting systems should be considered. These systems may include use of corrosion inhibitors, sacrificial anodes, or cathodic protection. 4.0 Anodic Ring (Halo) Effect The existing concrete surrounding a repair area in chloride -contaminated or low pH reinforced concrete is susceptible to accelerated corrosion. This is due to the electrical potential differential between the chloride contaminated or low pH existing concrete and the chloride -free or high pH repair material. This anodic ring effect can result in accelerated corrosion of the surrounding reinforcing steel leading to future concrete deterioration. To assess existing concrete conditions beyond the repair area, chloride content and pH of the concrete at the level of the reinforcing steel should be determined. Where the chloride content exceeds the threshold level for the initiation of corrosion or where the reinforcing steel is susceptible to corrosion as a result of carbonation, a corrosion inhibiting system should be considered to minimize future corrosion. Othermeasures may also be considered, such as the application of sealers and coatings, to slow the corrosion process. In severely chloride - contaminated or carbonated concrete, the complete removal and replacement of the contaminated concrete at and beyond the repair area may be necessary to provide a successful long-term repair. 5.0 Removal Geometry Examples of the removal geometry for several different types of reinforced concrete elements are shown in Fig. 5.1 through 5.6. Repairs may be located on horizontal, vertical, and/or overhead surfaces. The removal in Fig. 5.5 and 5.6 is for columns where the removal will not affect the structural capacity of the column. Removal of concrete within the reinforcing or to expose the reinforcing (concrete in compression) is a special condition and is discussed in Section 10. Fig. 5.1: Partial depth repair, slab or wall, section OJ�� p o p o 0 il Up 00'0 o e' o 00 000 oQ �o gyp° 0 0� pia O p, Fig. 5.2: Full depth repair, slab or wall, section 2 - 310A R-2008 GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION Fig. 5.3: Beam or rib repair, elevation 0Q-I)-Q o13 0 00 o �QO�Oo0 0po 0.0 0 OQp 0o D o ot) 0000 Fig. 5.4: Beam or rib repair, section Fig. S.S: Column repair, elevation Fig. 5.6. Column repair, section F. id.Sti�� :EH::ntic>ni nt.. 3Clrtl �. FCRETF. REPAIR `V� s T I "r u lF 6.0 Configuration of Repair Area Deteriorated and delaminated concrete should be located and marked prior to starting the removal process. Delantinated concrete can be located using sounding or other suitable techniques. The repair area should extend a minimum of 6 in. (152 mm) beyond the actual delaminated concrete. Note that during concrete removal, repair areas can grow in size beyond the areas identified due to incipient delaminations that are not readily identifiable by sounding. Repair configurations should be kept as simple as possible, preferably square or rectangularwith square comers (Fig. 6. 1). Ibis may result in the removal ofsound concrete. Reentrant comers should be minimized or avoided, as they are susceptible to cracking. ED__...� l ❑ L!_ i........ rJ .....� IJ-t iSl_i Fig. 6.1: Areas of deterioration and recommended removal configurations 7.0 Concrete Removal/Surface Preparation 7.1 Exposing and Undercutting of Reinforcing Steel Remove concrete from the marked areas and undercut exposed reinforcing steel (Fig. 7.1) using impact breakers, hydrodemolition, or another suitable method. Undercutting will provide clearance under the reinforcing steel for cleaning and full bar circumference bonding to the repair material and the surrounding concrete. Bonding GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION 310AR-2008-3 oittttATePka �i N'FCtln CONCRETE n°'. i N v r 17 the repair material to the full circumference ofthe reinforcing steel will securethe repair structurally. Provide a minimum of 0.75 in. (19 mm) clearance between exposed reinforcing steel and surrounding concrete or 025 in. (6 mm) larger than the coarse aggregate in the repair material, whichever is greater. Sound concrete may have to be removed to provide proper clearance around the reinforcing steel. If impact breakers are used for partial depth concrete removal, the breaker should not exceed 30 lb (12 kg). A 15 lb (7 kg) breaker is preferred Fig. 7. ]:Remove concrete to undercut and expose reinforcing steel and provide uniform repair depth Fig. 7.1: Saw cut perimeter to provide vertical edge Fig. 7.3: Abrasive blasting to clean substrate and reinforcing to minimize damage to the substrate, reinforcing steel, and surrounding concrete. Concrete removal should extend along the reinforcing steel until there is no further delam- ination, cracking, or significant corrosion and the reinforcing steel is well bonded to the surrounding concrete. Care should be taken to avoid significant and sudden changes in the depth of concrete removal, as the repair material is more susceptible to cracking at these locations. If noncorroded reinforcing steel is exposed during the removal process, care should be taken to not damage the bond to the surrounding concrete. If the bond between the reinforcing steel and concrete is broken, undercutting of the reinforcing steel is required. Remove all deteriorated concrete and additional concrete as required to provide the proper configuration and/or the minimum required thickness of repair material as required by the manufacturer of the repair material and/or the project specifications. 7.2 Preparation of the Repair Perimeter The perimeter of the repair area should he saw cut 0.75 in. (19 mm) deep to provide a vertical edge (Fig. 7.2) for the repair material. This will avoid featheredging of the repair material. Depending on the repair material selected, the depth of the existing reinforcing and the manufacturer's recommendations, a saw cut depth less than 0.75 in. (19 nun) deep may be sufficient. Care should be taken to avoid cutting the existing reinforcing steel. 7.3 Cleaning of the Concrete Surface and Reinforcing Steel The use of high -impact, mechanical methods to remove deteriorated concrete will result in a surface layer weakened by interconnected micro - cracks in the concrete substrate. The fractured (bruised) layer can extend to a depth of 0.125 to 0.375 in. (3 to 10 mm) into the resultant concrete substrate and may result in reduced bond strength. Remove the bruised layer and bond -inhibiting materials such as dirt, concrete slurry, and loosely bonded concrete by oil -free abrasive blasting (Fig. 7.3) or high-pressure water blasting. The 4 - 310.1 R-2008 GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION saw -cut edge of the repair area should also be blasted to roughen the polished vertical surface caused by the saw -cutting. All concrete, corrosion products, and scale should be removed from the reinforcing steel by oil -free abrasive blasting or high-pressure water blasting. Verify that the reinforcing steel and concrete surface are free from dirt, oil, cement fines (slurry), or any material that may interfere with the bond of the repair material. Inspect the repair cavity to verify that all delaminations and deterioration have been removed. If hydro_ demolition is used, cement fines (slurry) must be completely removed from the repair surface. A tightly -bonded fight rust bull d-up on the reinforcing surface is usually not detrimental to bond. If a protective coating is applied to the reinforcing steel, follow the coating manufacturer's recom- mendations for steel surface preparation. 8.0 Inspection and Repair of Reinforcing Steel Loose reinforcement should be secured in its original position by tying to secure bars or by other appropriate methods to prevent movement during placement of repair material. If reinforcing steel has lost cross -sectional area, a structural engineer should be consulted. Repair reinforcing steel by either replacing the 1jL'0 f3;:. uJ.-21:aEa ton•:::. it damaged/deteriorated steel or placing supple- mental reinforcing steel in the affected section (Fig. 8.1). Supplemental reinforcing steel may be lap -spliced or mechanically spliced to existing reinforcing steel. The supplemental reinforcing steel should extend (lap length) beyond the damaged/deteriorated area in accordance with ACI 318, "Building Code Requirements for Structural Concrete." 9.0 Final Surface Inspection Immediately prior to placing the repair material, inspect the repair cavity to verify that all bond - inhibiting materials (dirt, concrete slung, loosely bonded aggregates, or any material that may interfere with the bond ofthe repair material to the existing concrete) have been removed. If bond - inhibiting materials are present, the repair cavity should be recleaned as previously described. To verify the adequacy of the prepared concrete surface and completeness of bond - inhibiting material removal, a tensile pulloff test (ICRI Technical Guideline No. 210.3-2004 or ASTM C1583) should be considered to evaluate the bond strength capacity and tensile strength of the existing concrete substrate. This test may also be performed after the repair is complete. The pulloffstrength requirement should be established by the engineer and included as a performance specification for the repair. Fig. 8.1: Repair of damagedIdeteriorated reinforcing GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION 310.1 R-2008 -5 !A=\ 'p II17A66i. CU'ACRii 2'F. iF ' 10.0 Special Condition at Columns Fig. 10.1: Column load path Fig. 10.2a.- Column repair Fig. 10.3: Column load path following repair Fig. 10.2b: Column section 6 - 310.1 R-2008 GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATEO CONCRETE RESULTING FROM REINFORCING STEEL CORROSION Undercutting of reinforcement is a best practice in tensile zones of concrete. In columns, the primary loading condition is compression. From a design perspective, the concrete section contained withinthe reinforcing cage is considered to carry the compressive loads (Fig. 10.1). The concrete outside ofthe reinforcement is considered as protective concrete cover for fire and corrosion protection of the reinforcement. Removing the concrete within the column reinforcing steel (Fig. 10.2) can greatly increase the compressive stress in the reinforcing steel and the remaining concrete. Upon concrete removal, compressive load paths redistribute around the repair (deteriorated) sections (Fig.10.3). Depending on the size of the concrete removal area behind the column steel, buckling of the column vertical reinforcing bars can occur. In the majority of cases, shoring systems will not unload the compressive stress in the column section. When new repair material is placed in the prepared area, the new material cures and most materials undergo drying shrinkage, which results in the new material being put into a tensile stress state. The new material will not carry compressive loads until theoriginal concrete compresses further, forcing the repair material into compression. If Rather compression is beyond the capacity ofthe existing concrete, failure of the column may occur. This key concept affects the concrete preparation process. In normal concrete repair (other than columns), removal of the concrete surrounding the corroding reinforcement (also known as undercutting) is a normal and necessary process to provide for a long-term durable repair. To remove concrete around vertical reinforcing steel in a column (removing concrete inside the reinforcing bar cage) can cause the remaining concrete and/or reinforcement in the column to become overstressed. From a structural point of view, this condition may not be desirable. If concrete is to be removed inside the reinforcement cage, a qualified structural engineer should determine the impact of the repair on potential reinforcement buckling and overall structural capacity of the column. Note that the discussion in this section is also applicable in concept to compression zone portions of other structural members such as beams, slabs, and walls (with or without compression reinforcement) where on -going compressive stress exists and where adequate shoring cannot be installed prior to repairsto prevent displacements and corresponding stress redistributions during repairs. �;a4lESd::t: rin �rionn.. `k 3 dC9 +; VCRESE REFAiR \v 0S 11.0 Summary The repair of deteriorated concrete resulting from reinforcing steel corrosion is necessary to extend the service life of the structure. Performing concrete repairs using industry -best practices will ensure the success and longevity of the repair. Understanding the existing conditions and cause of corrosion will assist the engineer in specifying the type and extent ofthe repair required, and the type of corrosion mitigation systems and/or preventative measures that should be considered to protect the structure from future deterioration. 12.0 References 12.1 Referenced Standards and Reports The following standards and reports were the latest editions at the time this document was prepared. Because these documents are revised frequently, the reader is advised to contact the proper sponsoring group if it is desired to refer to the latest version. American Concrete Institute (ACI) ACI 506R, "Guide to Shotcrete" ACI E706 (RAP 8), "Installation of Embedded Galvanic Anodes" American Society for Testing and Materials (ASTM International) ASTM C1583, "Standard TestMethod forTensile Strength of Concrete Surfaces and the Bond Strength or Tensile Strength of Concrete Repair and Overlay Materials by Direct Tension (Pull - off Method)" International Concrete Repair Institute (ICRI) ICRI Concrete Repair Terminology ICRI Technical Guideline No. 130.IR-2008 (formerly No. 03735), "Guide for Methods of Measurement and Contract Types for Concrete Repair Work" ICRI Technical Guideline No. 210.3-2004 (formerly No. 03739), "Guide for Using In -Situ Tensile Pull -Off Tests to Evaluate Bond of Concrete Surface Materials" GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION 310.1 R-2008 - 7 1CRI Technical Guideline No. 310.3-2004 (formerly No. 03737), "Guide for the Preparation of Concrete Surfaces for Repair Using Hydro - demolition Methods" ICRI Technical Guideline No. 320.2R-2008 (formerly No. 03733), "Guide for Selecting and Specifying Materials for Repair of Concrete Surfaces" These publications may be obtained from these organizations: American Concrete Institute 38800 Country Club Drive Farmington Hills, MI 48331 wwW.concrete.org ASTM International 100 Barr Harbor Drive West Conshohocken, PA 19428 www.astm.org International Concrete Repair Institute 3166 S. River Road, Suite 132 Des Plaines, IL 60018 www.icri.org 8 - 310.1 Rr2008 GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION INTERNATIONAL CONCRETE REPAIR I N S T I T U T E 3166 S. River Road, Suite 132 Des Plaines, IL 60018 Phone: B47-B27-0830 Fax: 847-827-0832 Web site: www.icri.org E-mail: lnfo@lcfi.org SECTION 7 DUST WALL SPECIFICATION DRAWINGS See attached drawings ---- - - - PAGE 16 OF 17 - - - GENERAL NOTES, TIMBER 1. ALL 2.4 6 2.6 STUDS, SILL PLATES, AND PLYWOOD TO BE SOUTHERN PINE GRADE 2 TIMBER. 2. DIMENSIONS SHOWN PROVIDED AS A GUIDE TO CONTRACTOR. ACTUAL FIELD CONDITIONS AND LOCATIONS MAY VERY. 3. INSTALL ALL DUST WALLS MAX 36' FROM THE ARE OF REPAIR. NOL BUILD AT DOOR THRESHOLD TYP. STANDARD DUST WALL SO E' MTS UNFINISHED INTERIOR WALL 6 MIL PLASTIC WRAP OVER 1/2' COX PLYWOOD. TAPE IN 6 MIL PLASTIC 2X4 WOOD pVACHE SIMPSON 1I 4 0x1- TREN CON'•RETE SC FIN, FLOOR CONE CAULK BEAD BOTTOM 6 NIL I COX PLYWOOD TAPI 1/2' COX PLY -WOOD FRAMING STUDS AND WD. SCREWS AT 12' O.C. 6' O.C. AT EDGES OPTIONAL ATTACHMENT FOR 1/2' COX PLY -WOOD ATTACHED TO FRAMING W/ 10-d NAILS AT 12' O.C. AT FIELD AND 6' O.C. AT EDGES INCREASE SCREW/NAIL PATTERN TO FOR •PLYWOOD AANTTACHMENT �� ADD HORIZONTAL 2x6 ATTACH TO '. L4x411406 GA ANGLE AND 4 #10x1 WD SCREWS EACH LEG ADD ADDITIONAL CONNECTOR LLTOP 11LL6: BOT TO EACH gSTTUD (,4 IOX11 WDSCREWS EACH CONT. CAULK BEAD ALONG BOTTOM, TOP, AND SIDES NOTE MUST BE INSALLED AT THRESHOLD O.C. MAX. CONNECT VERTICAL 2x6 TO EACH STUD WITH (3) J10X3' WD. SCREWS CONNECT DIAGONAL BRACE TO 2x6 WRH L4x4x4x16 GA ANGLE AND (6) j10x1' WD. SCREWS INTO EACH LEG 2x4 DIAGONAL BRACE �AT 4' O.C. -TYP. CONNECT DIAGONAL BRACE TO LEDGER WITH L4x4x4x16 GA ANGLE AND (6) j10x1' WD. SCREWS INTO EACH LEG .�-X-O' 1 HURRICANE PREP. FOR STANDARD DUST WALL HNF. MTS 2X4 W7,0 ATTAC FA TO STAB WDH 1 40X1-1 2 MIN. EMBTU)MENT TITEN ONGREIE SCREWS 0 32 O.C. MAX -TYP. TOP AND BOTTOM 2x4 TOP LEDGER ALL SEAM JOINTS WRAP LEDGERS 1 Tp SLAB WITH /2 MIN. EMBEDMENT <EWS 0 32 O.C. MAX WALL STUD PER PLAN ALONG e LWC OVER m ALL SEAMS SUPPLY AROUND P PROTECIIO ATTACHED TO W/ �1D AT FIELD AND —L—Ly 'ET PADDING [METER FOR 2X4 BOT. LEDGER- �COM. CAULK BEAD ALONG�DBL STUD BOTTOM AT EACH END -TYP. STANDARD DUSTINALL ELEVATION DUST WALL SPECIFICATION I=rmm ENGINEERING CIVIL • STRUCTURAL • MARINE 202 9W DCEAN BOULEVARD STDART, FLDRIDA 34994 772.220-4601 w W.CSM-E.rvET CERNDCAYE OF AUTHORIZATION: 29059 u ou• me mu c,mm N nc mn n M mnwooi u m xa FR�mLlm nx oxmva au mDm¢ u scva wum w+u w mnr Rw5 A. .......... , �P. • A,AGENSF •'•. C) • No. 76910 �0 STATE OF (ZX� i�T� •'•. j'40R1OP.•'•G,N sS!�NAL AE ` CHAAIES A DARDEN JR rvml wasw®vRx®Dw Darren sm w S-1 vml HURRICANE DUST WALL 9 ATTACH 2x4 TOP LEDGER 1/4'00NCRE/2' M"" SEMBEDMENT TIFEN CONCRETE SCREWS 0 32' O.C. MAX UNFINISHED INTERIOR WALL 6 NIL PLASTIC WRAP OVER 1/2' Nm COX PLYWOOD. TAPE ALL SEAM JOINTS BUILD AT DOOR THRESHOLD IN 6 MIL PLASTIC WRAP 2X4 WOOD ppTJACHED TV SLAB WITH SIMPSON 1/40X1-1f2 MIN. EMBEDMENT TREK CONCCCCRL7E SCIn(L'NS 0 32 O.C. MAX. _ FIN. BOOR TYP. STANDARD CONT. CAULK BEAD ALONG BOTTOM DUST WAS SG B RTS 6 NIL F COX PLYWOOD TAPi 20 TOP LEDGER -\ GENERAL NOTES. TIMBER 1. ALL 2x4 6 2x6 STUDS, SILL PLATES, AND PLYWOOD TO BE SOUTHERN PINE GRADE 2 TIMBER. E. DIMENSIONS SHOWN PROVIDED AS A SUITE TO CONTRACTOR. ACTUAL FIELD CON➢ITIONS AND LOCATIONS NAY VERY. 3. INSTALL ALL DUST WALLS MAX 36' FROM THE ARE OF REPAIR. 4. SUITABLE PROTECTION AGAINST DAMAGE BY WEATHER, CONSTRUCTION DEBRIS, AND TRAFFIC SHALL BE PROVI➢ED (INSTALLATION AND REMOVAL) FOR EXPOSED INTERIOR SURFACES, SUCH AS TILE FLOORS, DRYWALL, ECT, AS REQUIRED AND IS INCLUDE➢ IN THE UNIT PRICING FOR DUST WALLS. 5. DAMAGE TO INTERIOR SURFACES BY INSTALLATION OF 20 WO anA L71 TO sU9 WITH 1 40xi-. 2 MIN. EMB_ MENT TM NCRETE SCREWS 0 32 O.C. MAX. -TYP. TOP AND BOTTOM TO 1/2' COX PLY -WOOD ATTACHED FRAMING STUDS AND LEDGERS WD. SCREWS AT 12' O.C. AT FIELD 6' O.C. AT EDGES OPIIONAL ATTACHMENT FOR 1/2' COX PLY -WOOD ATTACHED TO FRAMING W/ 10-d NAILS AT 12' O.C. AT FIELD AND 6' O.C. AT EDGES NET PADDING IMETER FOR 2x4 BOT. LEDGER— ".\—CONT. CAULK BEAD ALONGLN"�-DBL STUD BOTTOM AT EACH END -TYP. STANDARD DUSTWALL ELEVATION DUST WALL SPECIFICATION csm ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC ZOE SW OCEAN BCULCVARD STUART, FLORIDA 34994 V 722-220-4601 .CSM-E.NET CERNFICATE OFAUTHORU!ATION: 29057 M Dvm� Evl�f xsmTs iDAu me �u �tma� iWN w WTQ MVSFifl NIIpJI Rfl ®INSS M D3R4 WJIIP Raomlx am m®x u t91 Alba � uc 116 CINPT M WA[ NO I6R5 �m qWN 6 M NSiWYp.6 RULS.Mk SWI4.9 FAWPI R d DLL16VC. LLC W 619. 14H1®.NY9L W q WAIMNT P.LY.W[C. NnM M R.IW .VYW,IW Q � pGm%. UL u d10HI.59Yl6 ttNdq M.fl➢pMmtt.4fR1. M 011M1G 6 �[ Id M 0l6Yllx D NI 04A9•b. u wns Nawm wnxN m asTir ROR ovmm m: Rwa or.Rx w.x en mr mms RNL n x¢ Nmm 1: �YS A.IDIYN .• No. 76910 (// 0 STATE OF < TONAL CHARIES A DAADEN JR um naeu amour rRrOaRNi gaup am E S-2 N� I DUSTWALL DETAILS SECTION B RESTORATION DRAWINGS See attached drawings -- --- PAGE 1 7 OF 1 7 -- - -- - - - - - --- KEY: 1.2.3.4 1•AMOUNT OF DAMAGE OVERHEAD SPALL = SQUARE FEET DECK SPALL = SQUARE FEET EDGE SPALL = SQUARE FEET COLUMN SPALL = CUBIC FEET BEAM SPALL = CUBIC FEET WALL SPALL = CUBIC FEET 2 - LOCATION OF DAMAGE C = COLUMN D = DECK E = EDGE SHEET 0 = OVERHEAD DECK S-1 PH = PIN HOLE RUST STAIN 109- s-2.5 16 — D-1 —1 — D-6 3 -TYPE OF DAMAGE S = SPALL 4. HEIGHT OF DAMAGE (COLUMN AND WALL ONLY) M = MIDDLE B = BOTTOM EXAMPLE: f� = 5 CUBIC FELT - COLUMN - SPALL - MIDDLE 10-0-C = 10 LINEAR FEET - OVERHEAD DECK - CRACK B-W-S-M = 8 CUBIC FELT - WALL - SPALL - MIDDLE mi'm®rm/3' DESCRIPTION COVER SHEET AND NOTES NOTES UNIT INSPECTION DRAWINGS DETAILS ESTIMATED DAMAGE CATEGORY DAMAGE COLUMN SPALL 50CF COLUMN CRACK 10LF DECK SPALL 250SF DECK CRACK OLF OVERHEAD SPALL 600SF OVERHEAD CRACK 10LF EDGE SPALL 350SF WALL SPALL 100SF POSSIBLE DOOR OUT 30EA POSSIBLE WINDOW OUT 2EA BEAM SPALL 18OLF PRE DOOR REPAIR 12 FIRE DOOR REPLACE 6 ROOF ACCESS DOOR I STRUCTURAL INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 rm rm m ENGINEERING CIVIL • 5TRUCTURAL • MARINE CSM ENGINEERING, LLC 208 SW OCEAN BOULEVARD STUART, FLORIDA 34994 772-220-4601 WW W.CSM-E.N ET CERTIFICATE OF AUTHORIZATION: 29057 M amp Iwv arR.mr ieamrs xN/.a mvDl w wDxDn ND annx wavm mnx MC£ AIMS uN waNs af.m m aE IrzNmo.®. owm mw. a ♦svm to xr ram vum n wr 1091 /A IU.WR NWYfW NMVII RNf (fiLYNNC ML a19E.t1m1 RRoma xio romr a m Doaa4, uc T6 PI:NFIn. M Q.C, x0 [m.`6 hYRYMhO NRN.6 xl 96TnYM1 Y P669'+A YRnS 6WRAn u dl DVFVuVG II[ YL6 MINH1®.PMLd NVKfMM011PA HO6f .IAYIrt M �EIIa MIIWAIgIN R 4S WNERIL.IIG .LL DRW]694LH IWmNM1UURM 011PA[IW. M O}IINaYI N 1®P®L f01 M 0.VONIR V ML m0®6 u mD.ms aNlaxmmx MlRIpNMRl0.1DR1. M axmelu N �.Iw M mNvum� v,u N�a ML 5(M6 YGT1R0 FWaM N 65Y11• N015 avnm ar awa ovml 11111111/// ``VL , A -'DM .s EN (j No.76910 �- , 0 ••. STATE OF RliD s10NAL CW ES A WEXN JR D RP9`. RIEIWO Ny®.NH, Ia M10 9@.( KEY s C R. S-1 STRUCTURAL DESIGN CRITERIA: E DESIGN COMPLIES WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, BUILDING & EXISTING; 6TH EDITION; 2017 WIND LOAD FBC 2017, ASCE 7-10 WIND VELOCITY 170 MPH ULTIMATE WIND SPEED EXPOSURE D. LOAD COMBINATIONS ASCE 7-10 CHAPTER 2.4: DL+LL; DL+0.6WL; .6DL+0.6WL INTERNAL PRESSURE COEFFICIENT +/-0.00 PER TABLE 26.11-1 ENCLOSED DESIGN RISK CATEGORY II RIGID MAIN FRAME STRUCTURAL AND MISCELLANEOUS STEEL: 1. ALL HARDWARE SHALL BE STAINLESS UNLESS OTHERWISE NOTED. CONSTRUCTION SAFETY: 1. LOADS GREATER THAN THEAPPUCABLE DESIGN LOADS SHALL NOT BE PLACED ON THE STRUCTURE. PROVISIONS SHALL BE MADE FOR ADEQUATE BRACING AND SUPPORT OF ADJACENT CONSTRUCTION, UTILITIES AND EXCAVATIONS. JOB SITE SAFETY AND CONSTRUCTION PROCEDURES ARE THE RESPONSIBILITY OF THE CONTRACTOR. STRUCTURAL INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 Immsm ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC 208 SIN OCEAN BOULEVARD STUART, FLORIDA 34994 772.220-4601 w .CSM-E.NET CERTIFICATE OF AUTHORIZATION: 29057 M DI�1 MAA' Pf16IlY ,E41tR 16AW WMI9X Uq (LJ.M NN OIIBA gWV91R IW 1R. M6 flM5 W WYM6l4 XOf I0 R RAWJID.OxfID. O}Im. W A44VD N An IMW FMY q MT iMl R Wlt}P'WNflW LMPII R61 ®RATW M DT64 LAID 41A69]I n0 06M P b' AYs�'C. IIL 116 WN011. M OEIL. M01t914 M%W1MIm 1�FIl AS IN eSINgI T x6�R0. 41MG.6 4t{PFNIY K d' R�Sff. uC x06 MIm Hl®4q Ml[dnNAlMMt 011Vi 1W[Q nMN M [Alq INIXR7 TINT V BI dME@G. IIG qL pID9J694L H'.t�m xMlO➢PMmllibm M (OgWLTp n �L iN M QWMIY, V nl dFl®6 MI mOWn 9litHMmmn M,®Y 6,M01R/GIgL M mlfWgl 61QgQ®[ IW M PA®YIO1 Y XL �S Al scua xulm Rmul m asTn' Rg15 nm®m owus wrtn vm M m,r men om® rn DVRa grmll I� ............R ' /� V' •� No. 76910 ��Q'• STATE OF DH;R ES A DMDEN A DAiE num. �� Rmsmul uvm u rzslo smac NOTE mr. 5-2.1 CONCRETE AND REINFORCING STEEL: 1. CONCRETE CHAIRS ® 36 ON CENTER, MAXIMUM EACH WAY 2. NO EXPANSION JOINTS SHALL BE INSTALLED WITHIN 20 FEET OF WALL CORNERS. 3. ALL REPAR 90' HOOKS ARE TO BE EXTENDED 24' MIN BEYOND THE TURN FIELD BENDS ARE TO BE DONE COLD AND THE DIAMETER OF THE BEND, MEASURED ON THE INSIDE OF THE BAR, IS NOT TO BE LESS THAN (36) BAR DIAMETERS. 4. CONCRETE CAP SHALL HAVE A DENSITY OF 144 PCF, AND SHALL CONFORM TO ACI 301-99. 5. CEMENT SWILL CONFORM TO ASTM C 94. 6. COURSE AGGREGATE SHALL CONFORM TO ASTM C 33, Y8' TO )¢' NOMINAL AGGREGATE. 7. REINFORCING STEEL SHALL CONFORM TO ASTM A 615, GR 60. 8. DO CORROSION INHIBITOR, ASTM C 494 ADMIXTURE, SHALL BE ADDED AT 3.0 GAL/CY AS MANUFACTURED BY W.R. GRACE & CO. OR APPROVED EQUAL 9. CONTRACTOR SHALL REPAIR ALL SURFACE BLEMISHES (CHIPS, CRACKS, HONEYCOMBS, ETC) IN CONCRETE WITHIN 24 HOURS AFTER FORM REMOVAL 10. All CONSTRUCTION JOINTS BETWEEN CAST -IN -PLACE CONCRETE TO BE BONDED WITH EPDXY BONDING AGENT & CLEANED WITH A ROUGHED SURFACE OF Y' AMPLITUDE 11. REINFORCING STEEL SHALL CONFORM TO ASTM SPECIFICATION A615, GRADE 60 FOR BARS AND ASTM SPECIFICATION A185 FOR WELDED WIRE MESH (W.W.M.). FABRICATION, INCLUDING ACCESSORIES, ALLOWANCE FOR CONCRETE PROTECTION AND MINIMUM AREA OF STEEL REQUIRED, SHALL BE IN ACCORDANCE WITH THE A.C.I. BUILDING CODE AND CRSI MANUAL OF STANDARD PRACTICE. 12. MIX DESIGNS 12.1. TYPE II NORMAL WEIGHT PORTAND CEMENT 12.2. SIUCA FUME (MICROSIUCA)CEMEN ITIOUS ADDITIVE 12.3. ADMIXTURES FOR 12.3.1. SHRINKAGE REDUCTION 12.3.2. CORROSION INHIBITION 12.3.3. HIGH RANGE WATER REDUCTION 12.3.4. WATER CEMENT RATIO PER g8 & 9 12.3.5. POZZOLAN IS NOT TO BE USED IN THE MIX. 13. TO ENSURE COMPATIBILITY OF PRODUCTS, SILICA FUME AND HIGH RANGE WATER REDUCER SHALL BE FROM THE SAME MANUFACTURER. 14. WATER FOR MIXING AND CURING SHALL BE FRESH, CLEAN, POTABLE AND FREE OF INJURIOUS AMOUNTS OF OIL ACID, SALT OR ALKALI. 15. A BONDING AGENT SHALL BE USED OVER SURFACES WHERE FRESH CONCRETE MEETS HARDENED CONCRETE. THE APPLICATION OF THE BONDING COMPOUND SHALL BE IN ACCORDANCE WITH THE MANUFACTURERS RECOMMENDATIONS. 16. THE SLUMP SHALL BE MEASURED FOR EACH TRUCK ON CONCRETE AND THE SLUMP SHALL NOT EXCEED 5 INCHES FOR THE CAP CONCRETE AND 6 INCHES FOR THE REMAINING CONCRETE. NO ADDITIONAL WATER MAY BE ADDED TO THE CONCRETE AFTER SLUMP MEASUREMENT UNLESS THE SLUMP IS LESS THAN THAT SPECIFIED ABOVE. 17. A QUALIFIED TESTING LABORATORY SHALL BE RETAINED TO PERFORM THE FOLLOWING TEST: (ONE COPY OF ALL TEST REPORTS SHALL BE SENT DIRECTLY TO STRUCTURAL ENGINEER AND OWNER) 18.1 CYLINDER STRENGTH TESTS - ASTM C39: ONE SET OF FOUR CYLINDERS FOR EACH 50 CUBIC YARDS OR FRACTION THEREOF. TEST ONE CYLINDER AT 7 DAYS AND TWO AT 28 DAYS. HOLD THE FINAL CYLINDER IN RESERVE.TEXT 18.2 SLUMP TESTS - ASTM C143 SHOP DRAWINGS AND FORM WORK PLANS: I CERTIFIED FORM WORK PLANS SHALL CLEARLY SHOW SIZE AND STRENGTH OF FORM WORK, SEQUENCE OF CONSTRUCTION, AND DETAILED PLANS OF FORM WORK REMOVAL AND RE -SHORING. 8. ALL FORM WORK FOR CONCRETE SHALL CONFORM TO THE REQUIREMENT OF ACI SPECIAL PUBLICATION NO. 4, 'FORM WORK FOR CONCRETE' AND 'STANDARD RECOMMENDED PRACTICE FOR CONCRETE FORM WORK', ACI 347, LATEST EDITION. 9. CONTRACTOR SHALL SUBMIT THE DESIGN AND DETAILS OF ALL FORM WORK, DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER FOR RENEW BY THE STRUCTURAL ENGINEER. 10. THE GENERAL CONTRACTOR SHALL RENEW ALL SHOP DRAWINGS BEFORE SUBMISSION TO THE ENGINEER AND MAKE ALL CORRECTIONS AS HE DEEMS NECESSARY. 11. DRAWINGS SHOWING ALL OPENINGS AND SLEEVES SHALL BE SUBMITTED BY THE CONTRACTOR FOR REVIEW BY THE ENGINEER. 12. SLEEVES, BOXES, AND OTHER OPENINGS WILL NOT BE PERMITTED UNLESS SHOWN ON THE DRAWINGS SUBMITTED FOR REVIEW. STRUCTURAL INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 c ms m ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC 208 SW OCEAN BOULEVARD STUART, FLORIDA 34994 992.220-4501 www.CSM•E.NET CERTIFICATE OF AUTHORIZATION: 29057 M aoax � aR�i Rsxa �x'Am mvx ur mmmn xa Rnax RRwm xwrs n,¢RWIsw Neoxo xe xmroB RN.W®, aware mxm a aaxxm ro NR nmm vxm x xn RIR, m xrNm exmNra mwn rem mmwc ra oNm mla xNAf.T MY 0HI1! 6 BI EIOmW.I1L ra moan. M vx. xm xsas xmamnn Ran. a x. YflArPl6 Rlhdxl4 9M[ 6 xOWIY x" CY aYUWG.IIt 4xxxI1NH19Rxxp[m NlM Ia1M 011ro1 {W61 rnxon M xma NmwmRa a ex omarx, uc u oxms wu xxnmxMmoaMmmrt,m. ra OIIIXGOI6 �f im M P6mmDl R NL mC®S II xG rouwill. NN uxmmsM \OCENS,F V' No. 76910 P ��Q ••• STATE OF•!(/ ZORID �//;// ZONAV- IE 0 CHMIES A OMOEN A DATE 5-2.2 GENERAL NOTES: 1. ALL CONSTRUCTION SHALL BE DONE IN ACCORDANCE WITH THE FLORIDA BUILDING CODE, BUILDING & EXISTING; 6TH EDITION; 2017. 2. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS ON SITE BEFORE CONSTRUCTION HAS BEGUN. ALL OBSERVED DISCREPANCIES SHALL BE REPORTED IMMEDIATELY TO THE ENGINEER. 3. CONCRETE: ALL REINFORCED CONCRETE WORK SHALL BE DONE IN ACCORDANCE WITH ACI 318, "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE', AND ACI 301, 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS". ALL CONCRETE REPAIR WORK SHALL BE IN ACCORDANCE WITH ACI "CONCRETE REPAIR MANUAL' LATEST EDITION. ACI 311. 'RECOMMENDED PRACTICE FOR CONCRETE INSPECTION". ACI 347, "RECOMMENDED PRACTICE FOR CONCRETE FORM WORK". ACI 304R, "GUIDE FOR MEASURING, MIXING, AND PLACING CONCRETE". ALL STRENGTHS NOTED BELOW ARE 28—DAY STRENGTHS: POURED —IN —PLACE STRUCTURAL CONCRETE: 5000 PSI EXTERIOR CONCRETE SHALL HAVE 4% MINIMUM ENTRAINED AIR. 3a. THE MIX DESIGN SHALL MEET THE FOLLOWING MINIMUM REQUIREMENTS: COMPRESSIVE STRENGTH : 5000 PSI MIN. SLUMP: 5 TO 7 INCHES AIR CONTENT: 4% TO 6% OPTIONAL WATER/CEMENT RATIO: 0.40 PUMPABLE PEA —ROCK MIX MAX. COARSE AGGREGATE : 3/8" TO 3/4" CORROSION INHIBITOR: 2.5 GALLONS PER CUBIC YARD 4. REINFORCING STEEL SHALL BE ASTM A615, GRADE 60. TENSION SPLICES: 48 x BAR 0 FOR #3, #4, & #5 5. ALL CONNECTIONS EXPOSED TO WEATHER, OF STEEL TO STEEL AND STEEL TO MASONRY/CONCRETE, MUST BE STAINLESS STEEL BOLTS. 6. THESE DRAWINGS ARE NOT VALID UNLESS SIGNED AND SEALED WITH AN EMBOSSED/DIGITAL SEAL OF AN ENGINEER EMPLOYED BY CSM ENGINEERING, LLC ANY CHANGES TO THE DOCUMENTS MUST HAVE THE WRITTEN CONSENT OF CSM ENGINEERING, LLC. ALL ORIGINAL DRAWINGS, TRACINGS, AND SPECIFICATIONS MUST BE RETAINED IN THE OFFICES OF CSM ENGINEERING, LLC AND ARE THE SOLE PROPERTY OF CSM ENGINEERING, LLC. 7. CSM ENGINEERING, LLC. SHALL BE AFFORDED THE OPPORTUNITY TO PROVIDE CONSTRUCTION OBSERVATION SERVICES DURING THE CONCRETE RESTORATIONS. IN THE EVENT THAT CSM ENGINEERING, LLC. IS NOT RETAINED IN THIS CAPACITY, CSM ENGINEERING, LLC. CAN ASSUME NO RESPONSIBILITY FOR THE CONSTRUCTION DEFECTS FOR THE RECOMMENDATIONS PROVIDED IN THESE DOCUMENTS. 8. ENGINEER SHALL BE NOTIFIED A MINIMUM OF 24 HOURS PRIOR TO ALL OBSERVATIONS. STRUCTURAL INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 CSM ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC ZOE SW OCEAN BOULEVARD STUART, FLORIDA 34994 772-220-4601 W W W.CSM-E.NET CERTIFICATE OF AUTHORIZATION: 29057 M pT}FlI IW®! D11Bsi I®4E 16/16M @I,fH 4Y [®,AUII M90fiRP HN@M1 M(IIIS MH NMS YD WP'i 6A'<Mm 10ft Rnmuvv. Dwzm. mr,m. u xsvav R Rrc nw vum n Rn nw M xRow xusaxx uxxn nm mRvaw M avas mIp RRIAI, M9 N®,16 CY daaaa. LLC T6 WCM,II. M O'# MO G9IR R]PM.V(D NRx K ai uos"�iRrlms�xw�[wwv�aim m,m°�i*'F` nIMN M xEllp ,Nx>�191 D CY pgISFgR. 11L. .Y10bBa3 9WL @ 19xm p M IIFN m ML �R. 11[ LML/[Ia, 61� `®E M 11[WTaYiAP' R Hl PYFMOM. ru xmeoxs 9VlLZgO®xMwvmml axmrc,w. M QFIIWLIG 6 RSO®E M M aaLLVlp m 4l Y,EEO,S R. map Ream wmx m Ml- ours ®a m o,wa oum, wR m mn aws al m DNRa ovm, \`4T11111111///// `P CT; No. 76910 Q ••• STATE OF •• ((7 �^N�''.•F(ORIDP.•• N ''!ssION A - IE�G`. GRNRIES A MRTEN JR 0.41E ILLip AfII1L® POCSxY PDdi R. h310 Y II: 5-2.3 1. CONCRETE SHALL BE REMOVED USING A 15# CHIPPING HAMMER. 2. WHERE REINFORCEMENT IS EXPOSED BY CONCRETE REMOVAL, EXTRA CAUTION SHALL BE EXERCISED TO AVOID DAMAGING DURING REMOVAL OF ADDITIONAL UNSOUND CONCRETE. 3. IF RUST IS PRESENT ON REINFORCEMENT, ADDITIONAL CONCRETE SHALL BE REMOVED UNTIL CLEAN, SOUND REINFORCEMENT AND CONCRETE IS FOUND AND COVERED WITH 'SIKADUR 110. ARMATEK' OR 'THOROC ZINC —RICH PRIMER'. THIS WILL ONLY BE DONE AT THE ENGINEERS DIRECTION. 4. UPON REMOVAL OF ALL DAMAGED CONCRETE, AND PRIOR TO STARTING REPAIR, A REVIEW BY THE ENGINEER OF RECORD SHALL BE CONDUCTED. 5. ALL EXPOSED CONCRETE AND STEEL SHALL BE SAND BLASTED CLEAN OR WIRE WHEELED. A ZINC ANODE SHOULD BE INSTALLED TO BARE STEEL. THEN A THIN COAT OF PENETRATING EPDXY SEALER SHALL BE APPLIED OVER THE BARE METAL REINFORCEMENT IMMEDIATELY AFTER SAND BLASTING. 6. THE CUT AREA OF THE CONCRETE SHALL BE CLEAN AND IN THE STATE OF 'SSD' (SURFACE SATURATED DRY) PRIOR TO COMMENCEMENT OF PATCHING MIXING AND CONVEYANCE 1. READY —MIXED CONCRETE SHALL BE MIXED IN ACCORDANCE WITH ACI 304 AND DELIVERED IN ACCORDANCE WITH ASTM C94. 2. SELECT PROPORTIONS FOR NORMAL WEIGHT CONCRETE IN ACCORDANCE WITH ACI 301. 3. CONCRETE SHALL BE CONVEYED FROM MIXER TO PLACE OF FINAL DEPOSIT BY METHODS THAT WILL PREVENT SEPARATION OR LOSS OF MATERIAL. 4. CONVEYING EQUIPMENT SHALL BE CAPABLE OF PROVIDING A SUPPLY OF CONCRETE AT THE SITE OF PLACEMENT WITHOUT SEPARATION OF INGREDIENTS AND WITHOUT INTERRUPTIONS SUFFICIENT TO PERMIT LOSS OF PLASTICITY BETWEEN SUCCESSIVE INCREMENTS. 5. DURING HOT WEATHER, PROPER ATTENTION SHALL BE GIVEN TO INGREDIENTS, PRODUCTION METHODS, HANDLING, PLACING, PROTECTION AND CURING TO PREVENT EXCESSIVE CONCRETE TEMPERATURES OR WATER EVAPORATION THAT MAY IMPAIR REQUIRED STRENGTH OR SERVICEABILITY OF THE MEMBER STRUCTURE. CONCRETE REBAR AND REPLACEMENT: 1. CONCRETE REPAIRS SHALL BE PROVIDED FOR THOSE AREAS IDENTIFIED WITH SPALLING, DETERIORATION, AND UNACCEPTABLE CONCRETE. 2. REMOVE ALL UNSOUND CONCRETE IN THE AREA OF THE DETERIORATION. REMOVAL SHALL BE PERFORMED WITH SMALL POINTED TOOLS RATHER THAN WIDE CHISEL EDGES TO PREVENT MICRO CRACKING AND CONTINUED SPALLING OF CONCRETE WHICH IS TO REMAIN. 3. THE AREA OF CONCRETE TO BE REMOVED SHALL EXTEND ALONG THE LENGTH OF THE REINFORCING, BEYOND THE LIMITS OF THE REINFORCING DETERIORATION A MINIMUM OF 2° INTO SOUND CONCRETE. STRUCTURAL INSPECTION OCEAN TOWERS CONDOMINIUM 4. PROVIDE A 74' MINIMUM DEPTH SAW —CUT, PERPENDICULAR OR SLIGHTLY SOUTH BUILDING UNDERCUT TO THE CONCRETE SURFACE AT THE LIMITS OF THE REPAIR TO 9400 SOUTH OCEAN DRIVE PREVENT FEATHERING OF THE PATCH MATERIAL. DO NOT CUT ANY REINFORCING, EXCEPT AS ACCEPTED BY THE ENGINEER. JENSEN BEACH, FL 34957 5. REMOVE ALL RUST AND SCALING OF THE REINFORCING THOROUGHLY BY SAND BLASTING OR WIRE WHEELING. 6. THOROUGHLY CLEAN THE EXPOSED CONCRETE SURFACE OF ALL TRACES rm s m OF DIRT, GREASE, OIL, DUST, AND OTHER CONTAMINANTS WHICH MAY PREVENT PROPER BONDING OF THE REPAIR MATERIALS. E N G I N E E R I N G 7. THE PREPARED CONCRETE SURFACE SHALL BE SATURATED SURFACE DRY CIVIL • STRUCTURAL • MARINE (SSD), BUT FREE OF STANDING WATER. APPLY A BOND COAT OF SLURRY, PREPARED WITH THE REPAIR CONCRETE, WITH A STIFF BRISTLE BRUSH CSM ENGINEERING, LLC COVERING ALL EXPOSED STEEL AND ALL CONCRETE SURFACE AREAS. 208 SW OCEAN BOULEVARD STUART, FLORIDA 34994 8. WHILE SCRUB COAT IS STILL WET, PLACE REPAIR CONCRETE MIX DESIGN 772-220-4601 IN ACCORDANCE WITH ACI 301 IN A CONTINUOUS POUR. WWW.CSM-E.NET CERTIFICATE OF AUTHORISATION: 29CS7 9. PERFORM REPAIRS IN ACCORDANCE WITH ICRI GUIDELINE 03730, GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED Mpm®I NRxI Um6II,Rm1E ISAax wxuRlwwraan CONCRETE RESULTING FROM REINFORCING STEEL CORROSION. Im ®. C mxmmurcilwoa vtawrc�n :nR flWl w WA1fP IWAAW xMN1 a6f ®fw.wE M pIW55 wflp 4L949R, M0 msspra CR [xsmsw uc CURING OF CONCRETE: 116 [W,¢41. M R4 xL a9M M'L9tl41F01FlEF..S AV 1. ALL REPAIR AREAS SHALL RECEIVE AN APPLICATION OF BURKE °AQUA LT,4,OIf w 4A.II. 6 P6fAlY a ml EMf6JY IIC RRElmmwwm xxlu�wnvun na xa mom Rmm RESIN' MEMBRANE CURING COMPOUND AFTER FINISHING IN mIm ra xRmx ampmsla a m CRxw4. m. ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS AND umvmssxLLagxmx M160 errammxiw. M ®iwnwxRvam�sw Maav°'^"v'U Mums RECOMMENDATIONS OR APPROVED EQUAL. A, mmms Rw RwRmxMmnpraaaxx+w M 2. ALL CONCRETE SHALL CURE A MINIMUM OF 28 DAYS PRIOR TO anrr:w x rw ra mww:a a,u mums APPLICATION OF ANY COATINGS OR FINISHES. A, v,p.aa:m wmxuesTn fl0° asNv n: awsa w®, mw w. ms 3. AN OBSERVATION SHALL CONDUCTED BY THE ENGINEER PRIOR TO APPLICATION OF ANY COATINGS ON THE CONCRETE. ANY CRACKS IN THE REPAIR AREAS SHALL BE REPAIRED IN ACCORDANCE WITH THE REQUIREMENTS FOR CRACK REPAIRS. REPAIR OF CRACKS SHALL BE AT NO ADDITIONAL COST TO THE OWNER. f i l l /l S A V' No.76910 0, •'• STATE OF ice(:` •'•.'CZORIDP,.••G,\?� CMLES A DARDEN JR DATE nvms�ela®osv oiRxw usmio 1.1, S-2.4 REINFORCING REPLACEMENT: 1. ALL REINFORCING WITH DETERIORATION OF MORE THAN 15% OF THE ORIGINAL BAR DIAMETER, AS DETERMINED BY THE ENGINEER, SHALL BE REPLACED. 2. TO PERMIT LAPPING OF THE NEW REINFORCING STEEL, THE CONCRETE SHALL BE REMOVED ALONG THE LENGTH OF THE REINFORCING, A MINIMUM OF 12" BEYOND THE DETERIORATION INTO SOUND CONCRETE TO PERMIT SPLICING OF THE REINFORCEMENT. 3. AFTER THE REINFORCING HAS BEEN PREPARED, LAP THE NEW REINFORCING BESIDE THE ENTIRE LENGTH OF THE EXPOSED REINFORCING, SECURE IN PLACE WITH WIRE TIES. 4. FOLLOW ALL OTHER PROCEDURES FOR THE CONCRETE REPAIR AS INDICATED. 5. WHERE THE REMOVAL OF CONCRETE TO ACHIEVE THE REQUIRED LAP LENGTH IS NOT PRACTICAL AS DETERMINED BY THE ENGINEER, BAR DEVELOPMENT CAN BE ACHIEVED BY EMBEDDING THE REINFORCING INTO SOUND CONCRETE A MINIMUM OF 9' WITH SIKADUR 35, HMLV, A HIGH STRENGTH EPDXY GROUT. 6. REINFORCING STEEL SHALL BE A57M A615 GRADE 60 MINIMUM AND BE GALVANIZED OR EPDXY COATED. TYPICAL SPALLED CONCRETE REPAIR 1. THE CONTRACTOR SHALL LOCATE ALL SPALLS BY SOUNDING THE CONCRETE SURFACES, USING A HAMMER. UPON LOCATION OF THE LOOSE CONCRETE A DISTINCT HOLLOW SOUND WILL BE HEARDI THESE AREAS SHALL BE MARKED WITH CHALK OR PAINT BY THE ENGINEER. 2. DELAMINATED, SPALLED, AND UNSOUND CONCRETE AREAS SHALL HAVE THEIR MARKED BOUNDARIES SAW -CUT TO A MINIMUM OF DEPTH OF V INTO THE CONCRETE SURFACE. ALL EDGES SHALL BE STRAIGHT AND PATCHED AREAS ARE TO BE AS SQUARE AND RECTANGULAR AS POSSIBLE. 3. CONCRETE SHALL BE REMOVED USING A 15# CHIPPING HAMMER. 4. WHERE REINFORCEMENT IS EXPOSED BY CONCRETE REMOVAL, EXTRA CAUTION SHALL BE EXERCISED TO AVOID DAMAGING DURING REMOVAL OF ADDITIONAL UNSOUND CONCRETE. 5. IF RUST IS PRESENT ON REINFORCEMENT, ADDITIONAL CONCRETE SHALL BE REMOVED UNTIL CLEAN, SOUND REINFORCEMENT AND CONCRETE IS FOUND AND COVERED WITH 'SIKADUR 110, ARMATEK'. 6. UPON REMOVAL OF ALL DAMAGED CONCRETE, AND PRIOR TO STARTING REPAIR, A REVIEW BY THE ENGINEER OF RECORD SHALL BE CONDUCTED. 7. ALL EXPOSED CONCRETE AND STEEL SHALL BE SAND -BLASTED OR WIRE WHEELED CLEAN, A ZINC ANODE SHOULD BE INSTALLED TO BARE STEEL. THEN A THIN COAT OF PENETRATING EPDXY SEALER SHALL BE APPLIED OVER THE BARE METAL REINFORCEMENT IMMEDIATELY AFTER SAND -BLASTING OR WIRE WHEELING. 8. THE CUT AREA OF THE CONCRETE SHALL BE CLEAN AND DRY PRIOR TO COMMENCEMENT OF PATCHING. 9. REPAIR FOR SPALLS LESS THAN 1 1/2' IN DEPTH, A) THE CONCRETE SURFACE AREA SHALL BE COATED WITH BON➢ING OR SIMILAR APPROVED AGENT AND ALLOWED TO COMPLETELY ➢RY. B) THE SPALLED AREA SHALL THEN BE FILLED WITH 'SIKATOP 123' AND FINISHED FLUSH WITH THE EXISTING CONCRETE SURFACE. 10. REPAIR FOR SPALLS GREATER THAN 1 1/2' IN DEPTH, A) THE FINISH CONCRETE SURFACE AREA SHALL BE SCRATCH W/ 'SIKATOP 123'. B) APPLY ANOTHER LAYER OF EPDXY GROUT DIRECTLY OVER NEW SURFACE AND FLUSH W/ EXIST. SURFACE. STRUCTURAL INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 THE COATED csm ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC 208 SW OCEAN BOULEVARD STUART, FLORIDA 34994 772-22D-4601 WWW.CSM'E.NET CERTIFICATE OF AUTHORIZATION: 29057 M DO:m NRBi pAOYr I�l.6 x5Mn LWuw ur (pvrAgp nm mRn mwwn Dw,s n� RAvs Rm wuFss us xm m es mnmam, owe. sarm w aswm m ar Holm own n un ma w umna nwmNm mlmur msl mluwc M Dmaa sma RW459JI I1.9 R19M16 CY EIQEAEXL. LLG M moron. M ars xm ooDrs nsoRmam �wt a a rflFa9 tt 4W®OA Sf.II.61fUFnn R ODOFIRY II[ Rma Nrtmav9o.neq[w now wvmomx rtmsr rIIMN M YmiR MIIXORIIY w CY DD4Wm, 11L Ml mOW39N1Hg6m FM Rm by 1M 011Mm0. M DAIiALIm 6 R9O®f 1O1 MWAU,rN,V ML Obi AI YlENl69tILLSlpSmn M,m09rMmIM1O0. M 011R1C1OI6 W996oL lw M Q6LYN, w MI FIF,aOd Rr rua FM%Im wnrw m ss'rlr Ams ®Ra n: avers wax ww ec mA mvs No. 76910 STATE OF G. /!SS /0NAL 10? \\• CHAMLES A DARDEN A DATE sm. 1 F S-2.5 1■■■■■■■■■■■■■■■■■■■I 1■■■■■■■■■■■■■■■■■■■OCEAN MWERS CONDOMINIUM - t■■■■■■■■■■■1 1■JENSEN BEACH, FL 34957 CIVIL STRUCTURAL Csi lfl2-B-S-T 20a BW OCCA. SOULIEVARD STUART, FLORIDA 34994 1■■■■■■■■ UNIT:■ ■ 114-B-S-T7 COLUMN CRACK = 00 COLUMN CRACK = 00 DECK CRACK = 00 DECK CRACK = 00 OVERHEAD CRACK = 00 OVERHEAD CRACK = 00 EDGE SPALL = ;, 1 1. POSSIBLE DOOR = 00 POSSIBLE DOOR = 00 A. D, .o STATE OF 9► T,i + a®ww ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ 1■■■Ij 1■■■I INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BURRING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 csm ENGINEERING CIVIL STRUCTURAL MARINE CSM ENGINEERING, LLC 20B SW OCEAN BOULEVARDSTUART, FLORIDA 34994 'l'12.22C1-46CI1 www.CS M-E.NEi CERTIFICATE OF AUTHORIZATION: 29C5') M paNm 12R9f dMSSIY R9A4 Nrs/.m OSIUM p. VAPNMf .wo an¢x wawlr sans. NE¢ xµs wo wo',mcs as um m R . awxm, wnm. a •smm m un Mm vmv x w f WI al WM'@ MNISaN.Y MIMll,x51 O9fAHIXG M[ pN6S xEllp vwemox xa amar a o� ppiman uc ll6 0.R.p:f. M RM. INL LO]611YLIBIWhO HERN..1S MI OST1Wp! W vf6�.'LL 41M2. 6 POi911Y a L9' dLMFFnx4. LLC uarsxmroa194 wxavawvxn lwwmxp vxua xmvl M wmp unxow�rva a au xaxvmxa uc.. RL aupsas swi e[ seem w M rmn p w[ omwaoa. M wmxcau rs ussvxms rw M mamuxna a xs owaars W b1E0Ns sWL & MWIEO w M i10➢ fil M[ N.nalal. 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CENS CC i V' No. 76910 '• STATE OF Q CHARLES A OPAOEN JR DAiE name ecsn® vsaLsrsoxu puroEv m. >mio am xum: yL•E, 111-112 B 1-C-S-B UNIT: > > > UNITI_> > Z COLUMN SPALL = 00 COLUMN SPALL = 00 COLUMN CRACK = 00 COLUMN CRACK = 00 DECK SPALL = 00 DECK SPALL = 00 DECK CRACK = 00 DECK CRACK = 00 OVERHEAD SPALL = 00 OVERHEAD SPALL = 02 OVERHEAD CRACK = 00 OVERHEAD CRACK = 00 EDGE SPALL = 04 EDGE SPALL = 00 WALL SPALL = 00 WALL SPALL = 00 POSSIBLE DOOR = 00 POSSIBLE DOOR = 00 BEAM SPALL = 00 BEAM SPALL = 00 64-C STUCCO 6-B-S-T 12 STRUCTURAL INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 csm ENGINEERING CIVIL STRUCTURAL MARINE CSM ENGINEERING, LLC z06 SW OCEAN BOULEVARD STUART, FLORIDA 34994 T�z-zzo-a5o I W W W.CSM-E.NET CERTIFICATE OF AOTH[IRIZATI[IN: 29059 ,K nm� RFbi aREsur amnss x¢/Rv muuw uv mRa»rt aw °IRx RRamn mns. >x¢ R.ws um wmxn uE xm m � Rnmam, awau mRm, w v.�m m mr milm vwr w A+ raw m ur.Rrtv veusousv vnxan rvsr mlma° Nr 9s� vRn[° RRnSaI wn mm.+a a wwmaz, uc. T6 DSW]II. M RAS. M9 LOM IY9RKKIm IWX, IS W YIIMN M M°,Ip YIMa11LaXN a 6M pCAEE&YE.IIL. RL wRlsva wu er xwm w ra nm Er Ilrz mma�cmv. TMe mNRcl°v E Rsamr my IR mm,Runw m,u wvumn. Av awrvws awL er wmea w M rim w ra mxwxmR. r� mxwem° R nrsysae ra nE mamumx °r ui auvwwns NL stN6 °lL1m vFPWX m asTll' ROR asam u: wnaR °umi aw!w er sa1 mws oewau R: wuaEs amn A.IDgT p ''1% No.7691O Q •• STATE OF �� ;' cxoAtts a luxow JR aaiE Raow nrmm® vva�oxu rxalam w. reel° aI:L* r 113-114 UNITI > 13 COLUMN SPALL = 00 UNITI > > 4 COLUMN CRACK = 00 — — — — DECK SPALL = 00 DECK CRACK = 00 OVERHEAD SPALL = 16 COLUMN SPALL = 00 OVERHEAD CRACK = 00 COLUMN CRACK = 00 EDGE SPALL = 00 DECK SPALL = DO WALL SPALL = 08 DECK CRACK = 00 POSSIBLE DOOR = 00 OVERHEAD SPALL = 00 BEAM SPALL = 00 OVERHEAD CRACK = 00 EDGE SPALL = 04 WALL SPALL = 00 POSSIBLE DOOR = 00 BEAM SPALL = 00 4—W—S 4 , 2—B—S—T —R—S—T STRUCTURAL 1 UNITI_> > 5 ___ UNITI > > B 992-220-460 COLUMN SPALL = 00 COLUMN SPALL = 00 COLUMN CRACK = 00 COLUMN CRACK = 00 DECK SPALL = 00 DECK SPALL = 03 DECK CRACK = 00 DECK CRACK = 00 OVERHEAD SPALL = 00 OVERHEAD SPALL = 06 OVERHEAD CRACK = 00 OVERHEAD CRACK = 00 EDGE SPALL = 17 EDGE SPALL = 12 WALL SPALL = 00 WALL SPALL = 03 POSSIBLE DOOR = 00 POSSIBLE DOOR = 00 BEAM SPALL = 00 BEAM SPALL = 00 Li BOULEVARDSTUARTORIO , STRUCTURAL INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, R 34957 c ms m ENGINEERING CIVIL • STRUCTURAL . MARINE CSM ENGINEERING, LLC 208 SW OCEAN BOULEVARD STIIART, FLORIDA 34994 772-ZZO-4601 W W W.CSM-E.NET CERTIFICATE ❑FAUTHORIZATION: 29057 M d0rtw NAm pFW35LY RSF3 N6/NFN 0.W,W UP IXAAgrt AW PIIFP PIIXPIY PI0115 MESE N.WS.VN ORUM'6.Vff I9, IO R PfflKK4ID. GLlY1p, fMw. (A RW'WP N AW PAFU PN11Y N M mxN w uuww NPMRgI xmort PRa artw:Nc ra vM� wvnor PwnsPw wo mnnlr ar sv wmEvmc, uc nm PxuEw. n¢ RM wo oEmrs Nmxvolurto Ifaix n w Nsmrmrt a m�PiE slFnsE. rs Prmwrc rc nv P'wNwnc. uc � R WI10 H Vim. M gYAF Ol N WAI P� wY Olxd PIDER IMN]N 0[ I/Yllw OYPXWUiAI V ®I iMMF9xG 11L. 4L PI09P39WL fiE MINmdM1100mMf ttMMCIQt RE CMI0.'tlQi 61Q4Q�E M LIE m]I¢111Gx Of NL YY16O.IS xL Pwrems swL eE wNm N mf nOP m nrt mxlaemx. mf OM0.CIG R xf�f M M PYPM1. W1PM w NL PYPSgMS. Ml ffN6 MYIh4 PEMVX N NSYII' PLNS P9P.m fiY ON06 � YUXx m'. tIM mM5 LIF[I® w: OlW6 WA4Y SPXE: I/6•. I-V Prom R. ` .• " V' No.76910 Q •• STATE OF CHARLES A DARDEN JR DATE P4, NIR: 209-210 5M J—b—J—tl POSSIBLE DOOR OUT rm UNIT: 2 1 1 UNIT;_2 1 2 ___ COLUMN SPALL = 00 COLUMN SPALL = 00 COLUMN CRACK = 00 COLUMN CRACK = DO DECK SPALL = 00 DECK SPALL = 08 DECK CRACK = 00 DECK CRACK = 00 OVERHEAD SPALL = 00 OVERHEAD SPALL = 00 OVERHEAD CRACK = 00 OVERHEAD CRACK = 00 EDGE SPALL = 00 EDGE SPALL = 10 WALL SPALL = 00 WALL SPALL = 00 POSSIBLE DOOR = 00 POSSIBLE DOOR = 01 BEAM SPALL = 00 BEAM SPALL = 00 DA oc STRUCTURAL 12—B—S—T UNIT:-2 1 3 CANNOT INSPECT EDGE SHUTTERS LOCKED UNIT:-2 14 STRUCTURAL INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 C5M ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC 208 SW OCEAN BOULEVARD STUART, FLORIDA 34994 772.220-4601 www.CSM-E.NET CERTIFICATE OF AUTHORIZATION: 29057 COLUMN SPALL = 03 COLUMN SPALL = OD COLUMN CRACK = 00 COLUMN CRACK = 00 BE R.. E,�slsR MS/..,..,0V,103R wu OUS Rnvvn B. wsg R.ws um RAR BE uE Nn ro BE DECK SPALL = 09 DECK SPALL = 00Z. "*"°W DECK CRACK = 00 DECK CRACK = 00 mwsm Rm wmn R aI RxNmmw. uc' OVERHEAD SPALL = 18 OVERHEAD SPALL = 04 ,Reoa,,,or,,,IR�ARnoL,,,suKmm,um,n,,,,,sw ,B 6Rrcmmxm µo oR OVERHEAD CRACK = 00 OVERHEAD CRACK = 00 Rlni "m"°� "gym" . EF CF °"°"°' .' EDGE SPALL = 00 EDGE SPALL = 00 WALL SPALL = 07 WALL SPALL = 00 POSSIBLE DOOR = 01 POSSIBLE DOOR = 00 BEAM SPALL = 00 BEAM SPALL = 00 RL rra vmcam wna, to uTlr Bars eNem � Rw,� xvs: i/e' • I'-0' mom R. 4-W-S SPALL 3SF IN AND 3SF OUT X. DARp No. 76910 STATE OF : • ((Vz ''SSZONAL01/11111%E�G�. CHARLES A EMDEN A DATE . Rw 213-214 INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE BEACH, FL 34957 csm ENGINEERING CIVIL STRUCTURAL MARINE CSM ENGIN EERIN Gs LLC ZDB SW OCEAN Fi D11LEVARD STUART, FLORIDA 34994 ��2-220.4fi01 W W W.C3M-E.NET CERTIFICATE OF AUTHORIZATON: 29[]fi� ra wMfa Imeer Ewers. � NSMw caxon uv mrmp+ NO 511Fx KK3WIY PXMIS.. IP[SE 11AY0 40 OWWg65 A4 NJI IO m MMmm®. Lluvs. mnm, M usPNm m urc Ilan wan a urc m& al Y4Ad NlV4YIFA PIDM MSf ®[W11rvL M[ pPliL Mind vveussw ap LTmr M a E53NEFRYC, uc twE USlliln. M 5pii x0 43Y)IS vWPPoWIm NFAN. /0 a ITRJ9R f! PIV®iIYL SwOS5 N9WIY U lL EXLI�AM.IIL xm ¢ ron ro a pm, n wa[ M n vxnlp ar mxw Vn]5D NnMR IK MflIFN WIN]AARn Of L9i w3N➢R1411L. 4L g10]9P59W16E N10®gMMOHIM Ltl111tV.'100. ME mMiKl69 5 MIL M M 0]AFMIYM Lf W NYFMITS w RMN9M09WLm 1pMmx rT Nm amL axN.elm. nrz CLMWLIm 6 AS4Mwf M M m6MYLRM N NL tlbMCMS /ll YNf3 NPWm vwlw 1p N5111' ftOR ®Tip Pf. pVR6 Mop WYN Nf Imv 0.a0 LIEf14G bT. ON96 WIDLX �QQ'•''�\GENSF''•. V • � No.76910 ��Q �•• STATE OF !�NAL I��•\• CHPAlES A COACEN JR DATE f10"m1 PAiSMm fl6®-4�L CKKM M. ]510 ao-D xaL: 9xH 1. 215-216 POSSIBLE DOOR OUT NO ENTRY UNITI_? 5 ___ UNITI 2 1 6 COLUMN SPALL = 00 COLUMN CRACK = 00 COLUMN SPALL = 00 DECK SPALL = 07 COLUMN CRACK = 00 DECK CRACK = 00 DECK SPALL = 00 OVERHEAD SPALL = 05 DECK CRACK = 00 OVERHEAD CRACK = 00 OVERHEAD SPALL = 00 EDGE SPALL = 00 OVERHEAD CRACK = 00 WALL SPALL = 00 EDGE SPALL = 00 POSSIBLE DOOR = 01 WALL SPALL = 00 BEAM SPALL = 00 POSSIBLE DOOR = 00 BEAM SPALL = 00 Li RE DOOR AND FRAME REPLACE O 0 STRUCTURAL STRUCTURAL INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 csm ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC 205 SW OCEAN BOULEVARD STUART, FLORIDA 34994 772-220-4601 W W W.CSM-E,NET CERTIFICATE OF AUTHORI]ATION: 29057 MF Fn3Mff xFIWI E6YE@i FESM3 k5/1Qi [0d6V W OMR]:, AVp OIIkP dPNII �aS MSE P/NS MN [PAFlXS IR NT N H 9P¢Y®. LNW® Lam. N KPGID fi Im' Iwlq WTY N Mm 16JI W E A•LLVRM15N1FP IAIICU! IMl �IAVIK M OgpSS Y1011d RFYR4ll W5d1 R CW dTIFFWXG IIL. d6 NOW.. ME IR/Si NW ®O61X[C9lPAR RDER. AS AV MSIIbYM Cf pNE@N4 SEMI[[ 6 RmWEI V C& CgIfVEK. 11L N9 6 XN ry 9E Y3Q N YAq[ M H iMll M AYY MM S9llEC1 n1141! IM YAlld INIGI9AM 6 C91 dE{DIIdY( IIL. /ll PiEl9¢69WlHMWPdN M10CRMLdI0.Y'IPt M mnnunox rs R�reRi ,m M mvmewxn a w audmrs. W p1FF16fM 9tYl S'.Wld n M 1OR 6I M WIM.V1(It TIE LMRMLI6Y R R9S®[ M n[ P/1OA111P:6 NL LJA's43 x1 scud nmmm Rm.W Io esnr ears esvaT ar: ouMa aumd PEE IMI oms oc� M: ouRd rvmm No. 76910 0 STATE OF !(7� S!ONAL lill\S: CHARIES A DMDEN dR DATE RLna•. Rl. R.Rmwr_ dLpEEe R. m,a sm I: J09-310 12—W—J—tl STRUCTURAL O POSSIBLE DOOR OUT 7POSSIBLE Uf LIGHT HANGING UNITI_31_1 ___ UNIT: 31 Z COLUMN SPALL = 00 COLUMN CRACK = 00 DECK SPALL = 06 DECK CRACK = 00 OVERHEAD SPALL = 12 OVERHEAD CRACK = 00 EDGE SPALL = 00 COLUMN SPALL = 00 COLUMN CRACK = 00 DECK SPALL = 00 DECK CRACK = 00 OVERHEAD SPALL = 10 OVERHEAD CRACK = 00 EDGE SPALL = 02 WALL SPALL = 00 POSSIBLE DOOR = 01 WALL SPALL = 18 POSSIBLE DOOR = 01 BEAM SPALL = 00 BEAM SPALL = 00 INSPECTION OCEiW TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, Fl. 34957 csm ENGINEERING CIVIL STRUCTURAL MARINE CSM EN GINEERINGI LLC 20B SW GLEAN BOULEVARD 9TIlARTi RORIow 34994 ��2'220'4601 W W W.C9M'E.NET CERTIFICATE OF AIITNCIRIZATI[IN: 2905� M vRFEG � vraxr RRAhS Fs/Mn cdoidi v>, aFrwar �i�Rz�cm. a�Awm m�Mq a � m � v�wnn rMmR @a dl YA'gP MVvkNP FIMIN Rtll �IIFFL M pNFSs FRIp vw� Fd dxdM A ai oianac, uc 116 W],011. M RM. AMl dR]6 RRPJIIO NL@H. 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RIIY 1.1 313-314 1 INSPECTION OCEAN TOWERS CONDOMINIUM SOUIH BUILDING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, R. 34957 rm5M ENGINEERING CIVIL STRUCTURAL MARINE CSM ENGINEERING, LLC q AZJ I II I��w-----�¢��: 1\■■■■■■■■■■■II■■■■■■■■■■■■■■■■■%�i 1\■■■■■■■■■■r■■■■■■■■■■■■■■■■■■■I ►iiiiiiii ■■■■■■■■I ■■■■■■■■ COLUMN00 ■■■■■■■■� COLUMNII COLUMN11 '■■■■■■■' 1 1 • COLUMN11 ,■■■■■■■' 1 11 ; 11 �_■■_■_■_■■_■� OVERHEAD OVERHEAD 11 OVERHEAD 11 OVERHEAD1 11 '1 111' 1 11 '1 111• I 11 II �� bb . ffi; 14®\�d91 ■■■- ■■�11��■■■■■■■■■■■■■■■� 9zzz 'E DOOR --- .1FRAMEI■■■I STRUCTURALPOSSIBLE DOOR OUT '1 111' 1 20B SW OCEAN BOULEVARD IONS OLD REPAIR, r . STRUCTURAL INSPECTION SOUTH IIOCEAN JENSEN BEACH, OCEAN 4 DRIVEN c ms m ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC 208 SW OCEAN BOULEVARD STUART, FLORIDA 34994 772-220-4601 W W W.CSM-E.NET CERTIFICATE OF AUTHORIZATION: 29057 116 OW/gl. 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Nn mxnunm rs Xomsae Iw M maenumX a ru vmaeaa WALL SPALL = 00 EDGE SPALL = 00 NL scv¢ «dulm °wR, ro esTll'rlars POSSIBLE DOOR = 01 WALL SPALL = 00 BEAM SPALL = 00 POSSIBLE DOOR = 00 BEAM SPALL = 00 \\1111111111 ///// s 1r U • No. 76910 P ; ��Q STATE OF i ��t '•.FG ORIDP, Q \ 411-412 S TRLJCTLIRAL INSPECTION OCEAN TOWERS CONDOMINIUM SOU1H BUILDING 9400 SOUTH OCEAN 3—W—S—I L — POSSIBLE DOOR OUT UNIT: 41 3 UNIT:_41 4 ___ COLUMN SPALL = 00 COLUMN SPALL = 00 COLUMN CRACK = OB COLUMN CRACK = 00 DECK SPALL = 00 DECK SPALL = 00 DECK CRACK = 00 DECK CRACK = 00 OVERHEAD SPALL = 20 OVERHEAD SPALL = 14 OVERHEAD CRACK = 00 OVERHEAD CRACK = 00 EDGE SPALL = 03 EDGE SPALL = 00 WALL SPALL = 03 WALL SPALL = 00 POSSIBLE DOOR = 01 POSSIBLE DOOR = 00 BEAM SPALL = 00 BEAM SPALL = 00 AT ELEVATOR BUTTONS 5SF WALL SPALL DRIVLi E BOULEVAREll D STRLICTLIRAL INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING SOUTH OCEAN DRIVE JENSEN BEACH, FL J4957 c5M ENGINEERING CIVIL STRUCTURAL MARINE CSM ENGINEERING, LLC 2OB SW OCEAN BOULEVARD STUART, FLORIDA 34994 ��2.220-4601 -------------------1 ��-�----��■■■■■■■■■■■■■■■■■■■1 1■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■I 1■■■■■■■■■■Er' IE■■■■EE■■E■■■■■■■■■I 1■■■■■■■■■■E1� ��■■■■■■■■■■■■■■■■■■■I 1■■■■■■■■■■■1■■■■■■■■■■■■■■■■■■■I 1 ■.■■■....a� •.■■■■..■l-0IEM■MME■I 1 : 111• I 1.■■■■■I OVER THRESHOLD NVAINEEMEMI ■/E■E■■■I ■■EEMMEEI r,■■■■■■■I FAME■■■■EI EEEEEEE■I • 11 COLUMN 11 1 VER THRESHOLD . 1 1 MMEE■EE■I COLUMN CRACK = 11 D 1 11 7■■■■■■■I 1 11 IMEEEEMEI 1 11 IEEEMEE■I 1 �' •1 1' DECK CRACK = 00 OVERHEAD 1 i'1 11 11 11 U RI 11 1 111' 1 •1 DOOR 1 II 1 DOOR .evd '► ,9 iiiii 1 111. 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IIXtt OIFs MDFL eY. oeaa overx � No.76910 �� '• STATE OF CNARIES A WRVEN JR 0.47E IIOG 0.tb1A® IR®L't p0@ 14. 1010 RaIL 509-510 ■■■■■■■■■■■■■■■■■%% 1■■■■■■■■■■■■■■■■■■■� - I■■■■iml 11■■■■■■■� OVER THRESHOLD CRACKS IN ADDED 1■■■■■■■L THRESHOLD BORDER 1■■■■■■■1 1 11 COLUMN 1■■■■■■■1 1 00 COLUMN11 1 1 I 1 11 1 II OVERHEAD 1. 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STATE OF l(7� sZONAL \E CRARLE5 A NRUFN A MTE RU6/ RPa1P�5 SDIDRLL NI9� M AHm ao-D wE. mI 609-610 INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING s400 sourH acFaN DRIVE BEACH, FL 34957 rm5M ENGINEERING CIVIL STRUCTURAL MARINE CSM EN GINEERIN GI LLC 2O8 SW GLEAN BOULEVARD STUART, FLORIDA 34994 ��2-22L1-4fiO t W Ww.C3M-E.NET CERTIFICATE OF Al1THORIZATION: 29051 M D{'a weer Dn�r Pmru � muvPi u� owrwort wo anm mornr Prxrs MS Hors P4 ovarna xE xnmR men®. owe. ewm. w Lwen m xn>�w vum u .a PIP d wwNA nxrsmu mwn ns Dawc ra LXRa mlu areesmi NN mil a a PlvmeA uc T6 6OLP1. M RK M91LGM If0ldYm PAII. LW MIR,DII Q N>�. M 4SR.6 VwdIY R d d6oD]L LLC l9 61N N P 1®. A n9[ W N NFI IIP PY N1hP IW6f nllgJl M IAIFX INIgRI11N V CY IXiPFPf.. 11L Ne errsurs ewlRRwmnM nm arM6mPeD0e. M NXI0.CIM 6 �[ 11R M f WPW.19X OI Nt PRMLXe Ml (09S1n 9nl e[NAmnM MY XrMO1wY]W. M mxiPnw N nsv®u rw M mmaAm ar m N� .0 sxD Nnvm Pmrw m u5n• wms MP,e X. PYPfe fMi411 ewe qe' . r-o• w.¢m R. 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QVRtES A pORpFN JR pAIE A69� �mn A6m'A4 Dwlm n �mi1 aeD eRD aa,n 709-710 1■■■■■■■■■■■■■■■■■■■I 1■■■■■■■■■■■■■■■■■■■1 ■■■■■■■■■■■/1 1■■■■■■■■■■■■■■■■%%■I 1■■■■■■■■■■/1 1■■■■■■■I, 1 1/1' 1 1��■■��UT OLAM 1■■■■■■■■ 1 1 1■■■■■■�.'I DOOR OUT ■■■■■■■1 COLUMN1 COLUMN11 COLUMN11 COLUMN11 1 I' I 11 D 11 1 II OVERHEAD 1 OVERHEAD •1 OVERHEAD 11 OVERHEAD 11 EDGE • 1 1 1 11 WALL SPALL 11 •1 DOOR1 •1 IOI' 11 1, 11 EN ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ FIRE DOOR1■■■� 1FRAME STRUCTURAL INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9/00 SOUTH OCEAN DRIVE BEACH, FL 54957 csml ENGINEERING CIVIL STRUCTURAL MARINE CSM ENGINEERING, LLC 2E$ $W OCEAN BOULEVARD STUART,RT� FLORIDA 34994 •A •A2�220�46CI1 W W W.CSM•E.NET CERTIFICATE OF AUTHORIZATION: 2905T M w91fw H46i CRp3RY.�xE X¢I1CX IXW}I W W WA'Mf Nx OIIEn PAkLPM1 M}IIS M6L N/NS a0 RCWAXR fA MR m 9C . auwm wPYv a usaw m uv nmm vxnr n m fOM R YIl1W 1nA159wO1 xllYNf fM! 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CHORIE6 A OAROEN JR DATE garo'. xresm® vwrc mu wgNm w ccele 91Ri N5E �xw+e 715-716 0 9THR�ESHOZD UNITI_7 1 5 UNITI 6 COLUMN SPALL = 00 COLUMN SPALL = 00 COLUMN CRACK = 00 COLUMN CRACK = 00 DECK SPALL = 01 DECK SPALL = 00 DECK CRACK = 00 DECK CRACK = 00 OVERHEAD SPALL = 01 OVERHEAD SPALL = 04 OVERHEAD CRACK = 00 OVERHEAD CRACK = 00 EDGE SPALL = 03 EDGE SPALL = 16 WALL SPALL = 00 WALL SPALL = 00 POSSIBLE DOOR = 00 POSSIBLE DOOR = 00 BEAM SPALL = 00 BEAM SPALL = 12 cj ANDFIRE DOOR =LLL — — — AND FRAME SALVAGEABLE STRUCTURAL INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, FL34957 C s m ENGINEERING CIVIL STRUCTURAL MARINE CSM ENGINEERING, LLC 208 9W OCEAN BOULEVARD STUART, FLORIDA 34994 992-220-4601 W W W.CSM'E.NET CERTIFICATE OF AOTH[]RIZATION: 29059 INE EXpIE�}N NEH9I pA1SYY R4If!$ X5/� IXYIpX L1W O:ViWpQ Atl Mq �iNFl XMA'IS M(Q gh45 HN WYAX45 ,A IYR IO EL W{19m>D mWm. 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P661 !'. �A�777 \```1111111 No.76910 Q •• STATE OF ��s'•.FCORIDP.•''G\�� 10NAL 0` 7TILE so1e1D UNITI 8 1 5 UNIT:_B 1 6 __ COLUMN SPALL = 00 COLUMN SPALL = 00 COLUMN CRACK = 00 COLUMN CRACK = 00 DECK SPAR- = 00 DECK SPALL = 00 DECK CRACK = 00 DECK CRACK = 00 OVERHEAD SPALL = 00 OVERHEAD SPALL = 11 OVERHEAD CRACK = 00 OVERHEAD CRACK = CO EDGE SPALL = 03 EDGE SPALL = 07 WALL SPALL = 00 WALL SPALL = CO POSSIBLE DOOR = 00 POSSIBLE DOOR = CO BEAM SPALL = 00 BEAM SPALL = CO FIRE DOOR AND FRAME SALVAGEABLE INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 csm ENGINEERING CIVIL STRUCTURAL MARINE CSM ENGINEERINGx LLC 20$ $M/ OCEAN BOULEVARD STUART, FLORIDA 34994 ��2-220.4601 www.C$M-E.NEi CERTIFICATE OF AUTH[IRIZATON: 290$•I PiuiRx RREY vaessr mssws xrsAa mww In arnxPn u[ o Pn¢x Rvmn wwrs mes Ran xo PP.PIx4rs c¢ wn M R xfVFMFO. MVSa. OAf0. 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YL YC W00:906 MV1&Hwn(Oq MEOD B/M taIRA'IOt M WXIPlL1PI 61®M90[ NA M [IXWIwIDi D MI 6YEXM6 NL m0W69WL it M6®p M104 fiYM 01RM10t M O.TYDQi 6I� M M [VRp111T K.4 0EYv6 ru 5Cv6 eWlp RMw m ssYR'rtms ®]Ev 6f au.6 CYyI Dut, 91: T,rl w6 06�ID e.`. DURLS CVs a.r. �K • �'-0' rtAm 1. \``\�71111111IA�A/,/ . DqR� �\ .... . R Q, .• \.AGENSF ••., ✓ i C) • No. 76910 �Q� •,, STATE OF • (`(/�� •.;�<ORIDP, •�`G\cam CHAR -ES A OMEN JR ME[ I I 1 D09-1010 11 STRUCTURAL INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 Immsm ENGINEERING CIVIL STRUCTURAL MARINE CSM ENGINEERING, LLC zos sw OCEAN BOULEVARD STUART,RT, FLORIDA 34994 992-22L'4601 WWW.C9M'E.NET LERTFICATE OF AUTHORIZATION: 29a5T M pOALP Ip$Y dRIISIY 99A8 N6/:eA mlgl pN fORAlall wRPXID. WXIDpOHp. ASLVa N IFl Mldf � Nllfif Rw p uwpP WLUK(NA,rPWN RT �fNYp4 wf dAbB,wlld wasp wa m®.+a w o:�mc. ua. N6 ROA6xl. M QAS.Iq LW,e N91PoNR wLX. M W MINN6M tl fIpT9M,L 4MR. 6 flhlVld IX 6Y p�tic, llL ud Is xm m a 1®.Ix rnoF w w wm m ar ono -a wa5en rn,pn M Nmax xmiwv m, a m wrvfnw uc. w aY[rems sYu R: NIIXm x ra nm BI Nf mmunm. ra WMNLIOP 6 4W�E fU M ROIdN N Of 4L pYa91115. MI WE9a5 9Wl @ YWm W M 11F10 p M WXmICIA. M mxnucmx s � m M mmew.mx m AL ammxs. ,u rius naa,m wnm ,o ea'n,'rprs asdm N: awes wmx opxx p mn mnrs po® ea a afs vvaa sxe: I/e' • :'-0' rwvxr 1. 1 V'. P No.76910 '• � ((�� Q STATE OF S 10NAL CHARfES A DPRDEN A DAiE UNIT: 1❑ 1 1 UNIT! 1 O 1 2 _ _ _ _ COLUMN SPALL = 00 COLUMN SPALL = 00 COLUMN CRACK = 00 COLUMN CRACK = 00 DECK SPALL = 02 DECK SPALL = 00 DECK CRACK = 00 DECK CRACK = 00 OVERHEAD SPALL = 00 OVERHEAD SPALL = 00 OVERHEAD CRACK = 00 OVERHEAD CRACK = 00 EDGE SPALL = 02 EDGE SPALL = 00 WALL SPALL = 00 WALL SPALL = 00 POSSIBLE DOOR = 00 POSSIBLE DOOR = 00 BEAM SPALL = 00 BEAM SPALL = OD 31 4-E-5 INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOURi OCEAN DRIVE BEACH, FL 34957 rm5M ENGINEERING CIVIL STRUCTURAL MARINE C5M ENGINEERING, LLC 2OB 3W OCEAN BOULEVARDSTUART, FLORIDA 34994 992-220.46CI1 www.0 9M-E.NET CERTIFICATE OF AOTHGRIZATON: 29059 ML P`AIFFA IBIImY P4Rl3lY IEYME XR/13P CPM14X IXYi11Y]If W Omm PWkWf(Ag110 mH PWS A'u OPAXW4544 XNNBL RMWFm. WISm CV®. OX 453Y}RO m An ImN PMY W A4Y mm a vwrw eluwaw Xmm� rve;1 aerwilR mE aPRs Nerlw rtM,ssw wo mamr v m r»�Nvma. uc IXIS WLWFM, M IRIS. RER➢]IS I..NEIEfI. 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POSSIBLE ,.......� 111' OUT i■■� ■■■■■ Immmmommi ■■■■■■■■, ■■■■■■■■i ■■� ■■■■1 ■■■■■■■■1 1 1 ■■■■■■■■l 1 11 1 11 7■■■■!■■1 1 11 11 1 11 I■■!■■■■l 1 ■_■_■_■_■_■_■_� 1 11 OVERHEAD •1: 1 11 OVERHEAD 1 ' ]I I A 111' 11 0 POSSIBLE DOOR = 01 II I 1■!■I 0 1■■■� 111• 1!!�I STRUCTURAL INSPECTION OCEAN TOWERS CONDOMINIUM BUILDING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, R. 34967 TYPICAL STAIR ELEVATION STRUCTURAL INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, R. 34957 Imm ms m ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC 208 SW OCEAN BOULEVARD STUART, FLORIDA 34994 772 220 460' WWW.`IN E.NET CERTIFICATE OFAUTHORIZkTION: 29057 ME EMOEa IW/ aP6SLY IEIDNS X6/IDI DLY]14N WVrWINf ua allm Rmwm eeMrs MH mns wA Pwxxas Pe xM m eE Pf1PoPXID. aurlm. mxm. a nm�m m wr nvM vwn x wr xm w xiam rxamw xnnn mY YRauc M aRe4 Xwnw vwnsPa wo mIPPT a ev gamma ua. � mslYrtN, M ¢�s. wo Ivvs xorwPwm leave. w w osmuart rc vmnaPUE svm¢ a nannrc n au ExaelYlla, us NL 5 N]f m PL PPM IX xq[ W N VM11 iPl M OMW 11XIER mWN M MEIIfN wMamRYN R 6Y FNOXEIGX. IIL. ML PYU9P59W181ffLLmNM11PO Bl M[OIHAWM. Mf L@RK'IOA 6 vIDO®E 1W ME PAAWIPX 6 NL PYkNZXS. /LL PI06a5 9WL S 41Pfm w M nm m ms mIi10.CIM. TIE x �e ra M mmsumr a xi PYasaXs. ML sLY6 EMAIa RMAM m e]MII' RNe LdENv aM1 Pugh CY¢n oY.V.x P OfPS PI: PWt6 W6Jl sac: I/6'. I'-P Rroxn 1. A. ocEN z No. 76910 Q '• STATE OF XN G. �Ass!�NAL \�?•`• CWLES A DARDEN A DATE Halm. Ymsam vaYmXxu gala ro. Yeslo DETAILS D-1 MATCH LINE G c B FLO( C FLO( - 2 STEPS C FLO( - 2 STEPS C FLOC CHANNEL CONNECTOR 006 NOT LOOK SUPPORTED (SEE PHOTOS) FLO B WHOLE METAL RISE TO BE REPLACED REMOVE COLUMN IR 05 R 04 R 03 R 02 )R 01 NQJUL AU. POST WE CAPS BRILL HOLE IN 8070M OR REMOVE. ALL FAIRS AND RAILINGS THAT HAVE SURFACE RUST TO BE CLEANED, ROOF ACCESS N I CA B I B C c B C C MATCH LINE NORTH STAIRWELL ELEVATION NOT TO SCALE 100R 10 LOOR 09 LOOR 08 LOOR 07 LOOR 06 LEGEND: A- C11AN STEAL WRON B- REMOVE STEP N RTNR A RUOUR WNORDE STEP C- P09 BOTTOM REPAIR 0- SEAR CHANNEL PURR E- MUNG REPAR F- OEM TILL G- WORM TILL H- POST TO SLR CONNECTOR F Tud; ADLRION m wwom RrnR J- CANT OOMTO BE UYFL N- $NCCO OBWIMMINNR11pN AT CCCR RISER DETAIL NOT TO SCALE OCEAN TOWERS CONDOMINIUM SOUTH BUf1NAC SNW SOON OCCW DICE ENTN suar, R mw C5M ENGINEERING CSM ENGINEERING, LLC wn5 A molwls I P No. 76910 * * *- pO '. CCZ STATE OF 40 :' PUADAMk'g•I:F mi® ROTOR SORRE L B-z _ I —7 PATCH ONE C1 FLOOR 05 3 STEPS ADD 1K1 MOLE (a) B G FLOOR 04 C 2 STEPS rc FLOOR 03 2 STEPS C B-2 S FLOOR 02 - 3 STEPS C K C FLOOR 01 STEPS -STRINGER NEE W POSEMODIFY (SEE PHOTO) C NOTL ALL POST EME CA DRILL HOLE IN BOTTOM OR REMOVE. All STAIRS AND MUNGS THAT HOVE SURFACE RUST TO BE CLEWED. ROOF ACCESS ROC B- ALL STEPS R00 _ 2 STEPS K B- 3 sTEP REMOVE CONCRETE & MEf4L DECK REPLACE Au FL00 3 STEPS MPLETE STWNGER RE3TD✓A AND RFPLAIPNENT (SEE PHI B- 2 S EPS C ADD M4 ANGLE (SEE PHOTO) RAC c R00 2 STEPS c N SOUTH STAIRWELL ELEVATION NOT TO SCALE R 10 2 09 2 08 MS) R 07 R 06 LEGEND: A- CLOW STEAL OJROX B- KNEW STEP k WAR 3 RFPOUR OJNORM IOEP C- WST 6000M RERUN 0- STAR 01ANN6 REPNR E- RVUNC REPNR F- DECK 5R%L G- OIERHYD SPNL H- FORT TO SUB MNKnm I- 30xY. AIX)MM TO SIFfVRT BSEA J- OSN DOWN CMCWTE TO 8E LEVEJ K- MCCO DD.WLWDON 9 DOOR RISER DETAIL NOT TO SCALE OCEAN TOWERS CONDOMINIUM SOIITR BlRffi.G m 50Jm OLiAN M JCNBEN BEAM R J1857 CEM ENGINEERING LLC V�5 ALL) ARO �''�. No. 16810 0�. STATE OF auRDAovmix wR 11-- SOITm STAML II O-3 I=IG (WETE 14tNUEN YM W .. SAE Wi TP a mf. 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PUB' W Sm PA1D1 IEPAW YORfM DDII EpSPJx MmR wm w RtZ6TNQ xw 1^e, OVERHEAD SPALLED CONCRETE REPAIR IOIO OP Ofi IDDSE NYOEIE YEDWrcN1Y SWO BVSf FlwpSm PFBIA PRE 6 RI4T MD Obi IPRY mOPW WAi MB NIII-WIx09w1 AQNF Wm DFNI R2N MB fLL xM 5NA RII' W S10 PRq RPAx IAnuR Dolt Mo Pxsx m wml Emles me suave F%SINC mNC sm IDE SECTION RFPAR w /[0]IBaNE rM LCAl WOIDE Ne OT150 SPALL CONC. COLUMN/BEAM REPAIR STRUCTURAL INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 rm ru m ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC 208 SW OCEAN EDUUVARD STUART, FLORIDA 34994 772.220-4601 W W W.CSM-E.NET CERTIFICATE OF AUTHORIZATION: 29057 M pQ.9.V IFIFBI U1R]IlTM,iRMII M6AFP D?'Y]X UN (QiPMi.'I Mo a119 N9mrc oHrs ¢AIMS NY or.QNcs as m%¢ RRW94 aNvn. oxm a Prmm to M„wm Nunn n an Rq W WJLflW NIIOJI p6I ®IM[; M WRE N111fN ,IYNR RA69t x0 0011 Q d'tMS6L. I1G C6 hAW1.MQK NO ®'6 MWQ4fP 109E ISM R I9I Q,�LWNL SMA. 6 WRPR Q dl W]@35 LLL W 6 MT N H 190. M NqL W N VM11Q1 MT Nlq ND(Q Nnwn M •mp Am1DMmN Q m Y9KL 'L. uc. N1 PI61NfN59w18 M99N M1100 pM[PSFNiQ. M WYIPAC,LR 6 PfR39BE iX ME QAI61111W Q Ml pp.9lM. ML YIFI®39M1 Q'.df9N M11Y0 %IM LWIW[IQ. M @.IWCIq N q90®f fd M GQSO4TN Q MI Y41H�S m sw¢,a um %mw m uTlr Hors oaaa u aNRp oYm1 Plun %: >m oars Dram % PweD oY� xuc IR' • I'-? Rwm l: \F.,..........TO� — No.76910 ��Q •'• STATE OF ((44j.� ZORID // 70NAL 1� •\ CPWRLES A OAROEN JR 0.4TE qQy. REIp® ppE�lx fN�I M. 1A10 DETAILS Y� P D-4 CHIP OFF 1' DP OF CONCRETE CUT EXPOSED REBAR APPLY SIKA TOP 108 ARMATEC EPDXY OVER CLEAN REBAR. APPLY THORO 60 BONDING AGENT TO CONCRETE SURFACE AND FILL WITH 'THORITE' AND FINISH WITH THE EXISTING CONC. SURFACE. TYR SECTION EXIST. CONC. BEAM REPAIR NTS CHIP OFF LOOSE CONCRETE MECHANICALLY WIRE BRUSH EXPOSED REBAR FREE OF RUST AND DUST APPLY SIKA TOP 108 ARMATEC EPDXY OVER CLEAN REBAR. APPLY THORO 60 BONDING AGENT TO CONCRETE SURFACE AND FILL WIN -THORITE' AND FINISH WITH THE EXISTING CONC. SURFACE. EXISTING COI COLUMN 'THORITE' SECTION VIEW ELEVATION VIEW EXIST. CONC. COLUMN REPAIR NTS H IV LAIN Scan a walm n IR' a s46RD Bm1 t av IIRIES AVR naNL wars a euc Nnxc Lana IExaN a aunt sn avaD Nm ws VERTICAL CONC CRACK REPAIR A Y a1RX DW JILM UWII T C HORIZONTAL GRAVITY CONC CRACK REPAIR STRUCTURAL INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 Immsm ENGINEERING CIVIL - STRUCTURAL - MARINE CSM ENGINEERING, LLC 2D8 SW OCEAN BDOLEVARD STUART, FLORIDA 34994 772-220-4001 w .CSM-E.NET CERTIFICATE OF AUTHORIZATION: 29057 M [WA'M HRH/ DFRIDv R£P'd Nd/r� FYFM W tpFlAgrt YU UMP WOIAfI d]IR MH 0.W5 M WN613 xT fi az RIwF®. owm. adm. a em®m un nw wm N wi � F vxow dmsFm mF\n msr mfusa ra � dmnx nwvw.w m®n ar a dvmwc. uc 96 VR9p1. M RAS. /A FIDS IDRWIf➢ FNF, /S M MIWPi V fl6CyTA 4Ml£.6 NOdIY R d pOQPl511C .VO 610fAFIlam.d M2QdiMMM01NP M3[R dliM ra 1911p MIIIx91111d F dl CUKFlSIC IIG xL dmsv4 avu F xwlm d rw rm Br nE axlFdw. ra AM0.V:1[M R PE4YXSHF M 11[ pMpINIPY V ILL PIRM159X5. Iu dF10T1S 9VU FYaom NMMamraImm41C1W. M mxmnov a asasal rm 1F ddvuFx d w oFxsos a sw¢ wpm made. m uTn' oars �m m owaa ovm� mw � mn ®rs omad m owm ouevi FAE: Ve•-'-a- mom/ ATT\I11111//A DM VIGENSF'.:C2 No. 76910 7'0 ��Q'• STATE OF !( s` 10... CHARLES A GARDEN JR OAIE iLL9'. R01OaD RVtQd4 p9ml M. 1010 sm xda: DETAILS / D-5 EXISTING CONCRETE EPDXY MORTAR FILL SECTION VIEW SCRATCH COATED CHIP OFF LDOSE CONCRETE J MECHANICALY WIRE BRUSH EXPOSED REBARS FREE OF RUST AND DUST APPLY SIKA TOP 110 ARMATEC EPDXY OVER CLEAN REBAR. APPLY THORO 60 BONDING AGENT TO CONCRETE SURFACE AND FILL WITH EPDXY MORTAR AND FINISH TO MATCH EXISTING CONC. SURFACE. EPDXY MORTAR FILL ELEVATION VIEW TYP. CONC, BEAM REPAIR NIS EXISTING CONCRETE BALCONY EXISTING CONCRETE U,,, OF covCRERE REPAIR (TP.) 2' MIN. '•hiL ny'..� } �. \ TRANSVERSE REBAR CLEANED PER PROVIDE Y[ MIN. CONT. OTES ON 5-02 AS REQUIRED SAW CUT TOP h BOT. (TYP.) EXISTING REBAR (TYP.) FULL DEPTH SLAB REPAIR EXISTING CONCRETE EXIST. REBAR EXISTING REBAR TO BE CLEANED PER NOTES ON 5-02. IF BAR 15 DETERIORATED MORE THAN 15% LEAVE IN PLACE AND ADD MATCHING BAR SPLICE TO EXTEND 24" PAST DETERIORATION. IF BAR IS MORE THAN 50% DETERIORATED THEN IT MUST BE COMPLETELY REMOVED AND REPLACED WTH #5 BAR AND EPDXY INTO EXISTING CONCRETE MIN. 6" STRUCTURAL INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 Immsm ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC 208 SW OCEAN BOULEVARD STUART, FLORIDA 34994 772-220-4601 www.CSM-E.NET CERTIFICATE OF AUTHORIZATION: 29057 M DmNP Ras' mRzssr Rmru was oruo-i w cmmart NO OIIFA PPYgM1 NMIS INS fl/X$ Po PVYN6 M IDI 10 H RR.WRp. OYIGD. W4N. IN ISmFD N wI1NIS iATY N wT rm w NNew Nu>$rw Nnwrt nm mruuw M NORa mm RR®]: wv aPRm a al R+aeoiw uc IIE omiDn. M Ev Pa Rmo4 wAaxum wart w 61Mb11 a 4t06mll 3MII.6 RdfAlr U ml D9ffPJG IIL .W6N]IN alp➢.P Wf aiNNAfMw1011q NGQ,T nnwrt M vwme umwmra a m uRRwe. uc. MLVw9P59w181WOtNMfmD HI M[MiWUa. M UwPX1M N RRa58L RN M OAwMIM 0 NL pbISNS. NL PYEISTR 9VIL&Np6mNM M4 BI PRa �(R. M II @.MV.iW 6 �E M M O��TN a W NNNLIS MI 4.Y0 KCVO wRUI N 65tD' R015 ``V 111111111///', A. DARO � V\GENS�c ••.'L �� 1U�� No.76910 v�1� ATE � * •, IL11 I V y' 0, ••• STATE OF • !�/�\ ZORION IE\\\ CRARLES A GARDEN A DAIS II ao- NN: DETAILS