Loading...
HomeMy WebLinkAboutPERMIT PACKAGE�CSM ENGINEERING CIVIL • STRUCTURAL • MARINE Located At: Prepared For: RECEIVED Nov 0'9 2010 Permitting pepartment St, Wele Cougry THESE PLANS AND ALL PROPOSED WORK ARE SUBJECT TO ANY CORRECTIONS REQUIRED BY FIELD INSPECTORS THAT MAY BE NECESSARY IN ORDER TO Ocean Towers 9490 S. Ocean Drive Jensen Beach, FL 34957 772-229-2229 Ocean Towers 9490 S. Ocean Dt Jensen Beach, FL 772-229-2229 Inspected: October 161h, 2018 0:'Nu CSM ENGINEERING, LLC ZOB SW OCEAN BOULEVARD STUART, FLORIDA 34994 CONCEALED FASTENERS OR r TAGklRAE2l� ME. � T ARE THE RESPONSIBILITY OF THE CONTRACTOR OF RECORD PERMIT PACKAGE SCANNED BY 5t. Lucie County U: No.76910 t Charles A. Dario#. / pNaL ��`\ Florida Reeistered�Mh%ssindid �nai #76910 PAGE I 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 Florida 1 2 3-4 5 6-8 9-10 11-12 13 & Attached 14 & Attached 15 & Attached 16 & Attached 17 & Attached Attached 20 Pages Fate Copy � tit' {.{6ENwE'•.�/jj i No. 7691 rE OF Ifi��dna?�n�ine #76910 '" '(-)NAL--� ���� PAGE 2 OF 1 7 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: 1) 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 File Cnx"`' PAGE 3 OF 17 ATTACHED INSPECTION DRAWINGS Inspection Drawings: Key Damage Key S-1.1 Notes S-1.2 Notes Unit 216 Unit 309 Unit 312 Unit 315-316 Unit 510 Unit 512 Unit 609 Unit 809 Unit 909 Unit 1009 Unit 1016 Sheet TR-8 South Sheet TR-7 South Sheet TR-6 South D-I Details D-2 Details D-3 Details ATTACHED SPECIFICATIONS AND DRAWINGS The above WORK shall be performed in accordance with the following attached Specifications and Drawings: Section I — 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 Pale Copy Charles A. Darden Jr. Florida Registered Professional Engineer #76910 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. 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, shuttbr'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. 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 File COPY PAGE 5 OF 17 SECTION - 1 CONCRETE REPAIR SPECIFICATIONS PART 1 - 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 1 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'1/2" 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 V? 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 �r er� V H Remove all rust and scaling of the reinforcing thoroughly by media blasting and/or mechanical He brushir' PAGE 6 OF 17 3.5 3.6 I 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 I-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. File COPY 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: 1 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 — Armatec 110 EpoChem (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 ''/a". 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'/2" 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 File Conn PAGE 8 OF 1 SECTION - 2 CORROSION INHIBITOR TREATMENT SPECIFICATIONS PART 1-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: 1 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: 1 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 1% 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: 1 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. File Copy PAGE 9 OF 17 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/cm- 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 -borne, 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: I 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 ft'-/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 conform 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 File Copy PAGE 1 0 OF 17 SECTION - 3 WATERPROOFING SPECIFICATIONS BASF SONOGUARD SONOSHIELD SYSTEM PART 1-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: Companyshall 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. File Copy PAGE 1 1 of 17 B Field Sample: 1. 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 ferjudging 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. PART 2-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.BASFbuildingsystems.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: Sonnebom SL-2 or Sonnebom Ultra. 7. Deep joint sealant: Sonnebom 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. Fate Copy PAGE 12 OF 17 SECTION 4 STEEL REINFORCEMENT PROTECTION SPECIFICATIONS See attached Product Data Sheet File copy PAGE 13 OF 17 Product Data Sheet Edition07/02/2007 Revision no: 0 Identification No 01 03 02 01 001 0 000001 SikaTop®-Armatec 110 EpoCem® SikaTop°-Armatec 110 EpoCem° Bonding Slurry and Anti -Corrosive Rebar Coating Product Cement -based expoxy-modified three -component anti corrosive coating and Description bonding slurry. Uses As an anti -corrosion coating for reinforcement steel: ■ For repairs to reinforced concrete where there is corrosion of the underlying reinforcement steel ■ For the preventive protection of reinforcement steel in thin reinforced concrete 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 / ■ Excellent adhesion to steel and concrete Advantages s Acts as an effective barrier against penetration of water and chlorides ■ Contains corrosion inhibitors N Provides an excellent bonding coat for subsequent application of repair mortars, cement and epoxy based E Pre measured, ready -to -use packs IN 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 Product Data Technical Data Colours Mix: Grey Comp. A: White liquid Comp. B: Colourless liquid 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 Shelf life 12 months from date of production if stored properly in unopened original packing. H File COPY 1 SikaTop&Armatec 110 EpoCem® 113 Mechanical/Physical Properties Density(+23 °C) Comp. A 1.05 kg/1 Camp. B 1.03 kg/I Comp. A+B+C 2.00 kg/1(density of slurry when mixed) Bond strength (+23°C) On concrete (sandblasted): 2-3 N/mm2 2 On steel: 1 -2 N/mm E-Modulus (static) - 16.400 N/mm2 Index of resistance to diffusion of water vapour - 700 (pH2O) Index of resistance - 40.000 todiffusion of carbon dioxide (NCO2) Thermic coefficient of - 18 • 10-6 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 +6 °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 mixl Coverage As an anti -corrosion coating : - 2 kg/m2for 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 SikaTap&Armatec 110 EpoCem® 2/3 Application When used as an anticorrosion 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 mm 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 4hrsat+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-Annatec 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 products, 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 Vapi Kimyasallan A.$.. gamq%me Mah. Sanayl Cad. Tel Kaynarca Pendik Istanbul Turkiye Tel +90 216 494 19 90 Faks t902164941984 � L7 w aka.com.tr 3 SikaTop4Armatec 110 EpoCem® 3/3 SECTION 5 SACRIFICIAL ANODE SPECIFICATION See attached Product Data Sheet PAGE 14 of 17 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 •248-409-1500 • Fax: 409-1503 • E-mail: into@CIF.org • www.CIF.org EMBEDDED GALVANIC ANODE Active mcadirow ZZ. 2003 Nova Award Nomination 12 Galvashield® XP Embedded Galvanic Anode Towua zmoCmv Cut -Away of Galvashiehln XPAnode Bridge Widening Project — Anodes tied to reinforcing steel at joint between new and old concrete Concrete Girder Repair —Anodes tied to steel inside girder repair Concrete Patch Repair —Anodes lied around perimeter of repair Potcntiat Dit Chloridis Results ti GaivashieWXPReduces "MngAnode"Corrosion "Ring Anode" Corrosion (without Construction Innovation Forum • 43636 Woodward, Bloomfield Hills, MI 48302 • 248409-1500 • Fax: 409-1503 • E-mail: info@CIF.org • www,CIF.org See attached Product Data Sheet SECTION 6 ICRI STANDARDS PAGE 15 GF 17 TECHNICAL GUIDELINES Prepared by the International Concrete Repair Institute December 2008 Guideline No. 310.1 R-2008 (formerly No. 03730) Copyright © 2888 International Concrete Repair InsWe File Copy TECHNICAL GUIDELINES 4 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 © 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.icd.org File ®P�' E-mail; info@icri.org I TEF N I '�'egiQ;tiBj 1 1, 1 TE is 4\S89r�fi sr: r About ICRI Guidelines The International Concrete Repairinstitute (ICRI) wasfounded to improve the durability of concrete repair and enhance its value for structure owners. The identification, 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 thepractice of concrete repair. A principal component of this effort is to make carefullyselected 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 and materials as they have been developed and refined Nevertheless, it has been dolt to find criticallyreviewed 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. A111CRI guideline 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 Radler 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 *Conerlbuting 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 of the 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 11sAyg. ddET���(, ERrJ n'I'IOfJ nI. XURSi %'AGRE7E REPAM �%�: > S T I Y it T E \NV 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 310.1 R-2006 / ea �rvr ::ri: "q 115.Sp� COPlCq,YE li"" _ yo,0%Ytws r i \zu! 310.1 R-2008 GUIDE RDR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION 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 ofthe 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 prior to 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 of columns 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 ascerrainthe applicability of the procedures described herein. Refer to ACI 506R-05, "Guideto Shotcrete" for surface prepar- ation prior to shotcrete application. 2.0 Definitions Anodic ring effect: Corrosion process 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 yAIA ;::ACRETEREPAiR N� �'. r R T I 'r U T 4 typically extends to a depth of 0.13 to 0.38 in. (3 to 10 mm) 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 of exposure 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 matterwhat degree ofcorrosion is found, is key to achieving long-termperfotmance 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 310.1 R-2008 -1 eg,;.\� ®rsaxapa g rA;ri Ap" CoNCFE'rE 0! ' A'k,%rdol?IN `i r1T repair cavity is achieved by providing a uniform chemical environment around the reinforcing steel. Ifnoncorroded 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. If there 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 0 p o� O op pop o O p 1CD O.OoO 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 ofthe 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 1 o - — U o .. 0 p ° ° °o � 0 Q0 O 0 0 0 C OQ Oo �p� Id,o O)" p—o 0 8 p0 OoOo 0� o O o O O Fig. 5.2: Full depth repair, slab or wall, section 2 - 310.1 R-2008 GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION nek . EFIUAt ON At 7 NCRETE REPAIR I:svU 0°o o � 6.0 Configuration COO ° �° cl of Repair Area Deteriorated and delaminated concrete should be located and marked prior to starting the removal process. Delaminated concrete can be located using sounding or other suitable techniques. The repair LA�� area should extend a minimum of 6 in. (152 nun) beyond the actual delaminated concrete. Note that during concrete removal, repair areas can grow Fig. 5.3: Beam or rib repair, elevation 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 O O op o'O p ° ° 0 oo rectangularwithsquarecomers(Fig.6.1).Thismay o p o O� o 0 0 0 0 0 00� 0. 00 result in the removal of sound concrete. Reentrant C Q O corners should be minimized or avoided, as they are susceptible to cracking. 0C O O Fig. 5.4: Beam or rib repair, section t�Lr—�t�n�u�,�,j��❑ I t.i 4-l,. Ll'LJ —► , � -` 1 Fig. 5.5: Column repair, elevation Fig. 5.6: Column repair, section U1 1 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 310.1 R-2008 -3 ;�ssasw� conca_wa u z .. 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 0.25 in. (6 ram) larger than the coarse aggregate in the repair material, whichever is greater. Sound concrete may have to be removed to provide properclearance 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. 7.1: Remove concrete to undercut and expose reinforcing steel and provide uniform repair depth Fig. 7.2: Saw catperimeter to provide vertical edge 0 o c 0 0 ' 0 �D0 0 0 0 0 �0 0op ' Oo ° o moo 'or, � 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 concreteand 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 be 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 band 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 light rust build-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 ✓al DJRd,ic „Euan'non;. T5\:'963'. ; i; .r'>ECREiE REV^iR �'�,y.Eipgr; 6 T I T U C- ' T" 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 slurry, 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 damagedldeteriorated reinforcing GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION 310.1 R--200R - 5 JdL\ �g7i;96fij: ty}Zruq, "W5 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 DETERIORATED 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 the original concrete compresses further, forcing the repair material into compression. If further compression is beyond the capacity of the 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 repairs to prevent displacements and corresponding stress redistributions during repairs. gat aif r',: S T 1 T U 'I f:: 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 Test Method for Tensile 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. 130.1R-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 /e�aam :N,,,�,�" �rL'36®p'r, ICRI 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.conerete.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 - 310.111-2008 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: 847-827-0830 Fax: 847-827-0832 Web site: www.icri.org E-mail: lnfo@lcri.org See attached drawings SECTION 7 DUST WALL SPECIFICATION DRAWINGS PAGE IS OF 1 7 GENERAL NOTES. TIMBER 1. ALL 2x4 B 2x6 STUDS. SILL PLATES. AND PLYWOOD TO BE SOUTHERN PINE GRADE 2 TIMBER. 2. DIMENSIONS SHOWN PROVIDED AS A GUIDE TO CONTRACTOR. ACTUAL FIELD CON➢ITIONS AND LOCATIONS MAY VERY. 3. INSTALL ALL DUST WALLS MAX 36' FROM THE ARE OF REPAIR. am, BUILD AT DOOR THRESHOLD TYP. STANDARD D� WALL L CONNECT VERTICAL 2x6 INCREASE SCREW. /NAIL PATTERN TO TO EACH STUD WITH (3) 6' O.C. FIELD AND 3' O.C. EDGES FOR PLYWOOD ATTACHMENT f1Dx3' WD. SCREWS CONNECT DIAGONAL BRACE ADD HORIZONTAL 2x6 ATTACH TO TO 2x6 WITH LLEACH ANGLEG r L4x444xl SCR ANGLE L4x4x4x16 GA ANGLE AND (6) f10X1' WD. SCREWS INTO EACH LEG ADD ADDITIONAL CONNECTOR m 2X4 DMNAL BRACE �AT 4 O.C. -TYP. TOP & BOT TO EACH STUD L4 4 4x16 GA ANGLE AND (4) 10x1' WD SCREWS EACH LEG Sn CONNECT DIAGONAL BRACE /rTO LEDGER W� 'v / L4x4x4x16 GA ANGLE AND ATTACH 2x4 TOP LEDGER TO CONCRETE WITH SIMPSON 1/4'0x1-1/2' MIN. EMBEDMENT TITER CONCRETE SCREWS 0 32' O.C. MAX. UNFlMSHED INTERIOR WAIL 6 MIL PLASTIC WRAP OVER 1/2' COX PLYWOOD. TAPE IN 6 MIL PLASTIC W 2X4 WOOD ,1AT CHE SIMPSON 1 4�0x1- TBEN CON SC FIN, FLOOR CONT. CAULK BEAD BOTTOM 6 MIL I COX PLYWOOD TAP 1/2' COX PLY -WOOD FRAMING STUDS AND WD. SCREWS AT 12' O.C. (6) j10x1' WD. SCREWS INTO EACH LEG BOTTOM, CAULK BEAD SIDES 'k- BOTTOM, TOP, AND SIDES 3'-0' MIN. NOTE MUST BE INSALLFD AT THRESHOLD HURRICANE PREP. FOR STANDARD DUST WALL scv➢ BTs 2X4 WOpq ATTAC � TO SLAB WDH 1 40x1-1 2 MIN. EMBgMENT TITER NCRELE SCREWS 0 32 O.C. MAX. -TYP. TOP AND BOTTOM 2X4 TOP LEDGER -\ ALL SEAM JOINTS LEDGERS RAP I Tp SLAB WITH /2_MIN. EMBEDMENT tttErrnn 0 32 O.C. MAX. WAIL STUD PER PLAN M.ONG IASIIC OVER m ALL SEAMS SUPPLY r P PROTECTIO ATTACHED TO W/ j10 IAROUND AT FIELD AND 6' O.C. AT EDGES OPTIONAL ATTACHMENT FOR Ile COX PLY -WOOD ATTACHED TO FRAMING W/ 10-d NAILS AT 12' O.C. AT FIELD AND 6' O.C. AT EDGES DET PADDING ;IMETER FOR 2x4 BOT. LEDGER— N-�-CONT. CAULK BEAD ALONG\�DBL STUD BOTTOM AT EACH END -TYP. STANDARD DUSTWALL ELEVATION DUST WALL SPECIFICATION rm s m ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC 208 9W OCEAN BOULEVARD STUART, FLORIDA 34994 772-220-4601 wwW.0 BM•E.NET C=FICA. OFAIITHORIZATION! 29057 M. DDER EER . A4tA W.Olq- X. PRA011 ws ws um m.exs,a rm m a Rrmum, uawm. vnv. m � m un n� vmr x un rou ov w,a.vRmonmwRrrn .cMu v.w,w . uv m,mrt v av DWOfm' .uc 116 0.0AR111. M RAS W R3OS NAIlYxRO MRSM C AY e¢nrmn E vRvcmxw semL v x»wn D ar Dv'u< rmswmxvacwxvm mx ux amw vman nMYI M.��ml MII109Wa1 D CY fKM[WL.IL a oam.A u<oP,Rau.m,e tl1a976 9YIL H Nad . REDO` F M (9vIwRPt M !Y 6 ifx4�E NR M mw.fau,W IX Y! N�'i .1 rAa xRmm vw,x m ssnr rms IXsom xc Dwsss wax w,.. rt mm mee ERL O IX ED Nnx. 1: P, DARE Vim. • '•.`�� No. 76910 Q'• STATE OF S GNZ ZONAL �� 1111111110 CW US A MRDEN A ME o®tea ooRD sXn R4 S-1 a1. HURRICANE DUST WALL ATTACH RN l*iaYRIlT1wYYIx`mTQ 71 WITH (2) 16d TOE NAILS UNFINISHED INTERIOR WALL 6 MIL PLASTIC WRAP OVER 1/2' BUILD AT DOOR THRESHOLD COX PLYWOOD. TAPE ALL SEAM JOINTS IN 6 MIL PLASTIC WRAP 2X4 WOOD ATTACHED Tp SLAB WITH SIMPSON 1/4 OX1-1/2 MIN. gBEDMENT TOEN CONCCRETE SCRREWS ® 32 O.C. MAX. _— FIN, FLOOR TYP. STANDARD BOTTOM CAULK BEAD ALONG BOTTOM DUST WALL e".. Xrs CD I 6 MIL P COX PLYWOOD TAR 1/2' COX PLY -WOOD FRAMING STUDS AND WD. SCREWS AT 12' O.C. GENERAL NOTES, TIMBER 1. ALL 2x4 6 2x6 STUDS. SILL PLATES, AND PLYWOOD TO BE SOUTHERN PINE GRADE 2 TIMBER. 2. ➢IMENSIONS SHOWN PROVIDED AS A WI➢E TO CONTRACTOR. ACTUAL FIELD CONDITIONS AND LOCATIONS MAY VERY. 3. INSTALL ALL DUST WALLS MAX 36' FROM THE ARE OF REPAIR. 4. SUITABLE PROTECTION AGAINST MANAGE BY WEATHER, CONSTRUCTION DEBRIS, AND TRAFFIC SHALL BE PROVIDED (INSTALLATION AND REMOVAL) FOR EXPOSED INTERIOR SURFACES, SUCH AS TILE FLOORS, DRYVALL, ELT, AS REQUIRED AND IS INCLUDED IN THE UNIT PRICING FOR DUST WALLS. 5. DAMAGE TO INTERIOR SURFACES BY INSTALLATION OF DUST WALLS SHALL BE AVOIDED. SHOULD DEVIATOONS FROM STRUCTURAL ATTACHMENTS SHOWN ON PLANS BE REQUIRED, THE ENGINEER SHALL BE NOTIFIE➢ AND SHALL APPROVE SUCH DEVIATIONS. 6 THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR REPAIRING ALL DAMAGES TO UNIT INTERIORS AS A RESULT OF THE REMOVAL OF EXISTING COMPONENTS (DOORS. WINDOWS, ETC.) AND/OR THE INSTALLATION AND REMOVAL OF DUST WALLS. 7. CONTRACTOR IS RESPONSIBLE FOR PROTECTING THE INTERIOR AT THE EXTERIOR THRESHOLD. B. DUST WALL IS NOT A RAINY WEATHER PROOF OR TERMITE PROOF WALL OR FIRE PROOF WALL. 9. DUST WALL IS FOR PROTECTION AGAINST CONCRETE RESTGtATMN PROJECT DEBORS. 2X4 WOp0 ATTA Fp TO SLAB WITH 1 4 0Xi-1 2 MIN. EMBgMENT TREK CONCRETE SCREWS 0 32 O.C. MAX. -TYP. TOP AND BOTTOM 2x4 TOP LEDGER -\ LEDGERS WALL STUD PER PLAN AD LASDC OVER °p ALL SEAMS SUPPLY MOUND P PROTECTION ATTACHED TO W/ j10 AT FIELD AND 6' D.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 PET PADDING METER FOR 2x4 BOT. LEDGER— `CONT. CAULK BEAD ALONG �DBL STUD BOTTOM AT EACH END -TYP. STANDARD DUSTWALL ELEVATION DUST WALL SPECIFICATION ' C5M ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC 20S SW OCEAN BOULEVARD STUART, FLDRIDA 34994 772-220-4601 ..CSM-E.NET CERTIFICATE OFAIIIHCRIZATION: 29057 xDxw.m.Evw.o�.w. muANm Nm w ...v4 iv¢.m p, mREC�Fwu�aaEic rc ar3S nom, Y6 W WIYI. [[ YK M [6O5 xVpYm IWN K W mlBlnl y Np61W1 LA.R 6 @WFlY R OI OYeF[bE. YL N4 61R IO H N M mAE,E EAER Rtl6MPYWD5 0. P�D(LI m, DAEOAC E. DmimD CER N. asaRRsE.rov ER.cerm Rce m.mnn ,x x oan.,mu s N. Damao¢ x. Rrus .Dr rtE eoDa m mnr � mom R: om¢ axmi Rin n. mx moD omm ar wxa Rrm rAc m wmn l' $ A!DARO \� �.�..v\CENSF'.F��i V' No.76910 Q STATE OF ORD \� 11111111110 CHORES A D4REN JR MTE nom RRRE® vneEaw Wmme n moo am wx B-2 sm A DUSIWALL. DETAILS See attached drawings SECTION B RESTORATION DRAWIN13B File Copy PAGE 17 OF 17 KEY: 1.2.3.4 1•AMOUNT OF DAMAGE CRACKS = LINEAR FEET 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 0 = OVERHEAD DECK PH = PIN HOLE RUST STAIN 5-C-SAM = 5 CUBIC FEET - COLUMN - SPALL - MIDDLE 10-0-C = 10 LINEAR FEET - OVERHEAD DECK - CRACK 8-W-S-M = 8 CUBIC FEET - WALL - SPALL - MIDDLE LOCATION MAP rue - xor to me DECK SPALL = OVERHEAD SPALL = CRACK = SHEET DESCRIPTION KEY COVER SHEET AND NOTES S-1.1 NOTES S-1.2 NOTES 216 UNIT 216 DAMAGE 309 UNIT 309 DAMAGE 312 UNIT 312 DAMAGE 315-316 UNIT 315-316 DAMAGE 510 UNIT 510 DAMAGE 512 UNIT 5'2 DAMAGE 609 UNIT 609 DAMAGE 809 UNIT 809 DAMAGE 909 UNIT 909 DAMAGE 1009 UNIT 1009 DAMAGE 1016 UNIT 1016 DAMAGE TR-6 TRASH ROOM DAMAGE TR-7 TRASH ROOM DAMAGE TR-8 TRASH ROOM DAMAGE D-1 DETAILS D-2 DETAILS D-3 DETAILS ESTIMATED DAMAGE CATEGORY DAMAGE COLUMN SPALL 6CF COLUMN CRACK OLF DECK SPALL 130SF DECK CRACK 8LF OVERHEAD SPALL 18SF OVERHEAD CRACK OLF EDGE SPALL 33SF WALL SPALL 15SF POSSIBLE DOOR OUT 1EA POSSIBLE WINDOW OUT 1EA BEAM SPALL 20LF STRUCTURAL INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 C s m ENGINEERING CIVIL • STRUCTURAL • MARINE OEM ENGINEERING, LLC 208 eW ocG SOuLEVMo "WART, FLORIDA 34994 772-220-4601 vA OEM-E.R[T CERTIFlCATE OF AL`THORITATION: 29057 M vam wese omem. Rsxa ioAw oA+w ur omNw u�nm�iao, n�waoo�aam, �t m,a rnriw�m v�ivrc�� i°w�H idN ¢I Y♦WP v+.a9lFtq wMM IP61 WIY1C¢ M E6R4 Rllp Aa,SJ1 Y00HN! 6 491 OrTdw4114 buYVR. M Q/s. un RxiIS,[Bniulro Mloll6 xI w5WY1II R fldY6Yw'L 41.M4 6 RMMIY P bi digPw41IC No ¢ wI ro R uRn w No[ w w vvrt wn xn aMn NmRn Nlib➢ MMlld WIiC®AhV rt diFlwa➢aK IIG 'a mOBJfi 9LILLHIW®NM[IRO B,M O]11fILIYt M Ol11NL101 6 R¢LmffW M fNNnV.IP16/LL m@IDiS Ill 6fl9139ryL 9E1W®MMRNTM 011M[IYL M mlvunm ¢ Rsame m M mvmNa¢n m u mom¢ w sba ,u lm Norm m uvlr Wars Rsiom m: owcs o,� our. ar: mnr omrs �xmaa m: mores ornur YAG b Aan RafO j. h. I A%ip � •.•2 � �10EN,gF V' No. 76910 '•. ((7� 0 STATE OFZORIO G� 'sS!ONAL .`. 1E CHARLES A CARDEN JR DATE nomrlmsrzm vnv®ow swan ry mlo am xus R e KEY STRUCTURAL DESIGN CRITERIA: THE 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 V LOAD COMBINATIONS ASCE 7-10 CHAPTER 2A 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 TH WISE NOTED. CONSTRUCTION SAFETY: I. LOADS GREATER THAN THE APPLICABLE 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. 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. CONCRETE: ALL REINFORCED CONCRETE WORK SHALL BE DONE IN ACCORDANCE WITH ACI 310, '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. 15 SLUMP: 5 TO 7 INCHES 15 AIR CONTENT: 4% TO 6% OPTIONAL Imti WATER/CEMENT RATIO: 0.40 PUMPABLE PEA —ROCK MIX pa MAX. COARSE AGGREGATE : 3/8' TO 3/4' l 1 CORROSION INHIBITOR: 2.5 GALLONS PER CUBIC YARD 4FORCING STEEL SHALL BE ASTM A615, GRADE 60. TENSION SPUCES: 48 x BAR 0 FOR 83, d4, & B5 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, U.C. 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, U.C. 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 208 SW ODDAN RDUL JURD EITUART, FLONIDA 34994 772-220.4601 W W W.CEIM-E.NLT CERTIFICATE OFAUTHORISATION: 29CS7 M CIMm NMB, [tlIQS� R41n616Am Nx>IW ®IINn w vMw Nocmr amrs MZ ws Nu w.xas�wrroa x�. uvxm� a,m. m Acv>.m ro xn � rmr x urc mxu a v� e�ursaxe mart rvm max M rneaa mmn fAM9N A'a fQ9T.T 6 BI pl@RI.WIG. AIL ns aruan. M xxe. xa NRAS emnv+av wea a.w wS1lAHA V naF19R4 9mE 6 PMRNM1 6 BI 4M'Ja'i. 11C Na6mroem[4NAaLd PfAfl RN .m OIIfA FROECI mdl M RIIp WAWIMM R B, DAiID]K. UL w meww sw�amamNrarxmmM mxa,c,w M EMIWL1016 A(�F @i M N7�LOX 61LL ma@!S x�mvsos sw,NxmmaM amaM mmvnm M tlNMKid 6 �E fN M mIPd.11Ge 6 ML 0EM1*91S u rrUs eoaem wnm ro esTir Hors ¢sam e.. awm oomi mu en eav � s om>m ec Duem wvx swc ,A' - ra DYED 1: X. DARA��''. Oell No. 76910 iAQ •._ STATE OF !(7�` :'• CMOALES A WDEN JR DATE wew xmsmm rmau�¢ am¢v xo. T¢s,o sm xxa ea e 5-1.1 TYPICAL CONCRETE REPAIR 1. CONCRETE SHALL BE REMOVED USING A 151 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 BUSTED 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 BUSTING. 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 AD 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 SONCFABILIIY OF THE MEMBER STRUCTURE 1 A I A . MR., 9.L. 1. CONCRETE REPAIRS SHALL BE PROVIDED FOR THOSE AREAS IDENTIFIED WITH SPADING, DETERIORATION, AND UNACCEPTABLE CONCRETE 2. REMOVE ALL UNSOUND CONCRETE IN THE AREA OF THE DETERIORATION. `FEMOVAL SHALL BE PERFORMED WITH SMALL POINTED TOOLS RATHER F[JWW WIDE CHISEL EDGES TO PREVENT MICRO CRACKING AND CONTINUED =PALLING OF CONCRETE WHICH IS TO REMAIN. 1 THE AREA OF CONCRETE TO BE REMOVED SHALL EXTEND ALONG THE ENGTH OF THE REINFORCING, BEYOND THE LIMITS OF THE REINFORCING ETERIORANON A MINIMUM OF 2' INTO SOUND CONCRETE yO V 4. PROVIDE A)J' MINIMUM DEPTH SAW —CUT, PERPENDICULAR OR SUGHILY UNDERCUT TO THE CONCRETE SURFACE AT THE UMFS OF THE REPAIR TO PREVENT FEATHERING OF THE PATCH MATERIAL DO NOT CUT ANY REINFORCING, EXCEPT AS ACCEPTED BY THE ENGINEER. 5. REMOVE ALL RUST AND SCAUNG OF THE REINFORCING THOROUGHLY BY SAND BUSTING OR WIRE WHEELING. 6. THOROUGHLY CLEAN THE EXPOSED CONCRETE SURFACE OF ALL TRACES OF DIRT, GREASE, 011, DUST, AND OTHER CONTAMINAIOS WHICH MAY PREVENT PROPER BONDING OF THE REPAIR MATERIALS. 7. 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. 8. WHILE SCRUB COAT IS STILL WET, PLACE REPAIR CONCRETE MIX DESIGN IN ACCORDANCE WITH ACI 301 IN A CONTINUOUS POUR. 9. PERFORM REPAIRS IN ACCORDANCE WITH ICRI GUIDELINE 03730. GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION. 1. ALL REPAIR AREAS SHALL RECEIVE AN APPUCATION OF BURKE 'AQUA RESIN' MEMBRANE CURING COMPOUND AFTER FINISHING IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS AND RECOMMENDATIONS OR APPROVED EQUAL 2. ALL CONCRETE SHALL CURE A MINIMUM OF 28 DAYS PRIOR TO APPLICATION OF ANY COATINGS OR FINISHES. 3. AN OBSERVATION SHALL BE CONDUCTED BY THE ENGINEER PRIOR TO APPLICATION OF ANY COATINGS ON THE CONCRETE. ANY CRACKS IN THE REPAIR AREAS SHALL BE REPAIRED IN ACCORDANCE WRH THE REQUIREMENTS FOR CRACK REPAIRS. REPAIR OF CRACKS SHALL BE AT NO ADDITIONAL COST TO THE OWNER. STRUCTURAL INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 C5M ENGINEERING CIVIL • STRUCTURAL - MARINE ICBM ENGINEERING, LLC 20B SW Cc6AR Bout AR9 STUART, FLMRIDA 34994 772-220.4601 www.CSME.RCR CENCISIAIE CF AUTHDRILRICN: 29057 �aw°�rs 'Ms�nns�„N�wvrw�s ..Mw iaWmm'aN ®rM'ums � �mmN am.,vama°`aw'm[m'mw�nm m�rss � NO w0.`IP 6 B, Rlaffi�'G LLC 1,6 MNOII. M RA[ uD RRb P)M,OIWm KIG. AS N PrstNsvn v Nu®wa sw[L s PMwrc a ry wQxmm4 u[ AW 6I91 N H �SY. N Np[ U,N P.WN NX M Of,411 flpftl .non M Tdlld cmvmm a mN NmPmw uc ILL M1G4M 9Wl&qN®„Mf�➢BIM OIIPIL\R M Wn0.V}016 R➢1W9F fQ M OIFRWM a Ml OA(I,m,i ILL 6g4Id 9NlHM9®MMIFIORM O11PN11R M IdIPJLId 6 N9060f f W M aYNNl4N 6Ill PPYNS .vi sacs voumo Pfm,w m ssvir Nms �Nm m: awus wmN wan ee mows wmrto ar auea N:cm .cur: fA'-r-v Nash LENS P •.9 ' No. 76910 O 0. '• STATE OF : !v4(j ZORIO ��A7S TONAL CWUES A DARDEN A DATE Maw Rmmm wain vuav xn ms,a Nsv wm o,a1 a 5-1.2 OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 S m ENGINEERING CIVIL STRUCTURAL MARINE G9M ENGINEERING, LLC 208 SINCCEAN 6DULEVARD UNIT: Z 1 6 COLUMN SPALL = 00 COLUMN CRACK = 00 DECK SPALL = 00 DECK CRACK = 00 OVERHEAD SPALL = 00 OVERHEAD CRACK = 00 EDGE SPALL = 08 WALL SPALL = 00 POSSIBLE DOOR = OD BEAM SPALL = 00 n C 1 l� STRUCTURAL INSPECTION STUARTAL , POSSIBLE DOOR OUT 10—B—S—T UNIT: 3O9 COLUMN SPALL = 00 COLUMN CRACK = 00 DECK SPALL = 23 DECK CRACK = 00 OVERHEAD SPALL = 00 OVERHEAD CRACK = 00 EDGE SPALL = 00 WALL SPALL = 00 POSSIBLE DOOR = 01 BEAM SPALL = 10 O t� STRUCTURAL INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN STRUCTURAL 12—W—S—B UNIT: 3 1 2 COLUMN SPALL = 00 COLUMN CRACK = 00 DECK SPALL = 00 DECK CRACK = DO OVERHEAD SPALL = 00 OVERHEAD CRACK = 00 EDGE SPALL = 00 WALL SPALL = 12 POSSIBLE DOOR = 00 BEAM SPALL = 00 S �r hm++ �D O INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, Fl. 34957 SM ENGINEERING CIVIL STRUCTURAL MARINE CSM ENGINEERINGL LLC 209 SW OCEAN EI9uLRvwao BTllwaT, FLealcw 34994 772.220.46CI www.CEIM�E.N[T CERTIiICA1E CFAIffHCRILITCN: 29057 w °X�Nmm�iv �Nxrs� a�'r w°is�r+s�em�� �, aN�, am a ♦mam m xn nmN vxnr x xn A'O W�4916 ®II.ME M 6�£4 Mlp n,s omuxL M ux N.N omars NmNoenim iw:. a rN ,1�M19:1 a Na®aia vxwi, rs rl6t5n a dl avvm4 uc IIUNNNNH�.NlYf Npf.NI N4 MY 011ERIW[CI RMII M Mllq Nli WAMN V d Na�L. LLC W f0096 9VLL H tflb¢Y N M IOY by M @iM,LINt M (plm�tlW a 1pp®E I@ M N7� 6 LL mOs•Z LLN �a Nuu amrmmw Mrm BYM aNNaox M 0mWa1 N A40®E M liE �gIMP 6 4l dO®11S LL rm ,arnm wmw m myn• Nms aaa® m: ovaes mAax �n'-ra Nmrta l: \� L •..•ENS• F �� C) • � No. 76910 ` ���•• STATE OF � !(7� Q OCEAN TOWERS CONDOMINIUM SOUTH BUILDING s4aD sourH OCEAN DRIVE JENSFN BEACH, FL 34957 rm5M ENGINEERING CIVIL STRUCTURAL MARINE CSM ENGINEERINGI LLC 209 SW OCEAN BCIIIEVRRC 6TIIART, Fll]RICA 34994 772-22C•46Ot www.CBM•E.NET CERTFlCAIE CFAIITNCRITATION: 29C57 M mxm Nxmr mrmar RSNna IrsAw maa uN mvrwwr AV OMP P.InT INIIS M40.W •M WM3lS l.mw mrnom awm ovm m nswm m rn� ow wn w wr NNW uwU nwM`h➢ Inn9Jf A61.fuwC 1M[ wP.FS Ai1W Pw•�J.' NO N.4M! 6 CY U4>1mRv IIG � arsNvq M wus Nn wswrs nmxmuim RIaN. u a MSIIMNII K mSf@w19M2 61Pro•WIY rt mi vmWll6W. ut �nN �mausm.N.Ntm� NI MY NId PY61 MIIp NrtrNNYWV dOQWPC LLG u omens RwtRwmmnMRmRMrwwwam M tlHMUT 6 �E M M WAIxVIN.' V 4L m�i MI �NIffiN 9VLL R\9TmNIM T09lM NIING1wL TIF NIIIW:1016 �F m9 M Nl11WVM UALL PO»12 xl zuss raunw sanw ro nss,r wens o®N ar wssets osmm muv R: rov N.s arta�m ac avers osm[x a.r. I/r-rs rxscrk `\\I11111111/�7j' V • � No.76910 ��Q '•• STATE OF ((7� 1■■■■■■■■■■■■I I■■■■■■■■■■■■■■■■■■■S 1■■■■■■■■■■■r' I■■■■■■■■■■■■■■■■■■■: 1 ,z. !2IA I■• •■..■■.....�,......a COLUMNPOSSIBLE DOOR 0 11 ■■■■■■■■� COLUMN11 COLUMN11 7■■■■■■■I 1 1. COLUMN11 I■■■■■■■� 1 11 1 11 II■■_■_■_■_■_■_� OVERHEAD 1 11 OVERHEAD 11 OVERHEAD 11 EDGE 11 OVERHEAD 11 1 -1 111• 1 11 II 11 •1 111' 11 1 Li1 ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■I ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■I -----■■■■■■■■■■■■■■■■■■■■■■�iii�■■■u r u■■i STRUCTURAL INSPECTION ZORIO 1ONAL 3—C—S �D *� UNITS 5 � � COLUMN SPALL = 03 COLUMN CRACK = 00 DECK SPALL = 00 DECK CRACK = 00 OVERHEAD SPALL = 00 OVERHEAD CRACK = 00 EDGE SPALL = 00 WALL SPALL = 00 POSSIBLE DOOR = 00 REAM SPALL = 00 ECK SPALL AT DOOR SSF C STRUCTURAL INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BURRING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 C5M ENGINEERING CIVIL STRUCTURAL MARINE GSM ENGINEERING, LLD 208 INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE BEACH, FL 34987 C5M ENGINEERING CIVIL STRUCTURAL MARINE C5M ENGINEERING, LLC 20B 8W B-B-S-T ABOVE WINDOW POSSIBLE WINDOW OUT UNIT: 51 2 COLUMN SPALL = 00 COLUMN CRACK = 00 DECK SPALL = 00 DECK CRACK = 00 OVERHEAD SPALL = 00 OVERHEAD CRACK = 00 EDGE SPALL = 00 WALL SPALL = 00 POSSIBLE WINDOW = 01 BEAM SPALL = 08 �. !!� L�Oy '.VI STRUCTURAL OCEAZONAL N UNIT: 609 COLUMN SPALL COLUMN CRACK DECK SPALL DECK CRACK = 00 = 00 = 00 = 00 OVERHEAD SPALL = 00 OVERHEAD CRACK = 00 EDGE SPALL = 03 WALL SPALL = 00 POSSIBLE DOOR = 00 BEAM SPALL = 00 S STRLICTLIRAL INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE JENSFN BEACH, FL 34957 csm ENGINEERING CIVIL STRUCTURAL MARINE C5M ENGINEERING, LLC aoE pW L1cExN poutEv/Jio 9TIIART, Rtipp1OA 34994 UNIT: BO9 COLUMN SPALL = 00 COLUMN CRACK = 00 DECK SPALL = 00 DECK CRACK = 00 OVERHEAD SPALL = 00 OVERHEAD CRACK = 00 EDGE SPALL = 00 WALL SPALL = 00 POSSIBLE DOOR = 00 BEAM SPALL = 12 O b STRUCTURAL INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 C s m ENGINEERING CIVIL STRUCTURAL MARINE UNIT: 9139 COLUMN SPALL = 00 COLUMN CRACK = 00 DECK SPALL = 00 DECK CRACK = 00 OVERHEAD SPALL = 02 OVERHEAD CRACK = 00 EDGE SPALL = 04 WALL SPALL = 00 POSSIBLE DOOR = 00 BEAM SPALL = 00 f O STRUCTURAL INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 csm ENGINEERING CIVIL STRUCTURAL MARINE C$M ENGINEERING, LLC 209 BW OCEAN 90YLEVARO 9TLIART, F111910A 34994 992.320-4601 WWW.CEIM-E.NET CERTIFlCATE L1FA1lfNL1RIL1TILIN: 2905 STRUCTURAL INSPECTION 3-C-S-T 1 109 UNIT: COLUMN SPALL = 03 COLUMN CRACK = 00 DECK SPALL DECK CRACK = 00 = 00 OVERHEAD SPALL OVERHEAD CRACK = 00 = 00 EDGE SPALL = 06 WALL SPALL = 00 POSSIBLE DOOR = 00 BEAM SPALL = 00 O OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9100 SOUTH OCEAN DRNE JENSEN BEACH, FL 34957 csm ENGINEERING CIVIL STRUCTURAL MARINE CSM ENGINEERINGv LLC 2R9 SON OCFiTN 69YL6Vw0.� eruwRT, FLORIDA 34994 •/•/2.22C•4681 vnvw.CBM-E.NET CERTIFlCAlE CF AVTHCRIZATFlN: 29C8V M CCt®1 MLA' fgL59I PpP..416�FP �' M W OPIWIrt mars Ms mxswwxxs ue POlNS xxo�xrrtan mrwvwo, uw�. m+vx. w emxm m xm Mm vbrc x xrc IWI W Y4vZY FN�S£9 PMM Ix51 ®LMMG M @1� Mllp 1f9®1 xO O'HI�II V dl dx!➢pG IIL Mi DDlpl. M RC. O.9 R94M pYAAA�Im iWR b M M11lYEM 6 fROt91N4 YRM4 5 PKtPm K [W GYIMpWXE. xG mxiurNau�.xeiu[wxvw rw �m ana NORa xAPR M xLliFx YIIIYRAMI V BI xfLEW0.:. 11G u o�mms SxLH W6mxM mnflM�aiR¢ice tt OArvKiOi 611[40®E rtx M OJIxwNN tt W d05415 u xwevs uu Rxw®x Mn>oTM mmxim tt PNIPALIW6�' EMM�l.IDV11A 6,LL mO®IS u rrN va.,nv mm�w m urn• xars �®n o acs ouaw w.m er: mn mxs xieom n aw[s uwLn swc �A'..•a xoarR U • � No.76910 ��Q '•• STATE OF �•!�/� �ONAL CWVRIFS A OMOEN JR NATE xave,msom vin®w.v m¢v rm raio vm w+x MTL 1 1009 qDDECK UNITI 1 131 6 COLUMN SPALL = 00 COLUMN CRACK = 00 DECK SPALL = 00 DECK CRACK = 00 OVERHEAD SPALL = 00 OVERHEAD CRACK = 00 EDGE SPALL = OD WALL SPALL = 00 POSSIBLE DOOR = 00 BEAM SPALL = OD S O r� e� STRUCTURAL INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE JENSFN BEACH, FL 34957 C5M ENGINEERING CIVIL SiRUCTU RAI MARINE CSM ENGINEERINGL LLC 2CR 9W GCEAN R9LILEVARt) RTYART, FL.[LRIVA 34994 '/'/2-220-46C1 vAvw.CBM-E.NEr CERTIFlCATE OF AIITHORIIATON: 2906'/ �vMo � rhz�ars xm�ow.r�urevuorL m a �+m9u wwmt. mm w ixmm m xn mm vxnr x xn ��w1L�NNE xE OiL� xxICY rya waLu+. x xrx. ax Ctuxs xmxoxxu aax. a M xf1AMXf w 1fQ®hY 91tM. 6 PIXF!/ 6 OI L4M� LLL xosnmma�,xxv[wxvxn Lw .wr wm xvcn xnort>�x rxmx xmxxwm w m Lravaw uc ILL �6 9lYL H'h@®N M RW by M wRM:lw M LII0.V016 �E fw M 0A4L1A w aL �S 4l0£W459WL (E xPb®MML 1Ox BfM 1111x<IdL M Lwxivw 6 49O®E fw M wAmtVGn R Il W19I2 u sans •wpm wnw,a unr vmm ee awv wmi wm n: ron w+rs o�m® xa awv ovmi a".. �R' • � a rtoev k A' DAA p R ,. `� Qom•••' F �, V'. � No. 76910 INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUDDING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 C s m ENGINEERING CIVIL STRUCTURAL MARINE CSM ENGINEERING, LLC zoe aw CcuN 9911LFYARD SMART, FLRRIow 34994 772.220.4601 www.Ca M COLUNN SPALL a 00 CKKUNN CRACK = m DECK SPALL = TO DECK CRACK = 00 FLOOR 6 GVEIVA c _00 DO EDGE SPALL = 00 WN1 SPAU = 00 POSSm m = 00 BEAM SPALL c 00 j/ ` S STRUCTURAL XN ' INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING SOUTH OCEAN DRIVE BEACH, FL 34957 Imm5M ENGINEERING CIVIL STRUCTURAL MARINE C5M ENGINEERING, LLC 2DB SW OCEAN BONLEVAFC BTUART, FLORIOA 34994 ��a•zzo•aSOL wWw.CBM•E.NLT CERTIFlCATE OF AMTHCRITATICN: 29C5� M NY9.4P �I [P3@Y I®AES 10/M Umf/. W tlP2n11 xo olNN RmnNwrs MYews xN wRa ua lmrma Rmmo. Avm m+m.auwm m.N�mm evn. xn FPY d Yxtld NWSSViP NII,N RS ®IMTG M E� NLIIf1: xwxsm No mmn yr m Nmaaw uc 116 VNE'1!. M OCK. NL � MRpWf41Lm1. R M XSIAM1EI! 61,0F69JRV. 4M%L R RMNe 6 bl FMISFIML IIL W 6 Po! m & 1�. N NI](M p e.W! Iq M'I OfifA fl0[R NIIGrt M RIM MRrONMN P d flY9FRA411G M1011OFYM 9YLl�1LW®N1N[fOG 6YM @IINCIPI M tlNI0.Cld 6 A9V®E M M O'IIIttVP 6 NL �N 4®E10Y591YLH49&®MMfOY BIM IG'I0.�fIWM mmunm a asv®e mx M mvmwm u u mmaaa u zNa vomm maw m uylr NBrs vm� Bc awBs oxaw mn mvN aaum n oNeBs waa sAe IA' • I'-0 Noxtt DARp''%, V' No.76910 COLUMN SPALL = 00 COLUMN CRACK = 00 DECK SPAEL = 09 DECK CRACK = 00 OVERHEAD SPALL = 00 FLOOR 7 EDGE CRACK PALL _ 00 WALL SPALL = CO POSSIBLE DOOR = 00 BEAM SPALL = 00 E�Wo S "b STRUCTURAL CD IN3 PECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, Fl. 34957 rSm ENGINEERING CIVIL STRUCTURAL MARINE CSM ENGINEERING, LLC = _ = = = CMEAD CRACK = 00 EDGE SPALL = 00 WALL SPALL 00 = POSSRE DDDR 00EEAII SPALL = W j �.� i o I STRUCTURAL COLUMN SPALL 00200 SW OCEAN BOULEVARD FLOOR B CDWAN CRACK DECK SPALL 72 DECK CRka 00 O,13WFAD SPALL00 1 CERTIFlCATE OF RU.tE)i w W. wartm Amt.(") FULL DEPTH SLAB REPAIR wnBBr Rxam xm FtAARR eM p RNA MO Fm%r NR FMa11C mNRIE 10L 6' TYPICAL CORROSION PREVENTION DETAIL GALVASHIELD XP COLUMN REPAIR INSTALLATION CD N� 1. RL02 RMI® mN00E M MIX SINmVM IEPAR M.Mx6 R AWTI AV mR®m xPd09& SaFL Qa Ixsta xa mrbm sRa a santr rMIo4R mrmm wx >E MxL ro rw.mt mm rrtRennr YdA. ARlpl GNLRA9®D )P ,WORS m OExI RTdUL2C 51BL Ai 9•IQIG d111Hm N mXIPIEIm vFIDCVxN RRFA m . �auvA7om m dtA star RM xRxnAl vies Rntba RRR aNa RFAR urA MM Rvsau. M IFR sxRtm's sMmAms L nB s mnanL m a rciDaxm W aMER My IRQIO. s m mlm m MM $A m 1RS RLS. m Sm PAm wo xoRM OWII EImmI Rim Dr.) wm N /ommAXm xM LCRL "�'M OVERHEAD SPALLED CONCRETE REPAIR RPL RW OFT IOOY CxgEiE Ym0.VY1llY Sml RA9 FtlV4D REM RRE a Rm Rs MAT MPIY smaa my xs xmtaeRmm text i i ORII aFM R&R M9 fu tRH 9K1111. OR SN R.Rd RPAx hF= xoxrM wll• Rm IIIAI m 20LH DmiRs ws sxtxr. i 11 1 LRSIPY'fQIC II ' L__ SFE NIIE j SECTION RRuv w AmmN eM mRL RroDxa W. SPALL CONC. COLUMN/BEAM REPAIR M STRUCTURAL INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 C5M ENGINEERING CIVIL - STRUCTURAL - MARINE CSM ENGINEERING, LLD 209 SW OCEAN BRNLPVARR SMART, F RIOA 34994 772-220.4601 MNAT.CBM-E.Nrr CER RCATECFAIITNCRIZATION: 29057 M dII.t@ NmA Etl214Y flffFA 16/MP ZMG W �AYi R MO OIiFII NNWM1ibIR IIPII 0.v6 WMtS Md MOfmH xO �. avm. mxA a �xm mYn nw vvn N aw row a vema mNa�w xnxvrt rvm wl/pmR M Ro1a4 NYnxi wR mom, R m x+RrLNxo. xL 116 D]]YN[ M QE. Y9 f64R ]lD�AYd IMR 6 N wvmAar a IR16MW RxA2 rs vmxxn Y Rw xmRRwc ur W 6MIm H1®.NYYlE O1p PM fM AR UMF MOFI.i •M0R M MIW MI9RAM1 R dl pL.m1F YL Ill NA5 A69V1LHNA�IDNMRN 9IMD]IIWLI0. M LMRX1w a �E rM M Ml@1m Q NL 005Wi M10�0.41594tHW mYME rwY 9IMDM�L10. M pM0.Ciw 5 R90®E iv M t0@u9X K Ml OV)901R Nt NY6 Ea' RO IPwN m ISYII' A04 LIRNwX WN6 W.m[N pW119I: TW Cp.5 g0ID6f. ClM69AaDY. •'•v1OENsFo v No.76910 —_ •'•. STATE OF •' 4(/ Q i�� ''•.F40RIDP.•'•GN 10NAl- I� •`• CW IES A DARDLN A DAIS NPmI RETE4m PAkIDWt aPSV No. M10 xm xwc mR D-1 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 RNISH WITH THE EXISTNG CONC. SURFACE. TYP. SECTION EXIST. CONC. BEAM REPAIR NITS 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 WITH 'THORITE' AND FINISH WITH THE EXISTING CONE SURFACE. IL All COLUMN COI 'THORITE' :CON VIEW !� NX.CI OWX m lw[KIR M R-YOD IV IR' AT 3FaR➢ IwL Y RA HIIES w LSIATL RGRIS AT A'O.0 IlOND D IOWTII T a SFIL OVA06 w0 YORQ HRIS� I\"\yAl\ M1X 5AA H-YOI 91' J 1 VERTICAL CONC CRACK REPAIR AIRY O DNI I LwDIx W OWX HORIZONTAL GRAVITY CONC CRACK REPAIR ELEVATION VIEW EXIST. CONIC. COLUMN REPAIR Nis STRUCTURAL INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE JINSEN BEACH, FL 34957 rm S m ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC 209 BW OCGN BOUMVARD BTUART, FLORIOA 34994 772.220.4601 www.CSM-E.Nt CERNFlCATE OFALITHORIL TION: 29OS7 �'Mss�xxs w��Nmx eMx o�� m �rt xRanwm. aw�m. mNn. w usum m.wr Mm vwm x as NN w W'!LV fiw�,fN wIM RA wxdYVG M b4R4 Rlld wmsw ua mxaxr a �v aoxmmx uc N V11WI.MRI.S NO R9a5 �fwAm RHN, ISM ^dYL Nx�tRRx4fwpv�N x1111! M Alld AIA�Ixw w m P91WM, IIC ILL 0ilN9M Rw HMIxImNMRIYTM(OIIPV](Q M w110.V.iw 6 R4RIDF M M W]A0.VI w Ml wGMP6 LL OMWM 9NLw MA®x MfF109/M mII1NLlw M WIIIwNP 6RSQIDFfw MLWS TRIll w0596 4 ff16 [IX lF� IMW N 65111' ROR �M. OVA6 wxLM aNT P. Iw1 mx5 alum w: R ens a�x � •'•. Q- T,ICENSF No.76910 s STATE OF 0'• ZONAL CHARIES A DMDEN A DALE nww Rm'mm r,msvw aRax w mam Mn xur am A D-2 'ONCRETE r SCRATCH COATED E%ISTING CONCRETE i L SECTION VIEW CHIP OFF LOOSE CONCRETE 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 CONIC. SURFACE. EXISTING PROVIOE A' SAW MT TI EPDXY MORTAR FILL ELEVATION VIEW TYP. CDNC. BEAM REPAIR NTS r tr rL vrr In oLno n�r�in EXIST. REBAR EXISTING CONCRETE MIN. 6• SECTION VIEW CHIP OFF LOOSE CONCRETE 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 CONIC. SURFACE. EXISTING PROVIOE A' SAW MT TI EPDXY MORTAR FILL ELEVATION VIEW TYP. CDNC. BEAM REPAIR NTS r tr rL vrr In oLno n�r�in EXIST. REBAR EXISTING CONCRETE MIN. 6• STRUCTURAL INSPECTION OCEAN TOWERS CONDOMINIUM SOUTH BUILDING 9400 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 c:sm ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC 208 9W OCEAN BOU"VARo STUART, FL IRIOA 34994 772.220.4601 www.CNM•E.NET CERTIFICATE OFAUTHORIIULTION: 29037 M P'J.at1 MI6! fA£4tl I�.fS Ni/M WNRI W OPMirt xN onw NNNxn xwrs MII NNN xm xuxxNSM xmroa BaNmiaa awm mPm a Aram m.x. nw Pwr x xn FIIY d xw6 xW51N.Y NMYR RT �BBBNB M OT!$ L[IRX 4LVISOI H9 fO�i 6 d dGW➢HL.IIG m 000Nv.. M PrIa.IN Rms NruxwNm wwt u w � AO 6�p1 N R�4N9E Oi N P� q AW OMP iROLLi Nnw M NNnB: umumam a mr xn6ew uc XL OAN3165WlLRMWIwNMiFWAM O110CIQ M tlxI0.CIW 6 �f Iv4 M mFiMVfN 6 NL �1S ul PbmS 9wl e[IwmwMMiF10 BIM mnuCIW. M O111YCIN16 RSQ�E IW M m1mNOl R NL BtlAO6 4L SGYFS P6' If9 RTMI W 85111' fl42 a".. IA• • l a Nmrta 1: A. DARE No. 76910 !(7� ��Q •'•. STATE OFZORW G� ZONAL A� •\• OVRIFS A DARDEN JR DATE NxIM �slmm PNX®wu wmm xB. NaIB 9m xuF MnT D-3