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HomeMy WebLinkAboutPERMIT PACKAGEImmsm ENGINEERING CIVIL • STRUCTURAL . MARINE i ^ 033a ST I UCIE COUNTY BUILDING DIVISION REVIEWED FOR COMPLI C REVIEWED BY DATE �F!3 PLANS AND PE MIT MUST BE KEPT O JOB OR NO INSPECTION WI L BE MADE CSM ENGINEERING, LLC 20B SW OCEAN BOULEVARD STUART, FLORIDA 34994 ❑: 772-220-4601 W: WWW.CSM-E.NET NETTLES ISLAND EMERGENCY REPAIR PERMIT PACKAGE THESE PLANS AND ALL PROPOSED WORX Located At: Nettles Island ARE SUBJECT TO ANY CORRECTIONS 4 SCANNED 9801 S Ocean Drive REQUIRED SY BID IN6PEECTORS THAT 'S By Jensen Beach, Florida 34957 "Y©E NECESURY IN ORDER TO St Lucie County COMPLY wl rd ALAFfiDE510� D�1 � Prepared For: Nettles Island �� G� • • • RD Attn: Laura Jones As��'•''��cENSN; .!1/J 9801 S Ocean Drive CONCEALED FASTENERS ORATTACH Na. 7eto; Jensen Beach, Florida 34957 0: 772-229-2930 ARE THE RESPONSIBIIltI' OF TH* E: laura(cir nettlesislandcondo.conCONTRACTOR OF RECORD Inspected: January 2018 ��'••h1x+�P,'N�'�\\� AIL FILE Charles Darden Jr. Florida Registered gistered Professional Engi er #76910 COPY PAGE 1 OF 14 oy 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 - Steel Reinforcement Protection Specifications Section 4 - Sacrificial Anode Specifications Section 5 - ICRI Standards Section 6 - Restoration Drawings Restoration Drawings: Section 1: Emergency Bridge Restoration Drawings Section 3: Emergency Batter Pile Restoration/Replacement Drawings Section 2: Emergency Seawall Restoration Drawings 2 3-4 5 6-8 9-10 11 & Attached 12 & Attached 13 & Attached 14 & Attached Attached 7 Pages Attached 9 Pages Attached 35 Pages \,crEN 41 .tip L ` nQ.7�910 ug/a : qUJ Charles A. Darden Jr. Florida Registered Professional #76910 PAGE 2 OF 14 SCOPE OF WORK CONTRACTOR shall provide all labor, supervision, parts, materials, testing, tools, equipment, utilities, permits, temporary facilities, sanitary facilities, barges, work platforms, swing stages, and scaffolding, required for completion of the below described WORK in accordance with the applicable drawings, specifications, codes and standards. The WORK to be performed by CONTRACTOR includes: I) Mobilization 2) Protection of Existing Conditions: a) Provide protection systems for existing site exterior components, including vegetation and private property of residents and visitors, which may be damaged as a result of CONTRACTOR'S performance of the WORK. Existing conditions of all site components that are in proximity to the WORK shall be surveyed and documented by CONTRACTOR prior to the commencement of work. 3) Batter Pile Removal and Install/Restoration: a) Restoration of existing damaged batter piles/Removal and replacement of existing batter piles that are damaged beyond repair, as required for the WORK and as directed by ENGINEER. b) Install new batter piles and cut existing concrete cap to allow for cap extension to integrate with new batter pile. 4) Emergency Seawall: 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. 5) Restore bridge hollow core planks and buttress per CSM Engineering Drawings. 6) Demobilization LOTS INCLUDED IN SCOPE OF WORK 1) BRIDGE: Main Entry Common Area. 2) BATTER PILE: Common Area Ease/West of South Common Area. 3) EMERGENCY: Residential Lots (47, 55, 58, 1070, 1102, 1103, 1104, 1119, 1127, 1225, 1232, 1235-1238, 1249, 1250, 1270, 1291, 1292, 1294, 1295, 1296, 1298, 1299) PAGE 3 OF 1 4 ATTACHED INSPECTION DRAWINGS Inspection Drawings: Section I: EMERGENCY BRIDGE RESTORATION DRAWINGS Section 3: EMERGENCY BATTER PILE RESTORATION/REPLACEMENT DRAWINGS Section 2: EMERGENCY SEAWALL RESTORATION DRAWINGS ATTACHED SPECIFICATIONS AND DRAWINGS The above WORK shall be performed in accordance with the following attached Specifications and Drawings: Section 1— Concrete Repair Specifications Section 2 — Corrosion Inhibitor Specifications Section 3 — Steel Reinforcement Protection Specifications Section 4 — Sacrificial Anode Specifications Section 5 — ICRI Standards Section 6 — Drawings No.76910 :��•., STATE OF Charles A. Darden Jr. Florida Registered Professional Engineer 76910 PAGE 4 of 1 4 INSPECTION PLAN GENERAL A-. ENGINEER shall review any work underway, as appropriate. All structural repairs, including reinforced concrete repairs & batter pile repairs at each location require specific engineering inspections and approvals. B. CONTRACTOR shall notify ENGINEER at least 1 business day prior to any required inspection. C. During the onsite inspections, ENGINEER shall review any work underway, regarding work locations, methods, working platforms, 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 as -built 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. ENGINEER shall submit weekly reports to the owner. CONCRETE RESTORATION A. ENGINEER shall identify and mark out all areas to be investigated and / or excavated by contractor prior any excavation being performed. B. EXCAVATION LIMITS: ENGINEER shall inspect and approve, as required, all limits of concrete removal and all steel reinforcement repairs. ENGINEER shall verify contractor measurements and approve or disapprove, as required, all contract chargeable quantities for all repairs. C. APPROVAL TO PLACE CONCRETE: ENGINEER shall inspect all areas prior to concrete placement and give approval, as required, for all concrete placements. ENGINEER shall inspect all prep work, including forms, shoring, safety, steel bar repairs, sheathing installation and any adjustments to excavation limits. D. PLACEMENT OF CONCRETE: All design mix truck placements of concrete require on site engineering and shall be inspected by ENGINEER during placements. Approval of design mix placement based on slump results, environmental conditions, etc. shall be at the discretion of ENGINEER. ENGINEER may also require inspections of bag goods concrete placements. E. FINAL: ENGINEER shall inspect and approve, as required, the completion of all repairs, including any correction or punch list items for each work area as appropriate. ASSOCIATED WORK A. ENGINEER shall approve all removal of existing structures detrimental to any work being performed. B. ENGINEER, with OWNER's approval, shall designate the disposition of all structures to be removed prior to its removal. C. CONTRACTOR shall document the condition and functionality of all structures to be removed and reinstalled and ENGINEER shall approve same prior to removal. D. ENGINEER shall inspect the reinstallation of existing structures to verify that it is in accordance with the manufacturer's recommendations, standard industry practices, and all applicable codes, 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. END OF SECTION PAGE 5 OF 14 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. PART2-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. 2.3 CONCRETE TRUCK MIX A MATERIALS 1 Use min. 5,000psi w/c = 0.40 2 Water to be clean, clear, fresh water, with no additives. PART 3-EXECUTION 3.1 CONCRETE MIX A Follow instructions from manufacturer. This will be monitored by Engineer. 3.2 CONCRETE TESTING A CONTRACTOR shall perform and maintain records on the composition, quantity, and slump test results for each batch mixed. B CONTRACTOR shall prepare test cylinders and arrange for testing by a certified testing agency as requested by ENGINEER and approved by OWNER. If cylinders pass such tests, the OWNER shall reimburse contactor for cost of testing. 3.3 SHORING A Contractor shall provide jacking, shoring and bracing to accomplish the Work and for all existing structural elements to remain until all structural modifications have been completed and accepted for their intended use. Contractor shall submit shop drawings for jacking, shoring and bracing for approval by ENGINEER prior to commencing shoring work. B Shoring design shall prevent movement of adjacent slab areas from the existing conditions. 3.4 CONCRETE REPAIR A Concrete repairs shall be provided for those areas identified with spalling, deterioration, and unacceptable concrete. B Remove all concrete surface coverings (stucco, decorative coatings, etc) along with loose, spalled, and unsound concrete in the area of the deterioration. Removal shall be performed with small pointed tools rather than wide chisel edges to prevent micro cracking and continued spalling of the concrete which is to remain. C The area of concrete to be removed shall extend along the length of the reinforcing, beyond the limits of the reinforcing deterioration a minimum of 2" into sound concrete. D Concrete shall be removed completely around the reinforcing steel providing a minimum clearance of 3/4" between the reinforcing and the concrete to remain. E Provide a %' minimum depth saw -cut, perpendicular or slightly undercut to the concrete surface at the limits of the repair to prevent feathering of the patch material. Do not cut any reinforcing, except as accepted by ENGINEER. PAGE 8 OF 1 4 3.5 3.6 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 patch material. H Remove all rust and scaling of the reinforcing thoroughly by media blasting and/or mechanical wire brushing. 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. I The prepared concrete surface shall be saturated surface dry (SSD), but free of standing water. Apply a scrub coat of slurry prepared from the repair mortar to all surface areas, filling all pores and voids. 2 While scrub coat is still wet, apply acceptable polymer modified cementitious repair compound in maximum lifts of 3" and 1-1/2" for use on vertical and overhead surfaces, respectively. If forms are to be used, depths well in excess of these can be achieved in any one application. For large and/or deep repairs, mechanical anchors, studs, reinforcing dowels, etc., shall be provided where existing reinforcing does not provide mechanical anchorage. The top surface of each lift shall be scratched and reprimed with slurry prior to application of subsequent lifts. 3 The use of aggregate is not allowed except as otherwise recommended by the manufacturer. 4 The following repair mortars may be used: a Sika— Sika Full Depth 211 SCC Plus. STO products acceptable upon Engineer approval. PAGE 7 of 14 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: I 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 %". 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 INIIIBITOR A Apply Sika Ferrogard 903 in accordance with SECTION 2 to 28 day cured, exposed concrete surfaces identified by ENGINEER. END OF SECTION 1 PAGE B OF 14 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: 1 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. PAGE 9 OF 14 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 [LA/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-bome, surface applied product manufactured in an ISO 9002 certified facility, meeting or exceeding the physical and performance characteristics of the following approved product: 1 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: 1 Unless inhibitor does not affect adhesion of sealants, paints and patching materials all adjacent surfaces shall be protected as necessary in accordance with the manufacturer's recommendations. 2 Follow the manufacturer's recommendations regarding condition of concrete surfaces before, during and after application. B Surface Preparation: 1 All caulking, joint sealants, repairing, and patching of concrete surfaces shall be installed and cured before application of inhibitor. If specified by ENGINEER, apply corrosion inhibitor to routed cracks prior to application of sealant. Confirm with Inhibitor Manufacturer compatibility of materials. 2 Prior to application of corrosion inhibitor, concrete surfaces shall be dry and cleaned of all dust, dirt, debris, grease, oil, grout, mortar, and other foreign matter. Concrete patches and all existing surfaces shall be prepared as recommended by the corrosion inhibitor manufacturer and acceptable to ENGINEER. 3.3 FIELD QUALITY CONTROL A Test Applications: Before application of inhibitor will be accepted, a test panel will be applied to the concrete to verify performance under the warranty provisions. ` 3.4 APPLICATION A Product shall be applied as supplied by the manufacturer without dilution or alteration. B Corrosion inhibitor shall be applied in accordance with the. use of either spray, brush, or roller as per manufacturer's recommendations. Corrosion inhibitor shall be applied at a net coverage rate of 75-100 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 PAGE 1 0 OF 14 SECTION 3 STEEL REINFORCEMENT PROTECTION SPECIFICATIONS See attached Product Data Sheet PAGE 1 1 OF 14 Product Data Sheet Edition07/02/2007 Revision no: 0 Identification No 01 03 02 01 001 0 000001 SikaTop@-Armatec 110 EpoCem(D SlkaTop°-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 SlkaTop patching and repair mortars ® For bonding of new and old concrete Characteristics 1 ® Excellent adhesion to steel and concrete Advantages ® Acts as an effective barrier against penetration of water and chlorides M Contains corrosion inhibitors M Provides an excellent bonding coat for subsequent application of repair .:' mortars, cement and epoxy based ■ Pre measured, ready -to -use packs N May be spray -applied s Frost- and de-icing salt resistant ■ Non-flammable Test certificates :LPM, Laboratory for Preparation and Metholo Beinwil am See, Switzerland rY P 9Y. Ibac Aachen A 3119/3 >�, s 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 f humidity. v Y= Shelf life 12 months from date of production if stored properly in unopened original packing. 1 SikaTopV-Armatec 110 EpoCem® 1/3 Mechanical/Physical Properties Density (+23 °C) Comp. A 1.05 kg/I Comp. B 1.03 kg/I Comp. A+B+C 2.00 kg/I (density of slurry when mixed) Bond strength (+23°C) On concrete (sandblasted): 2-3 N/mm z 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 _ g0.000 todiffusion of carbon dioxide (pCO2) Thermic coefficient of - 18 . 101 per °C expansion Application Details Mix ratio Parts by weight : A: B : C = 1.14: 2.86 : 16 Parts by volume: A: B : C = 1.14 : 2.86 : 10 Pot life (8 kg) 3 hours (at an ambient temperature of +5 °C to +30 °C) Limitations Min. application temperature (ambient and substrate) : +5 'C Max. substrate temperature: +30 °C The recommended dosage must be strictly adhered to. On no account should water be added to the mix! Coverage As an anti -corrosion coating : - 2 kg/m2 for 2 coats, depending on method of application As a bonding slurry: Depending on substrate conditions, not less than 1.5 - 2.0 kg/m2 Surface preparation Concrete, mortar, stone Substrate must be clean, sound and free from all traces of loose material, laitance, grease and oil. Min. substrate roughness 2mm Steel: Surface must be clean and free from all traces of grease and oil, rust and mill scale. Degree of cleaning SA2. Application Instructions Mixing Shake component A and B vigorously before opening. Pour both liquids into a suitable mixing pan and mix for 30 seconds. Add Component C slowly while continuing to stir. Mix mechanically for 3 minutes, using a slow -speed electric stirrer (250 RPM) in order to entrain as little air as possible. Rest for 5 - 10 minutes, until the mixture exhibits a brushable low -dripping consistency. SikaTop@>Armatec 110 EpoCem® 213 Application When used as an anti -corrosion coating : Apply a coating of approx. 0.5 — 1 mm thick to the cleaned and derusted reinforcement, using a stiff paintbrush, roller or spray gun. Leave to dry for 2 — 3 hours (at an ambient temperature of +20 °C), then apply a second coat of similar thickness. Leave to dry for a similar period of time before applying patching mortar. It is inevitable that the anti -corrosion coaling 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 4 hrs at +6'C Freshly applied SikaTop-Annatec 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-Annatec 110 EpoCem is used as bonding coat between old and new concrete, it is necessary to install connecting reinforcement for shear strength transfer as per the relevant guide lines. Notes All technical data stated in this Product Data Sheet are based on laboratory tests. Actual measured data may vary due to circumstances beyond our control Local Restrictions Please note that as a result of specific local regulations the performance of this product may vary from country to country. Please consult the local Product Data Sheet for the exact description of the application fields. Health and Safety Information For information and advice on the safe handling, storage and disposal of chemical - products, users should refer to the. most recent Material, Safety Data Sheet Legal Notes The information, and, in particular, the recommendations relating to the application and end -use of Sika products, are given in good faith based on Sika's current knowledge and experience of the products when properly stored, handled and applied under normal conditions in accordance with Sika's recommendations. In practice, the differences in materials, substrates and actual site conditions are such that no warranty in respect of merchantability or of fitness for a particular purpose, nor any liability arising out of any legal relationship whatsoever, can be inferred either from this information, or from any written recommendations, or from any other advice offered. The user of the product must test the product's suitability for the intended application and purpose. Sika reserves the right to change the properties of its products. The proprietary rights of third parties must be observed. All orders are accepted subject to our current terms of sale and delivery. Users must always refer to the most recent issue of the local Product Data Sheet for the product Sika Yapi Kimyasallan A.$ C;anag%une Mah. Sanayi Cad. nr 34899 Kaynarca Pendik Y''^ Istanbul TOrkiye Tel 90 216 494 19 90 Fake +90 216 494 1984 , l7 vowr.aika corn.tr 3 SikaTop&Annatec 110 EpoCem® 313 SECTION 4 SACRIFICIAL ANODE SPECIFICATION See attached Product Data Sheet PAGE 1 2 OF 1 4 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: info@CIF.org • www.CIF.org GALVANIC ANODE 2003 Nova Award Nomination 12 Galvashield® XP Embedded Galvanic Anode r Active i CemeatiUwa Nbtrix SUKT1Nt Zinc Cora Cut -Away of Galvashiele XP Anode 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 tied around perimeter of repair 'r�L77TTP , C6todda CoWvmi®t ChforWrPrea Rue6 >v %fConcietelf ����: � h �r y�jj♦ J fis / �. I IPofenttal DiQereoce Be�iween Patch and:�q�„ Chloride Contaminated Concrete Results in Accelerated Corrosion ` 4 GalvashieW XP Reduces "Ring Anode" Corrosion "Ring Anode" Corrosion (without GalvashieldOXP) M Construction Innovation Forum • 43636 Woodward, Bloomfield Hills, MI 48302 • 248-409-1500 • Fax: 409-1503 • E-mail: info@CIF.org • www.CIF.org See attached Product Data Sheet SECTION 5 ICRI STANDARDS PAGE 13 OF 14 TECHNICAL GUIDELINES Prepared by the International Concrete Repair Institute December 2008 Guideline No. 310.1 R-2008 (formerly No. 03730) Copyright © 2008 Intemaeonal Concrete Repair InsUM9 TECHNICAL GUIDELINES t Prepared by the International Concrete Repair Institute December 2008 Guide for Surface Preparation for the Repair of Deteriorated Concrete Resulting from Reinforcing Steel Corrosion Guideline No. 310.1 R-2008 (formerly No. 03730) Copyright 0 2008 international Concrete Repair Institute All rights reserved. International Concrete Repair Institute 3166 S. River Road, Suite 132, Des Plaines, IL 60018 Phone: 847-827-0830 Fax: 847-827-0832 Web site: www.icri.org E-mail: info@icri.org �ra;ataa: coracsreze a:=..--:.: AN fit�r.s r About ICRI Guidelines The international Concrete Repair Institute (ICRI) wasfounded to improve the durability ofconcrete repair and enhance its value forstructure owners. The idenhfrcation, development, andpromotion of the most promising methods and materials are primary vehicles for accelerating advances in repair technology. Working through a variety of forums, ICRI members have the opportunity to address these issues and to directly contribute to improving the practice ofconcrete 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 andmaterials as they, ham been developed and refined Nevertheless, -,it -has been dificult to find critically reviewed information on the state of the art condensed into easy -to -use formats. To that end, ICRI guidelines are prepared by sanctioned task groups and approved by the ICRI Technical Activities Committee. Each guideline is designed to address a specific area of practice recognized as essential to the achievement of durable repairs. All1CRIguideline 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 Goiter 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 *Contributing edums 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 STEELCORROSION / I AW: I 1APNI S T I T U I G Contents 1.0 Introduction .............................................................................................................................. 1 2.0 Definitions .......................................................... .................................................................... 1 3.0 Exposure of Reinforcing Steel ................................................................................................. A 4.0 Anodic Ring (Halo) Effect ......................................................................................................... 2 5.0 Removal Geometry ................................................................................................................. 2 6.0 Configuration of Repair Area .... : ... I ................................. I .................. I ...... I ...... I ....................... 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 ............................................................................................................................... J 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 310.1111-2008 AI \1 'N (i9 f:Vg1'r �Efi SC J&t TM-.1; �gjYiNSTIT 310.1 R-2008 GUIDE FOR 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 ofcolumns where the concrete is in compression. Special consideration must be given to the repair of concrete in compression as the load -carrying capacity of the element may be permanently compromised during the concrete removal and preparation process. While the procedures outlined herein have been used to successfully remove concrete and prepare the removal cavity on many projects, the requirements for each project will vary due to many different factors. Each project should be evaluated individually to ascertain the applicability ofthe procedures described herein. Refer to ACI 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 i9t1:.^tl'. :�-4CRETE REPAIR S T 'r L, 'I C' 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 ofexposwe 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: Acrack 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. 03739] 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, pardaldepth 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, iskeyto achievinglong-termperfomtance 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 REPAIROF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION 310.1 R-2008 -1 Ns :r qVjP 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 repair may 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. 400 Anodic Ring (Halo) Effect The existing concrete surrounding a repair area in chloride -contaminated or low pH reinforced concrete is susceptible to accelerated corrosion. This is due to the electrical potential differential between the chloride contaminated or low pH existing concrete and the chloride -free or high pH repair material. This anodic ring effect can result in accelerated corrosion of the surrounding reinforcing steel leading to future concrete deterioration. To assess existing concrete conditions beyond the repair area, chloride content and pH 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 0 "o O ... .. '�QU� p� ` opoS) C; 00l o0 OoO� 0 06 0 00 ooQoO 0 ono 0 0 0 0c o o D 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 o a o o uva� V O o 0 n ondOo Fig. 5.3: Beam or rib repair, elevation O op o00 0 ° O�op o0 O o ���O�OoO OOo�O.D00 OQp � 0o Fig. 5.4: Beam or rib repair, section Fig. 5.5: Column repair, elevation Fig. 5.6: Column repair, section re,5. 911. u3 :" VCRETE P.EPAM tyV 6.0 Configuration 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 area should extend a minimum of 6 in. (152 mm) beyond the actual delaminated concrete. Note that during concrete removal, repair areas can grow in size beyond the areas identified due to incipient delaminations that are not readily identifiable by sounding. Repair configurations should be kept as simple as possible, preferably:square or rectangularwith square comers (Fig.6.1); This may result in the removal of sound concrete. Reentrant corners should be minimized or avoided, as they are susceptible to cracking. E3i i } „ FITU I Fig. 6.1: Areas of deterioration and recommended removal configurations 7.0 Concrete Removal/Surface Preparation 7.1 Exposing and Undercutting of Reinforcing Steel Remove concrete from the marked areas and undercut exposed reinforcing steel (Fig. 7.1) using impact breakers, hydrodemolition, or another suitable method. Undercutting will provide clearance under the reinforcing steel for cleaning and full bar circumference bonding to the repair material and the surrounding concrete. Bonding GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION 310AR-2008-3 wH FQ'eiHO' CrJNCfi=_?e :i _.... the repair material to the full circumference of the reinforcing steel will secure the repair structurally. Provide aminimum of 0.75 in. (19 min) clearance between exposed reinforcing steel and surrounding concrete or 025 in. (6 min) larger than the coarse aggregate in the repair material, whichever is greater. Sound concrete may have to be removed to provide proper clearance around the reinforcing steel. If impact breakers are used for partial depth concrete removal, the breaker should not exceed 30 lb (12 kg). A 15 lb (7 kg) breaker is preferred Fig. 7.1: Remove concrete to undercut and expose reirrJorcingsteel and provide uniform repair depth Fig. 7.2: Saw cut perimeter to provide vertical edge Fig. 7.3: Abrasive blasting to clean substrate and reinforcing to minimize damage to the substrate, reinforcing steel, and surrounding concrete. Concrete removal should extend along the reinforcing steel until there is no further delam- ination, cracking, or significant corrosion and the reinforcing steel is well bonded to the surrounding concrete. Care should be taken to avoid significant and sudden changes in the depth of concrete removal, as the repair material is more susceptible -to cracking at these locations. If noncorroded reinforcing steel is exposed during the removal process, care should be taken to not damage the bond to the surrounding ":'concrete. If the bond between the reinforcing steel and concrete is broken, undercutting of the reinforcing steel is required. Remove all deteriorated 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 min) deep to provide a vertical edge (Fig. 72) 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 min) 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 min) 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 (slung), or any material that may interfere with the bond of the repair material. Inspect the repair cavity to verify that all delaminations and deterioration have been removed. If hydro_ demolition is used, cement fines (slurry) must be completely removed from the repair surface. A tightly -bonded fight rust 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 Tr C7:Ar.''r .4GRETF REPAM 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 damagedIdeteriorated reinforcing GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESUIMG FROM REINFORCING STEEL CORROSION 310.1 R-2008 -5 10.0 Special Condition at Columns i Fig. 10.1: Column load path Fig. 10.2a: Column repair Fig. 10.3: Column load path following repair 0 o Uo O� �CpODoOQO Oo D D 0D o QOO ° O °DOc O o°0000 DO Ooo pa 000 o� °O M. Mo 0 ,on o og 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 withinthereinforcing 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 comptession 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. 4. S ✓JiSia'fi:.; e:fir:a�. 11.0 Summary The repair ofdeteriorated 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, "StandardTestMethod forTensile Strength of Concrete Surfaces and the Bond Strength or Tensile Strength of Concrete Repair and Overlay Materials by Direct Tension (Pull - off Method)" International Concrete Repair Institute (ICRI) ICRI Concrete Repair Terminology ICRI Technical Guideline No. 130.1R-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 k2008 -7 �wsa;a.namcor:ccs.=.sF:i.� ICRI Technical Guideline No. 310.3-2004 (formerly No. 03737), "Guide forthe 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, MI48331 www.concrete.org ASTM International 100 Barr Harbor Drive West Conshohocken, PA 19428 www.astm.org International Concrete Repair Institute 3166 S. River Road, Suite 132 Des Plaines, IL 60018 www.icri.org rr.. 8 - 310.1 R-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, IL60018 Phone: 847-827-0830 Fax: 847-827-0832 Web site: www.leri.org E-mail: info@icfi.org See attached drawings SECTION 6 RESTORATION DRAWINGS PAGE 14 of 14 SHEETINDEX 1-1 Wr➢L h MAPS S-2 NOTES SJ PLAN NFNS S-4 DAMAGE LOCATION YAP S-5 RES(OMTIDN DECALS S-S SLED. PANEL REPAIR S-7 On PANEL REPAIR ST. LUCIE BUILDING REVIE FOR COM MUST BE KEPT ON. NO INSPECTION WILL THESE PLANS AND ALL ARE SUBJECT TO ANY I REQUIRED GY FIELD Ltd, LkY9E NECENARY IN COMPLY WITH ALL APR CGNCEALED FASTEN t ARE THE RESPON i61 CONIAACTOR , - NETTLES MAIN CAUSEWAY RESTORATION \Was"<Il� '17=h ?� VV ffi a, co Rmen NETTLES ISLAND BRIDGE RESTORATION PROJECT 9801 S. OCEAN DR. JENSEN BEACH, FL 34957 Csm ENGINEERING CIVIL • STRUCTURAL • MARINE OEM ENGINEERING, LLC 20B 9W OCEAN BOULEVARD STUART, FLORIDA 34994 a 772-220-46D1 c m.151-E.net mD1110DE OF AIRIOZA7EN 29057 x mm I®I m®T wo wo Rmmrom. o�wm n®rlm AN RII P INI4 �RS6p A'S' �m Rl®I,x OImR R ®I OY®C YL ww xm m®ImO®NBE m• MAD YA<M�[01Ma Wm�� mwx xmlmmmRuamlo®nue m mma u mlms =me II �Io� :munmrm�maxl oD�x =•vn : : Imo.. %per' STAT" 1. ALL CONSTRUCTION SNLL BE GONE W ACCORDANCE TTIH THE FLORIDA BUILDING CODE 017: ON EDITOR AND AYE 7-10. 2 WIDRALIOR SHALL VON" ALL DYEH9D•5 AND WN0Rd5 ON SRE BEFORE CONSTRUCTION HAS BEGAN ALL OBSERVED OSCRFPA SHII BE REPINED OIMFDLELY TO WE ENGNER, 1 WAGON LOADIA M M: IDAINO - 450 PSF A CONCRETE ALL RBNFORCED CONCRETE PARK S.,••, BE DOE AN ADCUDANCE WUM AD 31%'OUUDING COOU mumomFMIS FOR MIT ID commarE'. MD AC mi. SPWi1G11O6 FOR SmATUPAL CONCRETE FDR BURDMBS. ALL CONCTEIE REPIDI WOw SHALL Y IN SCE WAIN AN'OONwITE REPAIR MINWL' uTSF IBM. ACN 311, 'RECWYdDFO PRACTICE FOR CONCRETE INSPECfwI'. AC MI. T6VMYENOm ARRIVE FOR CONCRETE FORM WOO'. ICI BOAC'GUADE FOR MWLAND "M AND PVCJNO OOVCREIE'. ALL 9MFNGMS NOTED BF1DW ME 25-DAY SIIFAATE: POIRm-IN-RNGE STRUCTURAL. EONCEIO NOGG PIR E%RUWR CONCETE SILL NAVE 4A MINIMUM ENIRAMED ML •a THE MIX MAN SHAL MEET ME FOURAING MMMUM RG1REMd15: WYPM1SSIVF STRENGTH: mCO FA MIN. SI 5 TO ) INCHES NR CONTEMN 4% TO d OPION& WAEA/= M RAT, 0.10 POURABLE PFA-ROCK m MAIL CDIASE MUNDANE : 3/0' TO 3/1' GUAAAA CR HH"TOR "' DAUDRO Pw WBC YAD E RDFARING STOW BOLL Y ASRY AC16. GAME BD 5. ALL COTwHN9E0CNTIIK - To MIXER SMI•B TO 8RE R WWABFBDLHEO�GF]STEEL SKI OWR ). WOSE NOTVALAD EDA ,MIXED REAL wMPEDYEDD BY CSMSRII MD SIEE1l.. ONGWEmNG. ULD ANY CWNGR ME ALL ORIG MUST ZONE THE WRMId WHSFM DG LSY ENGINEERING,WR LTC. All CRAP A THE OFFICES S OF CS. AND SAGREEI G. LUST Y E WE S E THE P RTY O OF N SIM FHGIITIINNG. LLC MO ME WE BILE PROPERTY OF CBY OAIXORGXG. fl OEM drANEERMD UE. SHALL BE ARRANGED ONE OPPORTUNITY TO TAWICE MNSIRIILTON OBSfINAIgN MAKES DURING WE CONC ESE REPINFU ,S AND REPAIR NARK OF WE BRIDGE STRUCTURAL STAR IN THE EVENT TNT CSAl ENGNEOwG UD. R NOT RETAINED M THIS IPMNY. CBY ENGINEERING, RED. BAN ASSUME NO !RESPONSIBILITY BAR THE R%11151PIILTON DEFECTS MR THE REDIIYwDATIb PROVIDED N TREY DOCUYwR P. NUMBER SMALL BE NOTIFIED A MINIMUM OF U HOURS PRIOR TO AL OBSOMMIL MASON CONCRETE REPAIR 1. CDYCROE SHALL BE REMOVED USING A 15/ SHIPPING HWYER. 2 WHERE RRRDRCPIdI M dPOBED BY CONCRETE RENNYL EXTRA GAMMON BILL BE EXERCISED TO AVID MANAGING DURING REMI N MINIMAL UNSOUND CONCRETE 1 B RUSE IS INTERIM, m REIE60RCOIFM, ADDDANLL CONCRETE SMALL BE ROIq£D UNIX. SU N. WOUND R]HFARDi11FM AND CONCRETE M FOUND AND COVERED WON! SINACUR 110. ARMATE' OR 'IHORM DNC-RCN PDMSI W S TRILL ONLY BE CONE AT THE ENGINEEM WISDOM. RR.BCA rR ;..., a, P_Fw�w<.-R oF.,:PmRD_-sLieE-carDVFD3. E AL EXPOSED CONCRETE AND STEEL DLL BE SURD BARRED CUDA OR ACRE WMEFIED. A DNC MODE SNOOD BE MOAUID 10 flUE SIFII. Tid A MM COAT K OMENT NNND EPDXY STARES SHALL SI IPPUED OVED TIE BAR METAL RIXPORCFIIFM MYFDLFLY MPA SAND BLASTING. fl WE CUT AREA, OF ONE CONCRETE SHALL RE CLEAR AND IN ME SEAM OF 'Sm' (SURACE smumam DRY) PRIOR TO COYYdOwdT OF PATCHING ••mx0 A:_ mxYEYLVDF 1. READY -MIRTH CONCETE SHALL Y YDDD IN ACCORDANCE WITH Am ]04 AND DELIVERED IN ACCORDANCE Wm AS1M M. 2. SEILCF PROPoRIIOFB MR NORMAL WEIGHS CONCRETE N ACCORDANCE AXH AC Mi. A CONCRETE SHALL BE WNYEYED FROM MOW TO RACE OF FlWLL BFNBT EY MERHWS TNT III PREVENT SEPARATION OR LOSS OF MATERIAL. •. COHSETNO EWOI@R SHO L M B PABLE OF PROVIDING A SUPPLY OF CONCRETE AT THE BITE OF PLACEMENT INDOOR SUMMER OF INGREDUMS AND WTHOUF INTERNUPTANS SUFFICIENT TO PERMIT OMB OF PLASIMY YT,FaI SUCCESSIVE INCREMENTS. S. DURING HOF WEATHER, PROPER ATTENTION! SNIL. BE OVER M INGRMPNR, PRCg1L'TOU METHODS, HURDLING, RACING, PROTECTION AND CURING TO PREVENT EXCESSM CONCRETE TOUR WA OR WATER EVAPOMIAN TINT WY IYPAR REWIRED STRENGTH OR SIRYIGEABNIR OF THE MEMBER STRUCTURE 1. CONCRETE BONDS SHALL BE PRUNERS) MR HOSE AREAS IDENTIFIED NOW SPAWNER, oOdK mm AND URUCCEPO CONCRETE. 2. REMOVE ALL UNSOUND DENCROE IN THE AREA OF THE OEIWOPATXIU. REMOVAL. WILL BE PERFORMED WIN SMALL PODETED TANS RATHER THAN CONE CHISEL EDCw TO PREVENT MICRO CPACXING AND CONTAINS, SPAWNG OF CONCRETE WIOSH R TO REIWN. ]. WE MEA OF COMMETE W BE RNOVED SILL EXTEND ALONG THE UNOIH OF WE PERFORMING. BEYOND WE UNITS SH THE RERXFDRCOO OETFAAWTSH A YNMDI of X' NO BOUND CONCRETE ♦ PROVIDE ARP MAXIMUM DEPTH SAW -CIF. PEAPwOCUWR m SUORLY UNOERAUI TO THE CONCRETE SMACE AT ME UNIT; OF THE REPAIR TO PREVENT FFATRRNG OF WE PATCH MATERUL DD NOT CUT MY REVIEWING. EXCFPIAS ACCEPTED BY WE ENGINEER. E REMOVE AL RUST AND SIRXO OF THE ROMANCING THOROUGHLY BY SAND BAS W OR MIRE WHEFIDNG. G. THEROIODY CUAN THE EXPOSED CONCIEIE SURFACE OF ALL WAGES OF DUM GRGiE, ON• DUST, AND OTHER COMADVMR WHSH MAY PREVENT PREFER BINNING OF THE REPAIR MATERIALS. ). WE PREMANS) CONCRETE SURFACE SHALL BE EATURUTED SURFACE THY BUT RUDE OF STANDING RUIER. APPLA WIND COAT OF PREPARED NM THE FORM CONCRETE. MY STUFF A STEXISTS BRUSH UT ' COVmAO AL FDPRSED STEEL AD ALL CONCRETE SURFACE AREAS. 0. WNNE STAB CART B STILL WEE RACE REPAIN CONCRETE MI MANOR IN MIIRGWCE VON AN MI M A CUMMINS PoM0. D. PPAmL FORMR& IN MWRINCE WIN VCR GUNDELNE 0333II. WIDE MR SURFACE PREPHNTMX FOR THE REPAIR OF DflwIORAIED CONCRETE RSUOINO FROM REMFORWD STEEL CIXEOSAN. REMFTRCIND RFNUMMwF• 1. AL RRxFATrnA wIM oERTARAION a MDY TiNN 1sX ORAOLLL 8N DLIOOL M DETERRMVNFD BY ME EHGNFOL RPUFFD. ]. AFTER ONE REDFARCMG HAS BEEN PREPARED. LAP THE NOF RMEDR:MG MOE THE wNiE LENGTH a THE DIPOSED PERFORMING. SECURE A PUCE WITH CORE TES A POLLO'M ALL OTHER PROCEDURES FOR THE CIMSmE REPAIR AS PRESENTED. S. WHERE ONE REI OF CONCRETE TO ACHUB0E THE REWARD IAA IENG H IS NOT PRACTICAL AS O mm BY THE INAMEEH. OR DEVELOPMENT CM Y ACHIEVED BY EYBEDONG WE REAR A CENG NO SOUND CONSMETE A MASH OF 0' WTTH SOLAR O4 HMLV. I HIGH STRENGTH EPDXY GROUT. 0. REMFOAONG SIFFFL SHALL BE .SRN MIS CRUDE SO MINIMUM AND m CAVAN® OR EPDXY CGAIED. rIYPIL SPIMm mmDE RdR t. TXECONTMCTORBINLLLO—EALLSPALLSBYBOUNDINGTHE AIL CONCRETE SURFACES. U3INGAHNMMER. UPONLOCATION OFTHE LOOSE CONCRETEA DISTINCT HOLLOW SOUND WILL BE HEARD; THESE AREAS SHALLBE MARKED WTHCH4HOR PAW BY THE ENGINEER. 2. DELAMINATEO.SPARED, AND UNSOUND CONCRETE AREAS SI HAVE MEIRMMKEOMUNOPRIES5 CUTROAMINIMUMOFDEFMOF1' NTO THE CONCRETE SURFACE AL ELGESSWLL BE STRAG W AND PATCHEOMEASME TO BEAS SOUAREAIDRECTANGU WiA3 POSSIBLE. 3.. CONCRETE SHALL BE REMOVED USING A 15E CHIPPING HAMMER. 4. MCNERBNFORCEMEW IS EXPOSER BY CBNCA—REMOVAL EXTRA CAUTION SH4L BE EXERCISES TBAV 10 DAMAGING DURING REMOVAL OF ADDITIONAL UNSOUND CONCRET:. 5, IF RUST IS PRESENT ON REINFORCEMENT. ADDIl U0=EONCRETE SXNLBEREMOVEDUNRLCLEPN, SOUNOREUMNCEMENi ANO CONCRETE IS FOUND AND COVERED WTH'GNADUR I10, ARMATIRK 1LI11YI UPON REMOVAL OF ALL DAMAGED CONCRETE, AND PRIOR TO STARTING TEMA. AREYM BY THE ENGINEER OF RECORD SHALL BE CONDUCTED. OVER THE BARE META REINFORCEMENT IMMEDIATELY AFTER SANDBLASTING OUNRE WXEEUNG. B THE CUT AREA OF THE CONCRETE SNARL 0E CLEAN AND DRY PRIOR TO COMMENCEMENT OF PATCXI NO CLAIM OF CONCRETE 8. REPNRFORSPALSLESSTHANI IW INDEPTX: 1. A.L. REPAIR AAB6 SHALL RECEIVE M APPUCATM OF mKKE'AWA AI TXECGNCRETESURFACEMEASHALLBECOARMVAW BONDING RESIN• MEMBRANE WARD COMPOUND AMEN WISDOM M OR SIMILAR APPROVEDAGENT AND ALLOW£DTGCGMPLETELYGRY. ACCORDANCE WIN THE YMUFICNRwS INSTRUCTIONS AND A THE SPALLEDMEASIWLTHEN BE FILLEDWTX'E. PAD' RECOMMOOMMONS OR APPRDhD EDIT. AND FINISHEDFLUM W THWEEASTING CONCRETE SURFACE 2 AL CONCRETE WALL CORE A MINIMUM OF W DAYS PRIOR TO 10. REPAIR FOR SPAURGREAIER THAN I I?IN DEPTH: M%RATON OF ANY CDATNDW m FNSIBM A THE FINISH CONCRETE SURFACE AREA SHA. BE SCMRCH MATED WI"BIXATOPtTf M AATXIN S •N BE CONDUCTED ED THE wCR✓ETTA RDOA 10 M APPLY MOTHEFLAYER OF EPDAYGROUTDIRECTLY OVERTHE MPlIG1DA OF AAA' CDATMLS W THE CONCRETE ANY CRACKS IN ZWS NEW SURFACE AND FLUSH WI EAST. SURFACE. THE REPAIR AREAS SILL BE REFUSED M ACCORDANCE ARM THE RONRE11wi5 FOR EAACK TERI FORM OF CROM SKILL RE AT ACOCONA COY TO WE CANNER FIXED NETTLES ISLAND BRIDGE RESTORATION PROJECT 9801 S. OCEAN DR. JENSEN BEACH, FL 34957 rmm- rm m ENGINEERING CIVIL • STRUCTURAL • MARINE OEM ENGINEERING, LLC BOB SW OCEAN BOULEVARD STUART, FLORIDA 34994 r, Wn.fSFENt CI IIOE OF AR09A1Q! 2XI57 x Dom I®I eloar RETAIN p0 f[MY Io mmr /OD aAO {OEDIi6 DEII R.! ®Ii AN (HANDS, AMR MAN 01P1 P WRN�V �YIf IB®i l[ 6®eAl WW691ND COOT O L91 ULIA411L wmGEA.x RA.m® Ma®IRBLAr W. Opmtq Ala P wRmSfOILN W "REAROC Ip B MIA � ImL W ABE 01 W IYf W �1 BB WR6T ®W M �d WAI®lOO Ci ®i YG CY mEDi.11G PWDAD iBY 'L®L1�ue�w11WE mEDOi®loru �� m eaoMmmAm.mltmrww E i 41 o mw INIC. y �� �'• Qom` STATE OF UNDIES A BATE Roo WTw 6hW1tA n3n0 RifT WEC NOTES WmR S-2 ESTIMATED DAMAGE j LEGEND: Im® CATEGORY DAMAGE NETTLES ISLAND BRIDGE 1. CONCRETE CHIP OUT TO UNDER SIDE OF "BEAM SPALL 125CF ':' HOLLOW CORE PANEL. RESTORATION PROJECT I OVERHEAD -SPALL BOLF 4. OVERHEAD CONCRETE SPAL.. 9801 S. OCEAN DR. SERVICE LIFE 3. CONCRETE SPALL ON BRIDGE SUPPORT JENSEN BEACH, FL 34957 CATEGORY _ YEARS ", SEAWALL CAP/BEAN. -' BRIDGE PLANKS 1O 4. RUST STAIN UNDERSIDE OF HOLLOW GORE. 'BRIDGE SUPPORTS '- 10" 5. VEGETATION GROWTH TO BE REAIOVEO. - — - - ----- - B. WIRE WHEEL ONLY STEEL SHEET PANELS. _PERIODIC INSPECTIONS INSPECT FOR DAMAGE k REPAIR. APPLY CATEGORY '� YEARS OURO% COATING PER PIANS. BRIDGE PLANKS _ 3 - 'BRIDGE SUPPORTS 3 ' :...... 1 1 4 ©— - BOUND �- ® BOUND—� to-- - - 1 B 1 rm 5MENGINEERING CIVIL STRUCTURAL MARINE OEM ENGINEERING, ND, LLC 208 9W OCEAN BOULEVARDAflD STUART, FLORIDA 34994 p m-uo-aE01 W.mJ51-EM alUFKXE OF NIRO✓DAQ! 2905/ Rln x DYDB HImT DAR9i Imo � as u aYif s pampNs m oE� r Rrf ppB�x limp vwr�iwo�il®�rurtr maus�liffu 10®I,M R®R va DOmq w: m omrrt x ms u I®4lagpm ImTrr T®TpE v Ix>ml ®4 F ItrFAI v a oomC IY •OBIW prpRLYpp[r NM4 frM WY IEm lD ®ax ®p11RRaWp R a ®q YC a DOQ•y TIC ®ppf tpY 4 a1H1l MLp BdYMppx OOaL TIWEST ST E avlm a rRamE u a omml vr. ama u sir®I�pmamPum R e ' A A .b a. o: 1 DAMAGE LOCATION MAP ' S ATE.O �lV�ti CHNR6 A �� M Iva®® •1\ nlpp pm rc DAMAGE LOCATION MAP pIr R S-4 arame aNrNNum asuaTc TYPICAL CORROSION PREVENTION DETAIL GALVASHIELD XP COLUMN REPAIR INSTALLATION LO1E5 I. N:wE DANAaD armTE M Na nAmum N➢NR Ianlms L REMADE/ A 1XINM1EY Wa alO10 DRY s alas NL w® ma a ®rmr rAmam TONTm � T6 xa m rANVEE mat aNnun ♦ AaWI W WA99aD L9 ARZ®10 aEAX aNWON aIFY AT 9AON MIIt9 N 0.MIRICIW OFAIGIYL RETR W 6LLYAad Yr WTA BN:i NI YNIYY PAa10 alNlr® N PORI nm IEPM NSA Nd W1FAK tl 1411 f11OiL1'9 NFOIGTO6 NORM ILL -mnM M SECTION ELEVATION W=EE = v aw plM ➢nn SO ATOI my NN Mn-WROW moor aiN OON IAAn NO OL_ an19a Nl' O Sm OTOI WM YORfM WH NO IYY9110 Wlm DDIIIO CaY 9ld/d: arM M M.LVOV4 m KILL aIOUE Ni OJ1.10 SPALLED CONCRETE CAP/BEAM REPAIR mom. Raw/. MT.) �E N& DOW NM 4CRL OVERHEAD SPALLED CONCRETE REPAIR naI NETTLES ISLAND BRIDGE RESTORATION PROJECT 9801 S. OCEAN DR. JENSEN BEACH, FL 34957 rm ro M ENGINEERING CIVIL • STRUCTURAL • MARINE OEM ENGINEERING, LLC 20S SW OCEAN BOULEVARD STUART, FLORIDA 34994 a 772-230-/601 W. m.CSL-EM CBUFWE OF AUTWAQE 2W x I.N AD 012 IWINEY WEL am o®x a9cWK miW. WAIM MJNm w®NRY ®Nmwmm= 9BmxNq NO ®JNia1ID mNL MINI mama O Np6O1L p{E � ROFOI a Ci ONFmC m Ii amlWtm4NNN[ONNR W MOYa 1mN.T mmxNmmNn®manGRmquE eN m0N uc m•,mr.me um®auNvmax Rm Nx mxm x amw a®amrwxmomamman u m�a rNA mm W rYATP we r r A Is r \ O. /- . TATE F GDRIFS A \ \ DATE RDA ma® b{N�J, A A m Mo. mwc RESTORATION DETAILS SRI S-5 Y 0'U C A P E L V O N CE l IEDy � I a is Im •� tit Y .tea i e � T.l f 'Z OUROXN Chemical Rust Converter 4yf-" 1ha.ilS�"" tyy N"Y4.tYaN I�VLC`a� y efn j •nV 'a�":�'d'�'''01 �. a4 uALr'1 ISO 9001 �� ^N L �9 r 1', kill dy. DISCUSSION OF STEEL SEAWALLSTRUCTURAL SYSTEMS The inyadinns were p<?armed on all visible components. 9be inq¢nicro performed by CSM have A. Safe. ddefmined thW W<smd Area pods ace cortding warndy. TheobjectiveistofWairthesalpwck midder pn plers, when in-sim sae panels art Prncd with product dcsribed W plwis, We reaosufiar car SSPGS achieve w additional to years depending w mvhanmmt0condhiwG. coNfl U. Frofcssi The Pollrwing isadismssion oPWe nfrrmtcmdition oPWe tcel seawml rysmm mnpanmu- to curve A. GUI1Wem1 S[etl 5hM lbnda:'I'Lc sRd scawallpmmiswert Wspatcdby CBMWdelmnhm Wcir current condition. The mad mnaming rot consitml dmnbe CSM fonndyvvs excessive se<I n.'I'tic cone aen isgrnwing Wrm,gLwtRmapusxJmed Wan PileauWa maraily.']be pin& tan age and apasme 1p sells are the main not. oPWe surface detericarl Conditions below W<x WalindnuJlineae unknown CSM Iw Wmmdndmat as sted LWklauddaapila on, experiencing as aggressive form of corrosion W0 is mmmenly known as Acarlmad Low Water Corrosion (ALIVCL In sltart sulphates arc mooted into hydrogen sdphide, which causes deredanaaabic corrosion ofthe see] shalt pile surface. 'U caxidatian ofWehydroged at We steel surface mewsthm w cyuilibrimn sum¢ isneverrcechd inlhed¢Irolytis process.. This can own, will soodumm We secl shot pile c arega. It is imperative Wmthe seer Wecl pliu arc repaired using massive Iwls to remove foreign debris m expose dew ball Real. Then use me above mentioned p Wedive coatings to rows, We wall In like new mndhalls. G. RemfoMd Conevele Cap: eTvall the canmete cap is W fah cah hewn. Marc me only signs Of came aaddng. That cracks need to be injected with epoxy W elomrsto chloride enntwtinaion. Chlorides will pam<ae through We aaeks and rest an don noel rcinfurdng. If rack,we]oil Mic,srel then the dduride pmfdrelion will cvmelhercuh'nnanrn aortal Me rustianate mDuce 1.1tinro itsmlgWalsize.ThegThiswmstweil cunt Wely cm. m to spar. oreepiora 1. a systar life anmrcu W rptrnl. TllQ.k eauzerouue easilyrepmmml. r<dndian to th< ayAem life apw. Using epoxy (tr. CrlyiRg . rrhow. hi LRdRI; d Men s ate ndum'a via alactill an to exen all endue aptio'llyhg a I.Cld n all ayM., wJ Wen applying a ronadcsWcrwill and N extending the life cyel<ofW<conddc cap sysmf. C. Tie gmdm Mw continua, scel tie rods were rid acevamd during CSM's inspection. Therefore unknown. O. DeaJmw: the existing acccl pod dcadnw wall not clown d dung CSM', i e'.Won. Tlarefinennknawn. RECOMMENDATIONS ANDMETHODS OF REPAIR Description of ta#a: A. Insall We contemner, turbidity curtain unvram 1 foot udicat Rom We bosom ofmudlin<wd 35 feet Lantana a from firi nee in all durations. Use Best Management pmctica WI turbidity curtains shall turnaround and shall terrain in place for We duration of W<pMjed commreaw, to case, Mat turbidity levels mm]dc the cwssmdean areado not acted state water qualitymwdadsprovidedbythejmadinim. Commcrcr must inVoct mrbidaydeveces daily and mainesin in gaodwarking ardor. Cnomaztmropowide huLidtymanimring.. Pre mthe name ofWcwwk a sunWl roffWem meynad W be ronQudd to keep Wewmk arcs drywd debria F. ,plidwJ uairfg LwJmolaaiNor prover routs. his fart idurl ace Mdn<ss hales Wrpatels, wd dparsnml surface ro expamdw have bwrsceel. no. dacumcm tha the mwfdarrurer's spedfiemions have show me Ldow m<an high warm line cmdtiallc'vs dirmoJ Ly We Engines. Ml wet haler ova steel Lc wilNicurew bymor an70 rig origum.teelh Amuld orraWate l8 endue' ovasteel widetherholegreater Wan panel all original steel thicknessornsdueaoi rproi Fnginea. rid Me opening it) o W<sreled by ell, Me reinforcing prone Nouldexmnd minimum6 Inches around We op<nirTg or m directed byte Engineer. Fletheckncss Alnuld made the stard'al aced Yual Widnmor be a min inimwn afa 1/1 dthink m l Raieeting ASTM A2JLAR4RM swdard D. After clearing wdrcpaimfgavWl with rtinforcingplatev(if any ore reigned) Wewall should be enymnadmW:ygwveJ Ly Oa Fnginea. Tie slufaec of &rose& P:wd wWl sLoulJ also Lc lmedbYaWvs for Chloride levels. TM1emaimum dlowable chloride conemlmdws wd sombre,pb a ace de¢rminednaing ISU tlSdbG wd IS(l tl5d3-Y w pttmwnfadafrm afth< coating products. Adnuableamounwsquslhydcgn,e 1, dwsRper ISO BSORd. SurfaceSurfaceshall by rased bya0cm for &pices.uss. L. Once thepngmeer and der redhg agencies Lavr Ri, o id elm onion, prcparaaim. the first appgeni on ofthe prifttm mating ran commence. Apply Qurox chemiml msconvma Caving pleas aW iu Wi<t u<coNnan'iCl nanlwul'uaura'a insrucdwas. F. Engm<m shall ddclminc ifthc uw ofzine wodawill vsshl in extending theleR Ofthe sQl pmrl %Wl synmf &ring don clewing inspmim. Theae Hall bi am filled pn it In cooing if seledd. NETTLES ISLAND BRIDGE RESTORATION PROJECT 9801 S. OCEAN DR. JENSEN BEACH, FL 34957 rm S M ENGINEERING CIVIL • STRUCTURAL • MARINE CBM ENGINEERING, LLD 30B 3W OCEAN BOULEVARD STUART, FLORIDA 34994 Q 772-22R-Ml r. m.C91-Ertel mtwm IF AMOUAM 2M7 MOY@Mo9Y pP¢ial�Oled�OaW Il Orin ,mane Z �4 v� m RS. YM wr a Iona la®� mart � trots a FPIm YPl11 RY®INO ®aQOIOY®W pG n6 WoaW,M Y94i®91NaOl®Ma61O Yl 'WIMP Q P6FSnIL8lM16 Y R69a1 R Ci GYIFIiG IIC ,roam Dtl9gRYOE OIYRQmmaEY RO6T YYM M YR®RAYYPAO Q CY GDY}i.L PC ri RimR YP PImP c>ON ML WI®G 1pl R'9m Y M YPa A H00aR Ilt �a�Elvm®Ymlvon our LL iaOlRam Igaal W miO' NOO I a e `'—NO. 3by � ST . E F !(�� i . R q P, OIAN6 A IR Y WE Ron Y>mzn 6464W1 l m law sum llaL --_ STEEL PANEL REPAIR RmR S-7