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HomeMy WebLinkAboutPermit Package 1-22-19Csm ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC 208 SW OCEAN BOULEVARD STUART, FLORIDA 34994 ❑: 772-220-4601 W: WWW.CSM-E.NET GRAND ISLES CONDOMINIUM PERMIT PACKAGE Located At: Grand Isles 3702 North AIA Fort Pierce, Florida 34949 Prepared For: Board of Directors Inspected On: July 2018 S ',.OAR .. kcENSF No. 76910 _ . ST F- .t �► i wr�l. Charles A. Darden Jr. Lam" Florida Registered Professional Engineer 76910 aj TABLE OF CONTENTS Title Page Table of Contents Scope of Work Scone 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 Restoration Location Drawings: Unit 1002 Restoration Location Drawings Key Notes and location map 5-1.1 Notes 5-1.2 Notes 5-1.3 Notes S-1.4 Notes S-2 Plan View S-3 Elevation View S-4 Unit 1002 D-1 Details D-2 Details D-3 Details D-4 Details D-5 Details Page 1 Page 2 Page 3-4 Page 5 Page 6-8 Page 9-10 Page 11 & Attached Page 12 & Attached Page 13 & Attached Page 14 & Attached Attached pages 11 �.........% V . No, 76910 _ Florida Registered Professional Engineer 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) Dust Walls: a) Installation, maintenance and removal of Dust 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. j 6) Concrete Repairs: a) Investigation and excavation of deteri( rated 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 f such investigation and excavation. b) Surface preparation of excavated areas. c) Restoration of oxidized reinforcing stee . d) Installation of Sika Galvashield XP+ ga vanic sacrificial anodes as directed by ENGINEER. e) Patching and/or placement of concrete i the prepared areas to match adjoining surfaces. 7) Waterproofing System: a) Apply 2 coats of Redgard in accordance 8) Stucco Repairs: a) Prepare all damaged stucco surfaces and 9) Painting: a) Preparation and painting (prime coat plu repair areas and surfaces disturbed by Ci 10) Demobilization manufacturer's specifications. stucco finish to match existing adjacent stucco surfaces. one finish coat) in accordance with the manufacturer's recommendations of all INTRACTOR to match the existing adjacent finish. The latest guidelines, recommendations and materials as they apply: UL — Underwriters Laboratories ASTM — American Society of Te ACI — American Concrete Institu FBC — Florida Building Code ICBO — International Conference ICRI — International Concrete Re CONTRACTOR shall coordinate the investigated and/or excavated shall be id The attached Inspection Plan defines the CONTRACTOR shall provide sufficient of the WORK in accordance with the atta 2ENCED CODES AND STANDARDS requirements of the following entities shall govern all work, workmanship Materials Building Officials 'ation Institute INSPECTION PLAN WORK with ENGINEER and OWNER. All designated repairs to be d and marked out by ENGINEER prior to any excavation being performed. ements for inspection of CONTRACTOR'S work by ENGINEER. SCHEDULE )nnel and other resources to diligently and continuously pursue completion Schedule. Time is of the essence of this contract. Note: The attached Schedule will be developed later based on successful bidder's proposed schedule. 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 superintendant shall maintain a set of inspection drawings and spreadsheets marked up to indicate the current work status. Theses shall be available for review by ENGINEER and OWNER upon request. E. ENGINEER shall submit a written report to the Building department at the end of construction. CONCRETE RESTORATION A. ENGINEER shall identify and mark out all areas to be investigated and / or excavated by contractor prior any excavation being performed. B. EXCAVATION LIMITS: ENGINEER shall inspect and approve, as required, all limits of concrete removal and all steel reinforcement repairs. ENGINEER shall verify contractor measurements and approve or disapprove, as required, all contract chargeable quantities for all repairs. C. APPROVAL TO PLACE CONCRETE: ENGINEER shall inspect all areas prior to concrete placement and give approval, as required, for all concrete placements. ENGINEER shall inspect all prep work, including forms, shoring, safety, steel bar repairs, sheathing installation and any adjustments to excavation limits. D. PLACEMENT OF CONCRETE: All design mix truck placements of concrete require on site engineering and shall be inspected by ENGINEER during placements. Approval of design mix placement based on slump results, environmental conditions, etc. shall be at the discretion of ENGINEER. ENGINEER may also require inspections of bag goods concrete placements. E. FINAL: ENGINEER shall inspect and approve, as required, the completion of all repairs, including any correction or punch list items for each work area as appropriate. ASSOCIATED WORK A. ENGINEER shall approve all removal of existing rail and screen enclosures, exterior and interior glass systems and doors, shutter systems, tile and other floor coverings prior to any removal work being performed. B. ENGINEER, with OWNER's approval, shall designate the disposition of all building components to be removed prior to its removal. C. CONTRACTOR shall document the condition and functionality of all building components to be removed and reinstalled and ENGINEER shall approve same prior to removal. D. ENGINEER shall inspect the reinstallation of existing building components to verify that it is in accordance with the manufacturer's recommendations and that the condition and functionality have not been degraded. ENGINEERING APPROVALS A. ENGINEER shall approve all work completed. B. ENGINEER shall approve or disapprove, as required, specifications for all contractor -supplied materials at least 7 days prior to planned material use or placement. C. ENGINEER shall determine any disputes regarding reasonableness of repairs involving structural integrity. CONTRACTOR'S DUTIES 1. The Contractor is totally responsible for the permit application and all costs, including renewing the permit in a timely manor 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 wit the building department. 3. The contractor is responsible to request and submit the inspection dates to the building department as needed. 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. 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 ''/z" 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 %z" 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. 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 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. 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 %". Remove loose debris. Substrate may be dry or damp prior to product application. Where accessibility to the underside of the concrete slab is available, seal all visible cracks with an epoxy resin adhesive paste or Portland cement -based quick setting compound to act as a dam to hold the liquid epoxy resin adhesive until cured. D Prime prepared substrate with neat Sikadur 35, Hi -Mod LV epoxy resin mortar. Strike off and level, finishing with a trowel. E Seal cured epoxy resin mortar with epoxy resin adhesive binder to provide additional moisture and chemical protection. F Maximum application thickness of epoxy resin mortar on interior substrates not to exceed 1%" per lift. G Use pressure injection equipment to seal cracks on underside and vertical faces of concrete beams, columns and corbels with: 1 EUCO 452 M.V. Epoxy System or 2 Sikadur 35, Hi -Mod LV epoxy resin mortar or 3 Seal ports and cracks with Sikadur 31, Hi -Mod Gel, or Sikadur 33 or 4 Simpson Strong Tie ETI Epoxy Injection System 3.9 SURFACE APPLIED CORROSION INHIBITOR A Apply Sika Ferrogard 903 in accordance with SECTION 2 to 28 day cured, exposed concrete surfaces identified by ENGINEER. END OF SECTION 1 SECTION - Z 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. 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 SBRP) the corrosion current of the treated concrete shall be less then 0.5 µA/cm2 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: 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 SECTION - 3 WATERPROOFING SPECIFICATIONS See attached Product Data Sheet REDVARD® WATERPROOFING AND CRACK PREVENTION MEMBRANE ■ Convenient — ready to use • Apply by roller, trowel or sprayer ■ Quick Dry Formula — 30% faster drying ■ Elastomeric — Isolates cracks up to 1/8" (3 mm) PRODUCT DESCRIPTION Ready -to -use, elastomeric, waterproofing and crack prevention membrane for all interior or exterior commercial and residential tile and stone installations. Easily applied with roller, trowel or sprayer producing a continuous moisture barrier with outstanding adhesion. Reduces crack transmission in ceramic tile or stone floors. Bonds directly to metal drains, PVC, stainless steel and ABS drain assemblies. Meets ANSI A118.10 for waterproofing membranes and ANSI A118.12 for crack isolation membranes. Meets Uniform Plumbing Code specifications for use as a shower pan liner. Listed with IAPMO R 13 T, File #4244 UPC', ICC-ES ESR-1413. Can also be used as a slab -on -grade moisture barrier under resilient flooring. AREAS OF USE ■ Concrete ■ Backerboards such as WonderBoard® and EasyBoard® ■ Exterior grade plywood (interior, dry areas for crack isolation only) ■ Exterior decks ■ Gypsum drywall LIMITATIONS ■ Do not apply to surfaces that may go below 40' F (4° C) during the first 72 hours after application, over wet surfaces or surfaces subject to hydrostatic pressure. ■ Do not use to bridge or cover over existing expansion, control, construction, cold or saw -cut joints. ■ Not for use as an adhesive. ■ Do not use as a wear surface. Membrane must be covered with tile. SURFACE PREPARATION SURFACE PREPARATION All exterior and wet areas are to have proper sloping to drains. All surfaces must be structurally sound, clean, dry and free from contaminants that would prevent a good bond. Newly prepared concrete must be cured 28 days, finished with a steel trowel and have a fine broom finish. Existing surfaces should be scarified, level and all defects repaired. Cracks in excess of 1/8" (3 mm) should be treated as expansion joints. APPLICATION As a Crack Prevention Membrane: Force RedGard' into cracks with the flat side of the trowel, roller or brush. Then, using a 3/16" x 1/4" (5 x 6 mm) V-notch trowel or 3/8" (9.5 mm) rough textured roller, generously apply additional material onto the substrate and spread with roller. If using a trowel, use the flat side of the trowel and flatten the ridges to form a continuous, even coat of material. Membrane should extend beyond both sides of the crack a minimum of the diagonal measurement of the tile. Gaps between plywood sheets and where they meet walls should also be pre -filled with membrane. For continuous crack isolation cover the entire substrate with material. Material should be applied at least 30 mils wet film thickness. As a Waterproof Membrane: All cracks in concrete up to 1/8" (3 mm) should be pre -filled with membrane prior to application. Dampen all porous surfaces. Apply with 3/4" (19 mm) rough -textured synthetic roller or 3/16" x 1/4" (5 x 6 mm) V-notch trowel. If using a trowel, spread the material with trowel held at a 45° angle then flatten the ridges. If using a roller, generously apply RedGard to surface and then spread with roller, applying a continuous, even film with overlapping strokes. Heavily pre -coat corners and where floors and walls meet extending it 6" (16 cm) on either side. RedGard that has been applied in accordance with the above instructions meets all the requirements of ANSI Al18.10 without fabric reinforcement. For extra protection, embed 6" (15 cm) wide fiberglass mesh into the membrane for changes of plane and gaps 1/8" (3 mm) or greater. If using a trowel, spread the material with trowel held at a 45° angle then flatten the ridges. If using a roller, apply a continuous, even film with overlapping strokes. DS109 6/10R Alternatively, an airless sprayer can be used. The sprayer should produce between 1900 to 2300 psi, with a flow rate of 1.0 to 1.5 gpm and have a tip orifice size of .025 to .029. Apply a continuous film with overlapping spray. Initial membrane appearance is pink when wet and dries to a dark red color. After the first coat has turned red with no blushing or light pink showing, about 1 to 1-1/2 hours, visually inspect the film for integrity and fill any voids or pinholes with additional material and apply a second coat at right angles to the first. Periodically check film thickness with a wet film gauge. For general waterproofing, the combined dried coating needs to be a minimum of 30 mils thick or 60 mils when wet and should not exceed 125 mils wet. For shower pans meeting IAPMO/ICC requirements, a minimum of 47 mils thick or 93 mils when wet is required. Interior Change of Plane — Commercial Installations: Many commercial waterproofing installations require reinforcing of interior change of plane. Contact Technical Support prior to beginning any commercial installation for review and recommendations. These installations include, but are not limited to, the following: ■ All above grade pools, fountains and other poured in place or free standing structures that will be required to hold water permanently. ■ All commercial floors that are subject to continuous water exposure (i.e. commercial kitchens, wash downs, periodic flooding, etc.) ■ All above grade slabs that are either pre -stressed or post tensioned. ■ All perimeters where the floor abuts a curtain or shear wall. ■ Around the perimeter of all through floor penetrations (i.e. drain pipes, electrical conduit, etc.) Expansion Joints Do not bridge joints which are designed to experience movement. Carry these types of joints through the tilework. Clean the joint and install open or closed cell backer rod to the proper depth as outlined in EJ 171 in the Tile Council Handbook. Next, compress a sealant as specified by the architect into the joint, coating the sides and leaving it flush with the surface. After the sealant is dry, place bond breaker tape over joint. Apply a minimum 3/64" (1.2 mm) of RedGard over the joint and substrate following the instructions detailed in APPLICATION. Install the tile work onto the membrane but do not bridge the joint. After the tile work is set properly, fill the joint with any specified color sealant, following the architect's and manufacturer's instructions. WONDERBOARD'BACKERBOARD -TILE OR NATURAL STONE SILICONE SEALANT ANY CUSTOM" FOLYBUOR CAULK GROUT ANSI All 8.4 ENO` I MORTAR GROUT CRUSHED STONE REINFORCED WITH FIBERGLASS MESH AROUND DRAIN Drains: Drains should have a clamping ring with open weep holes for thin -set application. Apply membrane to the bottom flange. Drain should be fully supported without movement and even with plane of substrate. Apply membrane as outlined under APPLICATION. Embed 12" x 12" (30 x 30 cm) fiberglass mesh into membrane making sure it does not obstruct the drainage hole. Then apply an additional coat of membrane and smooth. After curing, clamp upper flange onto membrane and tighten. Caulk around flange where membrane and upper flange make contact with a silicone caulk. A toilet flange can be handled in much the same manner. FULLY SUPPORTED SEALANT OR CAULK BETWEEN DRAIN STRAINER AND TILE SILICONE CAULK TILE OR NATURAL STONE ANY CUSTOM' ANSI 118.4 MORTAR REDGARD`WATERPROOFING AND CRACK PREVENTION MEMBRANE REINFORCED WITH FIBERGLASS MESH CONCRETE SLAB SLOPED TOWARDS DRAIN 1/4" PER FOOT 16.4 MM PER 30.5 CM) TO PROVIDE POSITIVE DRAINAGE PROTECTION If tile is not going to be set immediately after curing, RedGard should be protected from rain, direct sunlight and inclement weather for 72 hours after application. If delays longer than 72 hours are expected, cover with felt paper. Care should be taken to prevent membrane from becoming soiled or punctured during and after application. TILE INSTALLATION Install tile or stone with a Custom® polymer -modified mortar meeting ANSI A118.4 or A118.11 standards. CURING The product is dry when it turns solid red with no pink showing, normally 1 to 1-1/2 hours. Depending on ambient conditions, drying time can take up to 12 hours. The applica- tion area can be flood tested when fully cured. This can be as short as 24 hours after the second coat of RedGard is applied if the temperature is greater than 70' F (21 ° C) and the relative humidity is low (RH<50%). Colder temperatures and/or higher relative humidity may require longer cure times. CLEAN-UP Clean tools and hands with water before material dries. Clean all spray equipment immediately after use. COVERAGE As a Crack Prevention Membrane 1 gallon (3.78 L) pail: 110 sq. ft. (10.2 Mz) at 30 mil thickness when wet 3.5 gallon (13.2 L) pail: 385 sq. ft. (35.8 MI) at 30 mil thickness when wet As a Waterproof Membrane 1 gallon (3.78 L) pail: 35 - 40 sq. ft. (3.25 - 3.7 M2) at 93 mil thickness when wet, 47 mils dry 3.5 gallon (13.2 L) pail: 123 - 140 sq. ft. (11.4 - 13 Mz) at 93 mil thickness when wet, 47 mils dry STORAGE Keep from freezing. SAFETY Wear rubber gloves and eye protection. Avoid eye contact. If eye contact occurs, flush with water for 15 minutes and call a physician. Wash thoroughly after handling. KEEP OUT OF REACH OF CHILDREN. DO NOT TAKE INTERNALLY. ORDERING INFORMATION iEtll, y�)PST • 0 BUILDING PRODUCTS TECHNICAL DATA Meets ANSI A118.10 for load -bearing, bonded, waterproof membranes for thin -set ceramic the and dimensional stone installations. Meets ANSI A118.12 for crack isolation membranes. Meets Uniform Plumbing Code specifications for use as a shower pan liner. Listed with IAPMO R & T, File #4244 UPCW. ICC-ES ERS-1413. Miami -Dade County Product Control Approved. Conforms to Wisconsin's performance requirements for "safing material" as required by s. Comm 84.30 (6)(f) of the Wisconsin Administrative Code. LIMITED WARRANTY Custom Building Products ("Custom") warrants to the original consumer purchaser that its product shall be free from defects in material and workmanship under normal and proper usage for a period of one year following the date of original purchase. Customs sole liability under this warranty shall be limited to the replacement of the product. Some states do not allow the exclusion or limitation of incidental or consequential damages, so the above limitation or exclusion may not apply to you. This warranty will not extend to any product which has been modified in any way or which has not been used in accordance with Custom's printed instructions. Custom makes no other warranties either express or implied. This warranty gives you specific legal rights, and you may have other rights that vary from state to state. Seal Beach, CA Customer Support 800-272-8786 www.custombuildingproducts.com Manufacturing facilities nationwide. SECTION 4 STEEL REINFORCEMENT PROTECTION SPECIFICATIONS See attached Product Data Sheet Product Data et She Ed t on07 02/2007 -y` Revision no: 0 Identification No - 01 03 02 01 0010 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: M 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: ry " ® For repairs to concrete using SikaTop patching and repair mortars M For bonding of new and old concrete Characteristics I 2 Excellent adhesion to steel and concrete Advantages Acts as an effective barrier against penetration of water and chlorides 3 Contains corrosion inhibitors 2 Provides an excellent bonding coat for subsequent application of repair mortars, cement and epoxy based M Pre measured, ready -to -use packs ® May be spray -applied ® Frost- and de-icing salt resistant a Non-flammable Test certificates LPM, Laboratory for Preparation and Methology, Beinwil am See, Switzerland n 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. .�7 SikaTop®-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 (NH2O) 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 +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/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 Sika`rop(§�-Armatec 110 EpoCem® 2/3 Application When used as an anti -corrosion coating : Apply a coating of approx. 0.5 — 1 mm thick to the cleaned and derusted reinforcement, using a stiff paintbrush, roller or spray gun. Leave to dry for 2 — 3 hours (at an ambient temperature of +20 °C), then apply a second coat of similar thickness. Leave to dry for a similar period of time before applying patching mortar. It is inevitable that the anti -corrosion coating is applied as well on the surrounding concrete; this is by no means a disadvantage. When used as a binding agent for repair mortar or concrete: Wet down the prepared substrate (concrete) to saturated surface dry condition. Then apply a bonding coat not less than 0.5 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 4hrs at+5°C Freshly applied SikaTop-Armatec 110 EpoCem should be protected from pollution s and rain until next coat is applied. Cleaning Use water to remove uncured material from tools and mixing equipment. Once - cured, SikaTop-Armatec 110 EpoCem can only be removed mechanically. Imported Notes When SikaTop-Armatec 110 EpoCem is used as bonding coat between old and new concrete, it is necessary to install connecting reinforcement for shear strength transfer as per the relevant guide lines. Notes All technical data stated in this Product Data Sheet are based on laboratory tests. Actual measured data may vary due to circumstances beyond our control Local Restrictions Please note that as a result of specific local regulations the performance of this product may vary from country to country. Please consult the local Product Data Sheet for the exact description of the application fields. Health and Safety Information For information and advice on the safe handling, storage and disposal of chemical products, users should refer to the most recent Material Safety Data Sheet containing physical, ecological, toxicological and other safety -related data. . 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 concerned, copies of which will be supplied on request. Sika Yap Kimyasallan A.$. gamgesme Mah. Sanayi Cad. t°"so-.• , 34899 Kaynarca Pendik x Istanbul TUrkiye Tel +90 216 494 19 90 ® Faks +90 216 494 19 84 www.sika.com.tr 3 SikaTop&Armatec 110 EpoCem@ 3/3 SECTION 5 SACRIFICIAL ANODE SPECIFICATION See attached Product Data Sheet 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 0 1 -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 EMBEDDED GALVANIC ANODE 2003 Nova Award Nomination 12 Galvashield® XP Embedded Galvanic Anode 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 Galvash "Reduces `ftgAnode" Corrosiopi "RingAnade" Corrosion (without GolvashieWXP) Construction Innovation Forum • 43636 Woodward, Bloomfield Hills, MI 48302 •248-409-1500 • Fax: 409-1503 • E-mail: info@CIF.org • www.CIF.org SECTION 6 ICRI STANDARDS See attached Product Data Sheet TECHNICAL GUIDELINES Prepared by the International Concrete Repair Institute December 2008 Guideline No. 310.1 R-2008 (formerly No. Copyright © 2008 international Concrete Repair Insure TECHNICAL GUIDELINES Prepared by the International Concrete Repair Institute December 2008 Guide for Surface Preparation for the Repair of Deteriorated Concrete Resulting from Reinforcing Steel Corrosion Guideline No. 310.1 R-2008 (formerly No. 03730) Copyright © 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 Rk`4 inr a�:Nnr�:' 3g���CONCRETE 91.-. frr��cr:r About ICRI Guidelines The International Concrete Repairinsatute (ICRI) was founded 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 the practice of concrete repair. A principal component of this effort is to make carefully selected information on important repair subjects readily accessible to decision makers. During the past several decades, much has been reported in the literature on concrete repair methods and materials as they have been developed and refined. Nevertheless, it has been difficult to find critically reviewed information on the state of the art condensed into easy -to -use formats. To that end, ICRI guidelines are prepared by sanctioned task groups and approved by the ICRI Technical Activities Committee. Each guideline is designed to address a speck area of practice recognized as essential to the achievement of durable repairs. All ICRI 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 Rodler Michael Tabassi David Whitmore Pat Winkler Producers of this Guideline Surface Preparation Committee Pat Winkler, Chair* Dan Anagnos Randy Beard Bruce Collins William "Bud" Earley Peter Emmons* Andrew Fulkerson Randy Glover Fred Goodwin* Kurt Gottinger Tyson Herman Dave Homerding Bob Johnson David Karins Ken Lozen* Jim McDonald Beth Newbold Jeffery Smith Sandra Sprouts Rick Toman Patrick Watson *Contributing 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 a�*r< S T I "r it T E 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-2008 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 of the removal cavity to provide a clean sound surface to bond a repair material. This guideline outlines removal geometry, configuration, removal process, edge preparation, reinforcement repair, surface preparation, and inspection prior to placing a repair material. An engineer should evaluate the impact of concrete removal on structural capacity 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 ascertain the applicability ofthe procedures described herein. Refer to ACI 50611-05, "Guide to 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); A surface 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 s. t r u r 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 of calcium 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. 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, partial -depth repair, protective coating, or some other maintenance or repair procedure. 3.0 Exposure of Reinforcing Steel The practice of completely removing the concrete (undercutting) from around the corroded reinforcement, no matter what degree of corrosion is found, is key to achieving long-term performance of surface repairs. In most cases, complete removal of the concrete from around the reinforcing steel is the best practice, where protection of the reinforcing steel within the GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION 310.1 R-2008 -1 A'.@i$aR)+ CONCRETE -I!... `ms�Y repair cavity is achieved by providing a uniform chemical environment around the reinforcing steel. If noncorroded reinforcing steel is exposed and the concrete is chloride contaminated, removal of the concrete around the reinforcing should occur or other corrosion -reducing means should be considered. Reinforcing steel partially embedded in chloride -contaminated concrete is susceptible to future accelerated corrosion. If, for structural reasons, the concrete cannot be completely removed from around the corroded reinforcing steel or if a corrosion inhibiting system is not used, the 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. 4.0 Anodic Ring (Halo) Effect The existing concrete surrounding a repair area in chloride -contaminated or low pH reinforced concrete is susceptible to accelerated corrosion. This is due to the electrical potential differential between the chloride contaminated or low pH existing concrete and the chloride -free or high pH repair material. This anodic ring effect can result in accelerated corrosion of the surrounding reinforcing steel leading to future concrete deterioration. To assess existing concrete conditions beyond the repair area, chloride content and pH of the concrete at the level of the reinforcing steel should be determined. Where the chloride content exceeds the threshold level for the initiation of corrosion or where the reinforcing steel is susceptible to corrosion as a result of carbonation, a corrosion inhibiting system should be considered to minimize future corrosion. Other measures 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. y O " a O <, U U C O �� p� od D o o o o Q O 0 o oQ O �4 Q o o p 0 0 p o O o�o00 ° ° - o 000� o 0 0o Q�000 0 o Oon' Fig. 5.1: Partial depth repair, slab or wall, section �OJO�Q O4 Ovp400 O Q13 O 06. .0 � dDOpoa CD 0 Ep ro op � O�0 p oL% 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 15O.sVa s '4CRETE P.EPAM k+�tlS ST!T U T E 4`l3;?SJ%r °G°a o 6.0 Configuration of Repair Area Fig. 5.3: Beam or rib repair, elevation OO op ��O p u p v p .O Oo o 0 o p o�U 0 6 aQp 0 0 °D A(z) o Fig. 5.4: Beam or rib repair, section Fig. 5.5: Column repair, elevation Fig. 5.6: Column repair, section 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 rectangular with square comers (Fig. 6.1). This may result in the removal of sound concrete. Reentrant comers should be minimized or avoided, as they are susceptible to cracking. t; ........... n --110- 1 P 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 IIAW\ Zn cork(!_ \elc*f the repair material to the full circumference of the reinforcing steel will secure the repair structurally. Provide a minimum of 0.75 in. (19 mm) clearance between exposed reinforcing steel and surrounding concrete or 0.25 in. (6 mm) larger than the coarse aggregate in the repair material, whichever is greater. Sound concrete may have to be removed to provide proper clearance around the reinforcing steel. If impact breakers are used for partial depth concrete removal, the breaker should not exceed 30 lb (12 kg). A 15 lb (7 kg) breaker is preferred Fig. 7. ]:Remove concrete to undercut and expose reinforcing steel and provide uniform repair depth Fig. 7.2: Saw cut perimeter to provide vertical edge Fig. 7.3: ,4brasive blasting to clean substrate and reinforcing to minimize damage to the substrate, reinforcing steel, and surrounding concrete. Concrete removal should extend along the reinforcing steel until there is no further delam- ination, cracking, or significant corrosion and the reinforcing steel is well bonded to the surrounding concrete. Care should be taken to avoid significant and sudden changes in the depth of concrete removal, as the repair material is more susceptible to cracking at these locations. If noncorroded reinforcing steel is exposed during the removal process, care should be taken to not damage the bond to the surrounding concrete. If the bond between the reinforcing steel and concrete is broken, undercutting of the reinforcing steel is required. Remove all deteriorated concrete and additional concrete as required to provide the proper configuration and/or the minimum required thickness of repair material as required by the manufacturer of the repair material and/or the project specifications. 7.2 Preparation of the Repair Perimeter The perimeter of the repair area should 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 mm) 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 P14008 GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION saw -cut edge of the repair area should also be blasted to roughen the polished vertical surface caused by the saw -cutting. All concrete, corrosion products, and scale should be removed from the reinforcing steel by oil -free abrasive blasting or high-pressure water blasting. Verify that the reinforcing steel and concrete surface are free from dirt, oil, cement fines (slurry), or any material that may interfere with the bond of the repair material. Inspect the repair cavity to verify that all delaminations and deterioration have been removed. If hydro - demolition is used, cement fines (slurry) must be completely removed from the repair surface. A tightly -bonded lightrust build-up onthe 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 �d tic. ii.�lS/:• 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 of the 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 pulloff strength requirement should be established by the engineer and included as a performance specification for the repair. Fig. 8.1: Repair of damaged/deteriorated reinforcing GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION 310.1 R-2008 - 5 ANRk V. ��'d 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 � 0 a Uo O`-- O 000 O 0D �o4Do�Q0000 00 000 �000�000`1 O000 000 O �C)D 4 O o 00 % O Op ) -0 0. O O3 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 cant' compressive loads until the original concrete compresses further, forcing the repair material into compression. If further compression is beyond the capacity ofthe existing concrete, failure of the column may occur. This key concept affects the concrete preparation process. In normal concrete repair (other than columns), removal of the concrete surrounding the corroding reinforcement (also known as undercutting) is a normal and necessary process to provide for a long-term durable repair. To remove concrete around vertical reinforcing steel in a column (removing concrete inside the reinforcing bar cage) can cause the remaining concrete and/or reinforcement in the column to become overstressed. From a structural point of view, this condition may not be desirable. If concrete is to be removed inside the reinforcement cage, a qualified structural engineer should determine the impact of the repair on potential reinforcement buckling and overall structural capacity of the column. Note that the discussion in this section is also applicable in concept to compression zone portions of other structural members such as beams, slabs, and walls (with or without compression reinforcement) where on -going compressive stress exists and where adequate shoring cannot be installed prior to repairs to prevent displacements and corresponding stress redistributions during repairs. �n1,..%lioi 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 C 1583, "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. 130.1 R-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 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.concrete.org ASTM International 100 Barr Harbor Drive West Conshohocken, PA 19428 www.astm.org International Concrete Repair Institute 3166 S. River Road, Suite 132 Des Plaines, IL, 60018 www.icri.org 8 - 310.1 R-2008 GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION 1 INTERNATIONAL CONCRETE REPAIR 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: info@icri.org SECTION 7 DUST WALL DRAWINGS See attached Product Data Sheet GENERAL NOTES - TIMBER 1. ALL 2x4 6 2x6 STUDS, SILL PLATES, AND PLYWOOD TO BE SOUTHERN PINE GRADE 2 TIMBER. 2. DIMENSIONS SHOWN PROVIDED AS A GUIDE TO CONTRACTOR. ACTUAL FIELD CONDITIONS AND LOCATIONS MAY VERY. 3. INSTALL ALL DUST WALLS MAX 36' FROM THE ARE OF REPAIR. io co NOTE: BUILD AT DOOR THRESHOLD TYP. STANDARD DUST WALL SouE KTs INCREASE SCREW/NAIL PATTERN TO 6' O.C. FIELD AND 3' O.C. EDGES FOR PLYWOOD ATTACHMENT ADD HORIZONTAL 2x6 ATTACH TO 47L4x444x16 GA ANGLE AND #10xl WD SCREWS EACH LEG i0 X 1 4� ADD ADDTIONAL CONNECTOR co TOP & BOT TO EACH STUD 4 4 4x16 GA ANGLE AND 4 ;10x1' WD SCREWS EACH LEG FFACH 20 TOP LEDGER D CONCRETE WITH SIMPSON (4'Ox1-1/2' MIN. EMBEDMENT TTEN CONCRETE SCREWS 0 32' O.C. MAX. x4 WOOD SUDS 0 16' O.C. TTACHED TO EACH LEDGER TTH (2) 16d TOE NAILS NFlNISHED INTERIOR WALL MIL PLASTIC WRAP OVER 1/2' DX PLYWOOD. TAPE 1 6 MIL PLASTIC X4 WOOD �LTJACHE IMPSON 1 4 0x1— fiEN CON RETE S( IN, FLOOR Will. CAULK BEAD BOTTOM 6 MIL I CDX PLYWOOD TAP CONT. CAULK BEAD ALONG BOTTOM, TOP, AND SIDES NOTE: MUST BE INSALLED AT THRESHOLD CONNECT VERTICAL 2x6 TO EACH STUD WITH (3) j10x3' WD. SCREWS CONNECT DIAGONAL BRACE TO 2x6 WITH L4x4x4x16 GA. ANGLE AND (6) j10x1' WD. SCREWS INTO EACH LEG 2x4 DIAGONAL BRACE AT 4' O.C. —TYP. CONNECT DIAGONAL BRACE TO LEDGER WITH �GLE AND (6) #10x1' WD. �SCREWS INTO EACH LEG .IL 3'-0' MIN. �f'� HURRICANE PREP. FOR 2X6 WOOD LEDGE4'91xlR A]T�ICHN STANDARD DUST WALL SIMPSON 1CR TE SC 2 MIN. TfFEN CON RETE SC EWS ® 1 SWE ILLL 2X4 WO,Q ATTAC F,p TO SLAB WITH 1 4 0x1-1 2 MIN. EMBEDMENT TTTEN ONCREIL SCREWS ® 32 O.C. MAX. —TYP. TOP AND BOTTOM 2x4 TOP LEDGER � ALL SEAM JOINTS WRAP TQ SLAB WITH /2 MIN. EMBEDMENT EWS ® 32 O.C. MAX. WALL STUD PER PLAN ALONG LASTIC OVER ALL SEAMS SUPPLY us AROUND P I PROTECTIO ATTACHED TO GEES W/ �10 AT FIELD AND 1/2' CDX PLY —WOOD FRAMING STUDS AND LED WD. SCREWS AT 12' O.C. 6' O.C. AT EDGES OPTIONAL ATTACHMENT FOR 1/2' CDX PLY —WOOD ATTACHED TO FRAMING W/ 10—d NAILS AT 12' O.C. AT FIELD AND 6' O.C. AT EDGES 3EF PADDING IMETER FOR 2x4 BOT. LEDGER— � CONT. CAULK BEAD ALONG DBL STUD BOTTOM AT EACH END —TIP. STANDARD DUSTWALL ELEVATION DUST WALL SPECIFICATION rm rm m ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC 208 SW OCEAN BOULEVARD STUART, FLORIDA 34994 772.220.4601 WWW.CSM•E.NET CERTIFICATE OF AUTHORIZATION: 29057 DE ENCRUR II M WREMY TOMHIS/HER COWnN IM WMGHHF M OTHER PROPFAIY Rn THESE PIAHS AND ORA.= YE NOT TO RE RVR(Ot D. OWM. COPE, OR ASMAN TO MY Mo PARR W MY FORM OR W MER WMISODIR MM rErn D9u M THE UPRFSS WRM POUMSPON Arm COMDR OF CSW DMEUM UO. D6 DODIIQM. THE XtS. AND DESDS INCORPORATED HEREIN, AS M WSDnYENI OF PRMUS"a SERVICE. IS PROPERTY OF CSW DDWO"' UC nil 5 NU M PE MO. W WNWE OR W FM FOR MY OTHER PRWECT W M IM WwTmH A1101pMUDON OF M DSWEMK HIC. CSW D¢Wmtm u CWIA'JD=18 CO IFMDR5 sxur_ SR vDm®W TEE OM 0H OF ALL DUE SA . coHEWUTIRE a RMwxv6IE FOR THE cxoROWanx of Au DUEEISDNs. ALL SDM WDGTED PERTM M 95YUI' ROM OESDHFD RY: CFDAIES OWDEN WWI IM IM WPM CIEDtm D: CIWWFS WtOFN Swe NIS IW m 1: A. DqR�'%, ' �ICENSF •. Fjy�� ` Q'. No.76910 — �Q STATE OF !ONAL,E��.. CRARLES A DARDEN JR DATE F1➢RN1 ROOM PRDFBSV L DlWM N0. 7691D SHEET NWL S-1 9Ha 1 HURRICANE DUST WALL TYP. STANDARD DUST WALL SME. KTS TTACH 20 TOP LEDGER 0 CONCRETE WITH SIMPSON /4%1-1/2' MIN. EMBEDMENT ]TEN CONCRETE SCREWS ® 32' O.C. MAX. x4 WOOD STUDS ®16' O.C. TrACHED TO (2) HLEDGER 16d TOE ITHS INFlNISHED INTERIOR WALL MIL PLASTIC WRAP OVER 1/2' DX PLYWOOD. TAPE ALL SEAM JOINTS 16 MIL PLASTIC WRAP N4 WOOD ATTACHED Tp SLAB WITH IIMPSON 1/40x1-1f2 MIN. EMBEDMENT TTEN CONCRETE SCREWS 0 32 O.C. MAX. IN, FLOOR FONT. CAULK BEAD ALONG BOTTOM 6 MIL P COX PLYWOOD TAPE 1/2' COX PLY —WOOD FRAMING STUDS AND LED WD. SCREWS AT 12' O.C. 6' O.C. AT EDGES OPTIONAL ATTACHMENT FOR 1/2' CDX PLY —WOOD ATTACHED TO FRAMING W/ 10—d NAILS AT 12' O.C. AT FIELD AND 6' O.C. AT EDGES GENERAL NOTESI TIMBER 1. ALL 2x4 6 2x6 STUDS, SILL PLATES, AND PLYWOOD TO BE SOUTHERN PINE GRADE 2 TIMBER. 2. DIMENSIONS SHOWN PROVIDED AS A GUIDE TO CONTRACTOR. ACTUAL FIELD CONDITIONS AND LOCATIONS MAY VERY. 3.INSTALL ALL DUST WALLS MAX 36' FROM THE ARE OF REPAIR. 4. SUITABLE PROTECTION AGAINST DAMAGE BY WEATHER, CONSTRUCTION DEBRIS, AND TRAFFIC SHALL BE NOTE PROVIDED (INSTALLATION AND REMOVAL) FOR EXPOSED BUILD AT DOOR THRESHOLD INTERIOR SURFACES, SUCH AS TILE FLOORS, DRYWALL, ECT, 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 DEVIATIONS FROM STRUCTURAL ATTACHMENTS SHOWN ON PLANS BE REQUIRED, THE ENGINEER SHALL BE NOTIFIED 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. 8. DUST WALL IS NOT A RAINY WEATHER PROOF OR TERMITE PROOF WALL OR FIRE PROOF WALL. 9. DUST WALL IS FOR PROTECTION AGAINST CONCRETE RESTORATION PROJECT DEBIRS.Fp 2X4 WOOQ ATTAC TO SLAB WITH 1/4 0x1-1/H2 MIN. EMBEDMENT TTTEN CONCRETE SCREWS ® 32 O.C. MAX. —TYP. TOP AND BOTTOM 2x4 TOP LEDGER ATTACHED TO PET PADDING RIMETER FOR 20 BOT. LEDGER) CONT. CAULK BEAD ALONG — DBL STUD BOTTOM AT EACH END —TYP. STANDARD DUSTWALL ELEVATION DUST WALL SPECIFICATION r.m = m ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC 208 SW OCEAN BOULEVARD STUART, FLORIDA 34994 772.220.46111 WWW.CSM-E.NET CERTIFICATE OF AUTHORIZATION: 29057 THE EROAEDI HERM DER COPRESELY MEARS HIS/HER 0 LAW CDFMW MO OTHER PROPERTY RCNR HEY P ANO DRNNW6 AM NOT TO RE REFROMM. DWM. CORD. OR ASWO TO ANY MRO PARTY Nun FORM OR RRRHER WHOSOEVER WM WT FIRM ORTANNC THE DPR5S TIMER PDYb510N AND CORHT OF CSM DICAIEERNC. LLC. TIM OOC ". THE DM AND OESENS OEORORATED HU N. AS AN DISTROMENT OF PRNESSOM SERME. IS PROPERTY OF CSM ENCNFERNC. LLC AND ISNDf TO RE WO). N WHOLE OR IN PART FOR ANY OTHER PRORLI WR WHHOW THE RIEN NRHoN FcHi OF ESM EWNEE ' LLL. CSY DCNDHDC. u COPYRCIO ¢701R HE CO AIL OOTD80b SN41 ff YEREEO N HE F1F1D [n TNOMCNR iNE CONROCTOR 5 RDPoN�IE FOR THE CWRDROTNN OF ALL OIWENSONS ALL SCAIF5 ROTUTED PFRTARN TO 65'RTI- ROTS DE:cxm er: cxwuc EsvNR oRANx er: Tcar coNs CHECKED EY: DORIES OWEN SCWE m PROJECT I: \\III1111111/,�// �`� S A• BAR ''% ICENg. No. 76910 7k * 71C = STATE OF ORI NAL CHARLES A DARDEN A DATE RORM RE06IFRED PROFE7Vk ENGRM N0. 76910 SHED NV E S-2 SNED r. DUSTWALL DETAILS 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 C = COLUMN D = DECK E = EDGE 0 = OVERHEAD DECK PH = PIN HOLE RUST STAIN 3 - TYPE OF DAMAGE C =CRACK S = SPALL 4 - HEIGHT OF DAMAGE (COLUMN AND WALL ONLY) = TOP M = MIDDLE B = BOTTOM EXAMPLE: 5-C-S- I--- 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 SME - Nor W SME DESCRIPTION COVER SHEET AND NOTES NOTES NOTES NOTES NOTES PLAN VIEW ELEVATION VIEW UNIT 1002 DETAILS DETAILS DETAILS DETAILS DETAILS ESTIMATED DAMAGE CATEGORY DAMAGE COLUMN SPALL 0 COLUMN CRACK 0 DECK SPALL 0 DECK CRACK 0 OVERHEAD SPALL 4 OVERHEAD CRACK 0 EDGE SPALL 0 WALL SPALL 0 POSSIBLE DOOR OUT 0 POSSIBLE WINDOW OUT 0 BEAM SPALL 0 WATER PROOFING 0 FIRE DOOR REPAIR 0 FIRE DOOR REPLACE 0 ROOF ACCESS DOOR 0 STRUCTURAL INSPECTION GRAND ISLES CONDOMINIUM 3702 NORTH A1A FORT PIERCE, FL 34949 csm ENGINEERING CIVIL • STR-UCTURAL • MARINE CSM ENGINEERING, LLC 206 SW OCEAN BOULEVARD STUART, FLORIDA 24994 772-220-4601 www.0 S M-E. NET CERTIFICATE OF AUTHORIZATION: 29057 THE ENGINEER HEREBY EXPIWLY RESERVES HS/WER COMWDN LAW COPYRGIB AND OTHER PROPFAIY RGHS. THESE PLANS AND OPAINGS ARE NOT TO BE REPROmm. CHANGED, COPHED. OR A=M TO ANY THNO PARTY IN ANY ORM FOR MANNER WNNTSOEVEN WIINWR FEW OBTANNG THE EMPRESS WFEM PERMWON AND CONSENT OF CSM ENGINEERING, LLC TRES DOCUMENT. THE OEAS, AND DESRNS INCORPORATED HEREIN, AS AN DIM" OF PROFESS RAL SEINCE S PROPERTY OF CSM ENCNERK LLC AND S NOI TO BE USED. N WHERE ON INPART FOR ANY OTHER PROJECT WRHCtJT THE WRIER AIITHORPATW OF CSM ENONEEIOAC, LLC. ALL DIMENSIONS SHALL BE VERMIN ON THE BELO R THE CONTRACTOR. THE CONTRACTOR S RESfOOMAl FOR THE COORDINATION OF ALL DIMENSIONS ALL DIMOmab SIWLL BE -- N THE HEN w THE CONTRAACTOR. THE CONTRACTOR S RESPOtS®IE FOR THE CDORI NATUN OF ALL DIMENSIONS. ALL SCALES NDICATN PERTAIN TO B5'Xll' PLOTS DESGNED BY: GLARES DARDEN DRAWN BY: TOM( GODS CNECI(ED R: GMRLES OAROOJ SfdLE: b SHom PROJECT k V No.76910 �Q STATE OF FZOR%DP / YONAL CHARLES A DARDEN JR DATE FLORRIA RN6IERN PROFESSIONAL ENGINEER NO, 7691D SHEET NVdE: SHEET I: 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 °D° LOAD COMBINATIONS ASCE 7-10 CHAPTER 2.4: DL+LL; DL+0.6WL; .6DL+0.6WL INTERNAL PRESSURE COEFFICIENT +/-0.00 PER TABLE 26.11-1 ENCLOSED DESIGN RISK CATEGORY II RIGID MAIN FRAME STRUCTURAL AND MISCELLANEOUS STEEL: 1. ALL HARDWARE SHALL BE STAINLESS UNLESS OTHERWISE NOTED. CONSTRUCTION SAFETY: 1. LOADS GREATER THAN 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. 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. L CONCRETE ALL REINFORCED CONCRETE WORK SHALL BE DONE IN ACCORDANCE WITH ACI 318, "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE% AND ACI 301, 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS". ALL CONCRETE REPAIR WORK SHALL BE IN ACCORDANCE WITH ACI 'CONCRETE REPAIR MANUAL° LATEST EDITION. ACI 311, 'RECOMMENDED PRACTICE FOR CONCRETE INSPECTION'. ACI 347, 'RECOMMENDED PRACTICE FOR CONCRETE FORM WORK". ACI 304R, "GUIDE FOR MEASURING, MIXING, AND PLACING CONCRETE'. ALL STRENGTHS NOTED BELOW ARE 28—DAY STRENGTHS: POURED —IN —PLACE STRUCTURAL CONCRETE: 5000 PSI EXTERIOR CONCRETE SHALL HAVE 4% MINIMUM ENTRAINED AIR. 3a. THE MIX DESIGN SHALL MEET THE FOLLOWING MINIMUM REQUIREMENTS: COMPRESSIVE STRENGTH : 5000 PSI MIN. SLUMP: 5 TO 7 INCHES AIR CONTENT: 4% TO 6% OPTIONAL WATER/CEMENT RATIO: 0.40 PUMPABLE PEA —ROCK MIX MAX. COARSE AGGREGATE : 3/8• TO 3/4° CORROSION INHIBITOR: 2.5 GALLONS PER CUBIC YARD 4. REINFORCING STEEL SHALL BE ASTM A615, GRADE 60. TENSION SPLICES: 48 x BAR 0 FOR 13, J4, & #5 5. ALL CONNECTIONS EXPOSED TO WEATHER, OF STEEL TO STEEL AND STEEL TO MASONRY/CONCRETE, MUST BE STAINLESS STEEL BOLTS. 6. THESE DRAWINGS ARE NOT VAUD UNLESS SIGNED AND SEALED WITH AN EMBOSSED/DIGITAL SEAL OF AN ENGINEER EMPLOYED BY CSM ENGINEERING, LLC ANY CHANGES TO THE DOCUMENTS MUST HAVE THE WRITTEN CONSENT OF CSM ENGINEERING, LLC. ALL ORIGINAL DRAWINGS, TRACINGS, AND SPECIFICATIONS MUST BE RETAINED IN THE OFFICES OF CSM ENGINEERING, LLC AND ARE THE SOLE PROPERTY OF CSM ENGINEERING, LLC. 7. CSM ENGINEERING, LLC. SHALL BE AFFORDED THE OPPORTUNITY TO PROVIDE CONSTRUCTION OBSERVATION SERVICES DURING THE CONCRETE RESTORATIONS. IN THE EVENT THAT CSM ENGINEERING, LLC. IS NOT RETAINED IN THIS CAPACITY, CSM ENGINEERING, LLC. CAN ASSUME NO RESPONSIBILITY FOR THE CONSTRUCTION DEFECTS FOR THE RECOMMENDATIONS PROVIDED IN THESE DOCUMENTS. B. ENGINEER SHALL BE NOTIFIED A MINIMUM OF 24 HOURS PRIOR TO ALL OBSERVATIONS. STRUCTURAL INSPECTION GRAND ISLES CONDOMINIUM 3702 NORTH A1A FORT PIERCE, FL 34949 rm!Bm ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC 20B SW OCEAN BOULEVARD STUART, FLORIDA 34994 772_220-460 1 WWW. CSM-E.NET CERTIFICATE OF AUTHORIZATION: 29057 TIE ENGINEER HERESY WRESSLY RESIDENTS HIS/HER COMMON LAW COPYRCNF AND OTHER PROPERTY RIGHTS THEY PLANS AND DRAWINGS ARE NOT TO BE REPRODUCED. [HINGED. COPIED. OR ASSIGNED TO ANY DASD PARTY N ANY OR WINER M7WT90EYER WRITTEN FORM WITHOUT HRST OBTAINING THE EXPRESS 'ON AND CONSENT OF CSM EAIKEFRNG. LLC. OIN DOCUMENT. THE IDEAS. AND DESIGNS 0,100I UPATED IEIEW, AS AN INSTRUMENT OF PROFESSIONAL SFMICE. 6 PROPERTY OF CSM ENGINEERK LLC AND 6 NOT M BE USED. IN WHOLE OR IN PART FOR ANY OTHER PROJECT WIRM THE WRIION AUIHONPATNN OF CSM MITERING, LLC. ALL OME7SgES SHALL BE YETFTED IN THE REND BY THE CONTRACTOR. iXE CPYIRACIOR 6 RESPONSIBLE FOR TIE COORDOMTON OF ALL DINENSUOja ALL DIMENSIONS SHALL BE VERFlm IN THE FRO BY THE CONIRACRML. THE CONTRACTOR 6 RLSFVA9&E FOR TIE COORDINATION OF ALL DIMENSIONS ALL SCALES NOTATED PERIAIN M 8.5'XN I' PLATS DESMED BF: CHARLES OARDBN DRAWN BY: MW COOS CHECKED BY: CNWIS DNd7FIi SCALE 1/87 - I'-D' PROJECT f `�11111111//j7 5 A•'DARo &.. No. 76910 _ • STATE OF lV�� 0 F[ORIO N�`G�=�� ZONAL ��Illlllll�� CHARLES A DARDEN JR DATE FLORDA REDSEIEO PROFEmONLL ENGINEER NO. 76910 SNFET NWL SHEET /: $-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 BLASTED CLEAN OR WIRE WHEELED. A ZINC ANODE SHOULD BE INSTALLED TO BARE STEEL THEN A THIN COAT OF PENETRATING EPDXY SEALER SHALL BE APPLIED OVER THE BARE METAL REINFORCEMENT IMMEDIATELY AFTER SAND BLASTING. 6. THE CUT AREA OF THE CONCRETE SHALL BE CLEAN AND IN THE STATE OF 'SSD' (SURFACE SATURATED DRY) PRIOR TO COMMENCEMENT OF PATCHING MIXING AND CONVEYANCE 1. READY -MIXED CONCRETE SHALL BE MIXED IN ACCORDANCE WITH ACI 304 AND DELIVERED IN ACCORDANCE WITH ASTM C94. 2. SELECT PROPORTIONS FOR NORMAL WEIGHT CONCRETE IN ACCORDANCE WITH ACI 301. 3. CONCRETE SHALL BE CONVEYED FROM MIXER TO PLACE OF FINAL DEPOSIT BY METHODS THAT WILL PREVENT SEPARATION OR LOSS OF MATERIAL 4. CONVEYING EQUIPMENT SHALL BE CAPABLE OF PROVIDING A SUPPLY OF CONCRETE AT THE SITE OF PLACEMENT WITHOUT SEPARATION OF INGREDIENTS AND WITHOUT INTERRUPTIONS SUFFICIENT TO PERMIT LOSS OF PLASTICITY BETWEEN SUCCESSIVE INCREMENTS. 5. DURING HOT WEATHER, PROPER ATTENTION SHALL BE GIVEN TO INGREDIENTS, PRODUCTION METHODS, HANDLING, PLACING, PROTECTION AND CURING TO PREVENT EXCESSIVE CONCRETE TEMPERATURES OR WATER EVAPORATION THAT MAY IMPAIR REQUIRED STRENGTH OR SERVICEABILITY OF THE MEMBER STRUCTURE CONCRETE REPAR AND REPLACEMENT: 1. CONCRETE REPAIRS SHALL BE PROVIDED FOR THOSE AREAS IDENTIFIED WITH SPALLING, DETERIORATION, AND UNACCEPTABLE CONCRETE 2. REMOVE ALL UNSOUND CONCRETE IN THE AREA OF THE DETERIORATION. REMOVAL SHALL BE PERFORMED WITH SMALL POINTED TOOLS RATHER THAN WIDE CHISEL EDGES TO PREVENT MICRO CRACKING AND CONTINUED SPALUNG OF CONCRETE WHICH IS TO REMAIN. 3. THE AREA OF CONCRETE TO BE REMOVED SHALL EXTEND ALONG THE LENGTH OF THE REINFORCING, BEYOND THE LIMITS OF THE REINFORCING DETERIORATION A MINIMUM OF 2' INTO SOUND CONCRETE 4. PROVIDE A 1¢' 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 THE ENGINEER. 5. REMOVE ALL RUST AND SCALING OF THE REINFORCING THOROUGHLY BY SAND BLASTING OR WIRE WHEELING. 6. THOROUGHLY CLEAN THE EXPOSED CONCRETE SURFACE OF ALL TRACES OF DIRT, GREASE, OIL, DUST, AND OTHER CONTAMINANTS 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. B. 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. CURING OF CONCRETE: 1. ALL REPAIR AREAS SHALL RECEIVE AN APPLICATION OF BURKE 'AQUA RESIN' MEMBRANE CURING COMPOUND AFTER FINISHING IN ACCORDANCE WITH THE MANUFACTURERS 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 SWILL BE REPAIRED IN ACCORDANCE WITH THE REQUIREMENTS FOR CRACK REPAIRS. REPAIR OF CRACKS SHUT BE AT NO ADDITIONAL COST TO THE OWNER. STRUCTURAL INSPECTI❑N GRAND ISLES CONDOMINIUM 3702 NORTH AtA FORT PIERCE, FL 34949 rm r= m ENGINEERING CIVIL . STRUCTURAL • MARINE CSM ENGINEERING, LLC 208 SW OCEAN BOULEVARD STUART, FLORIDA 34994 772.ZZO.4601 WWW.CSM•E.NET CERTIFICATE OF AUTHORIZATION: 29057 THE ENGINEER HEREBY EXPRESSLY RESERVES H6/HER COMMON LAW COPWM AND OTHER PROPERTY RIGHTS. RESE PLANS AND DRA'ANGS ARE NOT TO BE RUROOM CHANGED, CONED, OR ASSIGNED.ID ANY TRIO PARTY IN ANY FORM OR MANNER WHATSOEVER WITHOUT FIRST OBTAINING THE D ESS WRITTEN PFRMISSON AND CONSENT OF CSM FNCNORNG, LLC. THIS DOCAIYDf. THE IDEAS, AND DESIGNS NCORPORITED HERON, AS AN U6TRUMENf OF PROFESLONAL SERVCE, 6 PROPERTY OF CSM ENCNEEDNG, LLC AND S NOT TO BE USED, IN WHM OR INPART FOR ANY OTHER PROECT WIRIOUf THE WRITTEN AIRNDRPATON OF ESN ENGENEERNC. L.C. ALL DINDS0N5 SHALL BE VERFlED IN THE f1E1D BY THE CONTRCTOR. 111E CWBRACRIR 6 RESPONSIBLE FOR THE CDOROOWTION OF ALL DIW.DNS. ALL OWE16Otb SHALL BE VUHRD7 N THE FIELD BT THE CONTRACTOR. THE CONTRACTOR 6 RFSPOF&BLE FOR THE ODORBINATON OF ALL BIMEW0MS ALL BONES DEDICATED PERTAIN TO 85iE11• PIM DEscNED Br: auRIE6 DARDFN DRAwx ar: IOhT aI6 CIECAFD BT: CHARIiS OARDEN SCWE 1/B• = 1'-0• PRWECT f `�111111111/1, A. DqR�'�.,. � �.•'•�ICENs�c •. F2 �� � No. 76910 _ STATE OF Q /F(ORIOw`G�=� 0NAL �`����• //rrllllll CHARLES A DARDEN JR DATE FLOFimV flEGISRAO PROFESSIONAL ENGINEER NO. 7691E SHFO NAME' SHEET /: S-1.2 TENDON STRESSING: 1. STRESSING SEQUENCE SHALL BE CONDUCTED IN A MANNER TO PREVENT OVER STRESSING OF THE CONCRETE 2. CONCRETE SHALL ATTAIN THE MIN. COMPRESSIVE STRENGTH AS PLANS INDICATE (rC = 5000 PSI) PRIOR TO STRESSING. THE CONCRETE SHALL REACH A MIN. OF TWO-THIRDS OF THE MINIMUM 28 DAY STRENGTH. TENSIONING SHALL COMMENCE WITHIN 24 HOURS OF ACHIEVING THE COMPRESSIVE STRENGTH. 3. HYDRAULIC STRESSING RAMS SHALL BE EQUIPPED WITH STRESSING GRIPPERS WHICH WILL NOT NOTCH THE STRAND MORE SEVERELY THAN NORMAL ANCHORING WEDGES. 4. STRESSING RAMS AND GAUGES SHALL INDIODUALLY BE IDENTIFIED AND CALIBRATED AGAINST KNOWN STANDARDS NOT LONGER THAN SIX MONTHS PRIOR TO STRESSING. CALIBRATION CERTIFICATES FOR EACH JACK USED SHALL BE AVAILABLE UPON REQUEST. 5. TENDONS SHALL BE STRESSED TO ACHIEVE 27,000 POUNDS PER TENDON EACH END. 6. ELONGATION MEASUREMENTS SHALL BE MADE AT EACH STRESSING LOCATION TO VERIFY THAT THE TENDON FORCE HAS BEEN PROPERLY ACHIEVED. MEASURE ELONGATIONS SHALL AGREE WITH CALCULATED ELONGATIONS WITHIN t5%. 7. STRESSING RECORDS SHALL BE FILLED OUT DURING THE TENSIONING OPERATION, WITH THE FOLLOWING DATA RECORDED AS A MINIMUM: - TENDON MARK OR IDENTIFICATION. - REQUIRED ELONGATION. - GAUGE PRESSURE TO ACHIEVE REQUIRED ELONGATION. - ACTUAL ELONGATION ACHIEVED. - ACTUAL GAUGE PRESSURE - DATE OF STRESSING OPERATION. - SIGNATURE OF THE STRESSING OPERATOR OR INSPECTOR. - SERIAL OR IDENTIFICATION NUMBER OF JACKING EQUIPMENT. STRESSING RECORDS SHALL. BE PROVIDED TO THE ENGINEER. CSM ENGINEERING B. ELONGATION MEASUREMENTS FOR THE TENDON REPAIR SHALL BE OBSERVED AND ACCEPTED BY THE ENGINEER AND THE THRESHOLD ENGINEER. 9. ENGINEER SHALL BE NOTIFIED A MINIMUM OF 48 HOURS PRIOR TO ALL OBSERVATIONS. TENDON FINISHING 1. AFTER ACCEPTANCE OF THE ELONGATIONS TRIM EXCESS TENDON LENGTH. TENDON LENGTH PROTRUDING BEYOND THE WEDGES AFTER CUTTING SHALL BE BETWEEN 0.75 AND 1.25 INCHES. 2. THE TENDON MAY BE CUT BY MEANS OF EITHER OXYACETYLENE CUTTING, ABRASIVE WHEEL OR HYDRAULIC SHEARS. IN CASE OF OXYACETYLENE CUTTING OF THE TENDON, SHALL BE TAKEN TO AVOIDING DIRECTING THE FLAME TOWARD THE WEDGES. 3. STRESSING POCKETS SHALL BE FILLED WITH NON SHRINK MORTAR AS SOON AS PRACTICAL AFTER TENDON STRESSING AND CUTTING. 4. EXPOSED STRAND AND WEDGE AREAS SHALL BE COATED WITH TENDON COATING MATERIAL. COMPARABLE TO THAT USED OVER THE LENGTH OF THE TENDON AND A WATERTIGHT CAP SHALL BE APPLIED OVER THE COATED AREA. PRIOR TO INSTALLING THE POCKET MORTAR, THE INSIDE CONCRETE SURFACES OF THE POCKET SHALL BE COATED OR SPRAYED WITH A RESIN BONDING AGENT. TENDONS IY ANCHORAGES: 1. TENDONS SHALL BE 1/2.0, GRADE 270 AND SHALL CONFORM TO ASTM A416. 2. ANCHORAGES SHALL BE REUSED AND SANDBLAST AS REQUIRED, RECOAT WITH CORROSION INHIBITOR. STRUCTURAL INSPECTION GRAND ISLES CONDOMINIUM 3702 NORTH A1A FORT PIERCE, FL 34949 rm s m ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC 208 SW OCEAN BOULEVARD STUART, FLORIDA 34994 772-220-4601 WWW.CSM-E.NET CERTIFICATE OF AUTHORIZATION: 29057 THE ENGOEER HEM EXPRESSLY RESERVES HIS/RR COMMON LAW COPYRION AND OTHER PROPERTY RGHS. THESE PUNS DRAWINGS ARE TO BE AND NOT REPRODUCED. CHANGED. COPIED. OR ASSIGNED TO ANY 11= PARTY IN ANY FORM OR WNNFR WHATSOEVER KDW TOM OBTAINING THE EXPRESS WRITTEN PERIESSION AND CONSENT OF CSM ENGINEERING. LLC. TO DOCUMENT. THE IDES. AND DESOS INCORPORATED HEREIN. AS AN wUMEN INST OF PROFESSIONAL SWOCE. 6 PROPERTY OF CSM ENGINEERING. LLC AND 6 NDT TO BE ISED. IN WHOLE OR INPART FOR ANY OTHER PROJECT WRFGIR THE WRITTEN AMOR17ATION OF CSM ENGINEERING. L.C. ALL OMENSIONS STALL BE VERIFIED N THE FIELD BY THE CAxIRAD10R. THE CONIFALIIXI 6 RESPONABLE FOR TIE CDORODMTION OF ALL DIXE IS ALL TRACTOR 6 ESPO BE EE FOR w THE DWAT BY TIE d DRKIOR. THE CONTRACTOR 6 RESPONSIBLE FOR THE COOROWADON Of ALL OYEN90NS ALL SXALES INDICATED PEAIAOJ TO 05XI I' PLD6 UFS . .: CHARIFS OMtDEN DRAWN BY: IONY CONS cmxw W. auPLEs U'm scuE: I/B. = I'-D• FnwccT k FARO � � • v\CENS�c • � z-No.76910 -_ �Q STATE OF �441� '•.F40RIDP. ////Sy0NAL 0 COLEN JR DATE FESSONAL ENGINEER N0. 7691D SHEET NINE SHEEP �: S-1.3 STRUCTURAL INSPECTION GRAND ISLES CONDOMINIUM 3702 NORTH A1A FORT PIERCE, FL 34949 ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC 205 SW OCEAN BOULEVARD STUART, FLORIDA 34994 772-220-4601 WWW.CSM-E.NET CERTIFICATE OF AUTHORIZATION: 29057 THE ENGINEER HUM EXPRESSLY RWM IDS/HETI COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS. TIM PLANS AND DRAWINGS ARE NOT 10 BE REPMODUCFD, CHANGED, CDflE0. OR ASSCYED TO 0.NY 1HRD PARTY INANY FORA OR MANNER WHATSOEVER WONOUT FIRST OBTAINING THE DPRM WRITTEN P84MIDN MID CONSENT OF CSM ENGINEERING. LLG TIC DOCUMENT. THE WAS. AND DESIGNS INCORPORATED HEREIN. AS AN 961RUMENT OF PROFESSIONAL SERVICE IS PROPERTY OF CSM ENOWE W, LTC AND IS NOT TO BE LED. IN WHOLE OR INPART FOR ANY DIM PROJECT WITHOUT THE WRITTEN AUTHORIZATION OF CSM ENGINEERING. U.C. ALL %XSR jS SHAL BE VERPED IN THE FIELD BY THE CONTRACTOR. THE CONDNCTOR 5 RESPONSIBLE FOR THE COOROPAOON OF ALL DIMENSIONS. ALL DWENSFJNS SHALL BE VERFIED IN THE FIELD BY THE CONTRACTOR. THE CONTRACTOR 5 RESPONSIBLE FOR TIE COORDINATION OF All DIYENSIDtS ALL SCALE WmTED PERTAIN ID 8.5'Xll' PLOS DESIGNED BY: CHARLES MOEN DRANK BY: TONY COWS CHECKED HT: CHARLES BARDEN SCALE 1/8' - T-O' PROJECT 1: D?Rp ��S.A. ` F �• � No. 76910 _ ,Q STATE OF !(�� FSFCORIDP. '• ��� .... • G /S ZONAL CHARLES A DARDEN JR DATE FLORIDA RF151ETIED PROFFES O AL ENGINEER N0. 7691D I'- NAME SHEET 1: S-2 STRUCTURAL INSPECTION GRAND ISLES CONDOMINIUM 3702 NORTH A1A FORT PIERCE, FL 34949 ENGINEERING CIVIL STRUCTURAL MARINE CSM ENGINEERING, LLC 2OEI SW OCEAN BOULEVARD STUART, FLORIDA 34994 772-220.4fi0 1 www.0 S M-E.NEr F�sm ® r � � ,; r UNIT: 1 O02 COLUMN SPALL = 00 AND COLUMN PROPEAFY RIGHni THESE PUNS ANDORAWWcs ARE NOT COLUMN CRACK = 00 REPRODUCED, CH1KiD, COPIED. OR ASBGNEO 10 MY 14w7D PARTY d MY DECK SPALL = 00 I.I.C. DECK CRACK = 00 i1D5 DOCUYENf, THE OW, OVERHEAD SPALL = 04 INSdUYENf Of PROFFSSIONLL SERVICE, 6 PROPERTY OF CSN ENCDdF1DNC, LL OVERHEAD CRACK = DO EDGE SPALL = 00 WALL SPALL - 00 ALL DIMNBIOF6 WALLL BE YERFlFD IN THE FIELD BY THE CON7MCTOR. THE POSSIBLE DOOR = 00 CON71NC70R B RESP07S19if FOR BECOOROWAnON OF ALL BEAM SPALL = 00 ZONAL Z OR DBL 2X4 SHORE FOR SUPPORT -TYP. MIN. WOOD RASE SLAB PROTECTION OR DBL 20 SHORE FOR SUPPORT -TYP. MIN. WOOD BASE SLAB PROTECTION QT' — FIELD VERIFY ALL DIMENSIONS AND CONDIDONS, SCAFFOLDING AND SHORING CONFIGURATION CAN BE ADJUSTED TO MEET FIELD CONDITIONS AS LONG AS MAXIMUM SPACING IS NOT D(CBDED. THE DESIGN OF THE SHORING SHALL BE IN ACCORDANCE WITH THE LOCAL BUILDING CODE PROVISIONS AND SHALL BE PLACED TO PROVIDE A LEVEL AND CONTINUOUS SURFACE FOR THE EXISTING BALCONY SLAB TO REST ON. THE SHORING SHALL BE LEFT IN PLACE UNTIL THE CONCRETE ATIAINS 100X SPECIFIED COMPRESSIVE STRENGTH. MAX POST SHORE LOCATION FROM FLOOR TO FLOOR MUST BE SPA( WBH-IN A MAX. 12' TOLERANCE FROM EITHER DIRECTION. 1/SH-1 ---I TYP�IC"ORING SECTION FOR BALCONY REPAIR AREA LEGEND SUPPORT ELEMENTS SHORING BEAM — ALUMINUM OR �swx TIMBER PER PLANS AREA 4X4 OR DBL 2X4 POST SHORE FOR BEAM SUPPORT -TYP. 2x12 MIN. WOOD BASE FOR SLAB PROTECTION 4X4 OR DBL 2X4 POST SHORE FOR BEAM SUPPORT -TYP. 202 MIN. WOOD BASE FOR SLAB PROTECTION CONTRACTOR SHAI1. PROVIDE ADEQUATE SFK)FM ADJUSTABLE ROUND NOTE OR SQUARE ELLIS O 1. B(GVATIORS ARE NOT PFHOIIED ON FLOORS STIPPNMRNG REFRIED AREAS FOR ALL FLOORS CONCRETE DECK PWR TO ANY OR UNIVERSAL JACK CONCRETE REPAffI WORK THIS SHOFtlNQ PLAN IS SHORE a ADJUSTABLE: POST SNORE MIL CAPACITY OF 5,000 TBs DESK*M FOR BALCONY CONCRETE SLABB AND 3. WAR AWA SHAD. IE COIRPRMY SHORED AS AROWN ON BRAWNGS BE" ONLY. 4. DETARS FOR SON REPAIR AREAS ARE TYPRA FOR PARTIAL OR THRU OEgc REPAYS. STRUCTURAL INSPECTION GRAND ISLES CONDOMINIUM 3702 NORTH A1A FORT PIERCE, FL 34949 rmr=m ENGINEERING CIVIL + STRUCTURAL • MARINE CSM ENGINEERING, LLC 208 SW OCEAN BOULEVARD STUARTI FLORI CIA 34994 772-Z Z O-4601 WWW.CSM-E.NET CERTIFICATE OF AUTHORIZATION: 29057 THE ENGDEFR RBT81' EXPRESSLY RESERYES )US/HER CODA N LAW COPYRIGHT AND DIM PROPERTY RGHIS. THESE PLAITS AND DRAWINGS ARE N07 TO BE RETWOLM. CHRM. COPIED. OR ASSMED TO ANY THIN PARTY IN ANY FORM OR IIWNER WHVYxYER WITHOUT FIRST DBVMNG THE EXPRESS WFUM PERMISSION" CONAM OF CAE ENGNEB6NG, LLC. THIS OCCIDENT. THE WS, AND DESGNS INCORPORATED HEREIN. AS AN NSwIMONLL YFM OF PROFESSERYGE. 6 PROPERTY' OF CSM EICNEEWNC. LLC AND IS NDT TO BE USED, N WOE OR N PART FOR ANY OTHER PROJECT WHIM THE WRITTEN AUNOWATION OF CSM DICIEFAINC. ILC. ALL DWENADNS ROLL BE VERPIEO w THE FIELD BY THE CONERACEOR. THE CNRWCIOR 6 RESPONSIBLE FOR THE COORDIATMw OF ALL DIDFN9OPW, ALL OOEIISYk6 MNLL BE YEARED IN THE fElO BY THE CONTRACTOR. THE CONTRACTOR 6 RESPONSIBLE FOR THE COORDINATION OF ALL NMFNSIONS ALL SM13 ROOTED PERIAN TO BS•A11• PLOTS DEAGNEO Br: MILES M9DEN gWYIN BY: TONY COMM CHECKED BY. CHAIM 61RDEN sum 1/w - 1'-0' 1 PRUM A: ♦�`� \; . . A • �ARp �//,, No. 76910 �-;3Q ' STATE OF FCORIDP'.•' CHARLES A DARDEN JR DATE FLORIDA RMIBIED PROFESSIONRL ENG IM NO 76910 SHEEP 11WG sxED /: D-1 ENSINc CONCRETE EIVID V FDIE E7051NG CONCRETE 1Dnrs pP cax RFPAR mPa .i Y TLTN. 77 - {. E110SW REBAR 1D BE MWOD PER NOIFS ON S-M IF Bw 6 DEIBdORAIED MORE THAN 1,99 TRINSVER E IBM CTFAVIED PER NOTES ON IFAVE N RACE NO ADD 119CM BAR MACE TO PRNDE JS' MR COAL AS RBLEtm MORE T�IW12� DEIERORA THEEN R db BE SAw CUf TOP h BOY. (IYP.) DMING RFBAR MR) C0NPY MOM AND MUM WITH 15 aBAR AM EPOW KID DOSTING CONCRETE MR r FULL DEPTH SLAB REPAIR GUAM WIDE SACRFIOMLY CORROCES TYPICAL CORROSION PREVENTION DETAIL GALVASHIELD XP COLUMN REPAIR INSTALLATION JIM 1. MIME DUEWFD CONCRETE AS WITH sDv M REPAIR METIM 2 RIFIACF/CEN COMM RFJ1fam STEEL 3. MR ALL WO5ED STEM B SET31RMY FASIFEOD Wf;ETIER 1EIH TE WIRE TD PRWBE ODOR COMM 4. ATTACH CALYASNFID )D' NM TO CIFNI REFEOM SIEFL AT SPAM OURUED N COIRXIOR %W`lCANK REFER TD CdLYA 0 XP WA SW FOR WWMN SPAM MUM & POUR OACU REPAIR AREA1 WITH WTETML AS PER EIEDf 1M 5F4DFIC=M s M IS OPMWL TO BE DEIFIWOiD Of OTWER NO PRIM NNE CONCRETE DEPOT 1• BIT" r SCRATCH COATED PILL WIN SNA TOP 123 PWS• OR SIO PATCH REPAIR MORTAR CR211 F705fm RESIN or.) REPAIR N ACCORDANCE WITH LCRL AND OJM OVERHEAD SPALLED CONCRETE REPAIR Oi Off LOOSE OONCREFE MMINIGWLY SAW 9AST EXPOSED FIN OF RUST AND NEST APPLY SCRATCH WAY AND ANTI -COMMON AGENO OVER CLEAN RON AND FL. WITH 'WA 211' OR 'STO PATCH REPN EIORIAR CR311• AW FINISH TO WOO H EIOSTING CON-' SURFACE DOSTHG CONC La SEE EERIE SECTION SIN ACCORBINCE WON LCJTL SPALL CONC. COLUMNZBEAM REPAIR EW7. IERAR STRUCTURAL INSPECTION GRAND ISLES CONDOMINIUM 3702 NORTH A1A FORT PIERCE, FL 34949 1= = M ENGINEERING CIVI.I • STRUCTURAL • MARINE CSM ENGINEERING, LLC 2O8 SW OCEAN BOULEVARD STUART, FL13RIDA 34994 77 2-22 D-46O 1 WWW.CSM-E:.NET CERTIFICATE OF AUTHORIZATION: 29057 THE ENCMEA HOW EXPRESSLY RESERVES WHER CONION UV COPYRIGHT AND OTHER PROPERTY RIGMS. THESE PUNS ANO DRAWNGS ARE HOT TO BE REPRODUCED, CROM. CONED. OR ASSIGNED TO ANT THIRD PARTY N ANY TOM OR IAAANFR WWSOW WWWT Fern DBTANNG THE DORM wwTTER PERID4IDN ANO COt W OF C6W 01d:NEW140. U.C. THIS DDCUNENT. THE WAS. AND DESKNS LNCORPDRATED HEREK AS AN INSTRUMENT OF PNFMOINL SERVICE. IS PROPERTY OF CSW ENGWEEANO. LLC MO IS NOT TO BE TEED. N WHOLE OR N PART FOR ANY OTHER PROJECT NOW THE WRRTEN AUNORVATON OF M FNGNEERNG, LLC. ALL D393MG %LLL BE VERIFIED W THE FIELD BY THE WHIMPER. THE CONIINCIDR 5 RESPo7SIFIE FOR TIE CDORDUNTION OF ALL DNffNS M ALL DIMENSONS 4VDL BE VERFIED W THE FIELD B/ THE CONTRACTOR THE CDRffWTDR 5 RESPONSBLE FOR TIE COORDH ATON OF ALL IDIO ,& ALL SMES "WED PERTAIN TO 85'KII• PM DESIGNED BY: CWRO DAR EEN DRACHM BY: TONY COM CHECKED BY: CHAREES WOEN Swe 1/5' = V-D' PROTECT F: 40 � �,\CEASE •. Fjy '� Q�;.•' 1 Vim: No. 76910 -o Or 0 ' STATE OF ZONAL CHARLES A DARDEN JR DATE DORM REOSPEAED PROFESSIWOL ENGINEER NO 76910 SHEET -1 SHEET E: D-2 CHIP OFF 1" DP OF CONCRETE CUT EXPOSED REBAR APPLY SIKA TOP 108 ARMATEC EPDXY OVER CLEAN REBAR. APPLY THORO 60 BONDING AGENT TO CONCRETE SURFACE AND FILL WITH "THORITE' AND FINISH WITH THE EXISTING CONC. SURFACE. TYR SECTI❑N EXIST. CONC. BEAM REPAIR NIS 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 CONC. SURFACE. 911ECI CRACK WRH 'SIAOUR 35 "DO LV LPL" AS SPECM DRILL r CIA. HOLES RID INSTAL PORTS AT B'O.C. ALONG 9W IFNGIH OF CRACK SEAL CRACKS AND SECURE PORTS NTH "SBA N-MOD m• VERTICAL CONC CRACK REPAIR APPLY CAAX DAY ADM LENGDI OF CRACK HORIZONTAL GRAVITY CONC CRACK REPAIR ATCH TED :ST. 3AR EXISTING COP COLUMN 'THORITE' ECTI❑N VIEW ELEVATI❑N VIEW EXIST. CONC. COLUMN REPAIR NTS 9-MOD OR APPROVED BKLAL) LIVID PRE 5 COYAETELY FILLED. FILLING F CRACK FULWIS THROUGH 11 STRUCTURAL INSPECTION GRAND ISLES CONDOMINIUM 3702 NORTH AAA FORT PIERCE, FL 34949 rmsm ENGINEERING CIVIL + STRUCTURAL • MARINE CSM ENGINEERING, LLC 2013 SW OCEAN BOULEVARD STUART, FLORIDA 34994 772-220-4601 www. C S M-E.NET CERTIFICATE OF AUTHORIZATION: 29057 THE CNGPTEIII HEREBY EXPRESSLY RESFINES HIS/HER COMUDN LAW COMM AND OTHER PROPERTY RIGHTS. THESE PLANS AND DRAMGS ARE NOT TO BE REPRODUCED. CHANGED. COPIED. OR ASS00 TO AM THIRD PARTY IN ANY FORM OR MOO WHATSOEVER WIDIDUT FIST OBTAINING THE EXPRESS WRITTEN PERAMON AND CONSENT OF CSM ENGIEEIONC, LLC. THIS DOCUMENT, THE IDEAS. AND DESIGNS INCORPORATED HEREIN, AS AN INSTRUMENT OF PROFESSIONAL SERVICE, S PROPERLY OF CSE DICKERING. LLC AND S NOT M BE USED, IN WWI OR IN PART FOR ANY OTHER PROJECT WRHOM THE WRITTEN A RDIVATION OF CSM EWAEERM U.C. ALL D"DWS SAL BE VERRED IN THE FIELDBY THE CONITOR. THE CONTRACTOR IS RESPONSIBLE FOR TIE COORDMTIDN OF ALL DIMENSIONS. ALL OINENSONS SHALL BE VERFED IN THE FIELD BY THE CONTRACTOR. iM CONTRACTOR IS RESPONSIBLE FOR THE COORNNATION OF ALL DIMENSORS AL STALES MATED PERTAIN IO IL9iO 1' ROTS DESIGNED BY CHARLES OARDEN DRAWN Of: TONY GOINS CHECKED W. CHARES DARDEN SQkLE: I1W - 1'-D' PROJECT I: `�Illlllll//j/ A. DA60 �•'' \,\GENaF V: No. 76910 _ 0 • STATE OF ZONAL HRDEN JR DATE PROFESSIONAL. ENWW NO 76910 SHEET NINE SAFE E: D-3 EXISTING CONCRETE EPDXY MORTAR FILL SECTI❑N VIEW SCRATCH COATED CHIP OFF LOOSE CONCRETE -J MECHANICALY WIRE BRUSH EXPOSED REBARS FREE OF RUST AND DUST APPLY SIKA TOP 110 ARMATEC EPDXY OVER CLEAN REBAR. APPLY THORO 60 BONDING AGENT TO CONCRETE SURFACE AND FILL WITH EPDXY MORTAR AND FINISH TO MATCH EXISTING CONC. SURFACE. EPDXY MORTAR FILL ELEVATI❑N VIEW TYP, CONIC, BEAM REPAIR NTS EXISTING CONCRETE BALCONY EXISTING CONCRETE REPAR (TYP.) �I _ I 1• EmL 6,. •'.re •ire: .'1.; REBAR CLEANED PER 1RANSON S-02 AS REQUIRED OTES PROVIDE YM' MIN. CONT. SAW CUT TOP & BOT. (TYP.) EXISTING REBAR (TYP.) FULL DEPTH SLAB REPAIR EXISTING CONCRETE EXIST. REBAR EXISTING REBAR TO BE CLEANED PER NOTES ON S-02. IF BAR IS DETERIORATED MORE THAN 15X LEAVE IN PLACE AND ADD MATCHING BAR SPLICE TO EXTEND 24' PAST DETERIORATION. IF BAR IS MORE THAN 50X DETERIORATED THEN IT MUST BE COMPLETELY REMOVED AND REPLACED WITH /5 BAR AND EPDXY INTO EXISTING CONCRETE MIN. 6- STRUCTURAL INSPECTION GRAND ISLES CONDOMINIUM 3702 NORTH A1A FORT PIERCE, FL 34949 rm s m ENGINEERING CIVIL + STRUCTURAL • MARINE CSM ENGINEERING, LLC ZOS SW OCEAN BOULEVARD STUART, FL13RIDA 34994 772-220-4601 WWW.CSM•E.NET CERTIFICATE OF AUTHORIZATION: 29057 THE ENGINEER NEREBY EXPRESSLY RESERVES HIS/HER COMMON LAID COPYRIGHT AND OTHER PROPERTY RXDIIS. THESE PARS AND OMNINGS ARE NOT TO BE REPRODUCED. CWXED, Cowin, OR ASSIGNED M ANY THIRD PARTY W ANY FORM OR MANNER INNIMSDEVER WITHOUT FIRST OBTAINING THE EXPRESS WRITTEN PERMISSION ATID COMM OF CSM ETSINRRNG, LLC. THIS DOCUMENT. THE WAS. AND DESIGNS INCORPOMTED HEREIN, AS AN INSTRUMENT OF PROFESSUNLL BE7NICE, 6 PROPERTY OF CSM ENGNEERNG, LLC AND IS AOf TO BE USED. IN WHINE DR IN PART FOR ANY OTHER PROECT WITHOUT THE WRITTEN N MDR17AWN OF CSM ENGINEERING, RC. ALL DIMENSIONS SHML BE VERIFIED IN THE FIELD BY THE CONTRACTOR. THE CONTRACTOR 6 RESPONSUIE FOR TIE COORODAABON OF ALL DIMENSIONS ALL DUENSIDlS SWL BE VERFITD IN THE FIELD BY THE COMMCIOR. THE CONIMCIOR 6 RESPONSIBLE FOR THE COORDM IDDN OF All DIMENSIONS ALL SMU3 MOGATED Pam TO "'XI I' RED DESIGNED BY: CHAR6 DARDEN DRAWN BY: TONY ODINS CHECKED BY. CHAFM DARDEN SCALE 1/8' - I'-D' PROJECT 1. DA \ No. 76910 -_ �Q STATE OF lV�� FS - '��S10NAL •\ ,E CHARLES A DARDEN JR DATE RORIOA REGISTE D PRORSSOML ENGINEER NO. 76910 SHEET NWL SXEEf /: D-4 7EMPORARY ANCHOR YMN. S e GFMANCE - BEHIN fWRSTLNO STEEL SPUCE MIN MAX. Dd1PlFR TEMPORARY LOCK -OFF ANCHOR FOR EDGE REPAIR HIS CORRECT SLAB EDGE WWTINO STEEL ROAR RWAM --\ I—OORR090N SPA.UNG FI AM Z' L 6" REPAIR OF SLAB EDGE 1s STRUCTURAL INSPECTION GRAND ISLES CONDOMINIUM 3702 NORTH A1A FORT PIERCE, FL 34949 rm s m ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC ZOE SW OCEAN BOULEVARD STUART, FLORIDA 34994 772-220.46O 1 Www.CSM•E.NET CERTIFICATE OF AUTHORIZATION: 29057 THE ENGINEER HEREBY EXPRESSLY RESDN6 HIS/TER COMMON uB COPYRIGHT AND OTHER PROPERTY RIGHTS. THESE PUNS AND DRAW= ARE NOT 10 BE PEIROBLCED. CHANGED. COED, OR ASSIGNED70 ANY HARD PARTY IN ANY FORM OR MANNER WHUSOEYFA WITHOUT TOO OBTAINING THE EXPRESS WRITTEN PERMISSION RO CONSENT OF CSM ENGINEERING, LLC THIS DOCUMENT. THE IDEAS. AM OEM INCORPORATED HEREIN. AS AN INSTRUMENT OF PROF50NL SERVICE, IS PROPERTY OF CSM ENGNEEIOR:, LLC AND IB NOT TO BE USED. IN WHOLE OR IN PART FOR ANY OTHER PROJECT WITHOUT THE WRITTEN AUIHORBARDN OF CSM ENGINEERING. DC. ALL OBEI✓9@S SHOL BE VEREIED N THE FIELD BY THE CDNOUC7oR. THE CDNIMTOR IS RESPONSIBLE FOR THE COORDINATION OF ALL NMENSIDHA ALL WNENSD:b SHALL BE YERFIED N THE FIELD "THECONTRACTOR. THE CONIRALIOR IS RESPONSIBLE FOR THE COORDINATION OF ALL DIMENSIONS. ALL SCALES INDICATED PERTAIN TO BsxlT' PIER RESIGNED BY. CHANTS DANDER DRAWN BY: TORT GOATS CHECKED BE: CHARLS BARREN SCALE I/B' - P-O' PROJECT /: `Illlll�i�iii i V\CENSF OFiji �� No.76910 _ 0. . STATE OF ZORIDN YONAL CDATE FONDFE410NAL ENGINEER ND. 76910 SKEET NAPE: SHEE J: D-5