Loading...
HomeMy WebLinkAboutPERMIT PACKAGE,CSM ENGINEERING CIVIL • STRUCTURAL • MARINE SCANNED BY St. Lucie County ATLANTIS III CONDO PERMIT PACKAGE Located At: Atlantis III 10200 S Ocean Drive Jensen Beach, FL 34957 772-334-8900 Prepared For: Atlantis III 10200 S Ocean Drive Jensen Beach, FL 34957 772-334-8900 Inspected: December 5, 2018 Florida CSM ENGINEERING, LLC 2OS SW OCEAN E30ULEVARD STUART, FLORIDA.34994 ❑: 772-220-4601 W: WWW.CSM-E.NET REVIEWED FOR CODE COMPLIANCE ST• LUCIE COUNTY SOCC A I DA ).. " r Nor. '6S10 1 A. Dafdq fir;`• L01 10 PAGE 1 ❑F 17 s TABLE OF CONTENTS Title Page Table of Contents Scope of Work Scope of Work Attachments: Inspection Plan Section I - Concrete Repair Specifications Section 2 - Corrosion Inhibitor Specifications Section 3 - Waterproofing System Specifications Section 4 - Steel Reinforcement Protection Specifications Section 5 - Sacrificial Anode Specifications Section 6 - ICRI Standards Section 7 - Dust Wall Specification Drawings Section 8 - Restoration Drawings Restoration Drawings: Permit Drawings PAGE 2 OF 1 7 1 2 3-4 6-8 9-10 1 11-12 13 & Attached 14 & Attached 15 & Attached 16 & Attached 17 & Attached Attached 49 Pages SCOPE OF WORK CONTRACTOR shall provide all labor, supervision, parts, materials, testing, tools, equipment, utilities, permits, temporary facilities, sanitary facilities, swing stages, and scaffolding, required for completion of the below described WORK in accordance with the applicable drawings, specifications, codes and standards. The WORK to be performed by CONTRACTOR includes: 1) Mobilization 2) Protection of Existing Conditions: a) Provide protection systems for existing site exterior components, including vegetation and private property of residents and visitors, which may be damaged as a result of CONTRACTOR'S performance of the WORK. Existing conditions of all site components that are in proximity to the WORK shall be surveyed and documented by CONTRACTOR prior to the commencement of work. 3) Railings and Screen, Shutter Systems, Sliding Glass Doors, Doors and Windows: a) Removal, protected storage and reinstallation of existing railings and screens, shutter systems, sliding glass doors, doors and windows as required for the WORK and as directed by ENGINEER. Where possible, the existing enclosures shall be left in place, rather than removed. 'b) All permanently installed fastener materials shall be stainless steel and shall be approved by ENGINEER. c) Removal and disposal of existing railings and screens, shutter systems, sliding glass doors, doors and windows as required for the WORK and as directed by ENGINEER. 4) Weather Walls: a) Installation, maintenance and removal of weather walls and protection systems for exposed building interior spaces and surfaces as directed by ENGINEER. 5) Tile Removal: _ a) Removal and disposal of existing tile and other floor finishes, including adhesives, as required for the WORK and as directed by ENGINEER. 6) Concrete Repairs: ' a) Investigation and excavation of deteriorated concrete and reinforcing steel shown on the below listed attached Inspection Spreadsheets and Inspection Drawings, and as directed by ENGINEER. Estimated quantities shown on the attachments are subject to revision based on the results of such investigation and excavation. b) Surface preparation of excavated areas. c) Restoration of oxidized reinforcing steel. d) Installation of Sika Galvashield XP+ galvanic sacrificial anodes as directed by ENGINEER. e) Patching and/or placement of concrete in the prepared areas to match adjoining surfaces. 7) Waterproofing System: a) Apply Degussa Protectosil (corrosion inhibitor) over the repaired concrete deck and edge on walkways and balconies that are not enclosed within a weather tight system. b) In locations specified by ENGINEER, install Sika Sikalastic, STO Decocoat, or BASF Sonoshield waterproofing system consisting of primer, base coat and top coat (aggregate and backroll) in accordance with manufacturer's specifications. 8) Stucco Repairs: a) Prepare all damaged stucco surfaces and apply stucco finish to match existing adjacent stucco surfaces. 9) Painting: a) Preparation and painting (prime coat plus one finish coat) in accordance with the manufacturer's recommendations of all repair areas and surfaces disturbed by CONTRACTOR to match the existing adjacent finish. 10) Demobilization PAGE 3 OF 1 D Inspection Drawings: Key S-1 — 1.3 S-2 — 2.2 G01 - 710 D- I — D-5 Stairs Cover & Maps Notes Notes Balcony Drawing Details Stair Sections ATTACHED INSPECTION DRAWINGS ATTACHED SPECIFICATIONS AND DRAWINGS The above WORK shall be performed in accordance with the following attached Specifications and Drawings: Section 1 — Concrete Repair Specifications Section 2 — Corrosion Inhibitor Specifications Section 3 — Waterproofing System Specifications Section 4 — Steel Reinforcement Protection Specifications Section 5 — Sacrificial Anode Specifications Section 6 — ICRI Standards Section 7—Dust Wall Specification Drawings \�tI1111itI�� (ji U No 76cJ10 Charles A. Da�I�YJr. S LF! t '' . ," Florida Registe't ro,fies�q�'E 1&4 �MAl %�`, 10 PAGE 4 OF 1 7 ENGINEER OF RECORD INSPECTION PLAN GENERAL A. ENGINEER shall review any work underway, as appropriate. All structural repairs, including reinforced concrete repairs at each location require specific engineering inspections and approvals. Non-structural work, such as stucco, overlays, waterproofing, and all non -reinforced concrete placements do not require inspections and approvals at each phase of work, but will be subject to ongoing engineering observations and approvals during the work. B. CONTRACTOR shall notify ENGINEER at least 2 business days prior to any required inspection. C. During the onsite inspections, ENGINEER shall review any work underway, regarding work locations, methods, shoring, forms, safety, property protection, concrete placements, proper curing of newly placed concrete, OWNER concerns, or any other items as appropriate. D. CONTRACTOR's site superintendent shall maintain a set of inspection drawings and spreadsheets marked up to indicate the current work status. Theses shall be available for review by ENGINEER and OWNER upon request. E. ENGINEER shall submit a written report to the Building Department at the end of construction. CONCRETE RESTORATION A. ENGINEER shall identify and mark out all areas to be investigated and / or excavated by contractor prior any excavation being performed. B. EXCAVATION LIMITS: ENGINEER shall inspect and approve, as required, all limits of concrete removal and all steel reinforcement repairs. ENGINEER shall verify contractor measurements and approve or disapprove, as required, all contract chargeable quantities for all repairs. C. APPROVAL TO PLACE CONCRETE: ENGINEER shall inspect all areas prior to concrete placement and give approval, as required, for all concrete placements. ENGINEER shall inspect all prep work, including forms, shoring, safety, steel bar repairs, sheathing installation and any adjustments to excavation limits. D. PLACEMENT OF CONCRETE: All design mix truck placements of concrete require on site engineering and shall be inspected by ENGINEER during placements. Approval of design mix placement based on slump results, environmental conditions, etc. shall be at the discretion of ENGINEER. ENGINEER may also require inspections of bag goods concrete placements. E. FINAL: ENGINEER shall inspect and approve, as required, the completion of all repairs, including any correction or punch list items for each work area as appropriate. ASSOCIATED WORK A. ENGINEER shall approve all removal of existing rail and screen enclosures, exterior and interior glass systems and doors, shutter systems, tile and other floor coverings prior to any removal work being performed. B. ENGINEER, with OWNER's approval, shall designate the disposition of all building components to be removed prior to its removal. C. CONTRACTOR shall document the condition and functionality of all building components to be removed and reinstalled and ENGINEER shall approve same prior to removal. D. ENGINEER shall inspect the reinstallation of existing building components to verify that it is in accordance with the manufacturer's recommendations and that the condition and functionality have not been degraded. ENGINEERING APPROVALS A. ENGINEER shall approve all work completed. B. ENGINEER shall approve or disapprove, as required, specifications for all contractor -supplied materials at least 7 days prior to planned material use or placement. C. ENGINEER shall determine any disputes regarding reasonableness of repairs involving structural integrity. 1. The Contractor is totally responsible for the permit application and all costs, including renewing the permit in a timely manner before expiration, and close-out final, without cost to the Owner. 2. Upon receipt of permit, the Contractor shall transmit a copy of the permit showing the permit number to the Owner and Engineer of Record for correspondence with the building department. 3. The Contractor is responsible to request and submit the inspection dates to the building department as needed. 4. The Contractor is responsible to protect building, driveways, landscaping and personal property. END OF SECTION PAGE 5 OF 1 7 SECTION - 1 CONCRETE REPAIR SPECIFICATIONS PARTI-GENERAL 1.1 DESCRIPTION OF THE WORK: A The scope of work to be performed under the terms of this contract includes furnishing of all materials, labor, services, utilities, permit fees, supervision, tools and equipment, required or incidental to the demolition, repair and replacement of the deteriorated concrete. The work will include, but is not limited to, the following elements: 1 Demolition, removal and disposal of deteriorated concrete and reinforcing steel as identified by ENGINEER. 2 Surface preparation and installation of repair materials of the deteriorated concrete and reinforcing as identified by ENGINEER. 1.2 SUBMITTALS A Contractor shall submit to ENGINEER for review and acceptance, concrete mix designs, manufacturer's product information and manufacturer's installation instructions for all materials specified. B Certification of non -reactivity of all aggregate. 1.3 SITE OBSERVATIONS A Surface preparation of all repair areas shall be observed and accepted by ENGINEER prior to placement of the repair materials. B Concrete surfaces shall be observed and accepted by ENGINEER prior to placement of balcony tile or other finish materials. C Engineer shall be notified a minimum of 24 hours prior to all observations. PART 2-PRODUCTS 2.1 CONCRETE BAG MIX A MATERIALS 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 %" minimum depth saw -cut, perpendicular or slightly undercut to the concrete surface at the limits of the repair to prevent feathering of the patch material. Do not cut any reinforcing, except as accepted by ENGINEER. F Application of repair concrete shall not be less than %' in depth. G Prepare all concrete surfaces to receive the repair material, including the saw -cut, to achieve a minimum surface profile depth of 3", where possible, with a new fractured aggregate surface to adequately anchor the patch material. H Remove all rust and scaling of the reinforcing thoroughly by media blasting and/or mechanical wire brushing. PAGE 6 OF 1 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 fCRI. 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 reprinted 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. I ..... ....... ..... _..... ---- PAGE 7 OF 1 7 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: l Sika—ArmatecI10EpoChem(Preferred) 2 BASF - EMACO P-24 3 BASF — ZincrichRebarPrimer 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 V4". 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 V? per lift. G Use pressure injection equipment to seal cracks on underside and vertical faces of concrete beams, columns and corbels with: 1 EUCO 452 M.V. Epoxy System or 2 Sikadur 35, Hi -Mod LV epoxy resin mortar or 3 Seal ports and cracks with Sikadur 31, Hi -Mod Gel, or Sikadur 33 or 4 Simpson Strong Tie ETI Epoxy Injection System 3.9 SURFACE APPLIED CORROSION INHIBITOR A Apply Sika Ferrogard 903 in accordance with SECTION 2 to 28 day cured, exposed concrete surfaces identified by ENGINEER. END OF SECTION 1 PAGE 13 OF 1 7 SECTION - 2 CORROSION INHIBITOR TREATMENT SPECIFICATIONS PART 1-GENERAL 1.1 SUMMARY A Section Includes: I 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: I 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 Ibs/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 pending. 8 Must increase the resistance of chloride ions using AASHTO T277 "Rapid Determination of the Chloride Permeability of Concrete" by 90% minimum. 9 Note: A qualified independent laboratory must perform all corrosion and chloride data. D Regulatory Requirements: Products shall comply with State and local regulations regarding Volatile Organic Content (VOC). 1.4 DELIVERY STORAGE AND HANDLING A Packing and Shipping: Deliver products in original unopened packaging with legible manufacturer's identification. B Storage and Protection: Comply with manufacturer's recommendations. 1.5 PROJECT CONDITIONS . A Environmental Requirements: 1 Maintain ambient temperature above 40 degrees F during and 24 hours after installation. 2 Do not proceed with application on materials if ice or frost is covering the substrate. 3 Do not proceed with application if ambient temperature of surface exceeds 100 degree F. 4 Do not proceed with the application of materials in rainy conditions or if heavy rain is anticipated with 4 hours after application. . PAGE 9 OF 1 7 1.6 SPECIAL WARRANTIES A The system manufacturer shall furnish the Owner a written single source performance warranty that the concrete reinforcement corrosion inhibitor will be free of defects related to workmanship or material deficiency for a ten (10) year period from the date of completion ofthe work provided under this section ofthe specification. The following performance standards shall be specifically covered under the warranty: Using a device which employs linear polarization with a guard ring (device should be certified under SHRP) the corrosion current of the treated concrete shall be less then 0.5 µA/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-bome, surface applied product manufactured in an ISO 9002 certified facility, meeting or exceeding the physical and performance characteristics of the following approved product: 1 Sika Ferrogard 903 (Penetrating, corrosion inhibiting, impregnation coating for hardened concrete). PART 3 - EXECUTION 3.1 EXAMINATION A Verification of Conditions: Examine areas and conditions under which Work is to be performed and identify conditions detrimental to proper or timely completion. I Do not proceed until unsatisfactory conditions have been corrected. 3.2 PREPARATION A Protection: I Unless inhibitor does not affect adhesion of sealants, paints and patching materials all adjacent surfaces shall be protected as necessary in accordance with the manufacturer's recommendations. 2 Follow the manufacturer's recommendations regarding condition of concrete surfaces before, during and after application. B Surface Preparation: 1 All caulking,joint sealants, repairing, and patching of concrete surfaces shall be installed and cured before application of inhibitor. If specified by ENGINEER, apply corrosion inhibitor to routed cracks prior to application of sealant. Confirm with Inhibitor Manufacturer compatibility of materials. 2 Prior to application of corrosion inhibitor, concrete surfaces shall be dry and cleaned of all dust, dirt, debris, grease, oil, grout, mortar, and other foreign matter. Concrete patches and all existing surfaces shall be prepared as recommended by the corrosion inhibitor manufacturer and acceptable to ENGINEER. 3.3 FIELD QUALITY CONTROL A Test Applications: Before application of inhibitor will be accepted, a test panel will be applied to the concrete to verify performance under the warranty provisions. 3.4 APPLICATION A Product shall be applied as supplied by the manufacturer without dilution or alteration. B Corrosion inhibitor shall be applied in accordance with the use of either spray, brush, or roller as per manufacturer's recommendations. Corrosion inhibitor shall be applied at a net coverage rate of 75-1.00 ft'-/gallon, in two or three equal coats, with a minimum one hour dry time between coats. C Follow manufacturer's recommendations concerning protection of glass, metal and other non -porous substrates. Contractor will be responsible to clean all surfaces that are contaminated by the corrosion inhibitor. D Follow manufacturer's recommendation concerning protection of plants, grass and other vegetation. Contractor will be responsible for replacing all plants, grass or vegetation damaged by the corrosion inhibitor. 3.5 CLEANING A As Work Progresses: Clean spillage and overspray from adjacent surfaces using materials and methods as recommended by corrosion inhibitor manufacturer. B Remove protective coverings from adjacent surfaces when no longer needed. 3.6 COMPLETION A Work that does not conform to ENGINEER's specifications shall be corrected and/or replaced as directed by the Owners Representative at the contractor's expense without extension of time. END OF SECTION 2 PAGE I D OF 1 7 SECTION - 3 WATERPROOFING SPECIFICATIONS BASF SONOGUARD SONOSHIELD SYSTEM PARTI- GENERAL 1.1 SUMMARY A Section Includes: 1. Waterproofing and decorative pedestrian traffic coating system for interior and exterior elevated decks as scheduled. 1.2 SYSTEM DESCRIPTION A A combined system providing a decorative pedestrian surface with the added benefit of a waterproofing membrane, with crack bridging capabilities. B The waterproofing membrane is a fluid -applied polyurethane waterproofing coating consisting of moisture curing mechanism. Materials have low odor and are VOC compliant. C The waterproofing system consists of the following components: 1. SONOGUARD BASE COAT, a one component, moisture -curing polyurethane. 2. SONOGUARD SECOND COAT, a one component aliphatic moisture -curing polyurethane. D System Performance Requirements: Provide material complying with the following requirements: I., Hardness (Base Coat): Shore A (60) per ASTM D 2240. 2. Hardness (Top Coat): Shore A (89) per ASTM D 2240. 3. Tensile strength (Base Coat): 752 psi (5.2 MPa) per ASTM D 412. 4. Tensile strength (Top Coat): 2,500 psi (17.2 MPa) per ASTM D 412. 5. Elongation (Base Coat): 595 percent per ASTM D 412. 6. Elongation (Top Coat): 502 percent per ASTM D 412. 7. Tear strength (Base Coat): 74 PIT per ASTM D 1004. 8. Tear strength (Top Coat): 199 PIT per ASTM D 1004. 9. Weight loss (Base Coat): 16 percent. Max: 40. 10. Weight loss (Top Coat): 17 percent. Max: 40. _ 11. Low temperature flexibility and crack bridging: No Cracking of base or top coat. 12. Adhesion peel (Primer and Base Coat): Plywood 34 pli, Primed mortar 43 pli per ASTM C 957. 13. UL Class A Fire rating. E Weathering Performance Requirements: (ASTM C 957). 1. Elongation recovery: 94 percent. Minimum passing: 90 percent. 2. Tensile retention: 151 percent. Minimum passing: 90. 3. Elongation retention: 94 percent. Minimum passing: 90. 4. Abrasion resistance (CS-17 Wheel, 1,000 g load, 1,000 cycles): a 1 mg lost system passes. b Maximum oss: 50 mg. 5. Crack bridging (1,000 cycles): System passes. F Color and Texture Requirements 1. Color shall match adjacent surfaces 2. Texture shall match adjacent surfaces 1.3 SUBMITTALS A Product Data: Submit manufacturers technical bulletins and MSDS on each product. B Quality Control Submittals: 1. Provide protection plan of surrounding areas and non -work surfaces. 1.4 QUALITY ASSURANCE A Qualifications: 1. Manufacturer Qualifications: Company with minimum 5 years of experience in manufacturing of waterproofing products and systems. 2. Manufacturer Qualifications: Company shall be ISO 900 L2000 Certified. 3. Applicator Qualifications: Company with minimum of 3 years experience in application of specified type products and systems on projects of similar size and scope, and is acceptable to product manufacturer. a Successful completion of a minimum of 3 projects of similar size and complexity to specified Work. PAGE 11 OF 17 B Field Sample: I. Install at Project site or pre -selected area of building an area for field sample. a Provide mockup of at least 10 square feet to include surface profile, sealant joint, crack, flashing, and juncture details and allow for evaluation of slip resistance and appearance. b Apply material in strict accordance with manufacturer's written application instructions. 2. Manufacturer's representative or designated representative will review technical aspects; surface preparation, application, and workmanship. 3. Field sample will be standard for judging workmanship. Maintain field sample during construction for workmanship comparison. 4. Do not alter, move, or destroy field sample until Work is completed and approved by ENGINEER. 5. Obtain ENGINEER's written approval of field sample before start of material application, including approval of aesthetics, color, texture, and appearance. 1.5 DELIVERY, STORAGE, AND HANDLING A Comply with manufacturer's ordering instructions and lead-time requirements to avoid construction delays. B Deliver materials in manufacturer's original, unopened, undamaged containers with identification labels intact. 1.6 PROJECT CONDITIONS A Environmental Requirements: 1. Minimum application temperature is 50 degrees F and rising. 2. Do not apply in rain or when rain is expected within 24 hours. Do not apply above 90 degrees For when temperatures are expected to fall below 50 degrees F within 24 hours. PART2-PRODUCTS 2.1 MANUFACTURERS A Subject to compliance with requirements, provide products from the following manufacturer: 1. BASF Building Systems 889 Valley Park Drive Shakopee, MN 55379 Customer Service: 800- 433-9517 Technical Service: 800-243-6739 DirectPhone: 952-496-6000 Internet: www.BASFbuildin2sVstems.com B Specifications and Drawings are based on manufacturer's proprietary literature from BASF Building Systems. Other manufacturers shall comply with minimum levels of material, color selection, and detailing indicated in Specifications or on Drawings. ENGINEER will be sole judge of appropriateness of substitutions. 2.2 MATERIALS A Acceptable Product: 1. Base Coat: Sonoguard Base Coat. 2. Second Coat: Sonoguard Second Coat 3, Aggregate: Sonoguard Aggregate or equal. 4. Cementitious and epoxy patching materials: BASF Building Systems Repair mortar and Epoxies. 5. Sealant primer: Sonnebom Primer 733. 6. Sealant: Sonnebom SL-2 or Sonneborn Ultra. 7. Deep joint sealant: Sonnebom SL-2 or Sonnebom NP-2. 8. Acryseal HS PART 3 — EXECUTION 3.1 EXAMINATION 3.2 SURFACE PREPARATION A Substrates must be sound and free of dust, dirt, laitance, paints, oils, grease, curing compounds, or any other contaminants. B Verify substrate has properly cured. If efflorescence is present, mechanically remove it before proceeding. For extreme cases where this is not adequate, contact Technical Service. Concrete should have a minimum compressive strength of 5,000 psi (21 MPa) and be cured for a minimum of 28 days or 80 percent of design strength. PAGE 1 2 OF 1 7 SECTION 4 STEEL REINFORCEMENT PROTECTION SPECIFICATIONS See attached Product Data Sheet PAGE 13 OF 17 Product Data Sheet Edition07/02/2007 Revision no: 0 Identification No 01 03 02 01 001 0 000001 SikaTop4Annatec 110 EpoCem® SikaTop°-Armatec 110 EpoCem° Bonding Slurry and Anti -Corrosive Rebar Coating Product - Cement -based expoxy-modified three -component anti corrosive coating and Description bonding slurry. Uses As an anti -corrosion coating for reinforcement steel: ■ For repairs to reinforced concrete where there is corrosion of the underlying reinforcement steel ■ For the preventive protection of reinforcement steel in thin reinforced concrete sections As bonding slurry for use on concrete, mortar or steel: a For repairs to concrete using SikaTop patching and repair mortars ■ For bonding of new and old concrete Characteristics / ■ Excellent adhesion to steel and concrete Advantages ■ Acts as an effective barrier against penetration of water and chlorides s Contains corrosion inhibitors S Provides an excellent bonding coat for subsequent application of repair mortars, cement and epoxy based ■ Pre measured, ready -to -use packs X May be spray -applied ■ Frost- and de-icing salt resistant ■ Non -Flammable Test certificates LPM, Laboratory for Preparation and Methology, Beinwil am See, Switzerland Ibac Aachen A 3119/3 Product Data Technical Data Mix: Grey Comp. A: White liquid Comp. B: Colourless liquid Comp. C: Dark grey powder 20 kg units (A+B+C) Storage Storage Conditions Store at temperatures between +5 °C and +25 *C. Comp. C must be protected from humidity. Shelf life 12 months from date of production if stored properly in unopened original packing. SikaTop0.Armatec 110 EpoCem® 113 Mechanical/Physical Properties Density (+23 °C) Comp. A 1.05 kgA Comp. B 1.03 kgA Comp. A+B+C 2.00 kgA (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/mmz Index of resistance to diffusion of water vapour — 700 (pH2O) Index of resistance — g0.000 todiffusion of carbon dioxide (NCOz) Thermic coefficient of — 18. 10 per °C ' expansion Application Details Mix ratio Parts by weight : A: B: C = 1.14: 2.86 : 16 Parts by volume: A: B : C =1.14 : 2.86 : 10 Pot life (8 kg) 3 hours (at an ambient temperature of +5 °C to +30 °C) Limitations Min. application temperature (ambient and substrate) : +5 °C Max. substrate temperature: +30 °C The recommended dosage must be strictly adhered to. ' On no account should water be added to the mix! Coverage As an anti -corrosion coating : — 2 kg/mzfor 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 SikaTopO-Armatee 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 4 hrs at +5 °C Freshly applied SikaTop-Arnatec 110 EpoCem should be protected from pollution and rain until next coat is applied:, Cleaning Use water to remove uncured material from tools and mixing equipment. Once cured, SikaTop-Arrmatec 110 EpoCem can only be removed mechanically. Imported Notes When SikaTdp-Anmatec 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. 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 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 products, users should refer to the most recent Material 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. Tel +90 216 494 19 90 Fake +90 216 494 19 84 �.sikamm M SECTION 5 SACRIFICIAL ANODE SPECIFICATION See attached Product Data Sheet PAGE 1 4 OF 1 7 IMBEDDED GALVANIC ANODE 2003 Nova Award Nomination 12 Galvashield@ XP Embedded Galvanic Anode Galvashield XP is a patented sacrificial embedded galvanic anode that provides localized galvanic corrosion protec- tion in reinforced concrete structures. The anode consists of a zinc core surrounded by an active cementitious ma- trix' 63mm diameter x 28mm high embedded anode is quickly and easily fastened to reinforcing steel. Once installed, the zinc core corrodes preferentially to the surrounding rebar, thereby providing galvanic corrosion protec- tion to the reinforcing steel. In the mid 1990s, Vector Corrosion Technologies, through research and development and in partnership with Fos - roc International Limited, a. UK company, developed the Galvashield XP embedded anode as a breakthrough in the corrosion protection of concrete structures. The design philosophy behind the Galvashield XP embedded anode was to create a simple product that could be incorporated within a patch repair to minimize ongoing corrosion and extend the life of concrete repairs. Without protection, corrosion continues in the reinforcing steel immediately ad- jacent to the repair and results in premature failure. The anode has been designed to focus protection in the narrow zone directly adjacent to the repair. The size and discrete nature of the anode makes it convenient to install in a wide variety of repairs, and provides the specifier with complete control when targeting the areas that should receive protection. The anode is suitable for large or small repairs; a large repair will simply require the incorporation of multiple anodes. The convenience of the anode makes it a cost effective method of extending galvanic protection to repair scenarios that were not practi- cal just a few years ago. The Galvashield XP embedded anode is a non -hazardous product. Manufactured of common construction materials it is installed simply without complex equipment or processes. Depending upon a project's design parameters the anode will normally operate for a period of 10 to 20 years. Once installed its zinc is converted into a stable, non- hazardous zinc corrosion product. After its service life is complete, the anode remains are dormant and concealed within the concrete, having no maintenance or special disposal requirements. The Galvashield XP embedded anode has been in use in North America since 1998 in a wide variety of applica- tions: deck repairs, joint replacements, pre -stressed and post -tensioned repairs and interface applications between new concrete and existing chloride -contaminated concrete where accelerated corrosion can occur. The anode re- duces on -going corrosion activity and also reduces the effect of ring -anode corrosion commonly associated with concrete patch repairs in reinforced concrete. In order to verify the performance of the Galvashield XP embedded anode, periodic evaluation by various research and education foundations is conducted to provide an unbiased opinion of the effectiveness of this innovative tech- nology. In July 2001, following evaluation of the anode, The Concrete Innovations Appraisal Service issued CIAS Report 01-1 Galvashield Embedded Galvanic Anodes for Repair of Concrete. The principal use of this report is as neutral documentation to help technical committees of the American Concrete Institute (ACI) and users of the an- ode to better understand the technology. As stated in the report "The technology offers an easy -to -understand con- cept, which gives the client confidence in the capability of the repaired structure to perform its intended use." In July 2002, the ASCE/CERF Highway Innovative Technology Evaluation Center (HITEC) commenced evaluation of the Galvashield technology. For many contractors and engineers perhaps the greatest benefit of the Galvashield XP embedded anode is the fact that installation requires little or no change from existing concrete repair practices, and only a minimal addition in cost. Normal patching procedures simply shift the corrosion reaction to adjacent concrete areas, thus creating a continual battle in which repair crews chase the corrosion problem around the structure. The Galvashield XP em- bedded anode prevents this from occurring by mitigating the corrosion problem using a maintenance -free, cost- effective strategy. Contact: David W. Whitmore • Vector Corrosion Technologies, Inc. • 417 Main Ave • Fargo, ND 58103 701-280-9697 • Fax 701-235-6706 • davidw@vector-corrosion.com • www.vector-corrosion.com Construction Innovation Forum • 43636 Woodward, Bloomfield Hills, MI 48302 •248-409-1500 • Fax: 409-1503 • E-mail: into@CIF.org • www.CIF.org d EMBEDDED GALVANIC ANODE 2003 Nova Award Nomination 12 Galvashield® XP Embedded Galvanic Anode g Actha Ce .LIAX m � Matri"', at..;r .'� Saaifirial Cut -Away of Galvashieldo XP Anode Bridge Widening Project —Anodes tied to reinforcing steel at joint between new and old concrete Surroundmg Recur, i Anode Gulmolcally Protects Corrosion is Reduced, },, Surrounding Rebar X1� i I J •Ner ±A (A4riM CAuI LuImW CoxMe CtJwidrvFiee rant , t9 w Concrete Girder Repair — Anodes tied to steel inside girder repair Concrete Patch Repair —Anodes tied around perimeter of repair Y Chloride Contnnd,iated 1 Chl idrF. P+uh Cy i J�Ir Cuircrele r � i L [ t f 1 Potential Difference Renreen Pmebund j Chloride Contaminated Concrete. t`" �. z Results in Acederated Corrosion _ Galvashiel0XPReduces "Ring Anode"Corrosion "Ring Anode"Corrosion(withoutGalvashield*XP) Construction Innovation Forum • 43636 Woodward, Bloomfield Hills, MI 48302 •248-409-1500 • Fax 409-1503 • E-mail: info@CIF.org • w .ClForg See attached Product Data Sheet SECTION 6 ICRI STANDARDS PAGE 1 5 OF 1 TECHNICAL GUIDELINES Prepared by the International Concrete Repair Institute December 2008 Guideline No. 310.1 R-2008 (formerly No. 03730) Copyright © 2008 Intema8onal Concrete Repair Institute TECHNICAL GUIDELINES Prepared by the International Concrete Repair Institute December 2008 Guide for Surface Preparation for the Repair of Deteriorated Concrete Resulting from Reinforcing Steel Corrosion Guideline No. 310.1 R-2008 (formerly No. 03730) Copyright 0 2008 International Concrete Repair Institute All rights reserved. International Concrete Repair Institute 3166 S. River Road, Suite 132, Des Plaines, U, 60018 Phone: 847-827-0830 Fax: 847-827-0832 Web site: www.icri.org E-mail; info(aicri.org �fP"-Y�v iN iFHNhrI: .: �ta:s:te, coracRzre:ir::-�::� About ICRI Guidelines The International ConcreteRepairinstimte (ICRI) wasfounded to improve the durability of concrete repairand enhance its valueforstructure owners. The identfication, 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 ofconcmte repair. A principal component of this effort is to make carefully selected information on important repair subjects readily accessible to decision makers. During the past several decades much has been reported in the literature on concrete repair methods andmaterials as they have been developed and refined. Nevertheless, it has been difficult to find criticallyreviewed information on the state of the art condensed into easy -to -use formats. To that end, ICRI guidelines are prepared by sanctioned task groups and approved by the ICRI Technical Activities Committee. Each guideline is designed to address a specific area of practice recognized as essential to the achievement of durable repairs. AIIICRI guideline documents are subjectto 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 F(IfIAIIONAt %NACRETE SEPAR.. � S T ( T LJ I G 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 ......................................................................................................... 6 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 /" pF48CC�s COMAETC 11' i V�a:�jo:w S Ylr:. 1 310.1 R-200S 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 ofcolumns where the concrete is in compression. Special consideration must be given to the repair of concrete in compression as the load -carrying capacity of the element may be, permanently compromised during the concrete removal and preparation process. While the procedures outlined herein have been used to successfully remove concrete and prepare the removal cavity on many projects, the requirements for each project will vary due to many different factors. Each project should be evaluated individually to ascertain the applicability of the procedures described herein. Refer to ACI 506R-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): Asurface layer weakened by interconnected microcracks in concrete substrates caused by the use of high - impact, mechanical methods for concrete removal, and surface preparation; fractured layer /.AM^\. ytt:Btl'. :'!�.VCRETE REPMR � :' > S i l "r U lG typically extends to a depth of 0.13 to 0.38 in. (3 to 10 mm) and, if not removed, frequently results in lower bond strengths as compared with surfaces prepared with nonimpact methods. Carbonation: The conversion ofcalcium ions in hardened cementitious materials to calcium carbonate by reaction with atmospheric carbon dioxide. Carbonation reduces the pH of the concrete and its ability to protect reinforcing steel and embedded metal items from corrosion. Chloride contamination: Contamination of concrete with chloride ions commonly used in deicing salts and accelerating admixtures such as calcium chloride and sodium chloride. Chloride contamination above the threshold for corrosion can result in corrosion of the reinforcing steel. Chloride threshold: The amount of chloride required to initiate steel corrosion in reinforced concrete under a given set of exposure conditions; commonly expressed in percent of chloride ion by mass of cement. Corrosion: Degradation of concrete or steel reinforcement caused by electrochemical or chemical attack. Microcrack: Acrack too small to be seen with the unaided eye. Tensile pulloff test: A test to determine the unit stress, applied indirect 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 ofcompletely removing the concrete (undercutting) from around the corroded reinforcement, no matterwhat degree ofcorrosion is found, iskeyto achieving long-term performance of surface repairs. In most cases, complete removal of the concrete from around the reinforcing steel is the best practice, where protection of the reinforcing steel within the GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION 31 OA R-2008 -1 iIAk . V Vilify' CONCRETE 5' Z-4,P 1 N- T I T repair cavity is achieved by providing a uniform chemical environment around the reinforcing steel. Ifnoncorroded reinforcing steel is exposed and the concrete is chloride contaminated, removal of the concrete around the reinforcing should occur or other corrosion -reducing means should be considered. Reinforcing steel partially embedded in chloride -contaminated concrete is susceptible to future accelerated corrosion. If, for structural reasons, the concrete cannot be completely removed from around the corroded reinforcing steel or if a corrosion inhibiting system is not used, the repairmaybe 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 -tern 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. aft_ _ _ _ __ � 10 _ M--2i _�. __.'•.—•r���• as �� •.� —� Fig. 5.1. Partial depth repair, slab or wall, section _ u o 0 O �� o 0 0 d 0°0 o 00 0 0 00 oovoo 0 0 00 0 0, O�Oo 0°.. 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 STEELCORROSION Fig. 5.3: Beam or rib repair, elevation p0 „p oO VO e ps 0.0 Oo �QO jV a o 000 0CIVO OQp � po 0 0 00 p00�o �O Fig. 5.4: Beam or rib repair, section Fig. 5.S: Column repair, elevation e•• e s e 1 • - .� f - ` 1 e Fig. 5.6: Column repair, section g9r'IC?!:J icaa?E P.EPRift S T T u lc 6.0 Configuration of Repair Area Deteriorated and delaminated concrete should be located and marked prior to starting the removal process. Delaminated concrete can be located using sounding or other suitable techniques. The repair area should extend a minimum of 6 in. (152 mm) beyond the actual delaminated concrete. Note that during concrete removal, repair areas can grow in size beyond the areas identified due to incipient delaminations that are not readily identifiable by sounding. Repair configurations should be kept as simple as possible, preferably square or rectangular with square comers (Fig.6.1). This may result in the removal ofsound concrete. Reentrant corners should be minimized or avoided, as they are susceptible to cracking. a-o 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 310.1R-2008 -3 r/may A if:C Ap. COnn r i . the repair material to the full circumference of the reinforcing steel will secmethe repair structurally. Provide a minimum ofO.75 in. (19 mm) clearance between exposed reinforcing steel and surrounding concrete or 025 in. (6 mm) larger than the coarse aggregate in the repair material, whichever is greater. Sound concrete may have to be removed to provide properciearance around the reinforcing steel. If impact breakers are used for partial depth concrete removal, the breaker should not exceed 30 lb (12 kg). A 15 lb (7 kg) breaker is preferred Fig. 7.1: Remove concrete to undercut and expose reinforcing steel and provide uniform repair depth Fig. 7.2: Saw cut perimeter to provide vertical edge Fig. 7.3: Abrasive blasting to clean substrate and reinforcing to minimize damage to the substrate, reinforcing steel, and surrounding concrete. Concrete removal should extend along the reinforcing steel until there is no further delam- ination, cracking, or significant corrosion and the reinforcing steel is well bonded to the surrounding concrete. Care should be taken to avoid significant and sudden changes in the depth of concrete removal; as the repair material is more susceptible to cracking at these locations. If noncorroded reinforcing steel is exposed during the removal process, care should be taken to not damage the bond to the surrounding concrete. If the bond between the reinforcing steel and concrete is broken, undercutting of the reinforcing steel is required. Remove all deteriorated concrete and additional concrete as required to provide the proper configuration and/or the minimum required thickness of repair material as required by the manufacturer of the repair material and/or the project specifications. 7.2 Preparation of the Repair Perimeter The perimeter of the repair area should be saw cut 0.75 in. (19 nun) 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 4-310.111-2008 GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OFDElERIORRTED 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 light rust build-up on the reinforcing surface is usually not detrimental to bond. If a protective coating is applied to the reinforcing steel, follow the coating manufacturer's recom- mendations for steel surface preparation. 8.0 Inspection and Repair of Reinforcing Steel Loose reinforcement should be secured in its original position by tying to secure bars or by other appropriate methods to prevent movement during placement of repair material. If reinforcing steel has lost cross -sectional area, a structural engineer should be consulted. Repair reinforcing steel by either replacing the ko Y7:0F:'a : i :MCFETE RrP LR I S T I T U" C damaged/deteriorated steel or placing supple- mental reinforcing steel in the affected section (Fig. 8.1). Supplemental reinforcing steel may be lap -spliced or mechanically spliced to existing reinforcing steel. The supplemental reinforcing steel should extend (lap length) beyond the damaged/deteriorated area in accordance with ACI 318, "Building Code Requirements for Structural Concrete." 9.0 Final Surface Inspection Immediately prior to placing the repair material, inspect the repair cavity to verify that all bond - inhibiting materials (dirt, concrete slurry, loosely bonded aggregates, or any material that may interfere with the bond ofthe repair material to the existing concrete) have been removed. If bond - inhibiting materials are present, the repair cavity should be recleaned as previously described. To verify the adequacy of the prepared concrete surface and completeness of bond - inhibiting material removal, a tensile pulloff test (ICRI Technical Guideline No. 210.3-2004 or ASTM C1583) should be considered to evaluate the bond strength capacity and tensile strength of the existing concrete substrate. This test may also be performed after the repair is complete. The pulloffstrength requirement should be established by the engineer and included as a performance specification for the repair. Affected Length LLoss of Cross Section_ r � Fig. 8.1: Repair of damaged1deteriorated reinforcing GUIDE FOR SURFACE PREPARATION FOR THE REPAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION 310.1 R-2008 -5 p1Q a➢j Ca8CRE2E SF .=-.a 10.0 Special Condition at Columns Fig. 10.1: Column load path Fig. 10.2a: Column repair Fig. 10.3: Column load path follawing repair 00 U o O3 - O 000 O O� IOOOQ) c ODOC> 0 Oc 0 Qp 00 OC o pp0 oa 0�0 � � 0 oOc �0 0 O O 00 0. O OS Fig. 10.2b: Column section 6-310.1R-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 within the reinforcing cage is considered to carry the compressive loads (Fig. 10.1). The concrete outside ofthe reinforcement is considered as protective concrete cover for fire and corrosion protection of the reinforcement Removing the concrete within the column reinforcing steel (Fig. 10.2) can greatly increase the compressive stress in the reinforcing steel and the remaining concrete. Upon concrete removal, compressive load paths redistribute around the repair (deteriorated) sections (Fig.10.3). Depending on the size of the concrete removal area behind the column steel, buckling of the column vertical reinforcing bars can occur. In the majority of cases, shoring systems will not unload.the compressive stress in the column section. When new repair material is placed in the prepared area, the new material cures and most materials undergo drying shrinkage, which results in the new material being put into a tensile stress state. The new material will not carry compressive loads until the original concrete compresses further, forcing the repair material into compression. If further compression is beyond the capacity of the existing concrete, failure of the column may occur. This key concept affects the concrete preparation process. In normal concrete repair (other than columns), removal of the concrete surrounding the corroding reinforcement (also known as undercutting) is a normal and necessary process to provide for a long-term durable repair. To remove concrete around vertical reinforcing steel in a column (removing concrete inside the reinforcing bar cage) can cause the remaining concrete and/or reinforcement in the column to become overstressed. From a structural point of view, this condition may not be desirable. If concrete is to be removed inside the reinforcement cage, a qualified structural engineer should determine the impact of the repair on potential reinforcement buckling and overall structural capacity of the column. Note that the discussion in this section is also applicable in concept to compression zone portions of other structural members such as beams, slabs, and walls (with or without compression reinforcement) where on -going compressive stress exists and where adequate shoring cannot be installed prior to repairs to prevent displacements and corresponding stress redistributions during repairs. inx .;:=EYE nEP.4uA rrecv. CT t'1'U'1'E 4itwx'fCs'i�i: 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 of the repair required, and the type of corrosion mitigation systems and/or preventative measures that should be considered to protect the structure from future deterioration. 12.0 References 12.1 Referenced Standards and Reports The following standards and reports were the latest editions at the time this document was prepared. Because these documents are revised frequently, the reader is advised to contact the proper sponsoring group if it is desired to refer to the latest version. American Concrete Institute (ACI) ACI 506R, "Guide to Shotcrete" ACI E706 (RAP 8), "Installation of Embedded Galvanic Anodes" American Society for Testing and Materials (ASTM International) ASTM C1583, "Standard TestMethod forTensile Strength of Concrete Surfaces and the Bond Strength or Tensile Strength of Concrete Repair and Overlay Materials by Direct Tension (Pull - off Method)" International Concrete Repair Institute (ICRI) ICRI Concrete Repair Terminology ICRI Technical Guideline No. 130.1R-2008 (formerly No. 03735), "Guide for Methods of Measurement and Contract Types for Concrete Repair Work" ICRI Technical Guideline No. 210.3-2004 (formerly No. 03739), "Guide for Using In -Situ Tensile Pull -Off Tests to Evaluate Bond of Concrete Surface Materials" GUIDE FOR SURFACE PREFAMTION FOR THE REFAIR OF DETERIORATED CONCRETE RESULTING FROM REINFORCING STEEL CORROSION 310.1 R-2008 -7 ATLANTIS III CONDOMINIUM STRUCTURAL INSPECTION KEY:Ra 1.8.3-4+- 1 -AMOUNT OF DAMAGE BUILDING ELEVATION CRACKS = NEAR FEET P"T - N ma OVERHEAD SPALL = SQUARE FEET DECK SPALL = SQUARE FEET EDGE SPALL = SQUARE FEET COLUMN SPALL = CUBIC FEET BEAM SPALL = CUBIC FEET WALL SPALL = CUBIC FEET 2 - LOCATION OF DAMAGE B = BEAM 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 ONL M = MIDDLE B = BOTTOM EXAMPLE: 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 NOTE: IT IS ANTICIPATED THAT THE MAJORITY OF THE DECK SPALL LISTED ARE IN FACT JUST DELAMINATED WATERPROOFING OR TILE LOCATION MAP a . W rD suLE ESTIMATED DAMAGE CATEGORY DAMAGE COLUMN SPALL 30 COLUMN CRACK 0 DECK SPALL 1200 DECK CRACK 0 OVERHEAD SPALL 450 OVERHEAD CRACK 0 EDGE SPALL 1200 WALL SPALL 10 POSSIBLE DOOR OUT 32 POSSIBLE WINDOW OUT 2 BEAM SPALL 25 RRE ACCESS DOOR 1 DECK SPALL = OVERHEAD SPALL = CRACK = STRUCTURAL INSPECTION ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 C5M ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC 2DB BW OCEAN BOULEVARD BTUART, FLORIDA 34994 772-220.4601 W .CBM•E.NET CERTIFICATE OF AUTHORRATICN: 39057 nx enrRm weer mssar �o wMx mNxl ux carmoe xR m w Nurxn a�wrs ryes wvs wo auxws ra wr ro a Rrlmaxm. nwem. wm a ♦�v® m urr mxo rum x Mr mxe aw Nwxw.+ursofrcn Nmw xxR wwxmc nR rmess xenw rreiesml.wo ramp 6 mi wWSAn+4 LLc. T6 Or4YG'1. M RAS AYO LL4S1$ x)RVWR➢16S1 /S I4 e61Mh➢II R N9ESmA 4eM. 6 M16WIY R Bl MMbY' IIC NO 6 wl fi 6150. N N4[ d M NA1 rW NR OAffl M1Of4l mxxe m[ xmmw NIII WIRux R rsI wu[wlc, ue. .ILL Ww90M 4WL H RPf®p Ixf RIY el M[ 6MI0.4'IPI. rK tlIIIlUC1016 ACE fOl M �]y1 ReRN U pl PwriAi Al mwsoxs vwl e[ wN®x erz me D N[ mmwtiw. eE mmR.nw N IesRlves ra nL mawNnnw ar Nl mmsmrz. fLL Yv6 vnulfn wnew m esSl l' ROR �� w«NDWRw Omar ��x a¢rxfn ee owus omrx sw: . NNn NDrza L. \V111111111�TA' A. DAR GENSF O�ti P i No.76910 *; * ;*_ 4/ - �� �Q '•. STATE OF NAL CHPALES A DARDEN A DATE Nwa xrNRven ND�nxu wmxml in Halo N¢r xNc nB ° KEY STRUCTURAL DESIGN CRITERIA: TFC-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 OTHERWIS 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. STRUCTURAL INSPECTIO ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 rm rm m ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENSINEERINGL LLC 208 SW ODHAH BOULEVARD BTUARTv FLORIDA 34994 772,220,4601 CERTIFICATE OF AUTHORIZATION: 29057 ana �i � .vMiR r�wE+a�w>•w�s�xmvnazrt Rvnuw�. aYwva. �. a M ro xn ram vMn x wr NAY 69 YMMpI YVAFAMA NAXM ift51 ffIMLNt M fYxdSS MEIIFN NNSAII MO fAH111 a @I [NLV0AN4, TIC. hE 0.UYM. M RAS Am ®f.'6 xLtRVPRR➢ �aP+I1, M M Na'IMYNI a 1AfEEDD::4 911fC 6 NMWIY a [L P901i E. TIC A`O R X01 fi ff UaID. N xAE al M PWI fW M( OVER RPftl eMart M YRnvi MMmzRna a rnl DeEew+e, uc. u moays swawa®xM[mnArMmavxim M aNINCla16 �OHdE M M QUIP a Al DiOMS. ML OMfN9[M 9Wl & YaI61F0 N 1NF Fpp 6Y IIR NNIPJCIM M WNINLM IS Af4GH9DE fOfl ME WFWYifM a Ill PYflIWWS. u vID Mornm imrrx ro unr Wars ®eEv Rc RMea oLmm XRux a.. >on ms nEwm M: waves Rwax rAc a s4.� Norn 1: \\\\1111111T�2/ A. DAR�F��', V' No.76910 �-10 ' �� •'• Q STATE OF ;'• !(7� i� •'••F20RIDP;.•' N F �ONAL CHARLES A OARUEN 11 GATE nwq Rcsc® vRa¢miYi vDMm w. xRiR sm wx sm 1: $-1 CONCRETE AND REINFORCING STEEL: 1. CONCRETE CHAIRS @ 36 ON CENTER, MAXIMUM EACH WAY 2. NO EXPANSION JOINTS SHALL BE INSTALLED WITHIN 20 FEET OF WALL CORNERS. 3. ALL REBAR 99 HOOKS ARE TO BE EXTENDED 24" MIN BEYOND THE TURN FIELD BENDS ARE TO BE DONE COLD AND THE DIAMETER OF THE BEND, MEASURED ON THE INSIDE OF THE BAR, IS NOT TO BE LESS THAN (36) BAR DIAMETERS. 4. CONCRETE CAP SHALL HAVE A DENSITY OF 144 PCF, AND SHALL CONFORM TO ACI 301-99. 5. CEMENT SHALL CONFORM TO ASTM C 94. 6. COURSE AGGREGATE SHALL CONFORM TO ASTM C 33, %" TO Y2" NOMINAL AGGREGATE. 7. REINFORCING STEEL SHALL CONFORM TO ASTM A 615, GR 60. 8. DCI CORROSION INHIBITOR, ASTM C 494 ADMIXTURE, SHALL BE ADDED AT 3.0 GAL/CY AS MANUFACTURED BY W.R. GRACE & CO. OR APPROVED EQUAL 9. CONTRACTOR SHALL REPAIR ALL SURFACE BLEMISHES (CHIPS, CRACKS, HONEYCOMBS, ETC) IN CONCRETE WITHIN 24 HOURS AFTER FORM REMOVAL. 10. ALL CONSTRUCTION JOINTS BETWEEN CAST -IN -PLACE CONCRETE TO BE BONDED WITH EPDXY BONDING AGENT & CLEANED WITH A ROUGHED SURFACE OF Y," AMPLITUDE 11. REINFORCING STEEL SHALL CONFORM TO ASTM SPECIFICATION A615, GRADE 60 FOR BARS AND ASTM SPECIFICATION A185 FOR WELDED WIRE MESH (W.W.M.). FABRICATION, INCLUDING ACCESSORIES, ALLOWANCE FOR CONCRETE PROTECTION AND MINIMUM AREA OF STEEL REQUIRED, SHALL BE IN ACCORDANCE WITH THE A.C.I. BUILDING CODE AND CRSI MANUAL OF STANDARD PRACTICE. 12. MIX DESIGNS 12.1. TYPE II NORMAL WEIGHT PORTLAND CEMENT 12.2. SIUCA FUME (MICROSIUCA)CEMENTTTIOUS ADDITIVE 12.3. ADMIXTURES FOR 12.3.1. SHRINKAGE REDUCTION 12.3.2. CORROSION INHIBITION 12.3.3. HIGH RANGE WATER REDUCTION 12.3.4. WATER CEMENT RATIO PER $8 & 9 12.3.5. POZZOLAN IS NOT TO BE USED IN THE MIX. 13. TO ENSURE COMPATIBILITY OF PRODUCTS, SILICA FUME AND HIGH RANGE WATER REDUCER SHALL BE FROM THE SAME MANUFACTURER. 14. WATER FOR MIXING AND CURING SHALL BE FRESH, CLEAN, POTABLE AND FREE OF INJURIOUS AMOUNTS OF OIL, ACID, SALT OR ALKALI. �15. A BONDING AGENT SHALL BE USED OVER SURFACES WHERE FRESH CONCRETE MEETS HARDENED CONCRETE. THE APPLICATION OF THE BONDING COMPOUND SHALL BE IN ACCORDANCE WITH THE MANUFACTURERS RECOMMENDATIONS. 16. THE SLUMP SHALL BE MEASURED FOR EACH TRUCK ON CONCRETE AND THE SLUMP SHALL NOT EXCEED 5 INCHES FOR THE CAP CONCRETE AND 6 INCHES FOR THE REMAINING CONCRETE. NO ADDITIONAL WATER MAY BE ADDED TO THE CONCRETE AFTER SLUMP MEASUREMENT UNLESS THE SLUMP IS LESS THAN THAT SPECIFIED ABOVE. 17. A QUALIFIED TESTING LABORATORY SHALL BE RETAINED TO PERFORM THE FOLLOWING TEST: (ONE COPY OF ALL TEST REPORTS SHALL BE SENT DIRECTLY TO STRUCTURAL ENGINEER AND OWNER) 18.1 CYLINDER STRENGTH TESTS - ASTM C39: ONE SET OF FOUR CYLINDERS FOR EACH 50 CUBIC YARDS OR FRACTION THEREOF. TEST ONE CYLINDER AT 7 DAYS AND TWO AT 28 DAYS. HOLD THE FINAL CYLINDER IN RESERVE.TEXT 18.2 SLUMP TESTS - ASTM C143 SHOP DRAWINGS AND FORM WORK PLANS: 1 CERTIFIED FORM WORK PLANS SHALL CLEARLY SHOW SIZE AND STRENGTH OF FORM WORK, SEQUENCE OF CONSTRUCTION, AND DETAILED PLANS OF FORM WORK REMOVAL AND RE -SHORING. B. ALL FORM WORK FOR CONCRETE SHALL CONFORM TO THE REQUIREMENT OF ACI SPECIAL PUBUCATION NO. 4, 'FORM WORK FOR CONCRETE" AND "STANDARD RECOMMENDED PRACTICE FOR CONCRETE FORM WORK", ACI 347, LATEST EDITION. 9. CONTRACTOR SHALL SUBMIT THE DESIGN AND DETAILS OF ALL FORM WORK, DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER FOR REM EW BY THE STRUCTURAL ENGINEER. 10. THE GENERAL CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS BEFORE SUBMISSION TO THE ENGINEER AND'MAKE ALL CORRECTIONS AS HE DEEMS NECESSARY. 11. DRAWINGS SHOWING ALL OPENINGS AND SLEEVES SHALL BE SUBMITTED BY THE CONTRACTOR FOR REVIEW BY THE ENGINEER. 12. SLEEVES, BOXES, AND OTHER OPENINGS WILL NOT BE PERMITTED UNLESS SHOWN ON THE DRAWINGS SUBMITTED FOR REVIEW. STRUCTURAL INSPECTION ATIANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 rm S m ENGINEERING CIVIL " STRUCTURAL • MARINE CSM ENGINEERING, LLC 20E1 6W OCEAN EIDULLYARD 6TUART, FLDRIDA 34994 772-220-4601 w .CBM•E.NET CERTIFICATE OFAVTHORIZATION: 29057 M C10IlP Nl£EY EINQ4N �.'.E 16ADI [[YWI WV➢x xU p1IIq PAaWx PAYS MS RAK NY WASI3 N[x1f 10RaY RFAYVGU. LN,N30. 01@ [N MSGKO m IM 1111D PNa N xtt faN LN WHNIP FtPlFfll xiM1N N6I ®LAVING M �)LY4 NRIIOI RD[59W Ao msxr a cR� Dx+Dnc. uc txs amm9, M ffa xm ®vrs YY91FfPARO NR0. u A MI9MN! a NYFSSD:Y 4NW.6 R6WIY a dl Oei�W.11G RR rs x0T m H Y40, w x P1 x v.VY rA IM OM1OI flN6f rmmxn M vwnD xYNmumx OF ON [xauxxL. uc xt oNo-sas wu a wa®x N[ Imn er M �mnwnm M O]IRMid rs dSV®F IU M QO®1V91 a xl WISLIS NL piupBGM 9V1L 6F 1p6®M ME RN BL M WYNL'161. M mnwLlw rs asvDeic nx M moweunox a xL o-nxmrrs. xL aAD Ymanv wYcx ro ssTlr Wars tea: �"aDOYxN a..NYY: rol.� Mdro el: b1Afl6 YW[O: [WL bAnn R06I ,: A. �1 1 -Q� 1G FR�F No.76910 =_ •. Z(/� �� ••• STATE OF : i� ••• FZORIO?".•'• ///11111111A CHARLES A DARDEN JR DATE 11aD11Q051EP.➢ pM{®]L4, flpXFFfl M. )69p 9EN xVR: Rftl 1: 5-1.1 1. ALL CONSTRUCTION SHALL BE DONE IN ACCORDANCE WITH THE FLORIDA BUILDING CODE, BUILDING k EXISTING; 6TH EDITION; 2017. 2. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS ON SITE BEFORE CONSTRUCTION HAS BEGUN. ALL OBSERVED DISCREPANCIES SHALL BE REPORTED IMMEDIATELY TO THE ENGINEER. 3. CONCRETE: All REINFORCED CONCRETE WORK SHALL BE DONE IN ACCORDANCE WITH ACI 318, "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE", AND ACI 301, 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS'. ALL CONCRETE REPAIR WORK SHALL BE IN ACCORDANCE WITH ACI "CONCRETE REPAIR MANUAL' LATEST EDITION, ACI 311, 'RECOMMENDED PRACTICE FOR CONCRETE INSPECTION'. ACI 347, 'RECOMMENDED PRACTICE FOR CONCRETE FORM WORK". ACI 304R, 'GUIDE FOR MEASURING, MIXING, AND PLACING CONCRETE". ALL STRENGTHS NOTED BELOW ARE 28-DAY STRENGTHS: POURED -IN -PLACE STRUCTURAL CONCRETE: 5000 PSI EXTERIOR CONCRETE SHALL HAVE 4% MINIMUM ENTRAINED AIR. 3a. THE MIX DESIGN SHALL MEET THE FOLLOWING MINIMUM REQUIREMENTS: COMPRESSIVE STRENGTH : 5000 PSI MIN. SLUMP: 5 TO 7 INCHES AIR CONTENT: 4% TO 6% OPTIONAL WATER/CEMENT RATIO: 0.40 PUMPABLE PEA -ROCK MIX MAX. COARSE AGGREGATE : 3/8' TO 3/4" CORROSION INHIBITOR: 2.5 GALLONS PER CUBIC YARD 4. REINFORCING STEEL SHALL BE ASTM A615, GRADE 60. TENSION SPUCES: 48 x BAR 0 FOR 83, 14, k 15 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, U.C. 7. CSM ENGINEERING, LLC. SHALL BE AFFORDED THE OPPORTUNITY TO PROVIDE CONSTRUCTION OBSERVATION SERVICES DURING THE CONCRETE RESTORATIONS. IN THE EVENT THAT CSM ENGINEERING, LLC. IS NOT RETAINED IN THIS CAPACITY, CSM ENGINEERING, LLC. CAN ASSUME NO RESPONSIBILITY FOR THE CONSTRUCTION DEFECTS FOR THE RECOMMENDATIONS PROVIDED IN THESE DOCUMENTS. 8. ENGINEER SHALL BE NOTIFIED A MINIMUM OF 24 HOURS PRIOR TO ALL OBSERVATIONS. STRUCTURAL INSPECTION ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 CSM ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC 208 BW OCGN EIDULEVARC BTIIART, FLCRImA 34994 172-ZZC-4601 WWW.CBM•E.NET CERTIFICATE OFAUTHORIZAMCIN: 29C57 eR oralax� vrcam, Rmna xsAex mm, w roman mwnx ws RlM ao du.,cs ua,mme< PaNARe. LIUV;p, pi,Eq Oi �6d1Ee 10.W, MITI PNIIY N MY NN [N LLl4N@ PMI4(l91 XIIMJP RT WaAdAG ThE [HIi6 HxIM Ne,59P1 /NU 9H1.'f 6 t91 d'tHCbY. 11L Ms ooarEln. rc Ixa, wa a9va e>maaam Amen a Lv MIIMGf Q P1lF9MY 4RCL 6 PWflY a' d, GOIWI' TIC rw rs w m a Naq x xu[ m w aun me xn oMe wo[a rrtNwrt M[ ewnal ,udom�ntx a CRI vmem¢, uc NL PuaNMS 9tVL & 19tl®d !,¢ R1Y HI M[ OM0.�Llal !K tldlP/CIOt 6 @9m®.E M 11E RtlbNttM f! ILL alFl®5. AI muxmars vw� R RPVIm x n¢ Im m M[ omRmiw. M wxm¢ra rs RsamdE rm nx m¢mdenw a ul xwsoxx. w� aW¢ vauwd rtmev, m esxlr xars omom xe awea dM:e du,N d: mn ads nxa® Rr: ouR[s nuvex sue A a�o.�, nmxcr k VA\IIIIII/// DA 5A. 10ENS �O�iL No. 76910 —_ �� '•, STATE OF !(M4ulZORION ;' NAL /11111111W CHARLES A DARDEN JR DATE RdOH PfaSlpfD FA6E®]]II4 OMiX6P W. 16910 9Q1 w2 9m f 5-1.2 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 ADDMONAL 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 ' HOROC 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 RENEW BY THE ENGINEER OF RECORD SHALL BE CONDUCTED. 5. ALL EXPOSED CONCRETE AND STEEL SHALL BE SAID BLASTED CLEAN OR WIRE WHEELED. A ZINC ANODE SHOULD BE INSTALLED TO BARE STEEL THEN A THIN COAT OF PENETRATING EPDXY SEALER SHALL BE APPUED 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 I. READY -MIXED CONCRETE SHALL BE MIXED IN ACCORDANCE WITH ACI 304 AND DELIVERED IN ACCORDANCE WITH ASDA C94. 2. SELECT PROPORTIONS FOR NORMAL WEIGHT CONCRETE IN ACCORDANCE WITH ACI 301. 3. CONCRETE SHALL BE CONVEYED FROM MIXER TO PUCE 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 SPALUNG, 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 SPRUNG OF CONCRETE WHICH IS TO REMAIN. 3. THE AREA OF CONCRETE TO BE REMOVED SHALL EXTEND ALONG THE LENGTH OF THE REINFORCING, BEYOND THE UNITS OF THE REINFORCING DETERIORATION A MINIMUM OF 2' INTO SOUND CONCRETE. 4. PROVIDE A V MINIMUM DEPTH SAW -CUT, PERPENDICULAR OR SUGHRY UNDERCUT TO THE CONCRETE SURFACE AT THE UNITS 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.AUL EXPOSED STEEL AND ALL CONCRETE SURFACE AREAS. 8. WHILE SCRUB COAT IS STILL WET, PUCE 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 WTIH THE MANUFACTURER'S INSTRUCTIONS AND RECOMMENDATIONS OR APPROVED EQUAL 2. ALL CONCRETE SHALL CURE A MINIMUM OF 28 DAYS PRIOR TO APPLICATION OF ANY COATINGS OR FINISHES. 3. AN OBSERVATION SHALL BE CONDUCTED BY THE ENGINEER PRIOR TO APPLICATION OF ANY COATINGS ON THE CONCRETE. ANY CRACKS IN THE REPAIR AREAS SHALL BE REPAIRED IN ACCORDANCE WITH THE REQUIREMENTS FOR CRACK REPAIRS. REPAIR OF CRACKS SHALL BE AT NO ADDITIONAL COST TO THE OWNER. STRUCTURAL INSPECTIO ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 rm s m ENGINEERING CIVIL • STRUCTURAL • MARINE C5M ENGINEERING, LLC 208 8W OCEAN BOULEVARD STUART, FWRIDA 34994 772-220.4601 w .CSM•E.NET CERTIFICATE OF AUTHORIZATION: 29057 re vaMM Neer mMzar � icp[v [URox w talwn �nott¢o. t�On m�§e�io��v�bb n�veR rav w uwxm merzeNm enxan Rm Aluei,GT¢ nwL6 MAIM N.0,59M Av omu+ar ra MDewe. uc 110 ro]4EY1. M rtAS NY fBY6 MIMPJIM NAN, r3 M NSIRNX(6 P'DFSNIL YMS. 6 Mpf/ R 44 MReM✓Hn TIC M95NOfNH190.M 1IAFMNVNII RP MY MEX AAER enxXn ne Mmrzx xexaeumx a mw ercNMmc. uc NL OdFIBdS 9wl & NNm N eE Rle 911M OMR:LIpL M WXIRY.iM R W9OdME IOi M M43IWM, Lf NL e1F9M. Ill eNOBC115 9WL 9F IOMM N M MIO Br ME p)HRV:le1. INC aNwtrM rs Ie�armR[ rM II[ o�nunox ar Nt oMxswxa xl sA6 vauMn wn.LLY m esTl l• Mmi R4]ID 9f. OIM6 V1M1EI1 MYN, BI: TeX f26 Drum M: awxts anolx YAL: b9mn iWfCf,: AI% A TILT//A77, Dq,p •,�. \ Q��P, \VAOENgF OFii No.76910 %. OF C(/It/� 0 STATE ;' G♦ //;// ZONAL E� j 1I1111111YA CHARLES A DARDEN JR DATE RMIlI RMSID®flD�UW M3XLIF IR)mm 9¢l,nlR 9f[I I: 5-1.3 10200 SOUTH OCEAN DRIVE FLOOR 1 UNIT 101 UNIT 102 UNIT 103 UNIT 104 STORAGE MECH. NIT 107 UNIT 108 UNIT 109 UNIT 110 ROOM LOBBYHUI FLOOR 2 UNIT Z01 UNIT 202 UNIT 203 UNIT 204 UNIT 205 UNIT 20fi UNIT 207 UNIT 208 UNIT 209 UNIT 2113 FLOOR 3 UNIT 301 UNIT 30Z UNIT 3133 UNIT 304 UNIT 305 UNIT 306 UNIT 307 UNIT 300 UNIT 309 UNIT 31 O ZORIO IN Lwi 40 ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 csm ENGINEERING CIVIL STRUCTURAL MARINE C5M ENGINEERING, LLC a08 SW OCEAN BGIILEVARU STUART, FILRIOA 34994 778-820-4fi01 www.CBM•E.d[T CERTIFICATE OF FLOOR 4 UNIT 401 UNIT 402 UNIT 403 UNIT 404 UNIT 405 UNIT 406 UNIT 407 UNIT 40B UNIT 409 UNIT 410 FLOOR 5 LUN UNIT 502 UNIT 503 UNIT 504 UNITSOS UNIT 506 UNIT 507 UNIT SOB UNIT 509 UNIT 510 FLOOR 6 UNIT 601 UNIT 60Z UNIT 603 UNIT 604 UNIT 605 UNIT 6Ofi UNIT 607 UNIT 608 UNIT 609 UNIT 610 STRUCTURAL INSPECTION AUTHORIZATIONLTJ : ZORIO Q ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 C5M ENGINEERING CIVIL STRUCTURAL MARINE CSM ENGINEERING, LLC 20B BW OCEAN fiOIILEVARa STUART, FIARIUA 34994 772-220-4601 vnvw.CBM•E.ET CERTIFlCATENCF AUTHORIZATION! 29057 mt tluxml carts'sxRmr RSWkS x�Axn uRuox urt msxtln ]o a worms x.¢ w] rrtvimou®, awsxoiwia m �mv® ]o xn ]cam vwn x wr logo as uaxm x+ursawv xnxpn nor osNoxo � terms xmin RRumox,wo ctlsxr a oT sauvwc uc ra urmRnr. ]N aat um users rmranro xsen •s w xs)wRnf a W3FID'Aa 9n¢ x f96gly a 49] OIaIDO4 uc Ab 61.Nfi R1®.NMUC O1w VIAIMMY OYFA ROER noun nx xnns xmvaura a a twrtw4 uc x: wn2ais swu a mmm x ra nto a m[ uxiRnm IIE IMI0.W'Id R PdOA9E M M 016A4RN M NL tln]Wt .LL fPIMA69WL R:�®MMF R10 BI n[01I0.1LIO1. M [dIMCIOI6 � M1n ]1[ apSlV W a MI WOWS 4L YN6 m4G1E0 RPfa'ry 15111' ROR OE46xID Bf. IXVA6 bIIRN WM rtf. IWI WmS MPID Bh. OVA6 U`9p vR: a amm R,ortn l: `\V111111111///// V • � No. 76910 _� ��Q '• STATE OF • ((/� ; YONAL ��G�\ CHAALES A DPRDEN JR DATE IWI.q Rm51PID R3F4AMY pgXRq w, ]691n 9RI NWF 9Q]/. 5-2.2 FLOOR 7 UNIT 701 UNIT 702 UNIT 703 UNIT 704 UNIT 705 UNIT 706 UNIT 707 UNIT 708 UNIT 709 UNIT 710 STRUCTURAL INSPECTION STRUCTURAL IN5PECTIO ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 rm s m ENGINEERING CIVIL - STRUCTURAL • MARINE C5M ENGINEERING, LLC 208 SW OCEAN FIMU P ARR STUART, FLLRICA 34994 772.220.4601 w .CBM'E.NET CERTIFICATE OFALITNORIWION: 29057 M RRxmI vmr pNesar umn[s Irs/xw CNMr uN mv�n iexnamiao. ow�R .�wNm.� m m.xv�r � r�Aan� ri.�vrR mxx an wursoom xnxam mR oNnxnxc M pnas NNrtx xwxp IFAua9l1 AVO N9MI Of 15v pNMpnTr 114 11N Pilll011. M ¢l[ AW N9M HIbFAFO NI®l AS Av NNMLFRf T iRIFSID:r 4RLE 6 VPoRWY R di P^✓OtbG IIC NLNMOfNPC 11�.NNYEdN WA1 RR Ml pMA N9ER npM M F]Ilp MIYOYIII V BI N90)M.IIG /LL OIEMM5 FM LWLH411NMf RIAp M[IXNIPARPI. M mXIN1.1P1 IS MTkBB.E FOI M WTArtuMx W NL PNNSIOXS. .LL ®0.9M 9pl RrV6®NMF INIOpMtlNN�CIR1. M mIRM.'IW 6 I®O®E rlN M blOulM O Nl Wl®6 AL 4/16 NIGip iWtvi t0 65111' gp15 omNun R: oNncs oxoex uuxx N: mrc toms Cam e,: aNecs pRAI sAe im - r'-o' IRm¢n h. 111 i11l��7 \AAA ' P -xcENq, No. 76910 �'0 ,0 '•. STATE OF /"j.S'ON .. At E 1HAAlF1 A UARREN IR RA1F ROPd Pf1i51pp R6�0]W NAiRFA to 16910 4R -E MR1: GOI-GO2 CERFIFlCATE CF AIlTHORIZAT[1N: 29057 STRUCTURAL INSPECTIONTTT 1 03 UNITI I O4 COLUMN SPALL = 00 COLUMN CRACK = 00 COLUMN SPALL = 00 DECK SPALL = 00 COLUMN CRACK = 00 DECK CRACK = 00 DECK SPALL = 00 OVERHEAD SPALL = 00 DECK CRACK = 00 OVERHEAD CRACK = 00 OVERHEAD SPALL = 03 EDGE SPALL = 26 OVERHEAD CRACK = 00 WALL SPALL = 00 EDGE SPALL = 26 POSSIBLE DOOR = 00 WALL SPALL = 00 POSSIBLE WINDOW = 00 POSSIBLE DOOR = 00 BEAM SPALL = OD POSSIBLE WINDOW = 00' BEAM SPALL = 00 IN5PECTIC] ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 C5M ENGINEERING CIVIL STRUCTURAL MARINE CSM ENGINEERING, LLC ROB 0W OCEAN 9CNLEVAXC STUART, FLCRICA 34994 772.22C•46C7 viww.CBM�E.NET CERTIFlCATE OF AUTHORIZATION: 39C57 ra xansm x�r Cwemr rssexu IxArw Cxrwl ur mwwwrt awm wmwn. xmns ms wuA rxo oru.�<s wr m x no e¢ wvwouo:o owam. �w+m ax csscav *a un wm run w xr mxv m vdxw vwisusrn xwwn swsr oeruaxc tt xams NxEN xmmpx.wo OM1a ar ml [xmt[cwq u<. tm 000son. tN sE¢ w9 mut r,maaxo NR➢t u ♦r 4RIwap1 Q xREbxl 9F%L 6 � R @I xMimx4 xG xm rs Mf m a t®. x rx9[ m w wm sm.u� mNw wmm nnxm nE xemx xmmzxiw v m Ixvawq uc x: owoNaxs swu az mmm x ra rmo er ws mxwinm nr WMP/IIfA rs PEW.�E fxl lK mA®w1r916 Y1 xIFA9M. u wavxs sluaxw®xlN mo arMmxlxnm M OiIG/Llxl x R90®F fxl xC ¢d�xlM (! 4L dlgm5 m sous naumo wmul m eeTn• Wars mws en nsaam naxx pum ar:. mai mws atoon ac xwers xvml YAL In' - I•d xOER I: � No.76910 ��Q �'• STATE OF • !V� ; 0.1 QNAL kWALES A UAAOEN JR UNIT: STO RAGE UNIT: MECH. COLUMN SPALL = 00 COLUMN CRACK = 00 DECK SPALL = 00 DECK CRACK = 00 OVERHEAD SPALL = 00 OVERHEAD CRACK = 00 EDGE SPALL = 06 WALL SPALL = 00 POSSIBLE DOOR = 00 LOB BY POSSIBLE WINDOW _ 00 00 UNIT: _ COLUMN SPALL = 00 COLUMN CRACK = 00 DECK SPALL = 00 • �. DECK CRACK = 00 OVERHEAD SPALL = 00 OVERHEAD CRACK = 00 EDGE SPALL = 00 WALL SPALL = 00 POSSIBLE DOOR = 00 POSSIBLE WINDOW = 00 BEAM SPALL = 00 STRUCTURAL DATE ATIANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 csm ENGINEERING CIVIL STRUCTURAL MARINE C5M EN�INEERIN�� LLC 2L1 E1 9W OCEAN BOULEVARD9T:IART. FLogIRA 34994 772.2211.4fiL11 VIW W.CBM-E.NET CEBfIFlCATE L]FAlI7NLARIZATION: 290fi7 ra xxumll¢xmr [s9mr amn[s xxMw mwx w mmsrt uw mxw dawr xdrs. ass Nus rm Nuvxcs xrc rNr la a gvimav, <xd:m. mxm, m esRm N AVY nNm runr x xn V[M QA LLMICY xUIY(�W InIW.V11F51 aIW@Y- x2 FSGRSS xElld �SDT Am m4xf a m FIaxPAw.. 11G nE mnnxxl, M urs Lm ®va xmamam waK 4 ev mmwlr a xa�s¢ smu¢ x xamn a m r». ut 4U 61N N R 16FA N NpL p M NAf ld IM. 04p1 Ml[R Nnnx na .NnNI xmwulRl a m dvumay. uc .u� xawmrs Nuu a wimm x N[ rqo d ra tdx.¢lux, ra LOXI0.11:10116144CNS®C Id M[ tl4Wglxd a W 6�xdPf u mmmxsvu Rsmm xrarm cra mmv.a ra fd:IW[fd 6 M IM M[Aou1M a NL YUEBdi ru was mom W. m nsTn• wars Rse® e.: oua:s w� aw d Idr mrs R¢dm A; OVA6 LVLLII V' � No.7691O '•, STATE OF 0 ZONAL E�.��• AAIIIIIIII��` GiARIES A DAADFN JA DATE wew xmmmm xxrasdN NxxFN xo. rmio sm xu¢ �,I. G07-GO8 UNIT:- 1 07 UNIT: i O8 ----------------- COLUMN SPALL = 00 COLUMN SPALL = 00 COLUMN CRACK = 00 COLUMN CRACK = 00 DECK SPALL = 00 DECK SPALL = 00 DECK CRACK = 00 DECK CRACK = 00 OVERHEAD SPALL = 00 OVERHEAD SPALL = 00 �f OVERHEAD CRACK = 00 OVERHEAD CRACK = 00 EDGE SPALL = 26 EDGE SPALL = 09 WALL SPALL = 00 WALL SPALL = 00 POSSIBLE DOOR = 00 POSSIBLE DOOR = 00 _ POSSIBLE WINDOW = 00 POSSIBLE WINDOW = 00 BEAM SPALL = 00 BEAM SPALL. = 00 STRUCTURAL INSPECTION STRUCTURAL INSPECTION ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH. FL 34957 C s m ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC 2118 SW OCEAN 9ouuvARU 9TUART! FIIIRICA 34994 772.220.4601 w .CRM-E.mE CERTIFICATECIFAVT110R=MCIN! 29057 M mon�x Y 6 M..O Ew..zs .rcq Wr�m�W APIN�4F@G. Lllw¢0. OT@ [N .x9GAID Iq N11' MPo vum x urc NM ql W.vx@ xu15M1`hP PMWf iRYf WAwxE M MIE55 NdfRN RgA59W M9 0]6NI6 f4 fxNRMY+. 11C. M6 p]]Ilpll. M RK MD tt9G6 ftltl6VUR0 MWX. a5 Yl IMIRYA'I R iR3F5ID•'l 91N..2 61A6WII6 4L q.VIO.N' xG Yx 61p1 fi H IN➢. d MOLW W vMR M AW ODFR g9FLT elXgll M fa1101 xllldllJA Q dl dXW411G /ll 6YE16R591LLH199m NML RLI BIM MIIV.'UIF. M tlMINCIOB 6 R9V9RF IOP M RO@WYx V ILL x1E19xi NL Ong90N5 9NL & 4fP94q M ME RIG 91 M[ ®Ilu/Clgl. M IXMWIIdi 6 R9CfRBIF !d M !L]IRWYx b ILL gRH54Xi /LL YN6 RIXARG vFA1M1 N 15111I' NOR GNID Bf MW[S M'dp SVIG I/1'•I'd RMRL: \\V�L111II11///// A. DAR p ...... . , VVOENSE'. V' No.76910 '•, STATE OF 4W 0, '•.F(ORIOP.•' N �0�� GLARLES A 1111 JR RATL na%Roman xnnmw wo.Rm w. �Nla am xnrt: 7a�h G09-GIO ATIANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 C5M ENGINEERING CIVIL STRUCTURAL MARINE C5M ENGINEERINGL LLC 2OB 8W OCEAN BONLEVARO Elruw¢r• FLORIOA 34994 772.33C-4fi01 VIW W.CHM-E.NET CERTIFlCATE OF AiITFiCRIZAl1CN: 39C97 PN IMLMFIP NORB! pPLQS¢Y f6¢IM1f5145/Nm LOMIYJH W IXPALM N8 OMFP mW@IY P5XI5. MLSf Po/16 WH LWNiXUS IA X41 m ¢ XmwaN�¢o, "cm. onm, w Lawm m Nrc MAN PAm+w xn mXX aX uMrm NumEnu NMM NHn am.NnN ME uPaas XHnmi rtnM.m uN mrswL ar Lsv fwxmext, uc TPi KfIHOIf. M 0GL AYE 061d5 HtlROUR TELLER'. AS AV P51NNG'1 Q F�I4 41M18E 5 NNNIY 6 L91 dEN0.O6. 11L AYI n NT m H �. N IiNf M MWAI Id MT OIIM N4TL1 RIMJIf M fAmll MmWlGlltll 6 CSY FNLNEWMy IIG NL OLm0.l59lVl HYf9m NM1O0 BLM N110.C10. M @IRXI0. 5 f.(WXISBL M M LtlMNM16Ill 61p19M .LL LM9M 9WLH Wnm NME1N061M @IIPK10. M MIIPKINI N �[ FlR M C�U1MX16 4L ml�].T !u scv6 ew,vm fRvw m n5111'rtms RRit➢ LT. WF6 WdX W.NI B1` RNY W. Lua® e: Lxnu Hoax � •.. �L i Q�• \-\GENgF V' No.76910 •'•, OF Q STATE 1-W-S POSSIBLE POSSIBLE WINDOW/SHUTTER OUT WINDOW/SHUTTER OU POSSIBLE DOOR OUT CONNECTIONS112-B-S - -/ TO BE REMOVED DID NOT INSPECT (SHUTTERS) UNIT: 2131 UNIT: 202 COLUMN SPALL = 00 COLUMN SPALL = 00 COLUMN CRACK = 00 COLUMN CRACK = 00 DECK SPALL = 21 DECK SPALL = 21 DECK CRACK = 00 DECK CRACK = 00 OVERHEAD SPALL = 00 OVERHEAD SPALL = 00 OVERHEAD CRACK = 00 OVERHEAD CRACK = 00 EDGE SPALL = 06 EDGE SPALL = 19 WALL SPALL = 00 WALL SPALL = 01 POSSIBLE DOOR = 01 POSSIBLE DOOR = 00 POSSIBLE WINDOW = 00 POSSIBLE WINDOW = 01 BEAM SPALL = 12 BEAM SPALL = 0013 STRUCTURAL INSPECTION 0 1 1 1 1 1`�AZA I I I I 1 11 i Fi�l I1� Z C5M 0 u! 0 o POSSIBLE DOOR OUT c UNIT; 203 UNIT: 204 _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ COLUMN SPALL = 00 COLUMN SPALL = 00 COLUMN CRACK = 00 COLUMN CRACK = 00 DECK SPALL = 30 DECK SPALL = 65 DECK CRACK = 00 DECK CRACK = 00 OVERHEAD SPALL = 00 OVERHEAD SPALL = 10 OVERHEAD CRACK = 00 OVERHEAD CRACK = 00 EDGE SPALL = 30 EDGE SPALL = 39 WALL SPALL = 00 WALL SPALL = 00 POSSIBLE DOOR = 00 POSSIBLE DOOR = 02 POSSIBLE WINDOW = 00 POSSIBLE WINDOW = 00 BEAM SPALL = 00 BEAM SPALL = 00 STRUCTURAL INSPECTIO ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 rm5M ENGINEERING CIVIL STRUCTURAL MARINE C5M ENGINEERING[ LLC 308 HW L7cFwN BouLEvwpo 3TIlARTr FLnRluw 34994 773-230-4fi01 WWW.C3M-E.NET CERTIFICATE OFALI7NCRIZA7ICN: 39C87 nv axxtm xtam osxesar wsmcs wsMw tmmx uv narwwr amm vwrmr woos. m[s[ vurx Yw oY+Yroa rv[ xar [a s xm pewroLao. tnuv-[v. mxm, ax asnty ro urt mm won m xn tam w vsvan masauu Ymun :ax oerwac M[ [apss wmmY F91YS991 AW LOX91f6 6Y EMfXEWX4 LLL ns oxmar. wl pus .wn omve xnamim:wt u.v x$Iwxplf f( fp/p9R119'.V. 6 4WdIY n L91 xYaae¢ IIL Atl 6101NH�.MrIY[Wx WAlMAYI OIIFR xnfn !YM M RIICI WfiWAM16 C91 . LLL Y[ tamlvnz sou a lwm x n[ rm e. M<mYnrciw. ra fb110.C1d 5 L M m[ LOW1I11XM 6Ill NL WlN9}6 9Wl H NAVI(D %Mf 140 B! ML tIX110.Y.169 IIQ WNRY10115 PESfQ'S9E xP M[ (mFLL41�d n Ill tlY[W9.S Yl sous Ipgiro pnnn m nsnr pars n5nm HI: nYR6 4Vgi11 OiW BI: lIM tl113 elpm iT: [rvaa6 M'ml `\\\\\1111111T�7j', V' � No.76910 �Q ••, STATE OF : • !(�� ��NA1. CWiLES A OPROEN JR DATE xcew pmilxm xaLads¢ Lxn¢x xa ssxo WOW �1. 205-206 964. ■■■■■■■■■■■I�� ��■■■■■■■■■■■■ %%% %% ■■■■■■■■■■■�� M■■■■■■■■■■■■ %%%' ,%� ■■■■■■■■■■■11 ♦ a • fi l■■■m■■■■■■■■ %�9 C� ar t a 1 aasUNIT: ZE36 1 11 COLUMN11 1 11 COLUMN11 1 1 1 II 1 11 1 1 I OVERHEAD 14 11 11 OVERHEAD 11 1 1 . 11 11 •1 • 111' 11 POSSIBLE DOOR 11 •1 11 11 •1 11 11 11 11 I I I I �..��i■■■■iiri% /i ■■■■■■r�����r%%%%%I r W,00rdri ■■■■■■■■■■■%%i■■■■■■■■■■■■■■ii%%ii%zi%%i%%i%/i%i%%i� ■■■■■■■■■■■i%i■■■■■■■■■■■■■■2�%i%i%%V. i%/i■■■■■■■ ■■■■■■■■■■■%i%%■■■i■■■■■■■■■%%i%i%fi%%i%2i%■■■■■■■ ����������� %rLn%� n■ ■■%%%%%%%%■■'//,%%%mini riiiiwniiznni u.���� ��� ■■■%%%%%%%%■■%%//.%I r� ■■■9,60%%9%%2■■Pi ■■■■■pi9%%9*■■■■■■� STRUCTURAL ATLAMIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 rm5M ENGINEERING CIVIL STRUCTURAL MARINE C5M ENGINEERING} LLC 2[IB SW OCEAN BOULEVARD ETOARTI FLDRIDA 34994 772.220.4fiO l www.C3M�E.NER CENTIFICA7E OF AIffH[IRIZATI[IN: 39057 M vmml �R oml�r Rswrts iaAlm mnw w omeoa Iro�xow�¢o. <x�wcm m�Nlo, w�issii o'io w°fv � v�imr�m unR NN W LLVMfP AW4(HN NIIDII NR RfM06 M ¢aSSS N111Ex Imusml ao m®:r D eN N.NEms4 uc 116 NLIDGI. M fEK ♦W ®>6 rY�4CP 1!0 MAOI M w NSMJI9rt 6 pO�n44NW.6 RAVWIY U CW OYitL91' NC NN N WI 10 H IE@ N N9C W M WA1 NM AW OiIEP MIE4T NOglf M IMIIEN .M 9E}Np R pl px(pJ{ NC NL M0.90M LWLft MAfINNIMS IDO BVM fMaRR4fl. M OM0.W'INI N I09Y199i NN M a]IWwttN Of W aW2iXi u wDexa sw}aws®xn¢Im erM mlmxlm. M OMLILIQ x A9QlixC M M DTIOWM 6 /ll a1Q9lS .LL SL46 i@GRO iWIW 10 65111' ROIs oE9E1.a R: awvEs bvoP NIXM an tMt 4M6 pFOID Nn, awa6 OtPp `\\\\111111///// �\CEN@Ac •.• � \ ��• � V' � No.76910 ��Q •• STATE OF ZQNAL ///lllllll\\ CHPAlES A DAROEN JR DATE Raan Nasiwm Rasmaxa eNaxm+ xl }ssla am xae xu}/ 207-208 "POSSIBLEDOOR aoo ■ COLUMN00 1 11 COLUMN00 I 11 1 1 1 00 1 11 OVERHEAD OVERHEAD OVERHEAD 11 OVERHEAD 11 1 1 11 11 '1 111' 1 '1 DOOR 11 •1 11 11 POSSIBLE DO 11 11 11 I I I I TRLICTLIRAL INSPECTION STRUCTURAL INSPECTION ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 C s m ENGINEERING CIVIL • STRUCTURAL • MARINE C5M ENGINEERING[ LLC 20B SW OCEAN BOULEVARD SWART, FLORIDA 34994 772-220-4601 w .CBM•E.NET CER71FICATE OFALTTHCRIZATION: 29057 ao xMEm apMmm�Exp�aw rs�mE�a�s Cvww�R weE�or mmpN mwm. w uuwm la un mN w urc hVI WRI rov w wrxfx Kwspm[w wmlwr R5r mlmwp mt F5x65 wwnfr: HAe54N Y9 ON4M � LEY kMxm0X4 IIG 116 roNEXI. M OX N91IDW p10Y(gwlm'09%M M M19YMI U VFtll29lR 2wQ.5 flISWIY 6 C91 pOIIWIG, LLC Po2MNR16FQNiOERp WRfW 41/pINW 1W(I.'1 61i411 M w511p NIIIWAOI R [L FlEfIDw511G RL WIP9J.5 9W14 MAfO x M fF10 wI1M[ IXMR�LIM. IK IXNIRCIOA 5 R9P5FIF NN INf W]I@A.IYII V ILL YYF19R3 N1 pINFX51d5 9Wt BE HRFQ M MF iNU BY INf WX1N[IEN. 1NE VMx1CIM K RSNMR[ NN IM WLAMNIYM V /ll pIYABMi NL N.VfS YbtAlm ffA1M' 10 65Y11' RNS If9]EO m 0119lS I.VOw' OVA1 Hf. M iDmi OQOip %: OVRES Ylgill 4N0 IA' a I'-0' NEIER I: \\`1111111111T22i DAR '�.. No.76910 =_ STATE OF [(7� Q'•, AS �oNAL CIIARLES A DARDEN JR DATE EmaN Rmiw® R6@011 EIEiRP xo �®ip R¢r xwc tl: 209-210 STRUCTURAL INSPECTIODID NOT INSPECT (SHUTTERS) csm UNIT; 3O 1 UNITI 30Z COLUMN SPALL = 00 COLUMN SPALL = 00 COLUMN CRACK = 00 COLUMN CRACK = 00 DECK SPALL = 16 DECK SPALL = 51 DECK CRACK = 00 DECK CRACK = 00 OVERHEAD SPALL = 03 OVERHEAD SPALL = 01 OVERHEAD CRACK = 00 OVERHEAD CRACK = 00 EDGE SPALL = 05 EDGE SPALL = 19 WALL SPALL = 00 WALL SPALL = 00 POSSIBLE DOOR = 00 POSSIBLE DOOR = DO POSSIBLE WINDOW = 00 POSSIBLE WINDOW = 00 BEAM SPALL = 00 BEAM SPALL = 00 ".' CERTIFICATZVI E ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 sM ENGINEERING CIVIL STRUCTURAL MARINE C5M ENGINEERING, LLC 308 9W OCEAN BOULEVARD STUART, FLOREOA 34994 773.220-4607 WWW.CBM�E.NET CERTIFlCATE OF AUTHORIZATION: 39057 n[ mcmLm xumr Ew9Ear 9F9Ms xrsMm QY4M uw mvNrJrt axn omw wmE4rc puns. mLSL Ru¢ ]nv aravus rm xm ro a Rmuaiuo, cwxcm, mnm, a4.Laivs ro um mw vwen x Am Eox4 ax Iu Rx wxslsRsw xnlon mn oerxmnc mE eRas wNNIEN RAmaw.ao omsvn R au LxoxLwiw uc nq wLuuLw.>N ous..wx Cmaxs xcaeanw Imm. u w 451PNIM 6191TLMLL SERf{[, R fr1PMY li f91 ENOREPPG. LLC �rs�ro�Y�.Rw�Lx4 xq��,�N»tx�m wmron ML xxrtmi umnqunox R csu nwmtwwc, uc.. ILL NNM4]ls 9WL [E �[Fx N ME fFN 9I M[ Wm4L10x. M[ fMxWTM 6 RSro4slRC fUmL N]R9AIAnM 61ll ®4rsd�XS x[ ox[4sws suu r<,mRm n ra rtw m ra ommnw M[ CRImACIM 6 R9TN519E f691M1 LWIANI.NN 6 W PYEBMS NL yN6 &6GIFn RM.VN N BSkll' FlD5 oLmrto � aLwEz Y4PEx wxx ar: Lvrc wxs aL�o xr ownm aYux T// \\VT1111111 Ds'6,0F2 No.76910 -_ ��Q •'•, STATE OF QNAL TILE - POSSIBLE DOOR OUT 1—B—S UNIT:_ 3O3___ UNIT;_ 304 -------- COLUMN SPALL = 00 COLUMN SPALL = 00 COLUMN CRACK = 00 COLUMN CRACK = 00 DECK SPALL = 24 DECK SPALL = 40 DECK CRACK = 00 DECK CRACK = 00 OVERHEAD SPALL = 04 OVERHEAD SPALL = 12 OVERHEAD CRACK = 00 OVERHEAD CRACK = 00 EDGE SPALL = 02 EDGE SPALL = 16 WALL SPALL = 00 WALL SPALL = 00 POSSIBLE DOOR = 00 POSSIBLE DOOR = 01 POSSIBLE WINDOW = 00 POSSIBLE WINDOW = 00 BEAM SPALL = 00 BEAM SPALL = 01 STRUCTURAL INSPECTION r�7j aFT-F- I _FT4 rlA O UCTLJRAL INSPECTIO ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, F, 34957 rm s M ENGINEERING CIVIL • STRUCTURAL • MARINE Cam ENGINEERING, LLC 208 SW OCEAN BOULEVARD STUART, FLORIDA 34994 772-220-4601 W .CSM.E.NET CERTIFICATE CFAUTNCROMIRION: 29057 .aE oR�nN � miss�we5 w oo �Mn�. N'nvml i41Pm.Y/N, LNAN3A IXPIN, LN KAN➢e 10 AhY MAO P.VIIY H MT Nltl 0.Y IfWXd MYI#,kVEP NMNJ! iB51 QMNAN614E pFAfSS MEIFX IflN410X M9 LP12M V L91 [AQX[FWN4. IIC. MS W:AIYRIL ME IRK. KX RRU. NRAM1W.1(D IfP61. K M MSIII11E RBEMI.. SFMILE, 5. MR6LI fW.PINm 11L Np IS NI Mg15£0,HMINE LW MPKI@l K!OMM piyLCl mmw n¢ NMIM unwmAlwx K CSu MLwFWmG 11C NL LNfNSILM 9VIl AE VfF64X N ME iKE N/ 11S L4NIWCIdI Mf W41P/RLfl R PESNX4dF f0F IXE f00XLNAgX V ILL NYEX9d5. ILL OMp5KK59WLSIflM16MMEf00bY1MLOIDRKIdi ME fdllWtlpl 5 R45N5fdE NA MF LWMYVAMM IFa VN M` ML NNES IXELVIO.1 m M111• RM Rsv® ae nuMEt nww vuw M: mxr mas ML[ME� M IXVgE3 WVM V No.76910 i13Q STATE OF XN ONA1 \E? CNARLES A DARDEN JR DATE 9RE. 1.. 305-306 WSIYFMI. ME FFM. .wO IX9G5 IIN STRUCTURAL IN3PECT1 r<1LOOSE RAILING 0 mF 0 POSSIBLE DOOR OUT A 0 S UNIT: 3O7 UNIT: 3O8 COLUMN SPALL = 06 COLUMN SPALL = 00 COLUMN CRACK = 00 COLUMN CRACK = 00 DECK SPALL = 108 DECK SPALL = 54 DECK CRACK = 00 DECK CRACK = 00 OVERHEAD SPALL = 13 OVERHEAD SPALL = 03 OVERHEAD CRACK = 00 OVERHEAD CRACK = 00 EDGE SPALL = 27 EDGE SPALL = 33 WALL SPALL = 00 WALL SPALL = 00 POSSIBLE DOOR = 02 POSSIBLE DOOR = 00 POSSIBLE WINDOW = 00 POSSIBLE WINDOW = 00 BEAM SPALL = 00 BEAM SPALL = 00 ENSt STRUCTURAL INSPECTIC310, ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 rm rm m ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC 208 SW OCEAN BOULEVARD STUART, FI RIDA 34994 772.220-4601 w .CSM-E.NET CERTIFICATEOFAUTNORI ATION: 29057 XE xflF81 fYFRE�Y RYF.£s xRMd WYWI ur QMd]II N9 Nxd P� FGIR. M[SC flANS MA CN.rM6 M[ XX! lY H MER P RPRmasp, cMvpm, LpMm, aR.�Dm m.wr Ixw vrxn M YN LMY M YNaaR Nwsmm enlwr msr rerravN nrt LaRss rMmM RLd15991 M9 LOX4M 6 CSY ppXpRX4 IIG, TK WLpLfM. lxf IXIS. Wp pEdNS HLp9GPAlm NFM. Ai A4 IXSMIYdl6 PMSD]IN SWMG R PIIpTPM1 R [SY dLMEdED 11L M9 RNN NfL �Nm.MIA VM PAft @i MY Opt PWER NIMM ML MflIM lNxp9UMN R ISY dGRIBF.. LLG NL pMN5ipl5 9YIL BF 1ilbFp N M[ fMN 6/ Mf WNIP.CILN iX[ [(NI0..LIM R htSP➢IL9E NX NR LU]IXfUMN T Yl pI4V9MS YL pMd51ttR 9Wl LE K@EO H M[ MW B• 1MWXM.CId Tlf �MX'tIM R XESPoN59E fP'I MF [SP[CYIION Lf .UL tlY[H9JR /LL NNE$ N➢IWm RMYX RI fl Nll' ROR mim W. IXM6 NV�II WPXN BI: ttMY OYIR OIEQF➢ 8f GIlP6 LLVQII Ib' SGLE: VeDA RgRCf I: :� QQ�''�\GENSecc�'•,�L �• No.76910 _� 0 % STATE OF C(/�� E ONAI. .�`• T11nI11N CHARLES A RARI)EN JR DATE M M RflTaRRD Ffl1R M MLNU IN nm 9III M1LL 309-310 TRLICTLIRAL IN5PECT10 ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 SM ENGINEERING CIVIL STRUCTURAL MARINE C5M ENGINEERING$ LLC Zoe ew OCEAN EIOIILEVARO RTIIART� FLORIDA 34994 772.220.4601 viww.CEIM•E.N[i CERTIFlCATE OF AITTHORIZATIL]N: 29057 mL b=xm� wee' i� m�.�«smwo�oudws av5u�cwmcn IQPPryYMO, pWCECEb, LblF4 M ISIbSO i0 NR MIA PAP[f d MY [Mx � �xM x Nd«n �5[ MfNNML dA � �Rd mdlosmi wo crosxr a av a5vann4 uc Mrs oauNmm, nE au, ao maLxs dmwoMpb xmux, rs w vmXuwn p vnromlu amu[. R pwrtRm a tst [xmmrmA. uc uA R xor $b p usm. m rma[ m d vw mx ury bMn mAta ViT1011! IME IAIIIFA MIIMCN.11LI1 R t91 dLxSFlIPW.IIL. u� omvisoxs dw[ e[ wIo®d Mf rtw ar M[ mnwsmX Irc tlHINL10i R IOSVBSIE fPl 11F WTANXIYN Of ILL b4fl6gM. u� odfieoxs svru e[ smn®w Mf rtw ry ra mrmuLOX.M: OM0.YIpi R R9P9BIE FM MEW]RWI.IYJI M NL PL4MI4X5. w wi[s IlvauRd vfmun N 65Y11' Kms o¢Aab M. [xwrs wmex oMxx xr rmv Gams aELx[o ar: bmrt[s wAEx sc¢b IA' - r-o' mAlfn I: P V' � No.76910 0 '• STATE OF ; • ((/lij� 70NAL G�\ 'SS CHPRLES A DAROEN JR DATE R4N✓N NfASIRfO �4RIUL EMiXRP W4 ]E910 9R[ ILWE: �0 401-402 ::::::I-] = 6-C-S-T UNIT: 40 1 UNIT: 402 — _ — _ _ — _ _ — — _ _ _ _ _ _ COLUMN SPALL = 06 COLUMN SPALL = 00 COLUMN CRACK = 00 COLUMN CRACK = 00 DECK SPALL = 15 DECK SPALL = 95 DECK CRACK = 00 DECK CRACK = 00 OVERHEAD SPALL = 06 OVERHEAD SPALL = 00 OVERHEAD CRACK = 00 OVERHEAD CRACK = 00 EDGE SPALL = 06 EDGE SPALL = 28 WALL SPALL = 00 WALL SPALL = 00 POSSIBLE DOOR = 00 POSSIBLE DOOR = 00 POSSIBLE WINDOW = 00 POSSIBLE WINDOW = 00 BEAM SPALL = 00 BEAM SPALL = 00 A. DA60 ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 SM ENGINEERING CIVIL STRUCTURAL MARINE CSM ENGINEERINGE LLC 30B SW OCEAN BOULEVARD FLORIpA 34994 77S-22C-46C1 www.CBM•E.NET CERTiFlCATE CFAUTHCRIZA7ICN: 39087 M FNL4fN XER9I pFA[$Y Af$RA N5r15e O'WY]I W' QPA31f xm xnaA PNPwn wars. MaE PL4VS u:o oA+wlxus NE xm fo a IDPIMKiO, fMNGw. NPN. OA A6RS➢ m MT IItlA PIIVIY M M-I {Lxu 5A uwKA Yx1rsL69 YII1Yll1 fRSI ®!IA'N. ME f1P165 vAl11FN 14.IBD}1 MYO LOMEXI ff L54 EXLINEL9X411L 115 0.1:YN1.T. RE 5fI5. AYA AESLX$ MMIRPUIw MM. Ai IM vmAwar v muns5xu sscE. 5 =oEarc rc rn LxcxaAxc, Im YN 519f IO ft Ilim. M MM[ M M P.NI f0i MT OIXFX 1WRC1 YIIIXGIf M[ XARIEN HMttMAPM [i LSY F]WNEFA0.'C. IIG .VL MIfX9O:5 9WL ff HFOm IX ME fpp B! M[ M1M0.ILIOF. M[ LOXIMLIOX 5 A@IN50E fM ML W]I9AYMN 61LL 6YRppXS .1LL OWw9]5 91ALL H HAIf9 p Mf 1FN H! ML LLMNLIOX. M[ WII0.CI0.Y 6 f�flf' 159E fM MEW]ffA:I.MN 6 NL PupyMi xE scvEs wr.Lnu Pwxx m asvr nnrs ffSKTf➢ ec oYREs x�v waxer,. Lmn mxs MEMO er. Lxwus wux vu:, Irt' - r-v PImSn T: A.IDq���7'�. \ QQ` 0 m 0 0 S POSSIBLE DOOR OUT UNIT: 403 UNIT: 404 COLUMN SPALL = 00 COLUMN SPALL = 00 COLUMN CRACK = 00 COLUMN CRACK = 00 DECK SPALL = 73 DECK SPALL = 39 DECK CRACK = 00 DECK CRACK = 00 OVERHEAD SPALL = 00 OVERHEAD SPALL = 00 OVERHEAD CRACK = 00 OVERHEAD CRACK = 00 EDGE SPALL = 27 EDGE SPALL = 27 WALL SPALL = 00 WALL SPALL = 00 POSSIBLE DOOR = 00 POSSIBLE DOOR = 02 POSSIBLE WINDOW = 00 POSSIBLE WINDOW = 00 BEAM SPALL = 00 BEAM SPALL = 00 STRUCTURAL INSPECTION Lw -A ZONAL - ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 rmM ENGINEERING CIVIL STRUCTURAL MARINE CBM ENGINEERING, LLC 3UB SW OCEAN BOULEVARD STUART, FLOHIIIA 34994 773.33C-4601 wwW.CE1M-E•NET CERTIFlCATE CF AUTHCRIZATCN: 29097 lIf pltMlpl N[RBi EY➢PESQY PEYMFS X5/NIq OYINH IAY M^YMM �Ma p�mwin. ays� to Rw I � � una mpu Lp uwien Yw.lsmm mMwl rtm Lprxwws nE Gams vpnlFx wmssw un mxsfN a tsY ExoxmaxL. uc. nvs wcumn, n[ wru,.wo pfxwxs mcaamulm rpwml. u M' d51PIMH! a A6RSY.f14 YMtG R R6f111Y a 6Y fN4&4FMIG LLC YN 6 W! Ip [E U4➢, w MA]C 69 M PIAI IUI MT pMFfl NNEtI XIMVJC INf 11AlllFl: INIgflAPCH a [$Y fXLMffPML. 11G !LL pNlX9[M 9WL H 191iEp M ME fFW 9! M[ CIMRICN0. ME @IMILIpP 51GSPlM19E !px IxF W]IwwlttN 6 W CIYfIBOXS /ll pMCMIp15 9V1L S 4fIM1m IX MC fk10 YI M[ AMPN.iM. ONE O]IIPHfM 511LSP(AfiOE lW ME [�IAIKKI a ILL pIY[M19M5. lll Yllf$ A&GIfO FFACYN N P.SYII• R015 f�LAt➢Yf WAOfS WIXM [MW H/: IOXf COM txffMO H/: IXM6 ¢VRII `11111IT�77� \\\``T A. DqR '•.ti � ��CENSF • No.76910 -_ •��` �O •'• STATE OF •� .IFS, C-)\�� S YONA1. E�.. CHARLES A DARDEN JR DATE ncew pwslExm vla¢salu fwwxm xp. 7010 9FEl NWE: �1. 406-406 ■■■■ ■■■■■■■■■■■��� ��■■■■■■■■■■■■ '/.' ■■■■ ■■■■■■■■■■■��■■■■■■■■■■■■ ■ nLE ®.� r.9 ,•0� UNITi ■ ■ COLUMN11 1 OO COLUMN11 1 OI 1 1 1 11 1 OI OVERHEAD OVERHEAD 1 OVERHEAD II OVERHEAD 00 O 1 WALL 00 II POSSIBLE•'DOOR II O DOOR II POSSIBLE11 11 RI 11 IO 10 II I� I I ziuiuiiiivriiizriiii..iiiizri� ■■■■�■■■■■■�■■■■% �o iizi/ii � /iiiuiiiiziiiizriiiR ■■■■■%R//•%%■■■■■■■■1 STRUCTURAL INSPECTION ATIANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 C5M ENGINEERING CIVIL STRUCTURAL MARINE C9M ENGINEERINGI LLC ew I7cw1 eour.EVAno 9TDANT, FLonIOA 34994 772-aaC-46C1 12011 www.CBM•E.NRY CERTIFlCAIE CFAU7HCRIZA710N: a9O97 o�vA vmn u+so rdMn A�wrslmmnA P�iws o�Nrwcs raLLrN.ar rye a�A MVAmAaC. nw:Lw mdm, w rssaxm ro w Mm PMIIY N Nn iWu LA NwMA WNIStt\91 Nllglr IR51 fArldOG MF fFRTS XAl11FX HPUS%a ab LM4M 6 tSY NANNRX411G MS D%1NHf. M IXIS. NIA [IXi3 NfOAFpNm IFIDII. AS M MlMgplf K {MNSMYY SiRM[ R NOfFM/ 6 C91 fMLNF@M. LLC N06Mf 10 H19V.d N9LU pPM lINM011PF NNRC! NMJIf M[ NTIFN WIX�.Ridl 6 CL M�Rd. IL. 11G ,YL Ae0.mfi 9WLHgNmNMfFlY 9IM01110.CrdL M tlNIN1L1Ol 6 M90(SE IW M OYROYIIN U pL OYfNW.'S NL WPiJd 9YlLHXWmNM T09fM LO11ML10. M OM0.CIW 6 M9V5HE fW M �lMAAI6 W. YY➢6M NL YX6 LRJIIFO FfRNL1111 NSYII' N05 �' Bf. GAMES YAMII OWVI B/: IOtt WL1S LM6i0 R MNflE3 WIIX srNc r/A' • fa' Mom N No.76910 —_ OF • [(/�� 0'• STATE : CHARLES A GARDEN JR 0.47E MWM MmAN®rw>®w¢voaN rM. ANIA v¢r xwc v¢r F. 407-408 ■■ ■■■■■■■■■■■%� �■■■■■■■■■■■■ ■■ .. ■■■■■■■■■.MM .%. RI ODOR 1 - - •1 ODOR OUT o►. fir+ ,. I ■ UNITI ■ COLUMN1 1 1 COLUMN11 1 11 1 1 D 11' I 11 OVERHEAD 1 OVERHEAD 1 OVERHEAD 11 OVERHEAD II 1 1 1 11 RI DOOR 1 RI DOOR II RI DI 11 RI 11 11 11 11 I� it I I ri'/.'%% 42 Pori rim M■■■%//.rii o%zri■■■■■ram ■■■ii■■■■�iizriiiP ■/i%/%%/%%/i/%%%%■■■■2%/i%/%i■■■■■■■■■■■■■■■■■■■■/%%%' ■i%i%i%% 9.0 i% i% i■■■■%z<%/i%%i■■■■■■■■■■■■■■■■■■■■%%iA ■%%xv%'i.�%%��%9�%z2%■■■■■■■■■6%2%■■■■■■■■■■■■■■■■■■■■zm%%� STRUCTURAL INSPECTION STRUCTURAL INSPECTION ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 Emmsm ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC 209 BNB OCEAN BOULEVARD BTUART, FLORIDA 34994 772-220.4601 w .CSM-E.NET CERTIFICATE OF AUTHORIZATION: 29057 M MOW 1R RMIN W., RLSERI4S MIER Comm mx w wT Ol mmw wavmn Rwrm nRR wxs wo LPARROR am xm ro R. awassum mxn Mm aDRRxun FORWOR ROR"mxm NXY OR YµX[X xMiPCV MMM OORR QtlIMIXW M[ PAER IARIfX RpIARIpX .V9 OT'SEYI N C91 fN]XwRX4 LLG TITS [OLWEM. M IYFAS. N9 M. MRN. HRM, 4 MARJIM 4F M3i4gIVL... 61m K. FILNCFR&0, IIL ux Is xT rc ee uav, x xmlC OR In ram Fm un amm mlm XmDR M mmp umxxunox w m Ixmluw:u uc AL mwmr¢ xuu R vFIORn x MF nm m M WmM1Y.nR. ML CONRJLId R RCSmXSwE fIfl MC FbPxXY00X R.1LL WM9M5. NROOU01 I59WLHN FORM N ME1).. M MXIP.WIIX. llMAAL10R 6 OI.YGYS®f iA M[ QYxORYRON Ff YL YY09Yfi. NL $fH6 NLATT RNI/!X TO LSYII ROIC V93® BI: WAI6 T4x£X PIUIN w 161Y OR. p[�➢ E!: cRm. R�X YML I/H� • IQ fllymf l: A''' \1111111111 A. DAROF''% Q'`.•''�ICENSF'•.•�i �� i No.76910 —_ 0 '• STATE OF ''•.FGORIDP.•'• ///Ql0NAL j 0\\\\ CNARLES A lARDEN JR DATE MECX RCISRR(D x1iL4VVL xY1EFR x0. .6 IO AF[i 1ClVC'. slm a 409-410 STRUCTURAL INSPECTION ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 Emm S m ENGINEERING CIVIL • STRUCTURAL • MARINE GEM ENSINEERIN05 LLC 208 SW OCEAN BOULEVARD STUART, FLORIDA 34994 772-220.4601 W W W.CSM-E.NET CERTIFICATE OF AUTHORIZATION: 29057 IK ENSQA NfFi4f flIP[SSLY PESIRA N6/Nlfl WYYL1 W tlPRr3R NL TXd fl10NPY PILMR MES RN5 NIY YPAIAX6.V6 MN N H RftilO.YiO. MWLSU. tlRN. bl ASSIX'w 10 A4Y M4U PNIIY M N!I Ed91 W VAg16q IPU15[OfN WMUrt f06i /61PSC ML F6P65 ,XEIIEN gW,5191 MD Ca'1¢M 6 L91 INPX[dEXL. IIG M$ W:11NN1. ME IRAS. WL N9GS MOPPoIUn HISN..1$ NI IXSIRYEM Of Pgf£$$pXY SdML46 iPdFRIY OL LSY LMNEEPMd LLL NO6XNNBE IHY. MIMOF PI A LLc sfOt. wIFAd[CI MMM INf ,PGdfll IIIII6TL.IIOX IF LSY fNLMFfIMG, . pL pypA,6 9WL $L NAldfp N ME if10 H( MF LONIWpIP TIE WIPRCILP I$ P[SPoXE9E fLfl ML LLpld'X.1PpX R Nl dYEH3M. xl dLEXE,l6 9Wl H IEP6Ed N WLNXMAIIMU00. %TIF WXIP.W1gL. T2 LdNRNIW 6 PfSPoN� fdl ML R 1ll OY[h9LNi NL SCV[S EPGTT NTfNX LO &5MI I' flN5 RDEXFO BI: WA1E3 wAEll tlUXN BI: IMY D]NS LxEW40•: WALLS MREII \\\�1111111I22jA' No.76910 —_ '•. STATE OF • �(/�� Q ; TONAL 1�?•\• CHARLES A DARDEN JR DATE Eldew lrcdnLRT IRT>mawE EI.GNFT xo. $wIP 9fD IVLL sTE,1. 501-502 STRUCTURAL INSPECTION ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, F- 34957 rm s m ENGINEERING CIVIL • STRUCTURAL • MARINE C5M ENDINEERIND[ LLC 21313 SW OCEAN BOULEVARD 'STUART, FLORIDA 34994 172.220.4601 w .Ce M-E.NET CERTIFICATE OFAUTHORIZATIONI 29057 IH OrcNml xLRar LmxLmr Rmnn "Am arnmrl U. LmrmaE M9 OMp GI�lNY MEHR. IIM1SE NM NN WIPIES ME IM IE S R4A1l1iY. LxMY{U. LER0.0 A41TID 10 AW MW WAIrW Mll IDLY W YW14A M,IXLLW IIIIR.N IN9 E6IW W 112 DP64 NIIIIEN RMC5911 YD W19xf R CN [xtlx�xE, 115 MS N]II[I.T. EE VAf. Am �5 TO. TOW01lFLl AS AY Y61Ri911 V RUDII,YL 4alT. 6 RNFAM1 R C91 p61Sg411G NO 6 M N H 1®. N !YL OI AYMf /pl NR OEW RAFCI NIMJJf IIR NfID NEMINAttN 6 CL Utli�J1411G XL WIpAl6 9WL H WNm N TS IFIU 6r M [MIIGLIUI. M LPII0.1LIO16 DmPIDE M ML COT911PAN (f 4L tlYp991S .ILLLNM9]69Wl H4WIxEppME RN BI MC ta110.CIEX. ML LMI0.1[IPV 5 P[¢ENSNE iLP M[ [tlPEIX1PGV 61ll PIm9LAS ILL $LY6 NPATO RPxLI N 65111' ROR R9: W. Wan. EVYI HF. IM mnY OF➢tD BE Wan CV®I mu: I/e• - ra Nmm p 1111111///// \AAAT V' No.76910 iAQ ••, STATE OF ////'0NAL \\ 4'E�\\ GWUS A DARDEN A DATE nwN RLaa®RR®w.a OraN xn SIR sm xwe 'f T 503-504 STRUCTURAL INSPECTIO ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 rmm s m ENGINEERING CIVIL • STRUCTURAL • MARINE C5M ENGINEERING{ LLC 20B BW OCEAN EI OIILEVARD STUART, FLORIDA 34994 772-ZZU-46U I w .CSM-E.NET CERTIFICATE OF AUTHORIZATION: 29057 ML MIM NR44Y AESFEISS M$/1FA tlAIYPI UY [!P%Jll pES T6L NM NO 611W4S NE HTR BL A4AOPYiO. ENWSA N11(D, R ALLMXf010 M'Y Mi@ PNIIY M N.Y ipUi I fA NMXNI WNi5L6fR MX]IR 106f fBXdAti ME F4R25 YNIRN INJffiM l!R f/.IRIR 6 L9I fNEME[AME. LLL. IIAS dllllRXl, ME LEK. IMp IX9Gi P%MRPARO MIEN. AS AV MSIMINNI6 %16FSSgXH YMIR.6 PAfP[AIY p 491 IXEIMNME. LLC Y0 R NE] 10 R VSN. IX IMpE pV M PA4f RA MY OMEA PMICC! XmILN M MflIFX YN�IIIM]X N C91 [NLBEEIw:, LLL. .YL pMfN9G5 SNVI R MBILO N ML iRp T Mf tlII11P/Lltll. M WIINLItl115 AF`P(M9BIE IOi ME LEAP111ME1 tt Nl PIEKdS. /LL WPSPS $MYL ft NAI[p N ME fE10 b/ Mf [ENM.V1(N, 11E WNpLW1N115 pf91NYRE @i NIE Ud[CNIpX R.1LL OYRI9]NL. Xl4N[S IXpG1E0 NNfMN N ES111' RER [61EIE0 BI: OLaN6 pV601 puNl 8/: TNI W5 0[A7D pY: b140[5 YVPM BYE: I/0'• I'-C PIp2El 1'. IIIIT�A7� \\`,1,II A. DARO QV•.•N,�GENSF'.FZ v U? No.76910 '•. OF 0 STATE ONAL CHARLES A DARDEN JR DATE f�RL AfO$RA}p Rtl]4pNLL FlNiXRX Iq. ]6910 9FE] XW[ uEr i. 505-506 POSSIBLE DOOR OUT UNIT: 507 COLUMN SPALL = 00 COLUMN CRACK = 00 DECK SPALL = 84 DECK CRACK = 00 OVERHEAD SPALL = 00 OVERHEAD CRACK = 00 EDGE SPALL = 27 WALL SPALL = 00 POSSIBLE DOOR = 01 POSSIBLE WINDOW = 00 BEAM SPALL = 00 ■%%%%%%%%QS 1%%xwIrw2/%%%0 011*WO/.'%%%%i 12.04a.. UNIT: 508 1 COLUMN SPALL = 00 COLUMN CRACK = 00 DECK SPALL = 160 DECK CRACK = 00 OVERHEAD SPALL = 00 OVERHEAD CRACK = 00 EDGE SPALL = 39 WALLSPALL = 00 POSSIBLE DOOR = 02 POSSIBLE WINDOW = 00 BEAM SPALL = 00 TRUCTURAL INSPECT10 ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 rm S m ENGINEERING CIVIL • STRUCTURAL • MARINE C9M ENGINEERING, LLC 208 SW OCEAN BOULEVARD STUART, FIXRIOA 34994 772.220-4601 w .CBM•E.NET CERTIFICATE DFAUTHORIZATON: 29057 omm M'U Ewmu`�s i%m°m ax xm Ps x�4MRRffimEW RVRmuan, cxucm, mwEv. aR,aDm ro xrc mom evm x ur mRu aR wYxa wwrsmw xenon rvm cerEmwc m2 aaRw xwnal RPI,[$Yw 49 LOXaM R 6Y aOXFWX4 LLL M5 IXf WXf. IIE NIX D DOM MLN6Yx.11Fx MPFM. AG IN a N am xMawam o.� uwxro[me<uWo,xa w.1 wen Eauw amRmrtn xmax m[ xmmx xmDwxnlm na W csu acwmiwc, . uc w[Mba sou R OMwmE[DoDm[lx R. m[ (dNx. 1 x RawxsRs rm mE oximixnm a u[ auaooxc .u[ OYIEF9]IS xoLL W vtwnEo w mslm a a[ rumx�aR. ra mxm+craR x RmasiR[ [w nE maRorzunox a w ouEraoxs. a suLBm uW.m e51, wens R➢4M0 Hf OYPIfS N.IRX dtUM P. 16tt Cam E. x: awLLx ov®a A... FRS. F i ti � QQ'• \DENS No.76910 ��� •• OF • ((/� STATE : ONAL CHARLES A DARDEN JR DAiE flbdM R[C5 M � EW2[R IA..?m'. 9Rf NVIE: vDr 1. 507-508 R OUT UNIT: 5139 COLUMN SPALL = 00 COLUMN CRACK = 00 DECK SPALL = 84 DECK CRACK = DO OVERHEAD SPALL = 00 OVERHEAD CRACK = DO EDGE SPALL = 21 WALL SPALL = OD POSSIBLE DOOR = 00 POSSIBLE WINDOW = 00 BEAM SPALL = 00 POSSIBLE DOOR OUT UNIT: 51 O COLUMN SPALL = 00 COLUMN CRACK = 00 DECK SPALL = 82 DECK CRACK = 00 OVERHEAD SPALL = 00 OVERHEAD CRACK = 00 EDGE SPALL = 05 WALL SPALL = 00 POSSIBLE DOOR = 03 POSSIBLE WINDOW = 00 BEAM SPALL = 00 STRUCTURAL INSPECTION ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 Emm ru m ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENswEERINL9[ LLC 208 SW OCEAN BOULEVARD BTUART[ FLORIDA 34994 772-22D-4601 W .CSM•E.NET - CERTIFICATE OF AUTHORISATION: 29OS7 M MCA NLSBV CPRES' SYMFS x5/ m L9YW"N UW aPMAII µp 61NN PIXRPIY WEX2. M6E PW5 NI6 VNPN45 Wf X01M H dnxdan, E14146M. ro Ilmm rrerc x Yn to off . i[FIIW Yl4AFA NIVSMYSA xeA�N N51 fflMRC ER MLA[R IdRRII Z, w W4Ti aDN MD [6XSfd a CSY ENLINEFFNE, LLE. ms wEumlr. M M. x+E Emus xE6dawrtE ID6x1. u rx dsmxvrt a dm[osDiA sMmEE, rs xa[Rn a rn Mcdmx, IM A46 6 XR N R113Q d dYl[ 6R x P.Nf 10R M'I OMFA W1ECf WMW! M[ M111FH WMERLE1Nd ff f91 Mrh'RPxt. LLG RL txuwas vnu a RrmTn x M[ xm er M mlmsmR. M[ wnR.nm rs Irtvwse[ mR M EooR6xXm1 v u[ dvumaxs.. ue wIMYd6 snu R LLum x ra rzw ern¢ wxdela M wllwaw Is Rmm+�c rw M m6Rm�mtx a w mMxmrs. /LL NNFS [wwi[p gRxX le fl5Y11' M1UIS RLMeT 6T. IXWIfS wgill pUMI BI Idll WNS cx[dan M aswu: wmM 1111////7/ X. D .......... \r FR�`°'L'�': U No.76910 �Q ••. STATE OF • �(/ : .,•.F40RIDP.•'• N /ONAL E: //// '/Ilillll\1 CHARLES A RARUEN JR DATE nww RmslMm dXxostxu vamml xt. >NIE sm xwe srtn l: 509-510 POSSIBLE DOOR OUT UNIT: 6131 COLUMN SPALL = 00 COLUMN CRACK = 00 DECK SPALL = 20 DECK CRACK = 00 OVERHEAD SPALL = 29 OVERHEAD CRACK = 00 EDGE SPALL = 13 WALL SPALL = 00 POSSIBLE DOOR = 01 POSSIBLE WINDOW = 00 BEAM SPALL = 00 UNIT: 6132 COLUMN SPALL = 00 COLUMN CRACK = 00 DECKSPALL = 100 DECK CRACK = 00 OVERHEAD SPALL = 00 OVERHEAD CRACK = 00 EDGE SPALL = 25 WALL SPALL = 00 POSSIBLE DOOR = 00 POSSIBLE WINDOW = 00 BEAM SPALL = 00 L STRUCTURAL IN5PECTICI ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 Cm rm m ENGINEERING CIVIL • STRUCTURAL • MARINE C5M ENGINEERING, LLC 2OB BW OCEAN BOULEVARD STUART, MORIDA 34994 772.220-4601 W .CBM•E.NET CERTIFICATE CP AUTHORIZATION: 29057 ra wxx[w NAF%pM,aar AEGA44 W. M. V. mVxxN MR axw xARxn xiww raa was wo Cwwxws rm xx m ff gR20U'ID. IX4X£4 tlA@ w ASL'Mm N IMV Mm PNM M Nx iNx M MWN@ KMNFhR MMOIIf fxSl WIATINC llf DIR4 MIIM HM,59d M9 RM14xf 6 L5u PGwffM::. LLC wrs oocmAxr, ,x[ ua Pro ffMcxs PimAnrcaxM xwAx. n.M ixsMmM a vAmasowa sxa¢, is PAmO1lY a � DmMaMc. uc MO IS NO! 10 ff ISm. M XNpE [N M PMf fW Ntt OTFfl HNiCI mixes sx[ xmw urMoauMx w m, wwu�, uc. Al Cxwsnvrs swu ff vxrnm x M[ mo ar nrz mxm,Dm n[ f6111VLIM Is AF9•.N9BE xP lM miP®WAX i.Yl xM:9M. xi wnmmrs sw[ ff [mAim x M[ rind ar nrt mxM,nw. nE mxmnw rs AmamR[ Pw rrt mwwuMw a x[ mDrswxs. x[ sAD PuuMo PwfW m xsnr' aors o[snam M: Duma x[vmx oMm ar: PIXI tours occRA w nWus w.voai A. DARE No.76910 —_ ��Q '• STATE OF • 1C/ ; CHPALES A GARDEN JR DATE f10PN xEliSlEAm RNFSgHLL mON¢P M. MID x¢[r xwe a.Do 601-602 TRLJCTLJRAL INSPECTI O_ ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 SM ENGINEERING CIVIL STRUCTURAL MARINE C5M ENGINEERINGE LLC 3C9 9W OCEAN BOULEVARD STUART, FLORIDA 34994 773.320-4601 W W W.C9M•E.NET CERTIFlCATE OF AUTHORIZATION: 29097 M [X6M[II XEInB! fIDAFmY PWAfi NSMm xMllpll VY [blXxM M 6M@ LKFWIY IpxR. m[SE WNS M9 6MYAW5 ME XO! 10 6f xnxxuxv, cxurem. mxm, aa,sxrm ro wrr mam vamr x arr ran aY ucvrm xxrs6EYEX xllax mx aerYxMc m EYV49S xnmY rmYnatx Aw mrsEw a<tsr EMxmYW uc. n,t mmlRur, ME xns, wt tEsxxs xmlxxmm ram. N w ORIPIWFXI [! fl6Yl4IfM4 41MI[. K RtlfAM1 R 6Y ENdRFMG IIL YN IS WII10 9E M. x xp[ 6N MWAI fM AY! 61MX RmER XIXgJf IXF IIAIfIfN MIIINWAP6X ff 19Y FNLMEEPM6. C. NL pMg5id5 9W1 H 191RIm M Ilff IFID B! M[ fgl1x1t160. mC OIMRILNN 51RPYISOE f0.i ME W]WIXAMx R xL 6YP3]XS Au 6Musms swE a xAxm x mE rtEu er m[ mxlxcmY. 6-C-S-B // POSSIBLE DOOR OUT- 2-B-S-TFM SIBLE OR OUT :,. UNITI6_0 3UNITI 604___ COLUMN SPALL = 00 COLUMN SPALL = 06 COLUMN CRACK = 00 COLUMN CRACK = 00 DECK SPALL = 56 DECK SPALL = 72 DECK CRACK = 00 DECK CRACK = 00 OVERHEAD SPALL = 00 OVERHEAD SPALL = 13 OVERHEAD CRACK = 00 OVERHEAD CRACK = 00 EDGE SPALL = 12 EDGE SPALL = 40 WALL SPALL = 00 WALL SPALL = 00 POSSIBLE DOOR = 00 POSSIBLE DOOR = 2 POSSIBLE WINDOW = 00 POSSIBLE WINDOW = 00 IN BEAM SPALL = 00 BEAM SPALL = 02 ME -OR OUT UNITI 605 COLUMN SPALL = 00 COLUMN CRACK = 00 DECK SPALL = 48 DECK CRACK = 00 OVERHEAD SPALL = 00 OVERHEAD CRACK = 00 EDGE SPALL = 15 WALL SPALL = 00 POSSIBLE DOOR = 00 POSSIBLE WINDOW = 00 BEAM SPALL = 00 POSSIBLE DOOR OUT UNITI 6O6 COLUMN SPALL = 00 COLUMN CRACK = 00 DECK SPALL = 153 DECK CRACK = 00 OVERHEAD SPALL = 00 OVERHEAD CRACK = 00 EDGE SPALL = 31 WALL SPALL = 00 POSSIBLE DOOR = 02 POSSIBLE WINDOW = OD BEAM SPALL = 00 RAL IN5PECTIq ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 rm s m ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC 209 eW CIDEAN EIOLUE ARC STUARTr FIARIOA 34994 772.220.4601 www.CSM•E.NET CERTIFICATE OFAUTHEIRIZATION: 29057 W MEw EER x]SEY p,Y yP6W.($W/ WWI uxG W RaMw R msxAs Rwxw 1w ARaourm. nwi¢o, aa[0. m ro xn x un vo-Rv w vr.Rxm RUPR4Fl1 wxdn Rm mnexG M vum E oRRa wnw rtmesaw nw oRsxr a W Exv¢aa. at ME mnaa'1. ME aEs ua E(N. oOl6ceRIm IW'fa u w M194G1 a ifaFSSAfl 9Mi, a IW WY a C91 PVmw411G IM a WI fi S NFY. N xUE w N PMR VW IMGIIN RO[[I .mon nE.nnw.mxovuw a Ev vIR[WS ILL' u aiwaws wuasm®xmt moRr mt axlwndt II[ mlminw a msysec W nE mormuia a x1 rnvsws ru IW-@ I—K—xME—WMI Wlxemx. ra WMVAw is RE4Q9RE mR nE EWNNMw a RE daxsxra. ML 4A6 MNA1E0 PWllll N ESYII' R013 o-soEo Re awns wmw mavx er. mn ma oEarn a owRes oR.EaI swc Ixn' - r-r vRun 1: `AVj1\111111111j/ , Q�• -%cENSF No.76910 ,0 STATE OF ; • ((/ S/ONAL E� �`. 111111111E CHAJUS A BARDEN JR DATE s we 1R I. 605-606 1 TRUCTURAL INSPECTIO ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 C s m ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC 2135 SIN OCEAN 9oULEVARo 9TUART, FLORIDA 34994 772-220-4601 W .CBM•E.NET CERTIFICATE OF AUTHORIZATION: 29057 NE O m NIQEY EYW1SIlr AFS RsAa m" U. flRA14111 m a�oou¢o �+ m wr m�ao v'`awry n ixrR RNu w xwxw Nursmm n:nNm Ra* mNau: M ERea Emnw RR.szw N9 QYHM w EL pNJmOE. LLC llw W].IIhNI. ME R.15. AO fdEXs OIONIgf11E0 NfIpIX. AS AY IM1SIINIENI K RNFS9w'L SMIR.6 PPagIY IN dl [AGEOTN411G N9 N wI ro a usEn, a aroE w m vw1 vw un onvN mrorn wilwl M wmx umwwm R a wwua4 uc. XI wti�65%LLwsWf®NMNO EIM wNI0.Clw M WIIW.1015 A9099L fw M Obwu1916 NL N1P9Ti Al Mw9M 9NLRs�®NMIRO NIM m11iX10. M WII0.CIw 6 N400RE NR M W9W91 K W Ui0.9]3 qL 4N6 OOfARY 191EM 10 6s111' Rws LpLYd BI: Ou96 C�V NUA M M9 EMS MMY 9f. C40[5 CwXM Y t IN • I'-0' IWO f \\%jL%IIIIIIIT2j, �.� g A. DAR •ocENs, 0����i - No.76910 -_ �Q ••. STATE OFXN F�C?�� '!sS10NAL �IIInIIIL�` 11111 A UAROEN JR DAIE flOw1 RISIfFID RO2�sY RRR1T Nl ]6910 901VYL sari 607-606 0 0 9 0 0 0 5 0 0 0 0 DID NOT INSPECT EDGE (SHUTTERS) UNITI 609 COLUMN SPALL = 02 COLUMN CRACK = 00 DECK SPALL = 75 DECK CRACK = 00 OVERHEAD SPALL = 03 OVERHEAD CRACK = 00 EDGE SPALL = 15 WALL SPALL = 00 POSSIBLE DOOR = 00 POSSIBLE WINDOW = DO BEAM SPALL = DO UNIT: 6 1 O COLUMN SPALL = 00 COLUMN CRACK = 00 DECK SPALL = 40 DECK CRACK = 00 OVERHEAD SPALL = 00 OVERHEAD CRACK = 00 EDGE SPALL = 11 WALL SPALL = 00 POSSIBLE DOOR = 00 POSSIBLE WINDOW = 00 BEAM SPALL = 00 000 TRUCTURAL INSFECTIPIN ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 Emm Sm m ENGINEERING CIVIL • STRUCTURAL • MARINE CSIA ENGINEERING, LLC 208 SW OCEAN BOULEYMO BTNAwT, FLURIOA 34994 772.22E-4fi01 w .GSM-E.NET CERTIFICATE OFAUTHDRIZAMON: 29E57 M M6M Ne1[Bi fW W if RyMf$ Hom O1M110N 1. I'd•MAM .VA TMd wAG[XIY XEXIS. MES %M6 NY Rl!PXES IA XN N 4 IEVACtl.YSO. Mw4f0. f/➢ID. lw 159]ID 10 An IXiO PA91Y w AN' fdN W WH.'QA NdSUfVfN NMM iWR OBIMPIG M GLACS'MIId RAWEgII Lb 0.4.'1!b [91 EN]MWX4 LLC MS KNI01L M MAS NN D@.rv5 MGwWRO THEN, Mi AY M11AMI11 d RiE1Tdl YRRT. R FMRPIY 6 dl EIIA'RHR. IIG Ab R Itll M H THY. N IrYL W M PMl iQ M UIWI fl0[CI mxmr ra wmd xmrconnd d cv dmmimc, uc u mmlms duwEwmwrarm»racaNMrnw, ra pYIfC1M1 R �T�[ Id M LN}N4MN [F.VL YICq'M 4 dpM969Wl H,WfDNM1OYAMliMRlClwt M IdI0.CIQ 6 �L M 1N[ 0�0. .'1MI [i Ill YW�913 u rN6w mawrrM m a stir Nms RmaY ec a.RE Yrwoi wd Rn mm miM OIfMY YI: [H196 Y,IHN D AR0,��� Q�• \LENS No. 76910 ��Q '• STATE OF • ((/ ; CHMLES A DARDEN JR DATE namX wmlR®wmmda Doan m nwlY sm wMe /: 609-610 STRUCTURAL INISPECTIPIN ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 Emmsm ENGINEERING CIVIL • STRUCTURAL • MARINE CISM ENGINEERING, LLC 20S SW OCRAN BOULEVARD STUART, FLORIDA 34994 772-220.4601 v .CSM•E.NET CERTIFICATE OF AUTHORIZATION: 29057 M FIgXEEP 191he/ DM1 a' P6FMfS NS/XEP LPI1pX 4N LQNWOIf RR1 tlW1i0.Mdp@ d AS N M•I TEMP PMIY H INYDFMIq iW W IIWNfA xWYR91 NIMWf Rfi ®IARdXC M [OE4 MdIIfN NIiL59M M9 mRNf 6 CSY DV�rNS. IIG M5 M ffAt w [6CI5 PNYIR9NIF➢ XIflNN.4.W INSIMAU•16 NA1E5911"L 4M1R.6 P.UNIIY IY dl DgOlwa IIC xD R XN N H IRY. M NINf DI M P/Af iPl MT pYq flA(CI 6ix111 M Mfld MINYIbPOrI 6 Oi MT}R➢C 11G 4 mIp9M gWLHNWmMMR1N N,MOT'10.1C151. M tlM0.Y:IM15109OHJ[ M M DDOWA 6 NL bIfISMi qL �59lLLHMA®NMIDO B,M fd10.'CIM. M fN110.1CIW N �E M M OM2Nu1P 6 NL D�OCYr.T u rxss rtm�nv wnrr m ssyn• xxrs nnrxn D: ouaD nvma NMNS ec mn wMs axato D: RuaD o�mD scut Ve' - Y-N' NxrtD k o ENS&''•. �Q�.•' V' No.76910 ••, • �� 0. STATE OF ; •' \ �� / ON CHARIES A DARDEN JR DATE norms rsm,o®rsml�u Dm+Dx m >a9ro sm xne I: 701-702 IN5PECTIG ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 csm ENGINEERING CIVIL STRUCTURAL MARINE C5M ENGINEERING, LLC 2C9 SW OCEAN BCIILCVANC LiTNARTI FLCRIUA 34994 772•ZZC•46C7 www.CEIM•E.NEi CERi1FlCA7E OF AIlfEiORIZA770N: 29057 a[ umx[w weer pmasn xscers w/�rtv raves u� amNgo as ao. aiwiao. on�m�svm io xir>�r��ara cm m w.vxm Nuimm emwirt roar anxrmc M gmesx Narmi wW59W A'O WSXf a t91 M.rR94 LL4 Mx DY]gFNI. M R.rS Mx fL4GM YRW MIFO M�ugl AS AY 4R11NW'x a R3ES9lA 9MS.6 PNSPIY a lry LLC M 6 wl N H IRFO, d lmC W N VAR xR AW NIQ R6L[r •IllgllMxxM MIIwV441a BI EA7FWf IIL NL gYg5m5 ANL H NIN0.0 N PR iFtq 6Y M fM1VHlgt. M omiwavx rs xsvv®e na M aoavwa a u gmmas Nr qusnsam swu a LLaxro x me �Nq d d[ admvnw M oamvam is xssys®e m me movmuipv a ru gwnws: xL ff/16 EIXARY lWI4I N 65111. 1105 mom m owes puma vqm Nr: mxr nvrs genet ar owC grmgr scvc �n' - r-a dNLa I: \\V�11111111///// A. DqR OFiL Q��� vTGENSF No. 76910 6-C-S-B 17 POSSIBLE DOOR OUT UNITI 7O3 UNIT:- 704 -- -------------- COLUMN SPALL = 00 COLUMN SPALL = 06 COLUMN CRACK = 00 COLUMN CRACK = 00 DECK SPALL = 08 DECK SPALL = 27 DECK CRACK = 00 DECK CRACK = 00 OVERHEAD SPALL = 14 OVERHEAD SPALL = 05 OVERHEAD CRACK = 00 OVERHEAD CRACK = 00 EDGE SPALL = 09 EDGE SPALL = 06 WALL SPALL = 00 WALL SPALL = 00 POSSIBLE DOOR = 00 POSSIBLE DOOR = 01 POSSIBLE WINDOW = 00 POSSIBLE WINDOW = 00 BEAM SPALL = 00 BEAM SPALL = 00 STRUCTURAL 0ZONAL . INSPECTIO ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 csm ENGINEERING CIVIL STRUCTURAL MARINE C5M ENGINEERIN6r LLC zolT ew ocEAN BouLEVARn STUART, FLORIDA 34994 772.23C-46C1 W W W.CBM•E.NET CERTIFlCAIE CFAIITHCRIZA7ICN: 39857 IIF p1EM1t[II Wg9l pRF$Y W.SDA4S M6Aaa fbIY114Y QNfiWI WY OIIIFP P4YfPlY PP.MR. M[4 flM5 M9 RNYMS IPL AM N 4 rsvnmLav, cawam. LwLo, an rsmm ro mr nw runr x un idll Pt Y41IFA WRMIW MIIY.N R51 �IWPG M[ E19R5 aW11F11 wnemm uu mrimx rt rn psxmexo, uc ra oxusmm. nE az xm omoa uwmvulm � u m [6Mmlf R xY®W SENR a PI6FAIY 6 dl PfJFEm14'.IIL MY6MNH1®.x MLQpVAYI frsiM OIIPA WI[C! !IM}R!K Y911C1 MMOO.IILN 6 [9I [PIAFIOY.IIG ua mm�sva swa La wma n na 8sa ar M<raxm¢Iw. ra mxixrclm rs game rm na ravmwmw v w ouxmva ,1LL pWM9]5 9WL H Y4.pl(D M ME 1flD BI M[ (MR1tNP. ML [M'I0.Y.TP9 6 AQG'I5H[ fLP M[ WFOIHRiW 6 NL PYUAa1S xa sm¢ wcsxa worm m asml' nnrs ramex eh ovaa ovap mw e.: Lan ms «� ae LmaLa rxc IA' - ra� xum I: \\\\\IIIIIIT2j' No.76910 =_ '•, STATE OF : • ((7-� 0 ' `� ASTTNAL\\�\\ CHAFLES A DMDEN JR 0.47E xveos xim�om rso[snnk mmm� Im. Flo san xwL: 9F1L 705-706 )UT POSSIBLE DOOR OUT UNITI 7O5 UNIT:-7136 COLUMN SPALL = 00 COLUMN SPALL = 00 COLUMN CRACK = 00 COLUMN CRACK = 00 DECK SPALL = 30 DECK SPALL = 42 DECK CRACK = 00 DECK CRACK = 00 OVERHEAD SPALL = 00 OVERHEAD SPALL = 21 OVERHEAD CRACK = 00 OVERHEAD CRACK = 00 EDGE SPALL = 00 EDGE SPALL = 22 WALL SPALL = 00 WALL SPALL = 00 POSSIBLE DOOR = 00 POSSIBLE DOOR = 01 POSSIBLE WINDOW = 00 POSSIBLE WINDOW = 00 BEAM SPALL = 00 BEAM SPALL = 00 L7—� STRUCTURAL 5M 0 N rm T 0 Jf POSSIBLE DOOR OUT rm $ �14 \.' UNITI__7_17___ UNITI 713B COLUMN SPALL 00 COLUMN SPALL = 00 COLUMN CRACK = 00 COLUMN CRACK = 00 DECK SPALL = 86 DECK SPALL = 30 DECK CRACK = 00 DECK CRACK = 00 OVERHEAD SPALL = 02 OVERHEAD SPALL = 00 OVERHEAD CRACK = 00 OVERHEAD CRACK = 00 EDGE SPALL = 29 EDGE SPALL = 01 WALL SPALL = 00 WALL SPALL = 00 111111// POSSIBLE DOOR = 02 POSSIBLE DOOR = 00 POSSIBLE WINDOW = 00 POSSIBLE WINDOW = 00 BEAM SPALL = 00 BEAM SPALL = 00 STRUCTURAL BOULEVARDSTUARTZOR110 ON ZONAL 0 , ATIANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 csm ENGINEERING CIVIL STRUCTURAL MARINE CSM ENGINEERING, LLC iL1B BW OCEAN BOULEVARD FLORIDA 34994 772.22C•4fiC1 Y/wW.C9M-E.NET CERTIFICATE OF AllfHCRIZA7IRN: 29Cfi7 ra IiYil� ID®I mmme etmns 15Am ovum w donean xo ellox rvawv re>ns >Irg IwS.xn vxTvs xrc xn ro a laP ui¢v. owem �wm. m rso-m ra ux mrm runr x un mnu ax luvxw w�ulsonm onxon nm oawm n[ vmrss eanvl wmmvl xm mxmn a rn Ixeo¢mwc. IIG na o9ewn, rc out ♦w ®ds oni�wlm Imal. u ut 9TMMxt aG9f�.'x svn4 rs Imvxnr a ml pvofww ut Ab¢I.Mmu4Y0.x mo�mxvam vao xrc mlvx anon YAMOIIf M �PIIIFN MIMMUI•N Cf 49I FX6EER511C. x� oxvads sou a wu¢o x ra im ar n¢ nwmvaai IIE WII0.'CI015 �40.IDE fOl M QVbWO16 /ll bIf19N5. xi muvlsms suu a 1[ISIm x ra mo m ra caxlwna. nE canwnm rs 9mamei[ rvn r� an®wax a.0 auuswxt lu sAD vxdlm vlmrry ro ns111• nms asxao ec ouaD 11l 111 IWw ec mrc wms ovcuo x: awi¢ dvux tcuc 1/T - ra Ivmcn I: No.76910 =_ '• STATE OF • !(/�� 0 ; S10NAL CHAALFS A DPADEN JR DATE {VAd RERME� P6fFSipX4 fWihIDl M. ]6910 9F21 x4F: �'" 709-710 N m F 0 A o STRUCTURAL IN5PECTILL POSSIBLE DOOR OUT ti l UNITI 710 COLUMN SPALL = 00 U N I T I 7139 COLUMN CRACK = 00 —-------- DECK SPALL = 99 0 COLUMN SPALL = 00 DECK CRACK = 00 0 COLUMN CRACK = 00 OVERHEAD SPALL = 00 0 DECK SPALL = 28 OVERHEAD CRACK = 00 0 DECK CRACK = 00 EDGE SPALL = 47 0 OVERHEAD SPALL = 00 WALL SPALL = 00 0 OVERHEAD CRACK = 00 POSSIBLE DOOR = DO 1 EDGE SPALL = 01 POSSIBLE WINDOW = 00 0 WALL SPALL = 00 BEAM SPALL = GO 0 POSSIBLE DOOR = 00 0 POSSIBLE WINDOW = 00 0 BEAM SPALL = 00 EL DI4 RE FOR PORT -TYP. WOW BASE PROTECTION POST SHORE WGTION FROM FLOOR TO FLOOR WST E SPM WTM-IN A W. IT TOUR M EL { FROM DINER DRECDON. RE FOR PORT -TIP. WOW BASE PROTEWON t TYPICAL SHORING SECTION FOR BALCONY REPAIR AREA SC11E O' HELD VERTI ALL DIMENSIONS AND CONDITIONS SCAFFOLDING AND BORING CONFIGURATION CAN BE ADJUSTED TO MEET HELD CONDMONS AS LONG AS MAX" SPACING IS NOT D(CFEDED. THE DESIGN OF THE SHORING SHALL BE IN ACCORDANCE WITH THE LOCAL BUILDING CODE PROMSTONS AND SHALL BE RACED TO PROVIDE A ILVEL AND CONTINUOUS SURFACE FOR THE EIOSBNG BVCON( SLAB TO REST ON. THE SIOR94G SHALL BE LEFT N PLACE UNTIL THE CONCRETE ATTARS IOOX SPECMTm COMPRESSIVE STOCK I• • - • I•' W. • } •-1 t - • I NRA 04 OR DBL 2R4 POST SHORE FOR BON SUI -W. 202 WIN. WOOD BASE FOR SUB PROTECTION! OR DBL 20 SNME FOR SUPPORT -TRP. I/SN-I _ 1 2 TYPICAL SHORING SECTION FOR BALCONY REPAIR AREA SCALE I/B'-1'-O' SUPPORT E1 Emum SHORING BEAM — ALUMINUM OR MIN PLANS ADJUSTABLE ROUND NOR: OR SQUARE ELUS I. EIIGVATONS ARE NOT PERMRIEO ON III SIRMITTOIG REPAIRED AIDS. OR UNIVERSAL JACK SHORE 1. ADJUSTABLE POST SHORE WIN. CAPAW OF 5,000 LBS. 5. REPAIR AREA SNVL BE COMPAtlSLY SHRED AS ALIOWN ON DRAWINGS. 4. MI FOR S OII MAR ARFAS AH HfPCN- TOR PROW. OR OR) DECK TEPARS STRUCTURAL INSPECTION ATLANTIS III CONDOMINIUM 102CO SOUTH OCEAN DRIVE JENSEN BEACH, Al. 34957 Emm S m ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC 308 SW 00E 14 BOULEVARD 6TUARTe FLORMA 34994 772-220.4601 IE. CERTIFlCATE OF AUTHORIZATION: 29087 CERTIFICATE mmuxm� r Rssmcs asAux oLuwx w dvrwDn n� orwxws ert xm m a aMio . wars rxd nRn�z 16MtdA0. L1WIEm. Lprmi W ISSIek➢ t0 NR Mq PMIIY M AYI vau m uwxw wwsmm wmdn rwn nrtwmx M dsRss wmw Pwusml AVR [oxen a rn wcMfmMc, uL. 116 tlO11F111. M LYIS 6YA L@YI$ IMrRK11w Mlm'l AS N vrslnmmn a mar�dwt sLmvr, rs mama a Lv [wa,®<uc xd a em m R umn. a wa[ m m vwr va xd ollm mu¢. wnldn M aenw mnlmiuu a Lm wumoy uc ALL dP�SM/1l BE N1166MM1pU fiYM M'10.YlaL M 6VIaCIM 61M1➢Q�E id M OM@WUX a Ill 410R06. eu vmwvoxs vuu IA emwm m M mo m M mxlwnm M OMR41Pi 6 F@VtR&E fm M W]wAUttN a Ill dupg] 5, 4L 4N6 PdutFD caned 10 esYlf Flvrs LONd BI: WA6 a`FJII aJl1 eT. ld!/ tl@6 aEUID Bf du06 d'� ANf: bSum mMR ,: n TrrrA7i \\\\AITn U No.76910 /- iAQ •••, STATE OF 1,11 ;' PZORION . 10NAL TE \\\ CHARLES A UARDEN JR DATE wa%RLrsm® maLmxv duxml xn ewle aLw ae TYPICAL SHORING DETAILS dm AF D-t OR 0 POST SHOT BSW SUPI I/SH—I 2 TYPICAL SHORING SECTION FOR STAGING REPAIR AREAS STRUCTURAL INSPECTION ARANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 rm s m ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC 208 BW CICEAN BOULEVARD STUART, RmRIDA 34994 772.22C-4501 W XSM-E.NET CERTIFICATE CIFALITHCRIZATION: 29057 I xM�Rurs wo�ree� .vMe o�ixm�Naw�ir ml�rs I.vi ,xior�%i .wwiRa onm,wuuxw mrmG rwnNaw ravel m wNNn wunmm riwwn Rm celanxc M miss snow FOWW {FAb4O1 AM 0RX! 6 L91 wR¢®+a IIC 11116 IXQND11. M RK AW RL"6 MRWR➢ WGM b M MSaN011 K R6E9G%9R.0 6 AUWIY R BI RYHaN411G I1D 6 MI N R 1@a. M w0£ W M VM fPl NN aIIp1 MaD:I wllYlll M WIIFN Wn4RAIW w OI pfJfWf IIG wL d4R9]XS MLLl H NNIfIN N M 16a 6T INf MNIWLIM. M OfXIR1C10i 6 f®VdRE iLP M W9NAUlYN K.VI bILLI19M. MI PYRdM 9tVL H 49wm w M Ta BI M D•11P/LIW. M D•IIMCIW 61�L RP M OP.WIDI 6.V1 bIFA9l3 NL 4N6 YbGRp PpRW N 65YII' RNS RPGMm w: CW.IkS pWpp WNI P: 1MI 0]q5 O(Ofl BF 0196 M6T NAf: b Shm RNTLf L: `\\VY111111111///� X. s .. .c FR�F No.76910 0 '• STATE OF l(// RI 0 C) . ZONAV- IE� CHARIES A DARDEN JR DATE Rwiw RbSlwlD nmTsmw vDxrzn W. 76910 sa, TYPICAL SHORING DETAILS v¢rk D-2 I MSMG NNOSm BVf!!ft ELS'RIC Mi( L�wTs R' m1tx[rz uvux (re.l I � c Pmw ro trt auxm mN xma ax F [YA a p0E1d1RARD Y6RI iXIN ISf S-m 6R3 RBIR OfAAED PEN DORS ON N PWf NM NA CNO[xG FEW SPICE �� 6 RIQOSO m PP PAR 6EIERCD M ff RAT a S�[W CII( RIP 8 BOC (nF.) E1]51WC R&A (IW.) ` ff N " RR.E Y 1 BE wx'u EPOYY RIU E%ISIMG OOXO6.iE RP(. 6• FULL DEPTH SLAB REPAIR O6NPoOE ONTNOURO CDVORIE XV� WIDE S1G31 O TYPICAL CORROSION PREVENTION DETAIL GALVASHIELD XP COLUMN REPAIR INSTALLATION AM I. RICE WILLED COgS1E AS MIN STAR AFPAM M:DC05 1. EEULEJ FN( CC M RIlNipiCBMi SIOl >. EraM NL E1T1190 sREt a sabbix PASIFxIro ro¢nm Mn( nE Rva ro PAwoE wm mnxan 4. AnI 6NVASHEN V NCNES m OFNI D9NDRCMD 6NR AT SPADIID QID MED R C ffi 4E0 GLLM96m RP WA 907 mR UWAIR SPIII(6 MUM '+ IK R M RIFNR NSA Mm RNERAE AS PLR DCHUM SPEC6RAlCt6 6. ma a DWExN. TD K 6EIERdISO w D6M9( NO PRMS. RIDER m M. DEmN 1' DEPEN 2' aT.r(:�nyv� RPAR N ACWmVCE Mm LCAl OVERHEAD SPALLED CONCRETE REPAIR [IEP w mRE M'OU7E IFONNWLY w R EMBED RE A 6 PUSI IN6 61!? N'RY SOUILH NAT AND AVRi0RI05N1( ARM C,fA CWN REBW ARD FBL Mm S91A ]II' 6R SIO PARm PFPN Y0.TM W II' AW ED®I m Wml CbTWC CMG SNSNE 1:: REPNR IN A6W(NVNE Mm I CAI. 6uuEI6E xx. anm SPALL CONC. COLUMN/BEAM REPAIR NIG M STD PARR SW TRLJCTURAL INSPECTIPIN ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 csm ENGINEERING CIVIL • STRUCTURAL • MARINE C5M ENGINEERING, LLC 200 5W OCEAN ROULEVARO STUART, FLORIDA 34994 772.220.4601 w .CSM-E.NET CERTIFICATE OF ALlINORMATION: 29057 ll1 CGAM1W NNHI EN234Y ISYP.616� ma ux �! MD AH mx Rix kRx xmecsax mx mxvn a[ m wmo-wN. uc 116 ro]Ifxl. M QAi e.D [tea x06WRD NI4'l N AY x5xN1Ctt 6 Ll BfA¢. FNWM1 U @I w3000A DL a IN um rs xu m a xsw.lx xxd[ PART [a AW bnmi Px6mT lmlM M Neliw u,MWZeMN R m wLVRSvwC.11E. u wweab Rwl e<wa®x ila rm er nff raivnm ne mI1NLld 610yO69F M!K C1x6NPR1 R W b1fMaYIS x[ bxxeoxs svu R xxxw x "[ rAm M M mmalm M 0110.1LIW 6 FmQ99F M M 0?W W616.Y1 PIEA9AS xA sA[a xourzb xmAx m esTln• xbrs Rvxo ec awea ovmoi xxm ac mvr a t oAnaR en awns 6A9ow sN[: A ao.. Daoxa l: \`AII1111111/////,/ A.DA .,. ......... •'•\,ICEN9SF'. P No.76910 —_ ��Q •'•, STATE OF • !(/� ; '•.,FCORIOP.•'•Gv AONAL'e . CHARLES A DARDEN IR DATE xoxb� HmTEHO Pel®)w D166Y ,LL ]6910 DETAILS "� P. D-3 CHIP OFF 1' OP 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, TYP, SECTION EXIST. CONC. BEAM REPAIR NTS CHIP OFF LOOSE CONCRETE MECHANICALLY WIRE BRUSH EXPOSED REBAR FREE OF RUST AND DUST APPLY SIKA TOP 108 ARMATEC EPDXY OVER CLEAN REBAR. APPLY THORO 50 BONDING AGENT TO CONCRETE SURFACE AND FILL WITH 'THORITE' AND FINISH WITH THE EXISTING CONC. SURFACE. Hm DUCK NRH 'SOVARi m IRO-KOO LV UL' AS SPEcm IIIRL r 04L H016 Ala MSFAIL PoRIS AT me A01G EOIE LENGTH OF CPIQ( SELL C S m SE01E RIH'3KA R-ma VERTICAL CONC CRACK REPAIR PWR NEAT WTFRIL (9)QIAR W B-1400 OR APPR01f0 EQUAL) UNTO PRE 1 CRICK UMR CP IS CORPLETOY FHILO. K OF SUB PROR TO FILLING F DL K RETECFS THROUGH APRY CAMX OW IA'GRI OF DV.bf HORIZONTAL GRAVITY CONC CRACK REPAIR EXIST. REBAR EXISTING CONCRETE COLUMN 'THORITE' FILL — SECTION VIEW ELEVATION VIEW EXIST. CONC. COLUMN REPAIR NTS TRLICTLIRAL IN5PE133TIg ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 c:msm ENGINEERING CIVIL • STRUCTURAL • MARINE C5M ENGINEERING, LLC 20B SW DORAN BDUTBVARD STUART, FU CIRIDA 34994 772-220-4601 V .CSM•E.N" CERTIFICATE DFALTTNORIZATION: 29057 M vaNw� � �m�s n�Eiun .vm ue renr neap amaou®. Cxuian omA w uuxm ro rr swYp vunr x err NRY (N YWXIP NU39RiP PmOYI fWSt ®LVMXE M Cd165 NdIIFN RA6SW AW D]HHI6 L511 FH4IIIANE.IIE. nm pparon, M rtu rm asva FIDNPAIO wxm, u a easwmv a stx a Iraonr a ESI wammc uc um rs nm a v*,m o. m YxaE OR m vun ra Arr mNx xmEn m BE WIIXON M eAl11G' XIMO1ie1191 V L91 ENPEEIM4 LLC, Yi P4EA9M5 94tlL R 14WIlD N IM[ RN Br IM (IDIIxL1aL M (OIIV/CIOI K M9V9dE M M 0%9RWW 6 M1412X9M ,W pAht9M5 $IWl Bf ra VFu N M FFIO Br INf m11NCla1. M wna¢sm rs Rfvame¢ RE mERmenw ar ut musaxs. xt rAm vaopm RYIYm se ester xms Ream a aura nviRY vuw er: Ian cars Ma3p V. a s MN scYL a ae.n mmrta I: \\\\1111111/1// N. N n ......... �<( / [P'�..•�\CENS�c •'•.!L No. 76910 40 �10 '•, STATE OF 4 ;' ''•.FCORIOP.•'• //llllllill\\ CHARLES A GARDEN JR DATE INNW RasIfAEO VA6I59H4 WMIN N6 149�0 K DETAILS 9FD R D-4 r EXISTING CONCRETE SCRATCH COATED I �7111 EPDXY MORTAR FILL SECTION VIEW CHIP OFF LOOSE CONCRETE MECHANICALY WIRE BRUSH EXPOSED REBARS FREE OF RUST AND DUST APPLY SIKA TOP 110 ARMATEC EPDXY OVER CLEAN REBAR. APPLY THORO 60 BONDING AGENT TO CONCRETE SURFACE AND FILL WITH EPDXY MORTAR AND FINISH TO MATCH EXISTING CORD. SURFACE, EXISTING CONCRETE EXIST. REBAR EPDXY MORTAR FILL ELEVAITION VIEW NTS EXISTING CONCR EXISTNG CMCRETE ! MlT OF CONCRETE I� RD'AR(TW.) TNANSVERSE REBAR CLEANED PER PROVIDE Y! MIN. CONT. OTES ON S-02 AS REQUIRED SAW CUT TOP & BOT. (TYP.) EXISTING REBAR (TYP.) FULL DEPTH SLAB REPAIR REBAR TO CONCRETE MIN. PER STRUCTURAL INSPECTION ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 csm ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING, LLC 208 BW OCEAN BOULEVARD BTUART, FLORIDA 34994 772.220.4601 WQSM•E.NET ICERTIFICATE OFAUTHORIZATIONI 29057 n¢ RxnrtLA� o-PnLmii¢�[ Puffin wp�a+�rous xi noiplas mPRauw. txwaa anm, an 4[Ipip ro un romp PIAtr Ix AY roE ErvRss xMlEx PEPYRLpN AM OlX4M a t54 MGMQAXG LLG 11=N . ONM A W NU IOR 11C. Mx W w.. w L ....6 x1aW'LMRp .11. IS M MIMY[M a PW[SLRU15flME. IS PINP[W a. FWAS[ K LLL .VO IS NOT M H IRm. M,MIL M X PIA[WWO MdEfl RxWr nE wmRx xmlucunw a rn Eaxmexc.ILL. u[maiAspxs NWLaxmmoxro[AMRro[mXx+am ro[ LP1114RLN R #SFN4RE is T1E La91YttH a W [IYENSMS. .ILL pMp[pX5 91PLL a VEAI,I[p H M[ Mp BI ME (GX@/Lp11. roL ttl11R4'f[A 5 fmPa99E [[P ME p1plUlYttN a.YL mumRpxs. 1LL $UI[S INxGlfp RMIdI 1p BSYII' ROR 0.➢INe➢ HI: LMAP6 pAb]I dU1M Bf. IIN(WNs aEGrto � Doers na�n scve xrs mwIa 1: \\ A. \\II1111111//// ........... s IG "� FR�F'k V • No. 76910 �O ••, STATE OF • ((/�� ; Aq // NAIL.E0 //"III IIII IIA\ CHARLES A DARDEN JR DATE rmmw RasRRm waTmuN wcix� xn ]Nlp Mm E MAILS M0 1: D-5 INCREASE EESLLCppREW/NAL PATTERN TO FOR PLY�000 PATTFACHMENI' EDGES ADD HORIZONTAL MATTACH TO µ4ifiaia4TSRWSUpiEcWIEL ADD MOTIONAL CONNECTOR LLTOP h BOT TO EACH STUD `4f4F1Uxl'GA All WD SCREWS FACT CONT. CAULK BEAD ALONG BOTTOM, TOP, AND SIDES ILD AT DOOR THRESHOLD HURRICANE WALL ffXL RTS CONNECT VER11G1 2.6 TO EACH STUD WITH (3) fIOx3' WD. SCREWS CONNECT DIAGONAL BRACE TO 2x6 WITH L4.4.4.16 Gl ANGLE AND (6) JIDxl' WD. SCREWS WT EACH LEG ,24 DIAGONAL BRACE Ito AT 4' O.C. -TYP. 1n CONNECT DIAGONAL BRICE ro LEDGER WITH L4x4x4x16 G4 ANGLE AND (6) 1100' WD. INTO EACH LEG TYP. STANDARD 2%6 WOOD ER ro sAB r UST WAL �� SINPSON 1 4 Rxl-I 1 TRW CON LTE NIN. F�IBroYENi 016 O.C. MA%. srA[E: x.Ts TIMBER 1. ALL 2x4 & 2x6 STUDS, SILL PLATES, AND PLYWOOD TO BE SOUTHERN PINE GRADE 2 TIMBER. DIMENSIONS AND LOCATIONS 1. DIMENSIONS SHOWN PROVIDED AS A GUI➢E TO CONTRACTOR. ACTUAL FIELD CONDITIONS AND LOCATION MAY VARY. SHOULD ➢EVIATIONS FROM STRUCTURAL ATTACHMENTS SHOWN ON PLANS BE REQUIRED, THE ENGINEER SHALL BE NOTIFIED. 2. INSTALL ALL DUST WALLS MIN, 36' FROM THE AREA OF REPAIR, 6 MIL PLASTIC OVER COX PLYWOOD TAPE All SEAMS 1/2" COX PLY -WOOD ATTACHED TO FRAMING STUDS AND LEDGERS W/ #10 WD. SCREWS AT 12' O.C. AT FIELD AND 6" O.C. AT EDGES OPTIONAL ATTACHMENT FOR 1/2" COX PLY -WOOD ATTACHED TO FRAMING W/ 10-d NAILS AT 12" O.C. AT FIELD AND 6" O.C. AT EDGES 2x4 TOP LEDGER ATTACH 20 TOP LEDGER TO CONCRETE WITH SIMPSON 1/4"00-1/2' MIN. EMBEDMENT TITEN CONCRETE SCREWS ® 32" D.C. MAX. 2x4 WOOD STUDS ® 16" D.C. ATTACHED TO EACH LEDGER WITH (2) 16d TOE NAILS UNFINISHED INTERIOR WALL 6 MIL. PLASTIC WRAP OVER 1/2" COX PLYWOOD. TAPE ALL SEAM JOINTS IN 6 MIL PLASTIC WRAP 2X4 WOOD TjACHED T9 SLAB WITH SIMPSON 1 40x1-1 2 MIN. EMBEDMENT TITEN CONCRETE SCREWS 411 32 O.C. MAX. FIN, FLOOR COM. CAULK BEAD ALONG BOTTOM IND ATTACHEDD TO SLAB 1 40x1-1/2 MIN. EMBEDMENT 704NCRETE SCREWS @ 32 O.C. MAX. . TOP AND BOTTOM WALL STUD PER PLAN a� 3 :o I SUPPLY JRPET PADDING AROUND P17RIMEFER FOR PROTECTION 11, BOL LEDGERS �CONT. CAULK BEAD ALONG �—DBL STUD BOTTOM AT EACH END -TYP. STANDARD DUST WALL ELEVATION STRUCTURAL INSPECTI[I ATLANTIS III CONDOMINIUM 10200 SOUTH OCEAN DRIVE JENSEN BEACH, FL 34957 Emm S m ENGINEERING CIVIL • STRUCTURAL • MARINE CSM ENGINEERING[ LLC 2OS SW DCEAN BOULEVARD STUART, FLORIDA 34994 772-220-4601 W .CSM-E.NET CERTIFICATE OF ALTINORIZATIDN: 29DS7 x vxNvm c®.,mam. w as/aam—uN o»mon ut orx[s wxnan #Ms OR wn xw oanmmcs 1 wa ra ee w',,OR [o. tNVNd,WRO, ae A59wlm ra FA%Y w AM1 . 0 mxumRlm OWq NmK EMaeOL ramR4s wmm wmissox um mxsml a mI mmE[FNG uc IM6 mLgI.M Rli. u9 OEfRR ,{AIOUI�RD f'DR. 4IN M19xQ'f a NOFSWI 4RA[ 6 fl.0♦FM1 a Cf11 FM..1L9iC 11L uR R wr ro a uR4 x xxR[ d x iMR rm Nrc mRx wRRM xnwU M xmp xmvmua a m oa�mN¢ ut xL 06K�M 9tYtSMPIDNMixIO Br M[AtPA1IX M LMIRCIa16 R9Vf$L wN IM lC.](IDi YMI a Ml OYp9l2 m oAhIN Is 91ALL R Vww.R W IK [Da % a NI@,CIOa IM mxw!twa is wsswstU ww n[maonunw a Rl pR1Bw5. .W. Y/!6 x8I1[Y M. TO lstir RMi ®Nm ea txwats o,ax owxx s� TTi mrrs t,mm ec a tumD VV111111111!/// . DA A. \•. F v �. �IGENgF No.76910 -_ ��Q '• STATE OF !(X441 ZONA%- CIA LES A DARDEN JR DATE Rtl01 RISIm:D fl WVp M Ti910 9R X E: DUST WALL DETAILS 9f /: D-6