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HomeMy WebLinkAboutaddendum 2_with attachments BP _4Page 1 of 1 ADDENDUM NO. 2 FRANCISCAN ORTHOPEDIC CENTER OF EXCELLENCE BID PACKAGE NO. 4 - GARAGE/BRIDGE PACKAGE MSKTD Project No. 7382 October 23, 2019 This addendum is issued as a supplement to the drawings and specifications and shall be considered an integral part of the same. ITEM LOCATION DESCRIPTION 2.1 Specifications The specifications have been modified to remove the Canopy work from Bid Package #4. The Canopy work is now a part of Bid Package #1. Attached is the revised Project Manual. 2.2 Drawings The drawings have been modified to remove the Canopy work from Bid Package #4.The Canopy work is now a part of Bid Package #1. Attached is the revised Drawings Set. Respectfully submitted, MSKTD & ASSOCIATES, INC. D. Nicholas Slater, Architect DNS/lw Attachments: Project Manual (revised) Drawings Set (revised) cc:Martin Roesli (Martin.Roesli@tonnandblank.com) Mark Rogers (mark.rogers@tonnandblank.com) Daryl Humble (daryl.r.humble@imegcorp.com) Susan Smith (Susan.K.Smith@imegcorp.com) Jaclyn Hensel (jhensel@cripe.biz) Alyssa Prazeau (aprazeau@context-design.com) Doug Gannon (Doug.Gannon@wginc.com) JD Taylor (jdtaylor@cesolutionsinc.com) DNS/RJH/File ARCHITECTURE ENGINEERING INTERIOR DESIGN 1715 MAGNAVOX WAY, FORT WAYNE, INDIANA 46804 PH. 260-432-9337 930 NORTH MERIDIAN, INDIANAPOLIS, INDIANA 46204 PH. 317-917-1190 WWW.MSKTD.COM DAVIDARCHI T E C TREG IS TERE DAR10500075 STATE OF I IND A AN No. S L TA ERN IC H LOAS FRANCISCAN ORTHOPEDIC CENTER OF EXCELLENCE BP #4 - Garage/Bridge Structural Package A/E Commission No. 7382 October 11, 2019 5721 Progress Road Indianapolis, IN 46241 317.423.1020 930 North Meridian Indianapolis, IN 46204 317.917.1190 8910 Purdue Road, Suite 400 Indianapolis, IN 317.735.3349 10 Shoshone Drive Carmel, IN 46032 317.324-6024 BP #4 - GARAGE/BRIDGE STRUCTURAL PACKAGE Franciscan Orthopedic Center of Excellence BP #4 - Garage/Bridge Structural Package MSKTD Project No. 7382 TABLE OF CONTENTS - 1 PROJECT MANUAL TABLE OF CONTENTS TITLE PAGE TABLE OF CONTENTS SPECIFICATIONS DIVISION 1 - GENERAL REQUIREMENTS Section 010000 - Construction Drawing Index Section 014100 - Special Inspection and Testing Laboratory DIVISION 3 - CONCRETE Section 031100 - Concrete Formwork Section 031500 - Concrete Accessories Section 032000 - Concrete Reinforcement Section 033020 - Cast-In-Place Concrete (Garage/Bridge) Section 034100 - Precast Concrete DIVISION 4 - MASONRY Section 042200 - Concrete Unit Masonry DIVISION 5 - METALS Section 051220 - Structural Steel (Garage/Bridge) Section 053120 - Steel Decking (Garage/Bridge) Section 055700 - Miscellaneous Metals DIVISION 7 - THERMAL AND MOISTURE PROTECTION Section 071800 - Traffic Coatings Section 071900 - Water Repellents Section 079200 - Concrete Joint Sealants Section 079500 - Garage Expansion Joint Sealant Systems DIVISION 9 - FINISHES Section 099600 - High-Performance Coatings Franciscan Orthopedic Center of Excellence BP #4 - Garage/Bridge Structural Package MSKTD Project No. 7382 TABLE OF CONTENTS - 2 DIVISION 31 - EARTHWORK Section 316110 - Rammed Aggregate Pier Systems DIVISION 32 - EXTERIOR IMPROVEMENTS Section 321723 - Pavement Markings END OF TABLE OF CONTENTS Franciscan Orthopedic Center of Excellence BP #4 - Garage/Bridge Structural Package MSKTD Project No. 7382 CONSTRUCTION DRAWING INDEX 010000 - 1 SECTION 010000 - CONSTRUCTION DRAWING INDEX PART I - DRAWING INDEX The following drawings form an integral part of these Contract Documents in addition to the details and written material within these specifications. G0-1.4 Cover Sheet - BP#4 G1-1.4 Sheet Index - BP#4 AP101 LEVEL 1 PLAN - ARCHITECTURAL PARKING AP102 LEVEL 2 PLAN - ARCHITECTURAL PARKING AP103 LEVEL 3 PLAN - ARCHITECTURAL PARKING AP104 LEVEL 4 PLAN - ARCHITECTURAL PARKING AP401 ENLARGED STAIR TOWER PLANS - ARCHITECTURAL PARKING AP501 STRIPING & PAVEMENT MARKING DETAILS - ARCHITECTURAL PARKING AP511 SIGNAGE DETAILS - ARCHITECTURAL PARKING AP512 SIGNAGE DETAILS - ARCHITECTURAL PARKING AP513 SIGNAGE DETAILS - ARCHITECTURAL PARKING AP521 SIGN MOUNTING DETAILS - ARCHITECTURAL PARKING S-001 GENERAL NOTES - STRUCTURAL S-002 GENERAL NOTES - STRUCTURAL S-100 FOUNDATION PLAN - STRUCTURAL S-101 LEVEL 1 PLAN - STRUCTURAL S-102 LEVEL 2 PLAN - STRUCTURAL S-103 LEVEL 3 PLAN - STRUCTURAL S-104 LEVEL 4 PLAN - STRUCTURAL S-201 BUILDING ELEVATIONS - STRUCTURAL S-301 BUILDING SECTIONS - STRUCTURAL S-401 ENLARGED SOUTH TOWER PLANS - STRUCTURAL S-402 ENLARGED SOUTH TOWER PLANS - STRUCTURAL S-411 ENLARGED EAST TOWER PLANS - STRUCTURAL S-421 ENLARGED PLANS - STRUCTURAL S-431 PEDESTRIAN BRIDGE - STRUCTURAL S-501 SLAB ON GRADE & FOUNDATION DETAILS - STRUCTURAL S-502 FOUNDATION DETAILS - STRUCTURAL S-503 FOUNDATION DETAILS - STRUCTURAL S-511 PCC COLUMN DETAILS - STRUCTURAL S-521 PCC FRAMING DETAILS - STRUCTURAL S-522 PCC FRAMING DETAILS - STRUCTURAL S-531 PCC BEAM DETAILS - STRUCTURAL S-535 PCC WALL & CONNECTION DETAILS - STRUCTURAL S-541 WATERPROOFING DETAILS - STRUCTURAL S-542 WATERPROOFING DETAILS - STRUCTURAL S-551 STANDARD & MISCELLANEOUS DETAILS - STRUCTURAL S-561 PEDESTRIAN BRIDGE DETAILS - STRUCTURAL S-562 PEDESTRIAN BRIDGE DETAILS - STRUCTURAL Franciscan Orthopedic Center of Excellence BP #4 - Garage/Bridge Structural Package MSKTD Project No. 7382 CONSTRUCTION DRAWING INDEX 010000 - 2 S-601 FOUNDATIONS SCHEDULE & TYPICAL DETAILS - STRUCTURAL S-621 FOUNDATIONS SCHEDULE & TYPICAL DETAILS - STRUCTURAL END OF SECTION 010000 Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 SPECIAL INSPECTION AND TESTING LABORATORY 014100 - 1 SECTION 014100 – SPECIAL INSPECTION AND TESTING LABORATORY PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. The Conditions of the Contract for Construction and the General Requirements of Division 1 of these Specifications apply to Work of this Section. B. A Soil Investigation Report for soil and sub-surface information as indicated on Drawings based on tests taken at the site. Refer to Geotechnical Report in project manual. C. All testing of concrete will conform to requirements of ACI 301-16, Standard Specifications for Structural Concrete, ACI 311.4R-05, Guide for Concrete Inspection, and ACI 311.6-18, Specification for Testing Ready Mixed Concrete. Specific project requirements or modifications are specified herein. 1.2 WORK INCLUDED A. Contractor will employ and pay for services of an Independent Testing Laboratory approved by Owner and Engineer to perform testing as specified in this Section. B. Contractor shall pay cost for all re-tests and related engineering services which indicate that initial tested items are not in accordance with Contract Documents, and for additional tests that are for his convenience. 1.3 RELATED WORK A. Following Work is related to this Section: 1. Section 032000 Concrete Reinforcement 2. Section 033020 Cast-In-Place Concrete (Garage/Bridge) 3. Section 034100 Precast Concrete 4. Div 4 Masonry 5. Section 051210 Structural Steel (Garage/Bridge) 6. Section 055700 Miscellaneous Metals 1.4 QUALITY CONTROL (ACI 301-16 1.6) ADDITIONAL REQUIREMENTS ARE AS FOLLOWS: A. Special Inspector(s) BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 SPECIAL INSPECTION AND TESTING LABORATORY 014100 - 2 1. A certified ACI Concrete Construction Special Inspector or certified ICC Reinforced Concrete Special Inspector shall be responsible for concrete inspection services. 2. A certified AWS Welding Inspector per AWS QCI or certified ICC Structural Steel and Welding Special Inspector shall be responsible for welding inspection services. Inspectors performing nondestructive testing of welds other than visual shall be NDT Level II per American Society for Nondestructive Testing Recommended Practice No. SNT-TC-1A. 3. A licensed PE specializing in soil mechanics and foundations shall be responsible for soil and foundation inspection services. B. Independent Testing Laboratory 1. Laboratory will meet requirements of ASTM C 1077. 2. Laboratory will meet requirements of ASTM E329. 3. Laboratory will have been inspected by an independent agency such as Cement and Concrete Reference Laboratory CCRL or AASHTO Material Reference Laboratory AMRL. 4. Laboratory will meet "Recommended Requirements for Independent Laboratory Qualification," published by American Council of Independent Laboratories. 5. Laboratory will be authorized to operate in state in which Project is located. 6. An ACI certified Concrete Laboratory Testing Technician - Grade II will be responsible for concrete testing services. 7. An ACI certified Concrete Construction Inspector will be responsible for concrete inspection services. 8. An ACI certified Concrete Field Testing Technician - Grade I will be responsible for field testing services. 9. Technicians performing field tests will have available to them a copy of ACI MNL-15(16) Field Reference Manual: Specifications for Structural Concrete for Building with Selected ACI and ASTM References. 10. Weld Inspectors will be AWS Certified Welding Inspector per AWS QCI. Inspectors performing nondestructive testing of welds other than visual will be NDT Level II per American Society for Nondestructive Testing Recommended Practice No. SNT-TC-1A. 11. Laboratory will provide one (1) plant inspection of ready-mixed concrete plant at the beginning of concrete placement. Additional visits will be as directed by Engineer. Observations will be in accordance with ACI 311.5R-05. 12. Employment of Laboratory will in no way relieve Contractor's obligations to perform Work of Contract. 1.5 CONTRACTOR RESPONSIBILITIES (ACI 301-16 1.6.2) ADDITIONAL REQUIREMENTS ARE AS FOLLOWS: A. Contractor shall coordinate with Special Inspector to ensure that Special Inspector has adequate notice to be on site prior to beginning construction activities requiring special inspection. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 SPECIAL INSPECTION AND TESTING LABORATORY 014100 - 3 1.6 SPECIAL INSPECTOR RESPONSIBILITIES (ACI 301-16 1.6.3) ADDITIONAL REQUIREMENTS ARE AS FOLLOWS: A. Special Inspector shall coordinate with Contractor in order to provide qualified personnel upon due notice. B. All inspections shall be performed in a timely manner to prevent installation (or to allow for removal) of non-conforming material. C. Special Inspectors shall keep records of inspections. The special inspector shall furnish inspection reports to the Engineer as directed in this Section. Reports shall indicate that work inspected was done in conformance to approved construction documents. Discrepancies shall be brought to the immediate attention of the contractor for correction. If the discrepancies are not corrected, the discrepancies shall be brought to the attention of the Engineer prior to the completion of that phase of the work. D. All inspections will be reported in writing to Contractor, Subcontractor, Supplier, Installer, etc., Engineer, and Owner on a monthly basis. Written reports of inspections shall be delivered to above parties within forty-eight (48) hours of testing or by EMAIL or by FAX if immediately requested. Each report will include, as a minimum, the following: 1. Report number 2. Date issued 3. Project title and number 4. Name of Contractor and Subcontractor if applicable 5. Supplier 6. Special Inspector’s company name, address, and telephone number 7. Special Inspector’s name and signature 8. Dates and times of inspections 9. Record of weather conditions 10. Identification of product and Specification Section 11. Location of inspection in Project 12. Type of inspection 13. Results of inspection and compliance with Contract Documents 14. Interpretation of inspection results when requested by Engineer 1.7 LABORATORY RESPONSIBILITIES (ACI 301-16 1.6.3) ADDITIONAL REQUIREMENTS ARE AS FOLLOWS: A. Laboratory will cooperate with Engineer, Contractor, and Subcontractors in order to provide qualified personnel upon due notice. B. All testing will be performed in a timely manner to prevent installation (or to allow for removal) of non-conforming material. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 SPECIAL INSPECTION AND TESTING LABORATORY 014100 - 4 C. All tests will be reported in writing to Contractor, Subcontractor, Supplier, Installer, etc., Engineer, and Owner. Written reports of test results will be delivered to above parties within 48 hours of testing or by EMAIL if immediately requested. Each report will include, as a minimum, following: 1. Report number 2. Date issued 3. Project title and number 4. Name of Contractor and Subcontractor if applicable 5. Supplier 6. Testing Laboratory name, address, and telephone number 7. Name and signature of Laboratory Field Technician 8. Date and time of sampling or inspection 9. Record of temperature and weather conditions 10. Date of test 11. Identification of product and Specification Section 12. Location of sample or test in Project 13. Type of inspection or test 14. Results of tests and compliance with Contract Documents 15. Interpretation of test results when requested by Engineer 1.8 SUBMITTALS A. ACTION SUBMITTALS 1. Upon request, certification and qualifications of Laboratory and Laboratory field technicians. B. INFORMATIONAL SUBMITTALS 1. Upon request for record, testing procedures and apparatus. 1.9 SPECIFIC TESTS, INSPECTIONS AND METHODS REQUIRED A. Soils 1. Special Inspection Requirements a. The Special Inspector shall determine that proper materials and procedures are used in accordance with the provisions of the approved soils report and construction documents. b. (Periodic) Verify materials below footings are adequate to achieve the design bearing capacity. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 SPECIAL INSPECTION AND TESTING LABORATORY 014100 - 5 c. (Periodic) Verify excavations are extended to proper depth and have reached proper material. d. (Periodic) Perform classification and testing of controlled fill materials. e. (Continuous) Verify use of proper materials, densities, and lift thicknesses during placement and compaction of controlled fill. f. (Periodic) Prior to placement of controlled fill, observe subgrade and verify that site has been prepared properly. 2. Testing Requirements a. Determine suitability of all materials to be used as fills, backfills, and leveling beds. b. Perform one optimum moisture-maximum density curve in accordance with ASTM D1557 for each type of soil proposed for use. c. One field density test for each 2500 square feet or fraction thereof of each in- place fill layer in accordance with either ASTM D 1556, D 2167, or D 2922. d. Provide daily inspection and reports for compaction work. e. Confirm adequacy of bearing conditions for following: 1) Slab-on-Grade 2) Footings B. Concrete Construction 1. (ACI 301-16 1.6.3 and ACI 311.4R-05): Comply also with testing requirements established in governing building codes. Additional requirements are specified as follows: 2. Special Inspection Requirements a. The Special Inspector shall determine that proper materials and procedures are used in accordance with the provisions of the construction documents. b. Concrete Formwork 1) (Periodic) Inspect formwork for shape, location and dimensions of the concrete member being formed per approved construction documents and ACI 318-14, 26.11.1.2(b). c. Concrete Reinforcement 1) (Periodic) Inspection of reinforcing steel and placement per approved construction documents and ACI 318-14, Chapter 20, 25.2, 25.3, 26.6.1- 26.6.3 and 2014 IBC 1908.4. a) Each structural element shall be reviewed after installation prior to concrete placement. 2) (Periodic) Inspection of anchorages to be installed in concrete prior to and during placement of concrete per approved construction documents, ACI 318-14, 17.8.2. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 SPECIAL INSPECTION AND TESTING LABORATORY 014100 - 6 a) Embeds and anchorages 3) Inspection of anchors installed in hardened concrete per approved construction documents a) (Continuous) Adhesive anchors installed in horizontally or upwardly inclined orientations to resist sustained tension loads, ACI 318-14, 17.8.2.4. b) (Periodic) Mechanical anchors and adhesive anchors not defined above, ACI 318-14, 17.8.2. d. Concrete 1) (Periodic) Verify use of required design mix per approved construction documents, ACI 318-14, Chapter 19, 26.4.3, 26.4.4, and 2014 IBC 1904.1, 1904.2, 1908.2, 1908.3. 2) (Continuous) At the time fresh concrete is sampled to fabricate specimens for strength tests, perform slump and air content tests, and determine the temperature of the concrete per approved construction documents, ACI 318-14, 26.4, 26.12, ASTM C 172, ASTM C 31 and 2014 IBC 1908.10. 3) (Continuous) Inspection of concrete placement for proper application techniques per approved construction documents, ACI 318-14, 26.5 and 2014 IBC 1908.6, 1908.7, 1908.8. 4) (Periodic) Inspection for maintenance of specified curing temperature and techniques per approved construction documents, ACI 318-14, 26.5.3- 26.5.5 and 2014 IBC 1908.9. 5) (Periodic) Verify in-situ concrete strength, prior to stressing of tendons in post-tensioned concrete and prior to removal of shores and forms from beams and structural slabs, ACI 318-14, 26.11.2. e. Precast 1) (Periodic) Inspect erection of precast concrete members, ACI 318-14, 26.8. 3. Testing Requirements a. Concrete Formwork 1) Formwork materials and installation is in accordance with approved construction documents and tolerance limits of ACI 117. 2) Expansion joint blockouts at proper location and size. b. Concrete Reinforcement 1) Prior to placing concrete verify following: a) Reinforcement is shipped, handled, and stored as specified. b) Mill reports and certifications are available for prestressing steel and other components. c) Tie wire, chair, and support systems (location, spacing, material). BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 SPECIAL INSPECTION AND TESTING LABORATORY 014100 - 7 d) Epoxy coating for conventional reinforcement is free of damage and damaged coating is repaired in conformance with Contract Documents. e) Conventional steel is correctly placed, including proper number, location, cover, supports, and splices. f) Inserts, sleeves, and blockouts for mechanical, electrical, and precast concrete work are installed at proper location and sizes. 2) During concrete placement verify following: a) Forms are clean, free of cut bars, tie wire, saw dust, debris, foreign materials, etc. before concrete placement. b) Concrete placement does not displace position of reinforcement or tendons and pump lines are independently supported. c. Concrete 1) During concrete placement verify following: a) Concrete is properly consolidated, especially in areas of reinforcement congestion to eliminate voids and honeycombing. Verify vibrators are not laid reinforcement. b) Water is not added to concrete trucks at job site without prior approval of Engineer. c) Spraying of water directly on slab surface does not occur during fogging operations. d) Concrete placement and finishing procedures are in compliance with Contract Documents and as agreed during prepour meeting. e) Cold weather and hot weather concreting practices are followed as specified. f) Finishing and jointing procedures are followed as specified. g) Wet cure practices are followed as specified. 2) Concrete Compression ASTM C 39. a) Laboratory will have a compression machine capable of breaking 6" X 12" cylinders of 10,000 psi or be prepared to test 4" X 8" cylinders in accordance with ASTM standards. b) Take a minimum number of test cylinders for each 50 cubic yards, or fraction thereof, of each mix design of concrete placed in any one day. · 6” x 12” cylinders: 6 cylinders · 4” x 8” cylinders: 7 cylinders c) Compression test sample size will be 6" x 12" cylinders or 4" x 8" cylinders. d) Compression tests · Test 2 cylinder at 7 days. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 SPECIAL INSPECTION AND TESTING LABORATORY 014100 - 8 · Test 2 cylinders at 28 days (3 cylinders for 4”x8” cylinders). · Hold 2 cylinders in reserve for use as the Engineer directs. e) After 56 days, unless notified by the Engineer to the contrary, reserve cylinders may be discarded without being tested for specimens meeting 28 day strength requirements. 3) Slump Test a) Conduct one slump test per batch at the point of placement ASTM C 143. b) When water reducing admixtures or high range water reducing admixtures are added at job site, test concrete slump prior to addition of admixtures. 4) Air Content Testing a) Sample and test with each set of cylinders ASTM C 173 or ASTM C 231 and ASTM C 138. b) Sample and test samples from the first three batches in the placement and until three consecutive batches have air contents within the range specified, at which time every fifth batch will be tested. Maintain every fifth batch until a batch is not within the range specified, at which time testing of each batch will be resumed until three consecutive batches have air contents within the range specified. c) Sample and test following placement and screeding at rate of one per every 10 batches of air-entrained concrete delivered to project. 5) Ambient Air Temperature and Composite Concrete Sample Temperature. a) Record temperatures for each batch of concrete ASTM C 1064. 6) Unit Weight a) Conduct unit weight test with each set of cylinders ASTM C138. 7) Submit for record field test reports including following information (ACI 311.5-04 2.6): a) Project information as specified herein b) Design mix number c) Design strength d) Cement content e) Water content f) Coarse aggregate lbs/yd g) Fine aggregate lbs/yd h) Admixtures i) Truck number and/or ticket number j) Drum rotation revolution k) Cubic yards BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 SPECIAL INSPECTION AND TESTING LABORATORY 014100 - 9 l) W/C ratio m) Batch time n) Discharge start time o) Empty time p) Sample time q) Slump r) Air content s) Air temperature and concrete temperature t) Location of placement and location of sample batch 8) Submit for record laboratory test results including following information in addition to information cited under field tests. a) Cylinder identification b) Date tested, concrete age c) Total load d) Compressive strength e) Type of fracture f) Method of curing g) Weight of cylinder 9) Corrosion Inhibitor Testing a) Concrete Producer shall have corrosion inhibitor Manufacturer/Supplier perform following: · Install a "Low Level pump cutoff device" in the dedicated Calcium Nitrate tank. Device will shut off dispenser pump in event of insufficient product in tank · Install a visual reference (such as a bottle or other approved device) for dispensing Calcium Nitrite corrosion inhibitor. Visual reference shall be accessible to Independent Testing Laboratory, Manufacturer/Supplier's Representative, and Engineer. · Calibrate dispensing system at initial equipment installation and annually thereafter. Install tamper proof seals after each calibration of system. b) Concrete plant operator shall perform following: · Verify contents of visual reference (such as a bottle or other approved device) prior to discharge of product for each batch. If visual reference does not indicate specified amount of corrosion inhibitor, concrete plant operator shall stop production and notify corrosion inhibitor Manufacturer/Supplier immediately. c) Independent Testing Laboratory shall perform following: BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 SPECIAL INSPECTION AND TESTING LABORATORY 014100 - 10 · Prior to and after each pour, take volume readings of corrosion inhibitor tank, correlate to size of pour, and report results to Engineer, corrosion inhibitor Manufacturer/Supplier, and concrete supplier. Volume used should be within +/- 10% of specified amount. · Test plastic corrosion inhibitor concrete for presence of corrosion inhibitor in accordance with test method indicated in Appendix A. Test each concrete sample used for concrete compression test cylinders at rate of one test for each 50 cubic yards, or fraction thereof, of each mix design of concrete placed in any one day. · Test hardened corrosion inhibitor concrete for corrosion inhibitor content using cores taken following air content testing specified herein under "Air Content Testing" at rate of one test per 15,000 square feet of supported slab. Testing of hardened concrete for Corrosion Inhibitor content will be performed following procedure documented in State of North Carolina Test Procedure #C-20.0, "Determination of Calcium Nitrite in Concrete." C. Fabricated Hardware for Cast-In-Place or Precast Concrete 1. Special Inspection Requirements a. (Periodic) Inspection of fabricated hardware and placement per approved construction documents. 1) Each structural element shall be reviewed after installation prior to concrete placement. 2. Testing Requirements a. At start up of fabrication, review and verify welding procedures. b. At mid schedule of production, randomly select and inspect 25 percent of pieces fabricated. Visually inspect welds, provide magnetic particle examination if required. If greater than or equal to two percent of welds are unacceptable, increase random sampling frequencies to 50 percent. If greater than or equal to five percent are unacceptable, inspect all pieces. c. Last visit prior to shipping and installation review uninspected pieces per guidelines of mid schedule visit. d. Report will include: 1) Date of inspection 2) Description of pieces or procedure reviewed 3) Status (approval, rejection) 4) Remedial work required, date carried out, date of final passing inspection BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 SPECIAL INSPECTION AND TESTING LABORATORY 014100 - 11 5) Any comment or observations regarding condition D. Masonry Construction 1. Special Inspection Requirements a. General 1) (Periodic) Compliance with required inspection provisions of the construction documents and the approved submittals shall be verified (applicable references include ACI 530.1 Article 1.5). 2) (Periodic) Verify all masonry materials and construction practices conform to the requirements of the approved construction documents. b. Masonry Components 1) As masonry construction begins, verify the following to ensure compliance with approved construction documents: a) (Continuous) Proportions, preparation and handling of site-prepared mortar (applicable references include ACI 530.1 Article 2.6A). b) (Periodic) Construction of mortar joints (applicable references include ACI 530.1 Article 3.3B). c) (Periodic) Location of reinforcement, connectors, prestressing tendons, and anchorages (applicable references include ACI 530.1 Articles 3.4 and 3.6A). d) (Continuous) Verify proper protection of masonry materials on Site. 2) The inspection program shall verify the following conform to approved construction documents: a) (Periodic) Size and location of structural elements (applicable references include ACI 530.1 Article 3.3G). b) (Periodic) Type, size, and location of anchors, including other details of anchorage of masonry to structural members, frames, or other construction (applicable references include ACI 530 Sections 1.2.2e, 2.1.4, and 3.1.6). c) (Periodic) Specified size, grade, and type of reinforcing (applicable references include ACI 530 Section 1.13 and ACI 530.1 Articles 2.4 and 3.4). d) (Continuous) Welding of reinforcing bars (applicable references include ACI 530 Sections 2.1.10.7.2 and 3.3.3.4b). e) (Periodic) Protection of masonry during cold weather (temperatures below 40 degrees F) or hot weather (temperatures above 90 degrees BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 SPECIAL INSPECTION AND TESTING LABORATORY 014100 - 12 F) (applicable references include IBC Sections 2104.3 and 2104.4 and ACI 530.1 Articles 1.8C and 1.8D). 3) Prior to grouting, the following shall be verified to ensure compliance with approved construction documents: a) (Continuous) Grout space is clean and the cores are properly aligned (applicable references include ACI 530.1 Article 3.2D). b) (Periodic) Placement of reinforcement and connectors and prestressing tendons and anchorages (applicable references include ACI 530 Section 1.3 and ACI 530.1 Article 3.4). c) (Periodic) Proportions of site-prepared grout and prestressing grout for bonded tendons (applicable references include ACI 530.1 Article 2.6B). d) (Periodic) Construction of mortar joints (applicable references include ACI 530.1 Article 3.3B) 4) During grouting, the following shall be verified to ensure compliance with approved construction documents: a) (Continuous) Grout placement (applicable references include ACI 530.1 Article 3.5). b) (Continuous) Preparation of grout specimens as required in approved construction documents shall be observed (applicable references include IBC 2105.1 and ACI 530.1 Article 1.4). c. Exceptions 1) Special inspections shall not be required for the following: a) Empirically designed masonry (as noted on the approved construction documents), glass unit masonry or masonry veneer designed by Section 2109, 2110, or Chapter 14, respectively, or by Chapters 5, 7, or 6 of ACI 530/ASCE 5/TMS 402, respectively, when they are part of structures classified as Risk Category I, II, or III in accordance with Section 1604.5. 2. Testing Requirements a. Sample and test mortar before and during construction (for each 5000 sq. ft. of masonry) in accordance with ASTM C780. b. Sample and test grout before and during construction (for each 5000 sq. ft. of grouted masonry) in accordance with ASTM C1019. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 SPECIAL INSPECTION AND TESTING LABORATORY 014100 - 13 E. Steel Construction 1. Special Inspection Requirements a. Fabricators 1) The special inspection requirements listed below are not required for fabrication plants meeting the requirements of Specification Section 051220 Structural Steel (Garage/Bridge). b. Structural Steel Members 1) Inspect and verify identification markings of structural steel conform to ASTM standards specified in the approved construction documents including ASTM A6 and ASTM A568. 2) Inspect and verify manufacturer’s certified mill test reports for structural steel members are included, valid, and conform to the requirements of the approved construction documents including ASTM A6 and ASTM A568. c. Welding 1) Visually inspect all welds. 2) Welding inspection shall be in compliance with AWS D1.1. 3) Inspect and verify identification markings of weld filler materials conform to AWS specification in the approved construction documents, including AISC 360, Section A3.5. 4) Inspect and verify manufacturer’s certificate of compliance for weld filler materials is included and valid. 5) Inspect and verify welding of structural steel members meets the requirements of the approved construction documents, including the following: a) (Continuous) Complete and partial penetration groove welds per AWS D1.1. b) (Continuous) Multipass fillet welds per AWS D1.1. c) (Continuous) Single-pass fillet welds greater than 5/16” per AWS D1.1. d) (Continuous/Periodic if exceptions are met) Single-pass fillet welds less than or equal to 5/16” per AWS D1.1. e) (Continuous/Periodic if exceptions are met) Floor and roof deck welds per AWS D1.3. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 SPECIAL INSPECTION AND TESTING LABORATORY 014100 - 14 6) Inspect and verify welding of reinforcing steel meets the requirements of the approved construction documents, including the following: a) (Periodic) Weldability of reinforcing steel other than ASTM A706 per AWS D1.4 and ACI 318-11 Section 3.5.2. b) (Continuous) Reinforcing steel-resisting flexural and axial forces in intermediate and special moment frames, and boundary elements of special reinforced concrete shear walls and shear reinforcement per AWS D1.4 and ACI 318-11 Section 3.5.2. c) (Continuous) Shear reinforcement per AWS D1.4 and ACI 318-11 Section 3.5.2. d) (Periodic) Other reinforcing steel per AWS D1.4 and ACI 318-05 Section 3.5.2. 7) Exceptions a) The Special Inspector need not be continuously present during welding of the following items, provided the materials, welding procedures, and qualification of welders are verified prior to the start of work; periodic inspections are made of the work in progress; and a visual inspection of all welds is made prior to completion or prior to shipment of shop welding: i. Single-pass fillet welds less than or equal to 5/16” in size. ii. Floor and roof deck welding. iii. Welded studs when used for structural diaphragm iv. Welded sheet steel for cold-formed steel framing members such as studs and joists. v. Welding of stair and railing systems. d. Details 1) The Special Inspector shall perform an inspection of the steel frame to verify compliance with the details shown on the approved construction documents, such as bracing, stiffening, member locations and proper application of joint details at each connection. 2) Inspect and verify the steel frame joint details comply with approved construction documents including the following: a) (Periodic) Details such as bracing and stiffening. b) (Periodic) Member locations. c) (Periodic) Application of joint details at each connection. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 SPECIAL INSPECTION AND TESTING LABORATORY 014100 - 15 3) Monitor installation of bolts to determine that in bearing type connections, all plies of connected material have been drawn together and that selected procedure is properly used to tighten all bolts. e. High-Strength Bolts 1) Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications. 2) While the work is in progress, the Special Inspector shall determine that the requirements for bolts, nuts, washers and paint; bolted parts and installation and tightening in such standards are met. For bolts requiring pretensioning, the Special Inspector shall observe the preinstallation testing and calibration procedures when such procedures are required by the installation method or by project plans or specifications; determine that all plies of connected materials have been drawn together and properly snugged and monitor the installation of bolts to verify that the selected procedure for installation is properly used to tighten bolts. For joints required to be tightened only to the snug-tight condition, the special inspector need only verify that the connected materials have been drawn together and properly snugged. 3) (Periodic) Inspect and verify identification markings of high-strength bolts, nuts, and washers conform to ASTM standards specified in the approved construction documents including AISC 360, Section A3.3. 4) (Periodic) Inspect and verify manufacturer’s certificate of compliance for high-strength bolts, nuts, and washers is included and valid. 5) (Periodic) Inspect and verify bearing-type connections conform to AISC 360, Section M2.5. 6) (Periodic/Continuous) Inspect and verify slip-critical connections conform to AISC 360, Section M2.5 and Table 4, RCSC Specifications for Structural Joints. Inspection shall be continuous except that monitoring of bolt installation for pretensioning is permitted to be performed on a periodic basis when using the turn-of-nut method with matchmarking techniques, the direct tension indicator method, or the alternate design fastener (twist- off bolt) method. Also, joints designated as snug tight need be inspected only on a periodic basis. 2. Testing Requirements a. Measure 25 percent of all welds at random. b. Test 15 percent of all fillet welds at random by magnetic particle for final pass only. c. Ultrasonically test 100 percent of all full-penetration welds. d. Ultrasonically test 100 percent of all partial penetration column splice welds. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 SPECIAL INSPECTION AND TESTING LABORATORY 014100 - 16 e. Ultrasonically test for lamination in column flanges for rigid frame beam to column moment connections. Such zones extend nine (9) inches on either side of the top beam flange for full width of the column flange. Fabricator will mark out areas on column flanges where field weld for top beam flange connection will be made. Test column flange only at top beam flange location. f. Test 10 percent of welded shear connectors by bending them 15 degrees in accordance with AWS D1.1. If base weld is not full circumference of stud, bend stud back 30 degrees away from missing portion of weld. PART 2 - PRODUCTS 2.1 NOT USED. PART 3 - EXECUTION 3.1 NOT USED. END OF SECTION 014100 BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 SPECIAL INSPECTION AND TESTING LABORATORY 014100 - 17 Appendix A Test method for Calcium Nitrite presence in plastic concrete. Scope: This method of test is used to determine presence of calcium nitrite in plastic concrete state. A freshly mixed concrete sample shall be tested. Quantofix test strips, for high range nitrite, manufactured by Gallard-Schlesinger Industries, Inc. of Carle Place, New York or equivalent, shall be used. A. Apparatus 1. Quantofix Test Strips for high range nitrite #91322 a. CTL Scientific (888) 686-3454 2. 10cc disposable syringes with Leur-Lok tip #309604 a. Care Express (800) 339-3880 3. Disposable Filters 25mm/.45 micron #SLHAM3355 a. Millipore (800) 645-5476 4. Wide-mouth Container 5. Clean Measuring Cup B. Procedure 1. Add field concrete to pre-measured 2 liters of water in a wide mouth container. Use water in the container to rinse out measuring cup. 2. Shake container 2-5 minutes until contents are well mixed. As indicated in Column 2 of following Table, stated quantity of concrete, in millimeters, should be obtained in container. 3. Using syringe, uptake approximately 10 ml of extraction water from container. Attach a disposable filter to end of syringe. 4. Filter the extraction water into a clean cup. 5. Dip test strip into clear, filtered extraction water and compare color to chart on side of test strip container. 6. Use following chart to determine amount of concrete to be extracted, and expected readings on test strips: BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 SPECIAL INSPECTION AND TESTING LABORATORY 014100 - 18 Amount of Calcium Nitrate Added, liter/cu. Meters Volume of Concrete to be Extracted, milliliters Expected Reading on Test Strip 9.9 225 0.3 12.4 180 0.3 14.8 150 0.3 17.3 130 0.3 19.8 225 0.6 22.3 200 0.6 24.8 180 0.6 Notes: Column 1 indicates amount of calcium nitrite, in liters, that has been added to a cubic meter of concrete. Column 2 indicates amount of concrete that should remain in container after shaking. Column 3 is test strip reading that will correspond to indicated quantity of calcium nitrite. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE FORMWORK 031100 - 1 SECTION 031100 - CONCRETE FORMWORK PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. B. The latest editions of ACI 301, “Standard Specification for Structural Concrete” and ACI 117 Standard Specifications for Tolerances for Concrete Construction and Materials are hereby a part of this Section. Specific project requirements or modifications are specified herein. C. A copy of ACI SP-15 Field Reference Manual; Standard Specifications for Structural Concrete ACI 301 with selected ACI and ASTM references shall be kept in Contractor’s field office. 1.2 WORK INCLUDED A. Work of this Section shall include design, material, delivery, labor, equipment, and supervision to install formwork and shoring systems for cast-in-place concrete as indicated on Drawings and as specified herein. B. Formwork installation items furnished by others, including but not limited to following: 1. Anchor bolts 2. Setting plates 3. Bearing plates 4. Anchorages 5. Sleeves 6. Inserts 7. Frames 8. Nosings 9. Other miscellaneous items required to be embedded in concrete, but not including reinforcing steel. 1.3 RELATED WORK A. Related Work specified elsewhere: 1. Section 031500 Concrete Accessories 2. Section 032000 Concrete Reinforcement 3. Section 033020 Cast-In-Place Concrete (Garage/Bridge) 4. Section 034100 Precast Concrete 5. Section 051220 Structural Steel (Garage/Bridge) 6. Section 055700 Miscellaneous Metals BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE FORMWORK 031100 - 2 1.4 REFERENCE STANDARDS A. Comply with following reference standards, except where more stringent requirements are indicated on Drawings or specified herein: 1. American Concrete Institute (ACI): a. ACI 347R, Guide to Formwork for Concrete, latest edition. b. ACI SP-4, Formwork for Concrete, latest edition. c. As indicated in Section 033020 “Cast-In-Place Concrete (Garage/Bridge)” 2. American Welding Society (AWS): a. AWS D1.1 Structural Welding Code - Steel, latest edition. 3. American Iron and Steel Institute (AISI): a. AISI Cold-Formed Steel Design Manual, latest edition. 4. Occupational Health and Safety Administration (OSHA): a. Safety Standards, latest revisions. 1.5 PERFORMANCE AND DESIGN REQUIREMENTS (ACI 301, 2.2.2) ADDITIONAL REQUIREMENTS: A. Formwork to be readily removable without impact, shock, or damage to cast-in-place concrete surfaces, structure, or adjacent materials. B. Shoring shall be secured against horizontal movement by bracing in both longitudinal and transverse directions. Shoring shall be braced at intermediate levels when more than twelve (12) feet high. 1.6 QUALITY CONTROL A. Formwork materials and installation work may be reviewed by the Engineer at any time during the progress of the Work. Allow free access to facilities for this purpose. 1.7 SUBMITTALS (ACI 301 2.1.2) A. For record formwork product data including facing materials. B. For record formwork release agent product data. 1.8 TRANSPORTATION AND HANDLING A. Store all formwork materials clear of ground, protected, so as to preclude damage. PART 2 - PRODUCTS 2.1 MATERIALS (ACI 301 2.2.1) ADDITIONAL REQUIREMENTS AS FOLLOWS: BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE FORMWORK 031100 - 3 A. Form-facing materials (ACI 301 2.2.1.1) 1. Formwork for exposed finish concrete to provide smooth form finish. a. Unless otherwise indicated, construct with plywood, metal, metal-framed plywood faced, or other acceptable panel-type materials, to provide continuous, straight, smooth, exposed surfaces. Furnish in largest practicable sizes to minimize number of joints and to conform to joint system indicated on Drawings. Provide formwork material with sufficient thickness to withstand pressure of newly-placed concrete without bow or deflection. 2. Formwork for unexposed finish concrete to provide rough form finish. a. Construct with plywood, lumber, metal, and other acceptable material. Provide lumber dressed on at least two edges and one side for tight fit. 2.2 FORMWORK ACCESSORIES (ACI 301 2.2.1.2) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Ties exposed to view or exposed to weather: 1. Ties shall be one of following: a. stainless steel AISI 302/304 or b. “snap off” type or c. removable. 2. “Snap off” metal ties shall have cones and be designed to break back to allow a minimum 1-1/2 inch cover over ends or portions of ties remaining. 3. “Snap off” area shall not leave a hole larger than one inch diameter in concrete surface. B. Ties used in areas which will not be exposed to view or are below grade shall be commercially manufactured with no minimum requirements regarding stainless steel/snap- off/removeability. C. Where indicated on Drawings use wall form ties with integral water barrier plates. 2.3 FORM RELEASE AGENT (ACI 301 2.2.1.3) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Form release agent shall be non-toxic, VOC compliant, environmentally safe compatible with formwork material and shall not dust, contribute to bug holes nor adversely affect concrete surfaces, and shall not impair subsequent treatment of concrete surface. 2.4 SHORES A. Shores shall consist of wood or steel posts. PART 3 - EXECUTION 3.1 INSPECTION BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE FORMWORK 031100 - 4 A. Inspect area to receive Work and report immediately in writing to Engineer, as required in General Conditions, any unacceptable conditions. 3.2 FORMWORK FABRICATION AND MANUFACTURE (ACI 301 2.2.3) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Kerf wood inserts for forming keyways, reglets, recesses, etc., to prevent swelling and assure ease of removal. B. Bevel reentrant corners or edges of formed joints as indicated on Drawings. 3.3 CONSTRUCTION AND ERECTION OF FORMWORK (ACI 301 2.3.1) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Set edge forms or bulkheads and intermediate screed strips for slabs to obtain required elevations and contours in finished surface. Provide and secure units sufficiently strong to support types of screed strips by use of strike-off templates or accepted compacting type screeds. B. Form joints in all exposed concrete surfaces shall be securely taped or sealed by approved means to prevent leakage and loss of paste during placement of concrete. C. All wood forms for columns shall be securely tied together with adjustable steel clamps, spaced so as to insure an absolute rigid form in conformance with printed tables of the clamp Manufacturer. D. Formwork openings at expansion joints may need to be adjusted in order to produce cured concrete expansion joint width as indicated on the Drawings. E. Re-tighten forms immediately after concrete placement as required to eliminate mortar leaks. F. Set anchorage devices and other embedded items that are attached to, or supported by, cast- in-place concrete. Use setting drawings, diagrams, instructions, and directions provided by Suppliers. G. Do not thin form release agent. H. If steel forms are used, form release agent shall be non-staining rust preventative. 3.4 TOLERANCES (ACI 301 2.3.1.2) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Construct formwork to provide completed concrete surfaces complying with tolerances specified in ACI 117, Sections 3 and 4. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE FORMWORK 031100 - 5 B. Check lines and levels of completed formwork for all exposed columns, spandrels, etc. before concrete is placed. C. Make corrections or adjustments to formwork that will be required to correct any deviation which exceeds specified tolerances. D. Check formwork during concrete placement to ensure that forms, shores, falsework, ties, and other features have not been disturbed by concrete placement methods or equipment. E. The offset between adjacent formwork facing material shall not exceed ACI 117 Class A 1/8 inch. 3.5 INSTALLATION OF REINFORCEMENT A. Refer to Section 032000, Concrete Reinforcement. 3.6 REMOVAL OF FORMWORK (ACI 301 2.3.2) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Formwork removal shall be coordinated with curing requirements as specified in Section 033020 Cast-In-Place Concrete (Garage/Bridge). B. Formwork for foundations and substructures shall remain in place for a period of 24 hours unless cold weather conditions prevail in which case refer to ACI 306R, Cold Weather Conditions. C. Formwork including shores for structural members ie. piers, columns, walls, beams, and slabs shall remain in place until minimum formwork removal strength is obtained as specified on Drawings. D. Formwork removal strength will be verified by field-cured test cylinders in accordance with ACI 301 2.3.4.1 or 2.3.4.2. E. Alternatively, formwork removal strength may be determined by the maturity-factor- procedure in accordance with ASTM C1074. F. Contractor shall employ an independent Testing Laboratory to determine formwork removal strength. G. In no case shall formwork and shoring removal from horizontal members be before concrete strength is at least 70 percent of specified design strength or approved by Engineer. H. Horizontal supported floor construction (slabs, beams, girders, stair slabs) shall be reshored immediately following formwork removal. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE FORMWORK 031100 - 6 3.7 RESHORING AND BACKSHORING (ACI 301 2.3.3) ADDITIONAL REQUIREMENTS ARE AS FOLLOWS: A. Reshores shall carry no load at the time of installation and therefore shall carry only weight of new construction. B. Reshores shall remain in place under newly placed concrete for a minimum of 7 days but may not be removed any sooner than time when concrete has obtained its 28 day design strength and loads due to construction have been removed. 3.8 RE-USE OF FORMS A. Clean and repair surfaces of forms to be re-used. Remove fins and laitance, and tighten forms to close joints. Align and secure joints to avoid offsets. Split, frayed, delaminated or otherwise damaged form facing material shall not be acceptable for exposed surfaces. B. Apply new form-release agent as specified. C. Do not use "patched" forms for exposed concrete surfaces, unless approved by Engineer. END OF SECTION 031100 BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE ACCESSORIES 031500 - 1 SECTION 031500 - CONCRETE ACCESSORIES PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.2 WORK INCLUDED A. Work of this Section shall include all materials, equipment, labor, and supervision to furnish and install all concrete accessories as herein specified and as indicated on Drawings, including all anchor bolts, inserts, plates, slide bearing systems, angles, sleeves, nailing blocks, joint fillers, masonry hardware, or embedded items furnished by Others. 1.3 RELATED WORK A. Related work specified elsewhere: 1. Section 031100 Concrete Formwork 2. Section 032000 Concrete Reinforcement 3. Section 033020 Cast-In-Place Concrete (Garage/Bridge) 4. Section 034100 Precast Concrete 5. Division 4 Masonry B. Reference Standards 1. Comply with following reference standards, except where more stringent requirements are indicated on Drawings or specified herein: a. American Concrete Institute (ACI) 1) Editions as indicated in Section 03 3000, Cast-In-Place Concrete. b. American Welding Society (AWS), latest editions 1) AWS D 1.1 Structural Welding Code - Steel 2) AWS D 1.4 Structural Welding Code - Reinforcing Steel 3) AWS D 1.6 Structural Welding Code - Stainless Steel c. Prestressed Concrete Institute (PCI) 1) PCI Design Manual, PCI MNL 120 (latest edition). d. American Society for Testing and Materials (ASTM) BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE ACCESSORIES 031500 - 2 1) As specified herein 1.4 TRANSPORTATION AND HANDLING A. Deliver concrete accessories to site bundled or packaged, tagged and marked indicating product, size, Manufacturer and other identifying information. B. Store materials at site in such a way to maintain them dry, undamaged and clean. 1.5 SUBMITTALS A. For review and approval concrete accessory Manufacturer's product literature. 1.6 SAMPLES A. Submit for review and approval upon request samples of concrete accessories. PART 2 - PRODUCTS 2.1 MISCELLANEOUS STEEL SHAPES, PLATES, AND BARS A. W-Shapes: ASTM A 992. B. Channels, Angles: ASTM A 36. C. Plates and Bars: ASTM A 36. D. [All materials to be hot-dip galvanized ASTM A 123 after assembly, or stainless steel ASTM A 666, Type 304L as noted on Drawings. E. All welds shall be E70XX low-hydrogen electrodes. Stainless steel electrodes to be Type 308L or 347. 2.2 ANCHOR BOLTS A. Hot-dip galvanized ASTM A 153. ASTM F 1554, Grade 36 or Grade 55, as indicated on Drawings. 2.3 MALLEABLE IRON CASTINGS A. ASTM A 47. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE ACCESSORIES 031500 - 3 2.4 BOLTS A. ASTM A 307 or A 325 as noted on Drawings. 2.5 WEDGE ANCHORS A. Provide sizes and types as indicated on Drawings. B. All wedge anchors to be Type 303/304 stainless steel. C. Installation per Manufacturer’s recommendations. D. Acceptable materials are: 1. Trubolt Wedge Anchor, ITW Ramset/RedHead 2. KWIK Bolt 3, Hilti, Inc. (uncracked concrete) 3. KWIK Bolt TZ, Hilti, Inc. (cracked concrete) 4. Power Stud, Powers Fasteners Inc. 5. or Approved Equivalent. 2.6 DROP-IN, SHELL TYPE ANCHORS A. Provide sizes and types as indicated on Drawings. B. All drop-in anchors including bolts and rods to be Type 303/304 stainless steel. C. Installation per Manufacturer’s recommendations. D. Acceptable materials are: 1. Multi-Set II RM/RL, ITW Ramset/Redhead 2. HDI/HDI-L Drop-In Anchors, Hilti, Inc. 3. Steel Drop-In, Powers Fasteners Inc. 4. Hollow Set Drop-In, Powers Fasteners Inc. 5. or Approved Equivalent. 2.7 SHALLOW EMBEDMENT DROP-IN, SHELL TYPE ANCHORS A. Provide sizes and types as indicated on Drawings. B. All shallow embedment drop-in anchors including bolts and rods to be Type 303/304 stainless steel. C. Installation per Manufacturer's recommendations. D. Acceptable materials are: BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE ACCESSORIES 031500 - 4 1. HDI-P Drop-In Anchors, Hilti, Inc. 2. Hollow Set Drop-In, Powers Fasteners Inc. 3. Short Drop-In, Simpson Strong-Tie Anchor Systems 4. Multi-Set II RX, ITW Ramset/Redhead 5. or Approved Equivalent 2.8 UNDERCUT ANCHOR A. Provide sizes and types as indicated on Drawings. B. All undercut anchors to be Type 303/304 stainless steel. C. Installation per Manufacturer's recommendations. D. Acceptable materials are: 1. HDA Undercut Anchors, Hilti, Inc. 2. Power-Bolt, Powers Fasteners Inc. 3. Maxi-Bolt, Drillco Devices, Ltd. 4. or Approved Equivalent 2.9 ADHESIVE ANCHORS A. Provide sizes and types as indicated on Drawings. B. All threaded rods and associated hardware to be Type 303/304 stainless steel. C. Injection gel to be two-component epoxy ASTM C 881. D. Stainless steel screens as indicated on Drawings or as recommended by Manufacturer. E. Installation per Manufacturer’s recommendations. F. Acceptable materials are: 1. C6+, ITW Ramset/Redhead 2. G5, ITW Ramset/Redhead 3. HIT RE-500, Hilti, Inc. 4. AC100+ Gold, Powers Fasteners Inc. 5. or Approved Equivalent. 2.10 CAPSULE ANCHORS A. Provide sizes and types as indicated on Drawings. B. All threaded rods to have a chisel point. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE ACCESSORIES 031500 - 5 C. All threaded rods and associated hardware to be Type 303/304 stainless steel. D. Adhesive used shall be a two part glass capsule type system containing an epoxy acrylate resin. E. Installation per Manufacturer's recommendations. F. Acceptable materials are: 1. Hilti HVU, Hilti, Inc. 2. Chem-Stud, Powers Fasteners Inc. 3. Hammer Capsule, Powers Fasteners Inc. 4. or Approved Equivalent. 2.11 SLEEVE ANCHORS A. Provide sizes and types as indicated on Drawings. B. All sleeve anchors to be Type 303/304 stainless steel. C. Installation per Manufacturer’s recommendations. D. Acceptable materials are: 1. Dynabolt, ITW Ramset/Redhead 2. Sleeve Anchor, Hilti, Inc. 3. Lok/Bolt, Powers Fasteners Inc. 4. Sleeve-All, Simpson Strong-Tie 5. Or Approved Equivalent. 2.12 ASPHALTIC JOINT FILLER (BOND BREAKER) A. Joint filler for slabs on grade adjacent to foundation walls, grade beams, columns and sidewalk joints as indicated on Drawings. B. Acceptable materials are: 1. Asphalt Expansion Joint, W.R. Meadows, Inc. 2. Right-Joint Expansion Joint, Right/Pointe Company 3. or Approved Equivalent. 2.13 COMPRESSIBLE JOINT FILLER A. Compressible joint filler for isolation of slabs, walls, columns as indicated on Drawings. B. Acceptable materials are: 1. Ceramar Flexible Foam Expansion Joint, W. R. Meadows 2. Flex/Foam Expansion Joint, Right/Pointe Company BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE ACCESSORIES 031500 - 6 3. or Approved Equivalent. 2.14 TEMPORARY JOINT FILLER A. Joint filler for slabs, curbs, and walls which must be removed after construction, as indicated on Drawings. B. Acceptable materials are: 1. White MEPS, molded expanded polystyrene (beadboard) 2. or Approved Equivalent. 2.15 EARTH DAMS A. Earth dams for use below grade at wall, grade beam, and column joints. B. Acceptable materials are: 1. Fibre Expansion Joint, W.R. Meadows, Inc. 2. Right-Joint Fibre Expansion Joint, Right/Pointe Company 3. or Approved Equivalent. 2.16 SLIDE BEARING SYSTEMS A. Slide bearing systems as indicated and detailed on Drawings. B. Ultrahigh molecular weight, high-density polyethylene resin. (UHMW-PE) C. Acceptable materials are: 1. Korolath PE, Korolath of New England, Inc. 2. Polystone M, Röchling Engineered Plastics USA 3. Tivar, Quadrant 4. or Approved Equivalent. 2.17 STAIR TREAD NOSINGS A. Extruded aluminum, two components with embedded sub-channel and replaceable vandal- proof abrasive tread plate. Refer to Architectural Drawings. B. Acceptable materials are: 1. DXH-330, Balco, Inc. 2. TP-311, American Safety Tread Co., Inc. 3. Supergrit, Wooster Products, Inc. 4. or Approved Equivalent. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE ACCESSORIES 031500 - 7 2.18 CONCRETE DAMS (PRECAST) A. Concrete dams shall be formed or backer rods as noted on Drawings. B. Backer rod diameter shall be as indicated on Drawings. C. Acceptable backer rods are: 1. ITP Standard Backer Rod Insulation, Industrial Thermo Polymers Limited 2. SOF Rod, Nomaco, Inc. 3. MasterSeal 920, BASF 2.19 WATER STOPS A. Bentonite strip waterstop system. B. Installation per Manufacturer's recommendations. C. Size shall be 1" x ¾" or as noted on Drawings. D. Acceptable water stops are: 1. Volclay Waterstop-RX, American Colloid, Co. 2. Superstop, Tremco 3. Or approved equivalent 2.20 VAPOR RETARDER (BARRIER) A. Provide polyethylene sheet vapor retarder at locations indicated on Drawings. B. Comply with ASTM D 4397 C. Thickness 10.0 mils minimum; sheets shall be as wide as practical to handle D. Lap sheets at edges and at ends not less than 6 inch with top lap placed in direction of pour. Tape joints and around projections in floor. E. Apply vapor barriers beneath all concrete floor slabs-on-grade for occupied spaces (offices, equipment rooms, storage rooms, etc.). Do not provide vapor barrier under slab-on-grade at parking areas. PART 3 - EXECUTION 3.1 INSPECTION BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE ACCESSORIES 031500 - 8 A. Inspect area to receive Work and report immediately in writing to Engineer, as required in General Conditions, any unacceptable conditions. 3.2 INSTALLATION A. Contractor shall be responsible for proper placing of all embedded pipe, conduit, and other fixtures. B. Minimum cover requirements for reinforcing shall apply to all embedded items unless indicated otherwise on Drawings. C. Use suitable templates to accurately set and support bolts, inserts, sleeves, or other embedded items against displacement. D. Cast anchor bolts in top of cast-in-place concrete columns for light standards. Templates and anchor bolts will be supplied by light standard Manufacturer. E. Compressible joint filler shall be applied to surfaces as detailed and indicated on Drawings. Adhesive shall be applied in strict accordance with Manufacturer's recommendations. Adequate curing time shall be allowed for adhesive prior to placing concrete against filler surface. END OF SECTION 031500 BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE REINFORCEMENT 032000 - 1 SECTION 032000 - CONCRETE REINFORCEMENT PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. B. ACI 301 Standard Specifications for Structural Concrete and ACI 117 Standard Specifications for Tolerances for Concrete Construction and Materials are hereby a part of this Section. Specific project requirements or modifications are specified herein. C. A copy of ACI SP-15 Field Reference Manual; Standard Specifications for Structural Concrete ACI 301 with selected ACI and ASTM references shall be kept in Contractor’s field office. 1.2 WORK INCLUDED A. Work of this Section shall include materials, fabrication, delivery, and installation of reinforcement for cast-in-place concrete. 1.3 RELATED WORK A. Related work specified elsewhere: 1. Section 031100 Concrete Formwork 2. Section 031500 Concrete Accessories 3. Section 033020 Cast-in-Place Concrete (Garage/Bridge) 4. Division 4 Masonry 1.4 REFERENCE STANDARDS A. Comply with following reference standards, except where more stringent requirements are indicated on Drawings or specified herein. 1. American Concrete Institute (ACI) a. As indicated in Section 033020, Cast-In-Place Concrete (Garage/Bridge) and as specified herein. 2. American Welding Society (AWS) a. AWS D1.4 Structural Welding Code - Reinforcing Steel, latest edition. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE REINFORCEMENT 032000 - 2 3. Concrete Reinforcing Steel Institute (CRSI), latest edition. a. Placing Reinforcing Bars b. Reinforcement Anchorages and Splices c. Fabrication of Epoxy-Coated Rebar d. Field Handling Techniques for Epoxy-Coated Rebar at the Job Site e. Manual of Standard Practice 4. Wire Reinforcement Institute (WRI), latest edition. a. Manual of Standard Practice - Structural Welded Wire Fabric b. Structural Detailing Manual 5. American Society for Testing and Materials (ASTM), latest edition. a. As specified herein. 1.5 QUALITY CONTROL A. Materials and installed Work may be reviewed by Engineer at any time during progress of Work. Allow free access to facilities for this purpose. Provide 48 hours notice to review completed reinforcing prior to placement of concrete. B. Refer to Section 014100 Special Inspection and Testing Laboratory for inspection requirements of concrete reinforcement. 1.6 SUBMITTALS (ACI 301 3.1.1) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. For review and approval placing drawings complying with ACI SP-66 Detailing Manual. B. For review and approval, Health and Safety Data Sheets and Manufacturer's Spec Data Sheets for field-applied epoxy coating and cold galvanizing compound. C. For review and approval upon request certification that epoxy coating for steel reinforcement meets applicable standards. D. For review and approval certification that epoxy coating meets CRSI Epoxy Coating Plant Certification Program. 1.7 SAMPLES A. Submit minimum of one sample upon request for review and approval of each type and grade of bar support and splice device. 1.8 TRANSPORTATION AND HANDLING (ACI 301 3.12) ADDITIONAL REQUIREMENTS AS FOLLOWS: BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE REINFORCEMENT 032000 - 3 A. Deliver all reinforcement to project site bundled, tagged and marked. Tags shall indicate bar sizes, lengths and other information corresponding to markings indicated on placing drawings. B. Store reinforcement on supports above ground level. Protect from weather. C. Deliver and store welding electrodes in accordance with AWS D1.4. D. Epoxy-coated reinforcement 1. Comply with requirements of ASTM D 3963/D 3963M-96 Fabrication and Jobsite Handling of Epoxy-Coated Reinforcing Steel Bars and CRSI Field Handling Techniques for Epoxy-Coated Rebar at the Job Site. E. If reinforcement is to be stored on site for more than 1 month before placement, cover reinforcement with opaque polyethylene sheeting, properly secured. Do not store reinforcement at job site unprotected over winter. PART 2 - PRODUCTS 2.1 MATERIALS (ACI 301 3.2.1) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Reinforcement 1. ASTM A615, grade 60, unless noted. B. Reinforcement to be welded. 1. ASTM A706, Grade 60. C. Epoxy-Coated Reinforcement 1. ASTM A775. D. Welded Wire Fabric Reinforcement (rolls not accepted) 1. ASTM A1064, Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed 2. ASTM A884, Epoxy-Coated Steel Wire and Welded Wire Reinforcement. E. Wire Reinforcement Supports (ACI 301 3.2.1.8) 1. Provide CRSI Class 1 plastic-protected wire bar supports for reinforcement in contact with formwork, including bolsters, chairs, spacers and other devices for spacing, supporting, and fastening reinforcing bars in place. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE REINFORCEMENT 032000 - 4 2. Provide CRSI Class 1-A epoxy, vinyl, or plastic-coated bright basic wire bar supports for epoxy reinforcement in contact with formwork, including bolsters, chairs, spacers and other devices for spacing, supporting, and fastening reinforcing bars in place. F. Tie Wire 1. Tie wire shall be plastic or vinyl coated for all epoxy coated reinforcement. G. Splices 1. Mechanical splices as indicated on Drawings shall develop in tension or compression at least 125 percent of specified yield strength of bar. 2. Epoxy coat mechanical splices where required to match epoxy coated reinforcement. 3. Acceptable splices are: a. Lenton Taper Threaded Splices, Erico Products, Inc., Solon, OH b. Lenton Lock, , Erico Products, Inc., Solon, OH c. Bar Grip, Bar Splice Products, Inc., Dayton, OH d. Bar Lock mechanical coupler system, Dayton Superior, Miamisburg, OH. e. or Approved Equivalent. H. Terminations 1. Reinforcement terminations shall develop a minimum of 125 percent of reinforcing steel strength. 2. ASTM A 576. 3. Epoxy coat terminators where required to match epoxy coated reinforcement. 4. Acceptable terminations are: a. Lenton Terminator, Erico Products, Inc., Solon, OH. b. Taper-Lock End Anchor Disk, Dayton Superior, Miamisburg, OH. c. BPI ButtonHead, Bar Splice Products, Inc., Dayton, OH. d. Or Approved Equivalent. I. Epoxy-Coating for Reinforcement 1. Location of epoxy-coated reinforcement is described in General Notes. 2. Brown or red coatings are not permitted. 3. Fabrication of epoxy-coated reinforcement shall conform to ASTM D 3963/D 3963M and CRSI Fabrication of Epoxy-Coated Rebar. 4. Acceptable shop-applied fusion-bonded epoxy coatings are: a. Scotchkote 413, The 3M Company b. NAP-GARD 7-2709 Rebar, DuPont Power Coatings c. or Approved Equivalent. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE REINFORCEMENT 032000 - 5 J. Epoxy Patch Compound 1. Use patching compounds recommended by epoxy powder Manufacturer, compatible with shop applied epoxy coating and inert in concrete. 2. Acceptable patching compounds are: a. Scotchkote 413PC, The 3M Company b. NAP-GARD Rebar Repair Material 7-2727, DuPont Powder Coatings K. Field-Applied Cold Galvanizing 1. Acceptable Cold Galvanizing compounds are: a. Z.R.C. Cold Galvanizing Compound, ZRC Worldwide, Marshfield, MA. b. or Approved Equivalent. 2. Note: Cold galvanizing is not a substitute for epoxy coating. Use only where indicated on Drawings and Specifications. L. Reinforcement Chemical Anchorages 1. Provide sizes and types of anchorages as indicated on Drawings. 2. Acceptable embedded anchor systems are: a. HILTI HIT-HY 200 Safeset System, HILTI, Inc. Fastening Systems. b. HILTI HIT-RE 500 V3 Safeset System, HILTI, Inc. Fastening Systems. c. or Approved Equivalent. PART 3 - EXECUTION 3.1 INSPECTION A. Inspect area to receive Work and report immediately in writing to Engineer, as required in General Conditions, any unacceptable conditions. 3.2 FABRICATION A. Fabrication tolerances shall be in accordance with ACI 117 2.1. 3.3 PLACEMENT (ACI 301 3.3.2) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Tolerances (ACI 301 3.3.2.1) BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE REINFORCEMENT 032000 - 6 1. Comply with Concrete Reinforcing Steel Institute's recommended practice for Placing Reinforcing Bars, for details and methods of reinforcement placement and supports, and as herein specified. B. Reinforcement supports (ACI 301 3.3.2.4) 1. Arrange, space, and securely tie bars and bar supports to hold reinforcement in position during concrete placement operations. Set wire ties so ends are directed into concrete, not toward exposed concrete surfaces so that concrete cover for tie wire matches cover for reinforcement. 2. Supports for bars shall be placed at 4'-0" maximum spacing. Supports shall be placed a maximum of 6 inches from ends of the reinforcement. C. Welded wire reinforcement (ACI 301 3.3.2.5) 1. Install in lengths as long as practical. Offset end laps in adjacent widths to prevent continuous laps in either direction. 2. Supports for welded wire fabric shall be placed at 2'-0" maximum spacing. D. Splices 1. Mechanical splices shall be used in lieu of lap splices where specifically detailed on Drawings. 2. Welded splices approved by Engineer may be used provided following conditions are met: a. Welders shall be AWS qualified. b. Welded splices to be in accordance with AWS D1.4. c. Contractor shall bear expense of hiring an independent testing agency (approved by Engineer) to inspect and verify quality of field welds. 3.4 EPOXY COATING INSPECTION AND REPAIR A. Uncoated ends of reinforcement must be coated at job site. B. Repair is required of all visible damaged areas, if one percent or less of surface area of coating in any three (3) foot length of reinforcement is damaged. If more than one percent of surface area is damaged, reinforcement shall be replaced. C. Repair damaged epoxy coating as Engineer directs. Repair shall be performed a minimum of 24 hours prior to concrete placement, unless Contractor submits Manufacturer's data indicating lesser curing time. D. Repair of epoxy coating shall not be carried out when temperature of reinforcement or ambient air is 5 degrees C. or below, or when moisture is present. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE REINFORCEMENT 032000 - 7 E. Inspection and acceptance of epoxy coated reinforcement will be per CRSI Guidelines for Inspection and Acceptance of Epoxy-Coated Reinforcing Bars at the Job site. END OF SECTION 032000 BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE REINFORCEMENT 032000 - 8 THIS PAGE INTENTIONALLY LEFT BLANK BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CAST-IN-PLACE CONCRETE (GARAGE/BRIDGE) 033020 - 1 SECTION 033020 – CAST-IN-PLACE CONCRETE (GARAGE/BRIDGE) PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Conditions of Contract for Construction and General Requirements of Division 1 of these Specifications apply to Work in this Section. B. ACI 301, Specifications for Structural Concrete and ACI 117 Standard Specifications for Tolerances for Concrete Construction and Materials are hereby a part of this Section. Specific project requirements or modifications are specified herein. C. A copy of ACI SP-15, Field Reference Manual and ACI 301 Specifications for Structural Concrete. 1.2 WORK INCLUDED A. Work in this Section shall include all equipment, materials, labor, and supervision to install cast-in-place concrete as indicated on Drawings and as specified herein. 1.3 RELATED WORK A. Work related to this Section: 1. Concrete Formwork Section 031100 2. Concrete Accessories Section 031500 3. Concrete Reinforcement Section 032000 4. Precast Concrete Section 034100 5. Masonry Division 4 6. Membrane Waterproofing Section 071300 7. Traffic Coatings Section 071800 8. Water Repellents Section 071900 9. Concrete Joint Sealants Section 079200 10. Garage Expansion Joint Sealant Systems Section 079500 11. Plumbing Division 22 12. Electrical Division 26 1.4 REFERENCE STANDARDS AND CITED PUBLICATION. (ACI 301 1.3) ADDITIONAL STANDARDS AS FOLLOWS: A. American Concrete Institute (ACI) 1. ACI 201.2R Guide to Durable Concrete. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CAST-IN-PLACE CONCRETE (GARAGE/BRIDGE) 033020 - 2 2. ACI 222R Corrosion of Metals in Concrete. 3. ACI 211.1 Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass Concrete. 4. ACI 212.4R Guide for the Use of High-Range Water Reducing Admixtures (Superplasticizers) in Concrete. 5. ACI 221.R State-of-the-Art Report on Alkali – Aggregate Reactivity 6. ACI-302.1R Guide for Concrete Floor and Slab Construction. 7. ACI 304R Guide for Measuring, Mixing, Transporting, and Placing Concrete. 8. ACI 305R Hot Weather Concreting. 9. ACI 306R Cold Weather Concreting. 10. ACI 308 Standard Practice for Curing Concrete. 11. ACI 311.5R Guide for Concrete Plant Inspection and Field Testing of Ready-Mixed Concrete. 12. ACI-318 Building Code Requirements for Structural Concrete. 13. ACI 362.1R Guide for the Design of Durable Parking Structures. 14. ACI 515.1R Guide to the Use of Waterproofing, Dampproofing, Protective and Decorative Barrier Systems for Concrete. 15. ACI SP 66 Detailing Manual. 16. ACI Concrete Craftsman Series. 17. ACI CP-10 Craftsman Workbook for ACI Certification of Concrete Flatwork Technician Finisher. B. Federal Highway Administration 1. FHWA-RD-77-85, Sampling and Testing for Chloride Ion in Concrete. C. American Association of State Highway Transportation Officials (AASHTO) 1. AASHTO T 260, Method of Sampling and Testing for Total Chloride Ion in Concrete and Concrete Raw Materials. 2. AASHTO T 318, Standard Method of Test for Water Content of Freshly Mixed Concrete Using Microwave Oven Drying. D. American Society of Testing Materials (ASTM) 1. As specified herein. 1.5 QUALITY ASSURANCE (ACI 301 1.6) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. General (ACI 301 1.6.1) 1. A pre-pour meeting shall be held by Contractor with Ready-Mix Supplier, Concrete Subcontractor, Concrete Pumping Subcontractor, Testing Laboratory, Contractor's Testing Agency, Admixtures Manufacturer's Representatives, and Engineer (prior to placement of any concrete) to review proposed mix designs and procedures. Following guidelines will be followed: a. Hold pre-pour meeting at least 35 days prior to start of concrete placement. b. Send out a pre-pour agenda in advance of meeting. c. Distribute minutes to all attendees within 3 business days. 2. Perform all Work in strict accordance with laws and regulations of applicable Building Codes and with all other authorities having jurisdiction, that take precedence over BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CAST-IN-PLACE CONCRETE (GARAGE/BRIDGE) 033020 - 3 requirements of this Specification, except where requirements of Specifications are more exacting or stringent, they shall govern. B. Flow/Leak Test: The Contractor shall arrange for and wet all slabs with water for the purpose of detecting any defects in the concrete which would result in leaks and/or inadequate drainage. Slab surfaces shall be wetted until water flows freely to drains. No finished spaces shall be insulated or ceiling installed until drainage test has been completed on the slab above and reviewed by the Engineer for acceptance. 1. Low spots, puddles, or bird baths are defined as 4'-0" sq ft area of standing water with a visible sheen isolated by drying concrete and as any smaller low spots that do not dry within 6 hours. The low spots, puddles or bird baths shall be eliminated. 2. The slabs shall be reviewed for cracks. Cracks are located when water from the flow/leak test is observed on the underside of the slab. Cracks may also be observed on the top surface of the slab when the concrete slabs are drying and the cracks are highlighted with moisture. The cracks shall be repaired. C. Testing responsibilities of Contractor (ACI 301 1.6.3). 1. Provide Testing Laboratory, for their review, proposed mix designs, including samples for tests of: a. Air content. b. Plastic and hardened concrete corrosion inhibitors. 2. Advise Testing Laboratory minimum of 48 hours in advance of operations. 3. Report any testing irregularities to Engineer. 4. Patch holes resulting from concrete coring, matching adjacent areas. 5. Concrete mix designs shall also be reviewed and approved by the admixture Manufacturer. 6. If, at any time during construction, it is desired to deviate from approved mix designs, Contractor's Testing Laboratory shall modify mix design, subject to Engineer's approval. D. Admixture Manufacturer shall make available a qualified Manufacturer's Representative to assist Contractor and Engineer as specified in this Section. E. Corrosion Inhibitor Dispensing Requirements: 1. Ready-Mix Supplier shall have corrosion inhibitor Manufacturer's Representative perform following: a. Install "low level pump cutoff device" in dedicated calcium nitrite corrosion inhibitor tank. Devices shall shut off dispenser pump in event of insufficient product. b. Install visual reference (such as bottle or other approved device) for dispensing Calcium Nitrite corrosion inhibitor. Visual reference shall be accessible to Testing Laboratory, Manufacturer's Representative, and Engineer. c. Calibrate dispensing system at initial equipment installation and annually thereafter. Install tamperproof seals after each calibration of system. 2. Ready-Mix Supplier shall perform following: a. Verify contents of visual reference prior to discharge of product for each batch. If visual reference does not indicate specified amount of corrosion inhibitor, Ready- Mix Supplier shall stop production and notify corrosion inhibitor Manufacturer/Supplier immediately. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CAST-IN-PLACE CONCRETE (GARAGE/BRIDGE) 033020 - 4 1. Testing Laboratory (Ready-Mixed Supplier) shall perform following: a. Prior to and after each pour, take volume readings of corrosion inhibitor tank, correlate to size of pour, and report results to Engineer, Manufacturer/Supplier, and Ready-Mix Supplier. Volume used shall be within +/- 10% of specified amount. F. Admixtures shall be from single manufacturer, where possible. A letter shall be issued from several manufacturers certifying compatibility with all ingredients in the proposed mix design. G. After approval of precast topping concrete mix design, and prior to concrete operations, Contractor shall conduct following: 1. Produce a minimum six (6) yard test batch of concrete, using design mix as intended for production of air entrained, corrosion inhibitor concrete, in presence of Engineer, Contractor, Ready-Mix Supplier, admixture manufacturer's representative and Testing Laboratory. 2. Using test batch, provide a test slab placement of 300 square feet, minimum using proposed placing, finishing, evaporation protection, and curing techniques. 3. Actual concrete operations shall not begin until test placement has been approved by Engineer. 4. The test slab may be placed as a portion of slab on grade. H. A minimum of one concrete finishing crew member shall be an ACI Certified Advanced Concrete Flatwork Finisher or equivalent for all slabs on grade and supported slabs. Equivalent finisher certification programs shall include both written and performance examinations. Certified finisher shall have input to crew's placement and finishing procedures regarding application of ACI Standards for quality flatwork. Contractor shall designate a certified finisher in advance of operations and warrant continued participation. Applicable standards are contained in ACI "Concrete Craftsman Series." I. Nondestructive tests will not be permitted to determine in-place strength. 1.6 SUBMITTALS (ACI 301 SUBMITTALS CHECKLIST) ADDITIONAL SUBMITTAL REQUIREMENTS AS FOLLOWS: A. For review and approval mix designs on each class of concrete a minimum of three (3) weeks prior to placing concrete. Mix designs shall be prepared in accordance with ACI 301. Proportions shall be in accordance with ACI 211.1. Use attached "Concrete Mix Design Submittal Form” at end of this Section and also provide all material data identified in "Required Attachments" for the concrete mix design submittal. B. All submitted material data shall be representative of concrete to be supplied and shall be current to the Work (i.e. tested within past 6 months of award date of contract). C. For review and approval a warrant of design mix(s), stating that they are totally representative of concrete(s) to be supplied and that they meet requirements of Contract Documents. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CAST-IN-PLACE CONCRETE (GARAGE/BRIDGE) 033020 - 5 D. For review and approval new design mixes when any change in materials are required or necessary. E. For review and approval qualification of corrosion inhibitor admixture Manufacturer's Representative. F. For record upon request concrete delivery tickets. G. For review and approval pour sequence noting any deviations of construction joints as indicated on Drawings. H. For review and approval all materials and methods for concrete curing. I. For record ACI certification of concrete finisher(s). J. For review and approval cold weather placement procedures. K. For review and approval wet weather protection procedures. L. For review and approval hot weather placement procedures. M. Upon request record results of Contractor’s Testing Laboratory criteria requirements (cylinder strength tests) for removal of forms and shores for cold weather concreting. N. For review and approval prior to making structural repairs to concrete, patching materials to be used and method of application. 1.7 MATERIALS STORAGE AND HANDLING (ACI 301 4.1.4) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Store materials on platforms off ground; protect stored cement against elements. Handle and store aggregates separately in a manner to prevent intrusion of foreign material. Protect all material until used. Any materials which have deteriorated or have been damaged shall not be used. PART 2 - PRODUCTS 2.1 PRODUCTS (ACI 301 4.2) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Cementitious Material (ACI 301 4.2.1.1) B. Aggregates (ACI 301 4.2.1.2) BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CAST-IN-PLACE CONCRETE (GARAGE/BRIDGE) 033020 - 6 1. Aggregates shall have a total water soluble chloride ion content below 0.02 percent by weight of aggregate, unless a higher limit is approved by Engineer by adding corrosion inhibitor to mixture to offset additional chloride ion. 2. Coarse aggregate shall consist of gravel, crushed gravel, crushed stone, or other approved inert materials of similar characteristics, meeting ASTM C 33 class designation as follows: a. Footings and Piers: Class 1S. b. Walls: Class 5S. c. Columns, beams, slabs, and all other members: Class 5S. 3. Acceptance of aggregate for freeze thaw characteristics shall be based on past performance in concrete under similar conditions (freeze thaw, road salts) over five winters or when concrete is tested in accordance with ASTM Standard C 666. 4. Acceptance of aggregate for shrinkage characteristics shall be based on its past performance in concrete under similar conditions, or when concrete is tested in accordance with ASTM C 157 and ASTM C 469. 5. Acceptance of aggregate for alkali-aggregate reaction (AAR) which includes alkali-silica reaction (ASR) and alkali-carbonate rock reaction (ACR) shall be based on past performance in concrete under similar conditions, or when the aggregates are examined by petrographic examination ASTM C 295, and/or rock cylinder test ASTM C 586, and/or prism test ASTM C 1105 and/or tested in accordance with one or more of ASTM Standards C 1260, C 1293 or C 1567. C. Admixtures (ACI 301 4.2.1.4) 1. Admixtures shall be used to provide proper workability, finishability, and setting times at low water-cementitious ratios and to increase compressive strength, of concrete as approved by Engineer. 2. Use approved admixtures and dosage rates as necessary unless indicated otherwise on Drawings. Use in strict accordance with Manufacturer's recommendations. Admixtures shall be added at separate intervals or locations of mix cycle. 3. Air entraining admixtures: specific admixture to be selected by Admixture Representative and approved by Engineer. a. ASTM C 260 b. Acceptable materials are: 1) Sika AIR Series, AEA-14 or AEA-15, Sika Corp. 2) Darex or Daravair Series, GCP Applied Technologies 3) MB or Micro-Air Series, BASF Admixtures 4) AEA, Air Mix or Eucon Air Series, Euclid Chemical Company 5) Catexol Series, Axim Italcementi Group 6) or Approved Equivalent. 4. Chemical Admixtures: specific admixture to be selected by Admixture Representative and approved by Engineer. a. Water reducing admixtures 1) ASTM C 494, Type A 2) Acceptable materials are: a) Plastocrete, Sika Corp. b) WRDA or ADVA Series, GCP Applied Technologies c) Pozzolith Series, BASF Admixtures d) Eucon Series, Euclid Chemical Company BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CAST-IN-PLACE CONCRETE (GARAGE/BRIDGE) 033020 - 7 e) Catexol Series, Axim Italcementi Group f) or Approved Equivalent. b. Midrange water reducing admixture conventional slump concrete 6" – 8". 1) ASTM C 494, Type A. 2) Use shall not change the requirement of: a) Water/cementitious ratio b) Concrete strength c) Air content d) Specification for placing, finishing, and curing c. Acceptable materials are: 1) Sikament AFM or Sikament 686, (Sikament Series), Sika Corp. 2) Daracem , MIRA, or ADVA Series, GCP Applied Technologies 3) Polyheed Series, BASF Admixtures 4) Eucon Series, Euclid Chemical Co. 5) Catexol Series, Axim Italcementi Group d. High range water reducing admixture 6" – 10" slump concrete. 1) ASTM C 494, Type F or G 2) Use shall not change requirement of: a) Water/cementitious ratio b) Concrete strength c) Air content d) Specification for placing, finishing, and curing 3) Acceptable materials are: a) Sikament AFM or Sikament 686, (Visocrete Series),Sika Corp. b) ADVA or Daracem Series, GCP Applied Technologies c) Glenium Series or Rheobuild 1000 or 716, BASF Admixtures d) Eucon or Plastol Series, Euclid Chemical Company. e) Catexol Series, Axim Italcementi Group e. High range water reducing admixture (superplasticizer): self-consolidating concrete. 1) ASTM C 1017 Type I or II 2) Use shall not change requirements of: a) Concrete strength b) Air content c) Specification for placing, finishing and curing 3) Acceptable materials a) Sikament 300 or 686, (Visocrete Series), Sika Corp. b) ADVA or Daracem Series, GCP Applied Technologies c) Glenium Series, BASF Admixtures d) Plastol Series, Euclid Chemical Company. e) Catexol Series, Axim Italcementi Group f) or Approved Equivalent. f. Non-corrosive non-chloride accelerator: 1) ASTM C 494, Type C or E BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CAST-IN-PLACE CONCRETE (GARAGE/BRIDGE) 033020 - 8 2) Admixture shall not contain more chloride ions than are present in municipal drinking water. Admixture Manufacturer must have long-term non-corrosive test data from an independent testing laboratory (of at least a year's duration) using an acceptable accelerated corrosion test method such as that using electrical potential measures. 3) Acceptable materials are: a) Plastocrete 161 FL or Sikaset NC, (SikaSet Series), Sika Corp. b) Daraset Series, Lubricon NCA, DCI, or Polarset, GCP Applied Technologies c) Pozzutec Series, BASF Admixtures d) Accelguard Series, Euclid Chemical Co. e) Catexol 2000RHE, Axim Italcementi Group g. Calcium Nitrite-Based Corrosion Inhibitor 1) ASTM C 494 Type C 2) Acceptable materials are: a) Sika CNI, Sika Corp. b) DCI or DCI-S Corrosion Inhibitor, GCP Applied Technologies c) Rheocrete CNI, BASF Admixtures d) Catexol 1000 CN-CI, Axim Italcementi Group e) Eucon CIA, Euclid Chemical Company h. Shrinkage reducing admixture 1) Acceptable materials are: a) Eclipse, GCP Applied Technologies b) Sika Control 40, Sika Corp c) Tetraguard AS20, BASF Admixtures d) Eucon SRA or SRA XT, or Conex, Euclid Chemical Company 2) Not be used in combination with corrosion inhibitor unless concrete is not susceptible to freeze/thaw environment. Conex may be used in freeze/thaw environments. i. ASR Inhibiting Admixture: A specially formulated lithium nitrate admixture for prevention of alkali-silica reactivity (ASR) in concrete. Acceptable products are “RASIR” by GCP Applied Technologies or "Eucon Integral ARC" by The Euclid Chemical Company. Admixture must have test data indicating conformance to ASTM C 1293, "Standard Test Method for Concrete Aggregates by Determination of Length Change of Concrete Due to Alkali-Silica Reaction". D. Mineral Admixtures 1. Fly ash: a. Fly ash, if used, shall not exceed 25 percent by weight of total cementitious material weight in mix design. Fly ash shall conform to ASTM C 618, including optional requirements on available alkalis, Class C or F, sampling and testing per ASTM C 311. Loss of ignition (carbon content) shall be limited to 4 percent. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CAST-IN-PLACE CONCRETE (GARAGE/BRIDGE) 033020 - 9 b. Use of fly ash shall not alter specified levels of air entrainment nor reduce strength requirements for any mix. 2. Metakaolin: a. Metakaolin shall conform to ASTM C618 requirements and may be used as a replacement or supplement to cement in concrete mortar. b. Acceptable materials are: 1) MK-100 by GCP Applied Technologies 2) or Approved Equivalent 3. Silica Fume: a. Silica fume shall conform to ASTM C 1240 requirements as a liquid slurry or dry densified. b. Acceptable materials are: 1) Sikacrete 950 DP, Sika Corp. 2) Force 10,000 or Force 10,000-D, GCP Applied Technologies 3) Rheomac SF100, BASF Admixtures 4) Eucon MSA, Euclid Chemical Company 5) Catexol SF-D, Axim Italcementi Group 6) or Approved Equivalent. c. Self disintegrating bags designed to be disposable in batch are prohibited. E. Ground Granulated Blast-Furnace Slag (GGBS): 1. Ground Granulated Blast-Furnace Slag, if used, shall not exceed 40 percent by weight of total cementitious material in mix design. 2. Ground Granulated Blast-Furnace Slag shall conform to ASTM C 989, Grade 100 or higher. F. Maximum percent of Total Cementitious Materials: 1. Where both flyash and slag are used in a mix design their total shall not exceed 35 percent by weight of the total cementitious material in the mix design for slabs and 50% for formed members. 2. Where flyash, slab and silica fume are all used a single mix design total shall not exceed 42 percent by weight of the total cementitious material in the mix design. G. Macro Synthetic Fibers – Post Crack Control for concrete members and floor systems. 1. Monofilament Polypropylene/Polyethylene blend. 2" in length. Dosage rate as indicated on Drawings. 2. Tensile strength of fiber shall be a minimum of 90 ksi. 3. Modulus of Elasticity shall be a minimum of 1300 ksi. 4. Meet requirements of ASTM C 1609 and have a minimum Re3 Value of 20. 5. Acceptable materials are: a. STRUX 90/40 Synthetic Macro Fiber Reinforcement, GCP Applied Technologies b. Fibermesh 650 Macrofibers, Propex Concrete Systems c. Tuf-Strand SF, Euclid Chemical Company d. Forta Ferro, Forta Corporation e. Or Approved Equivalent. H. Fibrous Concrete Reinforcement – Plastic Crack Control BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CAST-IN-PLACE CONCRETE (GARAGE/BRIDGE) 033020 - 10 1. 100% virgin polypropylene (Collated fibrillated monofilament materials): Dosage rate 1.5#/cu. yard of concrete minimum, containing at least 3 million individual fibers. 2. 100% virgin polypropylene (Fibrillated microfilament materials): Dosage rate 1.0 #/cu. yard of concrete minimum, containing at least 25 million individual fibers. Minimum length shall be 0.75 in. 3. Meet minimum plastic shrinkage crack reduction of 70% when tested in accordance with ICBO ES, Appendix B(7-92) 4. Meet requirements of ASTM C1116, "Standard Specification for Fiber-Reinforced Concrete and Shotcrete", designation Type III, 4.1.3. 5. Acceptable materials are: a. Gilco, Grace Fibers or Grace Micro Fibers, GCP Applied Technologies b. Fibermesh Inforce e3 or Stealth e3, FibreMesh Co., Chattanooga, TN c. Forta Fiber-CFP, Forta Corp., Grove City, PA d. Axim Fibrasol F, Axim Concrete Technologies e. Fiberstrand, The Euclid Chemical Company f. Sika Fiber, Sika Corp. g. or Approved Equivalent. I. Polymer Repair Mortar: Polymer and microsilica modified cementitious based compounds. 1. Products: Horizontal a. Thin Top Supreme, Concrete Top Supreme or Tammspatch II by Euclid Chemical. b. Sikatop 121 or 122 (horizontal repairs), by Sika Chemical Corporation. 2. Products: Vertical or Overhead a. Verticoat/Verticoat Supreme or Speed Crete Red Line by Euclid Chemical. b. Sikatop 123 (vertical and overhead repairs) by Sika Chemical Corp. J. High Strength Flowing Repair Mortar: For forming and pouring structural members, or large horizontal repairs, provide flowable one-part, high strength microsilica modified repair mortar with 3/8" aggregate. Product shall achieve 9000 psi @ 28-days at a 9-inch slump. 1. Products: a. Eucocrete by The Euclid Chemical Co. or "Euco Speed MP" (Cold Weather) by The Euclid Chemical Co. 2.2 PERFORMANCE AND DESIGN REQUIREMENTS (ACI 301 4.2.2) ADDITIONAL REQUIREMENTS ARE AS FOLLOWS: A. Coarse Aggregate: - (ACI 301 4.2.2.3) 1. Maximum aggregate size and ASTM C 33 gradation requirements (4.2.2.3): a. Footings and Piers: 1 inch, size 57. b. All other members 3/4 inch, size 67. B. Air content – (ACI 301 4.2.2.4) 1. As specified on Drawings. 2. Plastic air test shall be performed by pressure method, ASTM C 231 or volumetric method, ASTM C 173. Verify air content with unit weight test. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CAST-IN-PLACE CONCRETE (GARAGE/BRIDGE) 033020 - 11 3. Hardened air test shall be performed (for superstructure concrete, precast members…) providing entrained air void spacing factor and specific surface of air void volume. Air content of hardened concrete by microscopical determination – ASTM C 457 – Latest Edition (Linear Traverse Method). C. Admixtures – (ACI 301 4.2.2.5) 1. Prohibited Admixtures: Calcium chloride, thiocyanates or admixtures containing more than 0.05% chloride ions by weight of cement are not permitted. No admixture shall cause an increase in shrinkage when tested in accordance with ASTM C 157. D. Chloride-ion Concentration – (ACI 301 4.2.2.6) 1. Total soluble chloride-ion content by weight of cement and of concrete shall be provided (for prestressed concrete, floor topping on precast). Total soluble chloride ion content of concrete shall be tested in accordance with AASHTO Method T260 for each proposed mix design. Percent by weight of cement of total soluble chloride ion content shall be below limits specified on Drawings. This includes contributions from all ingredients. Alternately, water soluble chloride ion content shall be tested in accordance with ASTM C 1218. Percent by weight of cement of water soluble chloride ion content shall be below limits specified on Drawings. This includes contributions from all ingredients. If specified limits are exceeded, additional testing for water soluble chloride ion content shall be performed using Soxhlet method in accordance with ACI 222.1. In event that any concrete mix has water soluble chloride ion content in excess of specified limits for that mix, appropriate amounts of calcium nitrite shall be added to offset its effects. Ready-Mix Supplier shall provide laboratory test results indicating amount of excess chloride ion content in concrete mixture contributed by aggregates. For each pound of chloride ion in excess of amount allowed, mix shall contain calcium nitrite (30% +/- 2%, solids content) on a one-to-one basis (one gallon of calcium nitrite for one pound of excess chloride ion). Maximum of 1.5 lbs. of chloride ion per cubic yard may be offset in this manner. a. Water soluble chloride ion content of mix including all constituents shall not exceed limits as indicated on Drawings, unless a higher limit is approved by Engineer and corrosion are inhibitors added to mixture to offset additional chloride. b. If specified level of water soluble chloride ion content cannot be maintained, appropriate level of calcium nitrite admixture shall be added to mix in accordance with above at no additional cost to Owner. E. Mix Designs with Corrosion Inhibitor 1. Additional Mix Design Requirements a. Ready-Mix Supplier and Testing Laboratory shall independently perform air content testing of mix design in accordance with ASTM C 231 or ASTM C 173. b. Ready-Mix Supplier and Testing Laboratory shall independently perform air content tests of hardened concrete mix design in accordance with ASTM C 457. c. Corrosion inhibitor Supplier and Testing Laboratory shall independently perform plastic concrete corrosion inhibitor testing of mix design in accordance with test method for Calcium Nitrite Presence in Plastic Concrete indicated in Appendix A of Specification Section 01 4100. d. Corrosion inhibitor Supplier and Testing Laboratory shall independently perform hardened concrete corrosion inhibitor testing of mix design in accordance with BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CAST-IN-PLACE CONCRETE (GARAGE/BRIDGE) 033020 - 12 North Carolina Test Procedure #C-20.0, "Determination of Calcium Nitrite in Hardened Concrete." F. Drying Shrinkage 1. Ready-Mix Supplier and Testing Laboratory shall independently prepare drying shrinkage specimens 4-inch by 11-inch prisms with an effective gage length of 10 inches, fabricated, cured, dried, and measured in accordance with ASTM C 157 modified as follows: specimens shall be removed from molds at an age of 23± one hour after trial batching, shall be placed immediately in water at 70° F ± 3° F for 30 minutes, and shall be measured within 30 minutes thereafter, to determine original length and then submerged in saturated limewater at 73° F ± 3° F. Measurements to determine expansion expressed as a percentage of original length shall be made at age of 7 days. This length at age of 7 days shall be base length for drying shrinkage calculations (‘0’ days drying age). Specimens then shall be stored immediately in a humidity control room maintained at 73° F ± 3° F, and 50% ± 4% relative humidity for remainder of the test. Measurements to determine shrinkage expressed as percentage of base length shall be made and reported separately for 7, 14, 21, and 28 days of drying after 7 days of moist curing. Maximum concrete shrinkage as measured at 21 day drying age or at 28 day drying age shall be 0.032 percent or 0.036 percent, respectively. If maximum concrete shrinkage is exceeded, mix shall be adjusted or a shrinkage reducing admixture may be required as directed by Engineer. G. Strength and Water-Cementitious material ratio – ACI 301 4.2.2.9 1. As scheduled on Drawings. 2. Weight of fly ash, silica fume and GGBS additives shall be included with weight of cement to determine water-cementitious materials ratio. 2.3 MEASURING, BATCHING, AND MIXING (ACI 301 4.3.1) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Ready Mix Concrete 1. Furnish delivery ticket with each load of concrete delivered. In addition to requirements of ASTM C 94 Section 16, provide following information on delivery tickets: a. Type of aggregate b. Total water content c. Air Entrainment d. Slump e. Silica fume (if used) admixture content per cubic yard of concrete f. Fly ash (if used) content per cubic yard of concrete g. GGBS (if used) content per cubic yard of concrete h. Water-cementitious materials ratio i. Corrosion inhibitor j. High Range Water reducing admixture k. Fibrous concrete reinforcement B. Slump adjustment (ACI 301 4.3.2.1). BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CAST-IN-PLACE CONCRETE (GARAGE/BRIDGE) 033020 - 13 1. ASTM C 143. Contractor will provide slump guidelines adhering to strength and water/cementitious ratio requirements. Mix design shall provide water slump for concrete and after addition of superplasticizers. 2. Water is not to be added at site to meet specified slump, unless specifically indicated as being withheld on concrete batch ticket and approved by Engineer. 3. High range water reducing admixtures (superplasticizers), if added at batch plant, may be redosed at job site. Manufacturers should provide a redosage chart for this purpose. If superplasticizers are added at batch plant, concrete delivery time, placement, and finish- ing procedures shall account for limited time affect. If superplasticizer is added at site after verification of initial slump, concrete shall be completely retested after proper mixing. All concrete containing superplasticizer shall have a maximum nine (9) inch slump unless otherwise approved by Engineer. C. Time of Discharge (ACI 301 4.3.2.2) 1. All concrete trucks shall not have concrete build-up on drum or have worn fins. Engineer may require inspections to verify conformance to NRMCA Quality Control Manual, Section 3. 2. Time of discharge after batching shall not exceed 90 minutes or after drum has revolved 300 revolutions unless otherwise approve by Engineer. D. Air content tests shall be taken of concrete at point of discharge unless otherwise approved by Engineer. E. Fibrous Concrete Reinforcement - Additional mixing requirements 1. Fibers shall be added at a maximum rate as indicated on Drawings, Specification, or as approved by Engineer in accordance with Manufacturer's recommendations and within time and location of initial concrete batching as specified in ASTM C 94. PART 3 - EXECUTION 3.1 GENERAL (ACI 301 5.1) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Placement notification (ACI 301 5.1.2.2.b) notify Testing Laboratory and Engineer 48 hours in advance of concrete operations. B. Before placement of concrete, formwork (for footings, walls, beams, slabs) shall have been completed, foreign material shall have been removed, reinforcement shall have been secured in place, and entire preparation shall have been reviewed by Testing Laboratory. C. Before placement of concrete for toppings, foreign material shall have been removed, from precast surfaces, reinforcement shall have been secure in place and entire preparation shall have been reviewed by Testing Laboratory. 3.2 MATERIALS (ACI 301 5.2.1) ADDITIONAL REQUIREMENTS AS FOLLOWS: BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CAST-IN-PLACE CONCRETE (GARAGE/BRIDGE) 033020 - 14 A. Waterproof Sheet Materials – (ACI 301 5.2.1.2) 1. Acceptable materials are: a. Waterproof paper over burlap. b. White polyethylene film over burlap. c. White polyethylene-coated burlap. B. Evaporation Retarder 1. Acceptable materials are: a. SikaFilm, Sika Corporation b. MasterKure ER 50, BASF Corporation Construction Systems c. Eucobar, Euclid Chemical Company d. E-Con, L & M Construction Chemicals, Inc. e. or Approved Equivalent. C. Grout 1. Non-precision, non-shrink, non-stain. non-metallic grout in strict accordance with Manufacturer's recommendations. a. ASTM C 1107 strength as noted on Drawings. b. Color of cured grout used on cast-in-place and precast concrete shall match color of surrounding concrete. Note silica fume concrete surfaces will be darker than conventional concrete. c. Note: If products are unable to provide color match, then alternate products will be subject to the approval of the Engineer. 2. Acceptable materials are: a. Sika Grout 212, Sika Corporation b. MasterFlow 100, BASF Corporation Construction Systems c. NS Grout, Euclid Chemical Company d. Duragrout, L & M Construction Chemicals, Inc. e. or Approved Equivalent. 3. When high fluidity precision grout and/or increased placing time is required, use high flow grout. Acceptable materials are: a. Sika Grout 328, Sika Corporation b. Masterflow 928, BASF Corporation Construction Systems c. Hi-Flow Grout, Euclid Chemical Company d. or Approved Equivalent. 3.3 PREPARATION (ACI 301 5.3.1) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Before placement of topping pre-dampen surfaces of precast members. Surfaces shall have no standing water during the concrete pour. B. Coordinate Work with other trades to allow reasonable time to set sleeves, inserts and other accessories. C. Conveying Equipment (ACI 301 5.3.2.3) BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CAST-IN-PLACE CONCRETE (GARAGE/BRIDGE) 033020 - 15 1. Pump hoses shall be supported independently and not laid on reinforcement. D. Consolidating (ACI 301 5.3.2.5) 1. Vibrators must not be allowed to touch reinforcement embedded in partially set concrete. Insert and withdraw vibrators vertically at uniformly spaced locations not farther than visible effectiveness of machine. Place vibrators to rapidly penetrate placed layer and at least 6" into preceding layer. Do not insert vibrators into lower layers of concrete that have begun to set. At each insertion, limit duration of vibration to time necessary to consolidate concrete and complete embedment of reinforcement and other embedded items without causing segregation of mix. 3.4 PLACEMENT OF CONCRETE (ACI 301 5.3.2) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Cold Weather (ACI 306.1, ACI 301 5.3.2.1.b) 1. Record air temperature no less than twice per 24 hour period. 2. Cast expendable thermostats or thermo-couplers in concrete at rate of at least one per 100 cubic yards of concrete placed for supported structure. Monitor internal temperature of concrete at twelve hour maximum intervals throughout curing process. 3. Record temperature of concrete for each batch as delivered. 4. Mix water, sand, and aggregate may be warmed so that no frozen lumps of ice, snow, or aggregate will survive mixing but do not overheat ingredient to cause flash setting of concrete or loss of entrained air. 5. Specified non-corrosive accelerator may be used. 6. Do not place concrete unless air temperature is at least 20 degrees F and rising. 7. Use evaporation retarder or water fog after finishing to assure that plastic shrinkage cracking of concrete surface does not occur. 8. Cure shall consist of visqueen and insulated blankets placed on slab as soon as possible after concrete will support them without deformation. 9. Do not wet cure concrete placed under cold weather conditions. 10. Curing of supported slabs (continuous presence of visqueen and blankets) shall be maintained no less than 10 days. B. Hot Weather (ACI 305, ACI 301 5.3.2.1.c) 1. Temperature of concrete as delivered shall not exceed 90ºF, unless approved by Engineer. 2. Forms, reinforcing, and air shall be cooled by water fog spraying immediately before placing concrete. 3. Protect flatwork during finishing operations as follows: a. Immediately following screeding, apply an evaporator retarding agent in accordance with recommendations of Manufacturer. Additional applications of evaporation retarding agent may be required. b. Continuous fog spray of air above slab between finishing operations. c. Cover concrete with an approved moisture-retaining cover as soon as concrete will support it without deformation. Keep mats constantly wet for 7 days minimum. Leave mats in place for 3 additional days after discontinuing wetting process. C. Wet Weather (ACI 301 5.3.2.1a). BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CAST-IN-PLACE CONCRETE (GARAGE/BRIDGE) 033020 - 16 D. Grout used to prime concrete pump and pump line shall not be placed into Work. E. During periods of setting, no materials shall be placed and no loads imposed in any manner on slabs. Plank runways for accommodation of workmen or for other traffic shall be supported by blocking. F. Construction Joints and Other Bonded Joints (ACI 301 5.3.2.6) 1. Construction of control and isolation joints shall be as located and detailed on Drawings. 2. Coordinate configuration of tooled joints with joint sealant Manufacturer. Refer to Section 07 9200, Concrete Joint Sealants. 3. Tool slab joints at time of finishing. Saw cutting is not allowed. 4. Maximum variation between slab surfaces at joints shall not exceed 1/16 inch. 5. Bulkheads to limit each pour to predetermined construction joints, shall be set normal and vertical to section to be poured, and shall be left in place until concrete has sufficiently set. Care shall be used when removing bulkheads to prevent spalling of concrete surface. Any concrete passing through bulkhead shall be removed before adjacent pour is made. 3.5 FINISHING FORMED SURFACES (ACI 301 5.3.3) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Rough – form finish (ACI 301 5.3.3.3.a) 1. All concealed concrete (i.e. behind masonry, below grade, abutting another structure), may have a “rough form finish.” B. Smooth – formed finish (ACI 5.3.3.3.b) 1. All concrete surfaces exposed to public view, both inside and outside structure shall have a “smooth form finish.” C. Rubbed Finish (ACI 5.3.3.4a)) 1. Provide cork-floated finish for concrete surfaces indicated on Drawings. D. Blast Finish (ACI 301 6.3.7.3.b) 1. Exposed vertical surfaces of cast-in-place elements facing exterior of structure are to receive a light abrasive blast finish. 2. Abrasive blasting shall remove all surface laitance and paste to expose fine aggregate. 3. Protect adjacent surfaces from etching. 4. Protect adjoining properties, public thoroughfares, vehicles and pedestrians from damage or injury. 5. Take necessary precautions to keep dust confined and to prevent unauthorized personnel from entering Work area. 3.6 FINISHING UNFORMED SURFACES (ACI 301 5.3.4) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. General 1. Spraying of water directly on concrete surfaces is NOT allowed. 2. Use rigid screed rails, wet screeding not accepted. B. Float Finish (ACI 5.3.4.2.b): BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CAST-IN-PLACE CONCRETE (GARAGE/BRIDGE) 033020 - 17 1. Flat work in parking and drive areas. a. Begin bull floating immediately after screeding of concrete. b. When bleed water has left surface, begin final “float finish” operation. C. Broom or Belt Finish (ACI 301 5.3.4.2.d) 1. Slab areas to receive a deck coating shall have a “light broom finish,” or as recommended and approved by coating Manufacturer and Engineer. Slab areas not receiving a deck coating shall have a medium broom finish. Ridges shall not exceed 1/8 inch in height. Engineer shall be notified to observe and approve final finish texture. 2. Provide "light broom finish" at stair treads, and a "light broom finish" for stair landings. Texture shall be approved by Engineer. 3. No refloating or finishing is required after brooming. D. Measuring Tolerances for Slabs (ACI 301 5.3) 1. Parking and drive areas finishing tolerance - During “float finish” operation planeness of surface shall be checked per ACI 117 4.5.7 Classification Straightedged. All high spots shall be cut down and all low spots filled during finish operation. 2. Stair Towers - Finishing tolerance - During finishing operation, planeness of surface shall be checked per ACI 117 4.5.7, Classification Straightedged. 3. Finish all concrete slabs to proper elevations to insure that all surface moisture will drain freely to floor drains that no puddle areas exist. Provide positive drainage and maintain headroom clearances as indicated on Drawings. Notify Engineer of grades or clearances which do not allow headroom so adjustments can be made. Contractor shall bear cost of any corrections to provide for positive drainage. E. Additional Finishing Requirements for slab-on-grade and topping concrete for precast as follows: 1. Finish concrete using procedures to preclude plastic and drying shrinkage cracking. Note the use of low water/cementitious ratio concrete will essentially eliminate bleed water. 2. Fog misting air above flat work is recommended. Free standing water is not allowed. No spraying of water directly on flat work will be allowed. 3. Fog misting is not to be used to apply water to surface of concrete to facilitate lubrication for finishing purposes. 4. Fog misting is required when conditions of hot weather concrete exist per “Hot Weather Concreting” as specified herein. Fogging shall continue after finishing operation until moisture retaining cover is placed over concrete. 5. Finish concrete to texture matching approved sample or as required by the deck coating manufacturer. 3.7 CURING AND PROTECTION (ACI 301 5.3.6) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. General 1. Curing shall maintain moisture content and temperature to insure strength gain and prevent undesirable cracking, dusting, scaling and crazing. 2. Cure slab-on-grade, supported concrete slabs, concrete topping on precast as follows: Cover concrete with an approved moisture retaining cover as soon as the concrete will support it without deformation. Keep mats constantly wet for 7 days minimum. Leave mats in place for 3 additional days after discontinuing wetting process. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CAST-IN-PLACE CONCRETE (GARAGE/BRIDGE) 033020 - 18 3. Additional precautions may need to be taken to prevent excessive slab moisture loss resulting in plastic shrinkage when any combination of air temperature, concrete temperature, relative humidity and/or wind velocity which causes a rate of evaporation in excess of 0.2 pounds per square feet per hour as determined by ACI 308, Figure 1. B. Unformed concrete surfaces: (ACI 301 5.3.6.2) 1. Curing of supported slabs shall be as ACI 301 5.3.6.4.d, “Application of sheet materials conforming to ASTM C 171. Application of curing compounds is not allowed. C. Formed Concrete Surfaces (ACI 301 5.3.6.3) 1. Curing of formed surfaces upon early removal of forms shall be in accordance with ACI 301 5.3.6.4, Preservation of Moisture. 3.8 REPAIR OF SURFACE DEFECTS (ACI 301 5.3.7) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Match color and texture of concrete to be repaired. B. Repair all cracks in supported concrete floor slabs and curbs by routing and sealing or epoxy injection subject to approval of Engineer. C. Fill all air pockets and holes over 1/2 inch in diameter with a sand-cement paste. Grind smooth all form offsets or fins over 1/8 inch. D. Remove stains, efflorescence, rust, grease and oils, form release agents, dirt, surface deposits, etc. E. Low spots, creating puddles and bird baths which impede drainage shall be corrected by smoothing out broom lines, and grinding a drainage path (max 1/4" depth), or by patching with a specified polymer repair material. F. High spots impeding drainage in slabs shall be corrected by grinding and re-texturing, subject to approval of Engineer. G. Honeycombed and other defective concrete shall be patched with an approved material. H. If shrinkage cracks appear in patch material prior to completion of initial 72-hour curing period, patch material shall be considered defective, and it shall be removed and replaced at no extra cost. 3.9 ACCEPTANCE OF STRUCTURE (ACI 301 1.7) END OF SECTION 033020 BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CAST-IN-PLACE CONCRETE (GARAGE/BRIDGE) 033020 - 19 CONCRETE MIX DESIGN SUBMITTAL FORM Project:__________________________________ City: _______________________________ General Contractor: ________________________ Mix Design # ________________________ Use (Describe): _______________________________________________________________ DESIGN MIX INFORMATION: Field Test Results (Standard Deviation Analysis): ____________ or Trial Mix Test Data: ____________ Specified Design Characteristics: Strength psi (28 day); Density: pcf; Maximum Slump in.; Maximum w/cm _____ Air: % specified. Cementitious Materials: Type (Product Mfr. (Source)) Cement: ______________________ _________________________________________ Fly ash: ______________________ _________________________________________ Other: ______________________ _________________________________________ Aggregates: Type Size Coarse: ______________________ _________________________________________ Fine: ______________________ _________________________________________ Admixtures: Air Entraining Admixture (A.E.A.): _____________________________ Water Reducing Admixture (W.R.): _____________________________ High Range Water Reducing Admixture (H.R.W.R.): Accelerator: __________________________________ Silica Fume: __________________________________ Calcium Nitrite-Based Corrosion Inhibitor: __________________________________ Shrinkage Reducing Admixture __________________________________ BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CAST-IN-PLACE CONCRETE (GARAGE/BRIDGE) 033020 - 20 Fibrous Reinforcement: __________________________________ Latex Emulsion: __________________________________ Other: __________________________________ BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CAST-IN-PLACE CONCRETE (GARAGE/BRIDGE) 033020 - 21 Mix # ________________________ Job Name ________________________ FINAL MIX DESIGN DATA: MIX PROPORTIONS WEIGHT ABSOLUTE VOL. (lbs) (cu. ft.) Cement: __________ __________ Coarse Aggregate: __________ __________ Fine Aggregate: __________ __________ Water: __________ __________ Entrained Air: __________ __________ Other: __________ __________ RATIOS Fine Agg. lb % Total Agg. lb Fly ash to cementitious materials ratio: __________ Silica fume to cementitious materials ratio: __________ Water to cementitious ratio: __________ SPECIFIC GRAVITIES Fine Agg: __________ Coarse Agg: __________ Other: __________ ADMIXTURES (dosage rate 0Z per 100 lb/cement or 0Z per/yd) A.E.A. __________ W.R. __________ HRWR __________ Accelerator __________ Silica Fume __________ Calcium Nitrite-Based Corrosion Inhibitor __________ Fibrous Reinforcement __________ Latex Emulsion __________ Shrinkage Reducer __________ BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CAST-IN-PLACE CONCRETE (GARAGE/BRIDGE) 033020 - 22 Other __________ *NOTE: Include dosage rate schedule and correlation between dosage of chloride inhibitor and chlorides present in concrete. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CAST-IN-PLACE CONCRETE (GARAGE/BRIDGE) 033020 - 23 Mix # ________________________ Job Name ________________________ PLASTIC CONCRETE Initial Slump = _____ in. Air Content = _____ % Final Slump = _____ in. Unit Dry Wt. = _____ pcf Unit Wet Wt. = _____ pcf STANDARD DEVIATION ANALYSIS (from experience records): Number of Test Cylinders Evaluated: __________ Standard Deviation: __________ f'cr = f'c + 1.34s or f'cr = f'c + 2.33s – 500 for 5000 psi or less f’cr = f’c + 1.34s or f'cr = 0.90 f'c + 2.33s for higher strengths (Refer to ACI 301 for increased deviation factor when less than 30 tests are available.) LABORATORY TEST DATA (Hardened Concrete): COMPRESSIVE STRENGTH Age Mix #1 Mix #2 Mix #3 (days) (comp. str.) (comp. str.) (comp. str.) 7 ____________ ____________ ____________ 7 ____________ ____________ ____________ 28 ____________ ____________ ____________ 28 ____________ ____________ ____________ 28-day average compressive strength: ____________ psi Mix design proportioned to achieve f’cr = f’c + 1200 psi for 5000 psi or less. OR 1.10 f'c + 700 psi for strengths higher than 5000 psi at 28 days. Remarks: BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CAST-IN-PLACE CONCRETE (GARAGE/BRIDGE) 033020 - 24 NOTE: Fill in all blank spaces. Use -0- (Zero) or N.A. (Not Applicable) where appropriate. See “Design and Control of Concrete Mixtures: 13th Edition” by Portland Cement Association, for assistance in completing this form. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CAST-IN-PLACE CONCRETE (GARAGE/BRIDGE) 033020 - 25 Mix # ________________________ Job Name ________________________ REQUIRED ATTACHMENTS: ____________ Concrete compressive strength data used for standard deviation calculations ____________ Cement mill test reports ____________ Mill test reports of fly ash chemical and physical analysis and certification of compliance with ASTM C 618 Class C or F ____________ Mill test reports of slag and physical analysis and certification of compliance with ASTM C 989, Grade 100 or higher ____________ Certification of silica fume with ASTM C 1240 ____________ Coarse aggregate gradation, deleterious substances and physical property report (ASTM C 33, class designation) ____________ Coarse aggregate soundness test reports (ASTM C 88) ____________ Combined Aggregate Gradation (Bar chart or graph) ____________ Certification aggregate are uniform in quality, gradation, colors and quantity ____________ Fine aggregate gradation, deleterious substances and physical property report (ASTM C 33) ____________ Admixture compatibility certification letter ____________ Admixture Manufacturer’s “Product Data Sheets” and “Material Safety Data Sheets” ____________ Admixture Manufacturer's certification of conformance with appropriate ASTM standards ____________ Freeze thaw test reports for concrete ASTM C 666 (For following mix designs: precast topping, double tee/precast concrete) ____________ Shrinkage tests of concrete ASTM C 157 (For following mix designs: precast topping, double tee/precast concrete) ____________ Certification of acceptability of coarse and fine aggregate for AAR and ACR performance (For following mix designs: precast topping, double tee/precast concrete) BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CAST-IN-PLACE CONCRETE (GARAGE/BRIDGE) 033020 - 26 ____________ Certification and test results of water soluble chloride ion content FHWA RD-77 or AASHTO T 260-84 (For following mix designs: precast topping, double tee/precast concrete) ____________ Air content tests on hardened concrete ASTM C 457 and/or (For following mix designs: precast topping, double tee/precast concrete) ____________ Air content tests of freshly mixed concrete in accordance with ASTM C 231 or ASTM C 173 (For following mix designs: precast topping, double tee/precast concrete) ____________ Air content tests of hardened concrete in accordance with ASTM C 457 (For following mix designs: precast topping, double tee/precast concrete) ____________ Corrosion inhibitor testing of plastic concrete Test Method for Calcium Nitrite Presence in Plastic Concrete (Specification Section 01 4100, Appendix A) (For following mix designs: precast topping, double tee/precast concrete) ____________ Corrosion inhibitor testing of hardened concrete in accordance with North Carolina Test Procedure #C-20.0 (For following mix designs: precast topping, double tee/precast concrete) BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CAST-IN-PLACE CONCRETE (GARAGE/BRIDGE) 033020 - 27 Submitted by Ready-Mix Supplier: Name _________________________________________________________ Address _________________________________________________________ Phone Number _______________________ Date _______________________ Main Plant Location _________________________________________________________ Miles from Project _________________________________________________________ Secondary Plant Location _________________________________________________________ Main Plant Location _________________________________________________________ Miles from Project _________________________________________________________ BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 PRECAST CONCRETE 034100 - 1 SECTION 034100 – PRECAST CONCRETE PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. B. Precast/Prestressed Concrete Institute MNL-116 Manual for Quality Control for Plants and Production of Precast and Prestressed Concrete Products and Precast/Prestressed Concrete Institute MNL-135 Tolerances for Precast and Prestressed Concrete standards are hereby a part of these Specifications. C. A copy of Precast/Prestressed Concrete Institute MNL-127, Erector's Manual shall be kept in Contractor's field office. 1.2 WORK INCLUDED A. Work of this Section shall include design, fabrication, delivery, and erection of all precast concrete members and other related items such as anchorage, bearing pads, storage, and protection as indicated on Drawings and as specified herein. B. Material furnished by Precast/Prestressed Concrete Manufacturer for installation by others. 1. Anchor Bolts 2. Loose Assembly Plates C. Intent of Drawings and Specifications is to delineate design and construction requirements for a structure which will be durable and require minimal long-term maintenance. 1.3 RELATED WORK A. Related work specified elsewhere: 1. Section 031500 Concrete Accessories 2. Section 032000 Concrete Reinforcement 3. Section 033020 Cast-in-Place Concrete (Garage/Bridge) 4. Division 4 Masonry 5. Section 051220 Structural Steel (Garage/Bridge) 6. Section 055700 Miscellaneous Metals 7. Section 071800 Traffic Coatings 8. Section 071900 Water Repellents 9. Section 079200 Concrete Joint Sealants 10. Section 079500 Garage Expansion Joint Sealant Systems 11. Section 099100 Painting BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 PRECAST CONCRETE 034100 - 2 12. Division 22 Plumbing 13. Division 26 Electrical 1.4 DESIGN RESPONSIBILITIES - PRECAST CONCRETE ENGINEER OF RECORD (PCER) – (MNL-116- 1.4) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Precast concrete Manufacturer shall be or shall retain Precast Concrete Engineer of Record (PCER). PCER shall have a minimum of five (5) years experience in the design of this type of structure. PCER shall be responsible for following: 1. Furnish Certificate of Professional Liability Insurance for Work with a minimum coverage limit of $2,000,000. 2. Submit design drawings, calculations, and shop drawings for review for conformance with design intent only. Such review by Owner's Engineer shall not relieve the PCER of its Engineer of Record responsibilities for precast members, precast assembly, precast framing, and any related connections required to assure structural capacity and stability while structure is being erected and in its final erected state. 3. Provide design for precast members, components, connections, assemblies, and frames for all dead loads, vertical live loads, wind, earthquake and volume change loads caused by elastic, plastic (creep) and shrinkage shortening, and temperature changes during life of structure, based upon design criteria set forth on Drawings or specified herein. 4. Provide loadings for Owner's Engineer design verification of foundations and other structures supporting or related to precast structure. 5. Provide design of connections to related foundations and other cast-in-place concrete work and design of cast-in-place concrete required for composite connections, topping slabs, in-fill, dry-packs, grouting, etc. 6. PCER will not be responsible for structural design of foundations and other adjacent cast-in-place concrete Work as indicated on Drawings or specified herein. 1.5 DESIGN CRITERIA (ACI 318, MNL-120, 123 AND 124) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Drawings indicate configuration of members including details for support, anchors and connections and in general minimum reinforcing requirements to resist service load conditions. Actual reinforcement and connection sizes may be increased by PCER as required to satisfy design requirements, but minimum requirements as established on Drawings may not be reduced without prior approval of Owner's Engineer. 1. Members shall be designed to resist all vertical and lateral service loads and loads as indicated on Drawings and in accordance with codes and standards referenced in this Section. 2. Refer to General Notes on Drawings for material properties and service load conditions. 3. For prestressed members, a minimum concrete transfer compressive strength (f'c) of 3500 psi shall be used, unless a greater strength is required by design. 4. All members shall be designed to resist handling and erection loads. 5. Variations of indicated member sizes and dimensions shall be subject to approval by Owner's Engineer. Proposed variations will be considered only during pre-bid period and BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 PRECAST CONCRETE 034100 - 3 shall be supported by complete design calculations and drawings when requested. Design deviations shall provide an installation equivalent to basic intent without incurring additional cost to Owner. Where such variations affect dimensions of foundations or other systems and materials, cost of such changes in design and construction shall be at General Contractor's expense. 6. Precast Erector shall provide and maintain lateral bracing as required for a stable structure and/or shall schedule erection sequence to prevent any temporary lateral instability of unfinished structure. 7. Fire resistance rating of members as outlined in PCI MNL 124 can be substituted for individual UL labels. B. Double Tees 1. Allowable compressive stress shall be limited to 0.45 f'c at typical floors, 0.60 f'c at levels exposed to snow loading. 2. Allowable tensile stress shall be limited to 6 √f'c at typical floors, 7.5 √f'c at levels exposed to snow loading. 3. Tee flange reinforcement in direction perpendicular to span of tee shall consider following: a. Transportation and handling loads. b. Dead load of flange and fresh topping plus construction live load of 20 psf. C. Light/Spaced Walls: 1. Light wall system may be stacked level by level or may be vertically stacked several levels. Light walls shall have a minimum open area as required to maintain a composite open area equal to a minimum of 50 percent of total area of the wall system, unless otherwise indicated on Drawings. D. L-Shaped Beams, Inverted Tee Beams and Spandrels. 1. L-shaped beams and inverted tee beams shall be pre-stressed. a. A minimum of one reinforcing bar or prestressing strand shall be provided at each corner of member, i.e. five (5) for L-shaped beams and six (6) for inverted tee beams. b. Longitudinal reinforcement for torsion shall be mild reinforcement. c. Torsion shall consider gravity loads and bumper loads. 2. Spandrels where possible shall be prestressed beams to control cracking and excessive deflection, unless approved by Engineer. a. If pockets are used in spandrels for double tee stem bearing, pocket adjacent to supporting column may be replaced with a haunch. Allow a minimum of two (2) feet from edge of pocket to end of spandrel to minimize cracking due to reduced section in pocket area. 3. Allowable compressive stress at service loads, after all losses shall be limited to 0.45 f'c at all levels. 4. Allowable midspan tensile stress at service loads, after all losses shall be limited to 6 √f'c for spandrels and ledge beams, 7.5√f'c for inverted tee beams, at all levels. For conventionally reinforced facade spandrels (and other architectural precast members), BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 PRECAST CONCRETE 034100 - 4 allowable dead load steel reinforcing stress shall be limited to 15,000 psi. "Z" factor shall be limited to 80. 5. Closed stirrups shall be provided for shear and torsion reinforcing. Welded wire fabric may be used. 6. Spandrels shall consider torsion due to gravity loads and bumper impact loads. E. Columns: 1. In event of prestressed columns, sufficient mild reinforcing shall be provided at ends of tendons, where tendons are not fully developed. 2. Where column splices are used, splice locations and type shall be approved by Engineer. 3. Welded wire fabric shall not be used for column ties. F. Connections: 1. Connections shall transfer gravity loads, lateral loads (including bumper loads), torsion forces, and forces due to volume change effects. 2. An additional load factor multiplier of 1.3 shall be typically used for design of connections that are sensitive to tolerances or field welding (such as corbels, dapped ends, and hangers), unless otherwise approved by Engineer. 3. Provide all temporary connections required for erection. 4. Friction resistance is not permitted as design criteria for torsional or flexural restraint of connections. 5. Double tee bearing pads shall be in accordance with PCI MNL-120. 6. Double tees and beams shall have bearing plates as indicated on the Drawings. 1.6 REFERENCE STANDARDS A. Comply with following reference standards, except where more stringent requirements are indicated on Drawings or specified herein: 1. American Welding Society a. AWS D1.1 Structural Welding Code - Steel b. AWS D1.4 Structural Welding Code - Reinforcing Steel 2. Precast/Prestressed Concrete Institute a. MNL-119, PCI Drafting Handbook - Precast and Prestressed Concrete b. MNL-120, PCI Design Handbook - Prescast and Prestressed Concrete c. MNL-122. Architectural Precast Concrete d. MNL 123, Design and Typical Details of Connections for Precast and Prestressed Concrete e. MNL-124, Design for Fire Resistance of Precast Prestressed Concrete f. PCI Architectural Precast Concrete Color and Texture Selection Guide; 3. American Concrete Institute a. ACI 301 Specifications for Structural Concrete b. ACI 318 Building Code Requirements for Structural Concrete and Commentary c. ACI as referenced in Section 03 3000, Cast-in-Place Concrete. 4. Post-Tensioning Institute a. PTI Specification for Unbonded Single-Strand Tendons BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 PRECAST CONCRETE 034100 - 5 5. American Society for Testing and Materials a. As specified herein 1.7 QUALITY CONTROL (MNL-116-6) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. All precast/prestressed concrete members of a similar type, shall be manufactured at a single plant location. Plant(s) shall be certified by Precast/Prestressed Concrete Institute certification program prior to letting of Contract. Plant(s) shall be regularly engaged for at least 5 years in manufacturing of precast/prestressed concrete similar to requirements of this project. B. Records (MNL-116-6.3) 1. Records shall be kept of production and quality control including deviations from allowable fabrication tolerances. 2. Maintain a record of all members that are damaged in plant operations or are rejected. Record remedial action taken. All remedial action which involves redesign of members or connections shall be approved by Engineer. Record finishing and patching procedures as well as patch mix designs. All plant patching to be approved by Engineer prior to shipping to job site. C. Provide reasonable access to all relevant plant operations for purpose of verifying quality of Work. D. Laboratory Facilities (MNL-116-6.4) 1. Testing procedures for materials: shall be as indicated in Section 014100, Special Inspection and Testing Laboratory. 2. Manufacturer shall perform and pay for all tests for all precast concrete Work. Testing is subject to observation by Testing Laboratory. 3. Sampling and testing. a. A pour is defined as 50 cubic yards (or fraction thereof) placed for each day of production. b. Make two sets of five cylinders per pour: one set at beginning (labeled A) and one set at end of pour (labeled B). c. Only one A and one B cylinder made for each pour need be cured per MNL-116- 4.18.3. Test these two cylinders to verify concrete compressive strength at transfer of prestress. d. Two cylinders from each set shall be moist cured and tested at 28 days to verify design compressive strength of concrete. e. Discard remaining cylinders after 56 days upon approval of Engineer. f. Conduct one air content test per ASTM C 231 or ASTM C 173 for every two double tee members and two per daily pour of each of other member classes. 4. Corrosion Inhibitor Testing a. Test concrete for Corrosion Inhibitor content. b. Test plastic concrete for presence of Corrosion Inhibitor using method entitled "The Test Method for Calcium Nitrite Presence in Plastic Concrete" as indicated in Appendix A of Specification Section 014100. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 PRECAST CONCRETE 034100 - 6 c. Test plastic concrete content using concrete samples taken during concrete placement operations at rate of one test per 30 piece parts. 5. Evaluation and Acceptance a. Evaluation and acceptance of concrete: In accordance with ACI 301, except where otherwise specified. b. If, at any time during manufacture, results from approved mix design deviate from Specification requirements, Manufacturer shall cease production and modify mix design, subject to approval of Engineer, until specified concrete is obtained. E. Erector shall be certified by Precast/Prestressed Concrete Institute certification program. Erector shall be regularly engaged for at least 5 years in erection of precast/prestressed concrete similar to requirements of this project. 1.8 SUBMITTALS A. For record upon request Precast/Prestressed Concrete Institute plant and erector certifications for verification. B. For review calculations for all members and connections design prepared, signed and sealed by PCER. Engineer will review calculations for conformance with design criteria. Calculations shall include but not be limited to following: 1. Design resistance to all vertical and lateral service loads as specified herein and indicated on Drawings. Include drift and diaphragm calculations to transmit forces to lateral load resisting members. 2. Design resistance to volumetric change loading including shrinkage, creep, elastic shortening and temperature changes. 3. Live load on members shall only be reduced as allowed by governing building code. 4. Camber and deflection for members at all stages of design loading. 5. Calculations shall state all design assumptions. 6. If computer-aided calculations are submitted, provide names of programs used. If in- house programs are used, provide certification that such programs are in compliance with referenced standards and have been tested and verified against known and applicable solutions. C. For review and approval shop drawings prepared under the supervision of PCER, bearing PCER's signature, seal and date. Erection and unit production drawings shall include, but not limited to, following: 1. Erection drawings: a. Member locations. b. Member identification marks. c. Connection details to adjacent members or other Work. d. Dimensions and relationship to adjacent material. e. Joints and openings between members and between members and structure. f. Location of all loose, cast-in and field hardware including anchor bolts. g. Erection sequence and handling requirements. 2. Unit production drawings: BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 PRECAST CONCRETE 034100 - 7 a. Elevation of each member. b. Sections and details indicating quantities and position of reinforcing steel. c. Prestressing strand pattern, strand tension, concrete strength at transfer and at service load conditions. d. Camber. e. Details of anchors, inserts, lifting and erection devices, and anchor bolts. f. Dimensions. g. Finishes. h. Shipping and handling details. D. For record precast concrete Manufacturer's past five years experience in the use of self consolidating concrete. E. For review and approval each concrete mix design a minimum of three weeks prior to placing concrete. Include information as specified in Section 033020, Cast-In-Place Concrete (Garage/Bridge). F. For record test reports of concrete biweekly during production, including both concrete transfer (f'ci) and 28 day compressive strengths (f'c) test reports. G. Upon request for record Manufacturer's certificates of mill tests of all prestressing steel and anchorage devices, and typical stress-strain curves for prestressing steel and mill test for mild steel. H. For record a casting schedule. Engineer is to be notified in advance of production of each type of casting member for plant review of reinforcement placement. I. For record a general plan of erection sequence certified by PCER with method of guying, bracing, etc. Indicate at what stages during erection erector will require casting of concrete topping, grouting under columns, and finalizing connections between precast members. J. For record welder’s certificates in advance of Work performed along with shop and field weld test reports. K. For record upon request written description, procedures and precautions that will be used to prevent spalling and cracking of concrete at tee to tee flange connections. Specifically address precautions relating to heat development occurring during welding of stainless steel. 1.9 SAMPLES A. Submit for review and approval 12" x 12" x 2" panel sample. Samples shall be representative of exterior finishes and mix designs for exterior spandrels, exterior columns, and exterior wall panels. 1.10 TRANSPORTATION AND HANDLING BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 PRECAST CONCRETE 034100 - 8 A. Protect members transported to site to prevent road grime or truck exhaust fumes from staining faces. B. Supporting frames and tie-down equipment shall not damage or stain exposed surfaces. C. Edges of members shall be adequately protected by padding or other means to prevent staining, chipping and spalling. D. Blocking material used shall be clean and non-staining and shall not prevent uniform curing of exposed surfaces. Lateral support shall be sufficient to prevent unacceptable bowing and warping. E. Protect members stored on site to prevent mud, dirt, spilled concrete, etc. from staining members. F. It is responsibility of Manufacturer to meet all OSHA and applicable Department of Transportation regulations. PART 2 - PRODUCTS 2.1 DESIGN MIXES - (MNL-116-4.1, 4.2, 4.4, 4.5 AND 4.6) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Concrete mix design shall be established by proportioning on basis of field experience or trial mixtures to achieve required specified strength. Tests will be necessary on all mixes proposed for use by Manufacturer (face, back-up, or standard). 1. Strength of concrete cylinders - as scheduled on Drawings for each proposed mix design in accordance with ASTM C 39. 2. Convention slump concrete, slump shall be in accordance with ASTM C 143. Self consolidating concrete shall be evaluated by a spread flow test for consolidation and a L-Box, U-Box or similar devise for determining aggregate segregation resistance. 3. Air content as scheduled on Drawings. 4. Air content of cured cylinders by microscopical determination - ASTM C 457, Linear Traverse Method shall be performed for each proposed mix design. Cured cylinders shall have a maximum air void spacing factor of 0.008 in., with a minimum specific surface of 600 square inches per cubic inch of air void volume. 5. Total cementitious material (fly ash, silica fume, slag) ratio - as scheduled on Drawings, each proposed mix design in accordance with ASTM C 94. 6. Concrete exposed to freezing and thawing - proposed mix design shall have six sacks of cement (564 lbs) minimum per cubic yard of concrete. All precast concrete is considered exposed to freezing and thawing. 7. Total soluble chloride ion content of concrete shall be tested in accordance with AASHTO Method T260 for each proposed mix design. Percent by weight of cement of total soluble chloride ion content shall be below limits specified on Drawings. This includes contributions from all ingredients. Alternately, water soluble chloride ion content shall be tested in accordance with ASTM C 1218. Percent by weight of cement BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 PRECAST CONCRETE 034100 - 9 of water soluble chloride ion content shall be below limits specified on Drawings. This includes contributions from all ingredients. If specified limits are exceeded, additional testing for water soluble chloride ion content shall be performed using Soxhlet method in accordance with ACI 222.1. In event that any concrete mix has water soluble chloride ion content in excess of specified limits for that mix, approved corrosion inhibitor admixture shall be added to concrete with a dosage rate calculated by admixture Manufacturer. 8. Refer to Section 014100, Special Inspection and Testing Laboratory, for additional information required on test report. 2.2 FORMS (MNL-116-2.4) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Provide facing materials of metal, plastic, wood, or other acceptable materials that are non- reactive with concrete and will produce required finish surfaces. B. Unless forms for plant-manufactured precast/prestressed concrete members are stripped prior to de-tensioning, design forms so that stresses are not induced in members due to deformation of concrete under prestress or to movement during de-tensioning. C. For self consolidating concrete special attention shall be given to design of formwork for any increased pressures. D. Provide commercial formulated form coating compounds that will not bond with, stain, nor adversely affect concrete surfaces, and will not impair subsequent treatments or concrete surfaces. 2.3 RAW MATERIALS – (MNL-116 3.0) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Portland Cement (MNL-116-3.1.2) 1. ASTM C 150, Type I or Type III, grey portland cement, use only one brand of cement throughout project, unless otherwise acceptable. B. Fine Aggregate – (MNL-116-3.1.3) C. Coarse Aggregate (MNL-116-3.1.4) D. Mixing Water – (MNL-116-3.1.6) 1. Potable, ASTM C 94 E. Curing compound – (MNL-116-4.20.3) 1. ASTM C 309, Type I, of proper composition to prevent altering surface color of concrete and to allow bonding of other materials to concrete. F. Admixtures – (MNL-116-3.1.7) 1. Use of any admixtures must be reviewed and approved as part of mix design submittal. However, cement factor shall not be reduced, and changes shall be made in other mix proportions to ensure minimum strength and durability requirements. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 PRECAST CONCRETE 034100 - 10 2. Use acceptable admixtures in strict accordance with Manufacturer's recommendations. 3. Air entraining admixture: Refer to Section 033020, Cast-in-Place Concrete (Garage/Bridge). 4. Water reducing admixtures: Refer to Section 033020, Cast-in-Place Concrete (Garage/Bridge). 5. High range water reducing admixture (superplasticizer) may be used to produce conventional slump concrete at reduced water content or at Precast Concrete Manufacturer's option/approval self consolidating concrete may be used: Refer to Section 033020, Cast-in-Place Concrete (Garage/Bridge). 6. Non-corrosive non-chloride accelerator: Refer to Section 033020, Cast-in-Place Concrete (Garage/Bridge). 7. Use of fly ash is prohibited. 8. Calcium nitrite based corrosion inhibitor; Refer to Section 033020, Cast-in-Place Concrete (Garage/Bridge). 9. Self consolidating admixture. Refer to Section 033020, Cast-in-Place Concrete (Garage/Bridge). 2.4 GROUT A. Refer to Section 033020, Cast-in-Place Concrete (Garage/Bridge). 2.5 MILD REINFORCEMENT – (MNL-116-3.2.1) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Reinforcing Bars 1. ASTM A 615, Grade 60 unless noted otherwise on Drawings. 2. Welded reinforcing bars, ASTM A 706, Grade 60. B. Stirrups and Ties 1. ASTM A 615, Grade 60. C. Welded Wire Fabric 1. ASTM A 185 welded plain wire fabric sheets, or ASTM A 497 welded deformed wire fabric sheets. D. Epoxy Coating for Mild Reinforcement 1. ASTM A 775, Epoxy Coating for welded wire fabric, ASTM A 884. E. Supports for Reinforcement 1. Provide stainless steel or plastic tipped supports for reinforcement in contact with formwork including bolsters, chairs, spacers and other devices for spacing, supporting, and fastening reinforcing bars in place. Use wire bar type supports complying with CRSI recommendations. 2. Bar supports shall be manufactured from a dielectric material, or wire bar supports shall be coated with dielectric material, such as epoxy or vinyl. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 PRECAST CONCRETE 034100 - 11 F. Splices 1. Provide standard reinforcement splices as indicated on Drawings by lapping ends, placing bars in contact, and tying tightly with wire. Comply with requirements of ACI 318 for minimum lap. 2. Provide mechanical tension and compression splices for reinforcing steel where specifically detailed on Drawings. 3. Acceptable materials are: a. Cadweld (C-series), Erico Products, Inc., Solon, OH b. Lenton Rebar Splice, Erico Products, Inc., Solon, OH c. Interlok, Erico Products, Inc., Solon, OH d. Bar Grip, Bar Splice Products, Inc., Dayton, OH e. NMB Splice Sleeve, Splice Sleeve North America, Sacramento, CA f. or Approved Equivalent. 4. Welded splices may be used provided following conditions are met: a. Welders have passed AWS standard qualification tests. b. Welded splices are performed in accordance with ACI 318. c. Precast Concrete Manufacturer shall inspect and verify quality of plant welds by a certified weld inspector in accordance with plant certification program. 2.6 PRESTRESSING MATERIALS – (MNL-116-3.2.2) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Uncoated, low relaxation wire strand ASTM A 416, Grade 270, Class A. 2.7 HARDWARE AND MISCELLANEOUS MATERIALS – (MNL-116-3.2.3) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Refer to Section 031500, Concrete Accessories for material specifications. A. Connection hardware including embedded anchors, inserts, plates, angles, and other cast-in- place items shall be hot-dip galvanized per ASTM A 153 unless specified otherwise on Drawings. Double-tee flange connectors shall be stainless steel. B. All erection connections to be non-staining. Erection connections which are to remain embedded in members shall be galvanized or as indicated on Drawings. C. Coil Rods and Inserts 1. Provide hi-strength coil rods and insert sizes as indicated on Drawings. 2. All coil rods and inserts shall be electro galvanized ASTM B 633 3. Acceptable materials are: a. Richmond Screw Anchor Company b. Dayton-Superior Concrete Accessories, Inc. 2.8 BEARING PADS A. Refer to Drawings for type, size, thickness, and locations. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 PRECAST CONCRETE 034100 - 12 B. Double tee bearing pads 1. Bearing pads shall be random-oriented fiber pads meeting following criteria: a. Durometer hardness 80 +/- 10 b. 8,000 psi compressive load without cracking, splitting, or delaminating. c. Acceptable materials are: 1) Fiberlast, Voss Engineering Co., Chicago, IL 2) Masticord, JVI Inc., Skokie, IL 3) or Approved Equivalent. C. Beam bearing pads 1. Preformed fabric pads meeting following criteria or random oriented fiber pads as noted above and substantiated by PCER. a. Cotton duck fabric reinforced pads meeting AASHTO 2.10.3(L). b. Durometer hardness 90 +/- 10 c. Acceptable materials are: 1) Sorbtex, Voss Engineering Co., Chicago, IL 2) Capralon, JVI Inc., Skokie, IL 3) or Approved Equivalent D. Non bearing architectural wall panels (substantiated by PCER) and hollowcore floor planks. a. Acceptable materials are: b. Korolath, Korolath of New England, Inc., Hudson MA E. Column shim plates 1. ASTM A 36 Structural Steel Plates 2. Korolath, Korolath of New England, Inc. F. Vertical shim pads between precast members 1. AASHTO grade neoprene, shore hardness 50. PART 3 - EXECUTION 3.1 INSPECTION A. Inspect area to receive Work and report immediately in writing to Owner's Engineer, as required in General Conditions, any unacceptable conditions. 3.2 CONCRETE TRANSPORTATION EQUIPMENT – (MNL-116-4.1.2). ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Inspect mixers and concrete transporting equipment and thoroughly clean prior to batching and periodically clean during casting operations. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 PRECAST CONCRETE 034100 - 13 3.3 PLACING AND HANDLING EQUIPMENT – (MNL-116-4.13). ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Inspect aggregate storage areas, hopper gates and handling equipment to ensure that all types of contaminating materials, rust particles, or old/hardened concrete cannot be introduced. 3.4 BATCHING AND MIXING OPERATIONS – (MNL-116-4.14). ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Batch and mix in such manner and sequence that mass is uniformly mixed and without harmful chemical reaction between admixtures or segregation of materials. 3.5 MIXING OF CONCRETE – (MNL-116-4.15) 3.6 REQUIREMENTS FOR TRANSPORTING AND PLACING OF CONCRETE – (MNL-116-4.16). ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Accurately construct forms, mortar-tight, and of sufficient strength to withstand pressures due to concrete placing, pre-tensioning, and de-tensioning operations. Maintain formwork to provide completed members or shapes, lines and dimensions indicated, within specified fabrication tolerances. B. Coat surface of forms with bond-breaking compound before reinforcement is placed. Provide commercial formulation form-coating compounds that will not bond with, stain, nor adversely affect concrete surfaces, and will not impair subsequent treatments of concrete surfaces requiring bond or adhesion. Apply in compliance with Manufacturer's instruction. C. Place concrete in a continuous operation to prevent formation of seams or planes of weakness in precast members. D. Provide permanent markings to identify pick-up points and orientation in structure, complying with markings indicated on final shop drawings. Imprint data of casting on each member on a surface which will not show in finished structure. 3.7 CONSOLIDATION OF CONCRETE – (MNL 116-4.17). ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Thoroughly consolidate placed concrete by internal and external vibration without dislocation or damage to reinforcement and built-in items. 3.8 REQUIREMENTS FOR CURING – (MNL 116-4.18). 3.9 ACCELERATED CURING OF CONCRETE – (MNL 116-4.19). ADDITIONAL REQUIREMENTS AS FOLLOWS: BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 PRECAST CONCRETE 034100 - 14 A. Accelerated curing by low pressure steam or by radiant heat and moisture may be employed to accelerate concrete hardening and to reduce curing time. Accelerated curing procedures shall be in compliance with ACI 517 Accelerated Curing at Atmospheric Pressure. 3.10 CURING BY MOISTURE RETENTION WITHOUT SUPPLEMENTAL HEAT – (MNL 116-4.20) 3.11 STORAGE OF REINFORCEMENT STEEL – (MNL-115-5.1.2) 3.12 FABRICATION OF REINFORCING STEEL – (MNL-116-5.1.3) A. Clean reinforcement of loose rust and mill scale, earth and other materials which reduce or destroy bond with concrete. 3.13 INSTALLATION OF REINFORCING STEEL – (MNL-116-5.1.4). ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Accurately position, support and secure reinforcement against displacement by formwork, construction or concrete placement operations. Locate and support reinforcing by chairs, runners, bolsters, spacers and hangers, as required. B. Place reinforcement to obtain at least minimum coverage for concrete protection. Arrange space and securely tie bars and bar supports to hold reinforcement in position during concrete placement operations. Set wire ties so ends are directed into concrete, not toward exposed concrete surfaces. 3.14 INSTALLATION CONCRETE ACCESSORIES A. All inserts, plates, angles, sleeves, nailing blocks or other embedded items, whether furnished as specified under this Section, or other Divisions, furnished by other trades or by Owner, shall be installed by Manufacturer and coordinated with Contractor. B. Anchor bolts for precast concrete members, and templates unless specifically identified to be furnished by others, shall be furnished by Manufacturer. C. Templates to accurately set and support against displacement all bolts, inserts, sleeves or other embedded items. D. Cast anchor bolts in top of precast concrete columns for light standards. Templates and anchor bolts shall be supplied to Manufacturer by Contractor. 3.15 TENSIONING OF TENDONS – (MNL-116-5.2.2). ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Accurately position built-in anchorage devices and secure to formwork. Locate anchorages where they do not affect position of main reinforcement or placing of concrete. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 PRECAST CONCRETE 034100 - 15 B. Pre-tensioning of tendons for prestressed concrete may be accomplished either by single strand tensioning method or multiple-strand tensioning method. C. Delay transfer of prestressed forces until concrete has attained required minimum compressive strength as established by test cylinders. 1. If concrete has been subjected to accelerated curing, perform transfer of prestressed forces immediately after curing cycle has been completed and minimum compressive strength has been verified. 2. Release of pre-tensioned strands may be accomplished either by gradual release of tensioning jacks or by heat cutting tendons, using a sequence and pattern to prevent shock or unbalanced loading. D. Provide for those openings 10 inch round or square or larger as indicated on Drawings, coordinate size and location with respective trade. E. All strands of prestressed members shall be cut off flush with end of member and coated with mastic unless otherwise noted on Drawings. F. Where end of member is exposed to view or weathering, all strands shall be recessed 1/2" from end of member and grouted flush with a bonding grout. 3.16 FINISHES (MNL-116-2.8). ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Precast/prestressed members general. 1. Formed surfaces shall have a (Finish Grade B) unless otherwise noted otherwise: Fill all air pockets and holes over 1/4 inch in diameter with a sand-cement paste. Grind smooth all form offsets or fins over 1/8 inch. Provide a 3/4" chamfer on all exposed corners of all members unless otherwise noted on Drawings. Top edges of walls may be tooled. Patch all spalled and chipped surfaces that are exposed to view. 2. Unformed surfaces: Consolidate concrete, bring to proper level with straightedge. Float, steel trowel and broom to a uniform finish unless otherwise noted on Drawings. 3. Where an end of a prestressed member is exposed to view or weathering, strands shall be cut off 1-1/2 inches from end of member and holes grouted flush with a bonding grout. Where not exposed to view or weather, strands shall be cut off flush with end of member and coated with mastic. B. Columns 1. Formed surface: Finish Grade B. 2. Unformed surfaces: Steel trowel to a smooth, dense, hard finish as required for formed surfaces. Unformed surface of corner columns require a finish matching formed surface. 3. Unformed surface: face toward inside of parking structure. C. Beams 1. Interior face spandrels: light broom finish in vertical direction. 2. Exterior face and exposed ends spandrels: Finish Grade B. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 PRECAST CONCRETE 034100 - 16 3. Ends, bottom, sides, ledges, L-shaped beams, inverted tee beams: Finish Grade B. Transverse rough broom or rake top surface to 1/4 inch minimum depth to ensure bond of concrete topping. D. Double tees 1. Untopped top surface: transverse rough broom or rake top surface to 1/4 inch minimum depth to ensure bond of concrete topping. 2. Formed surfaces: Finish Grade B E. Walls and Stairs 1. Exterior face of exposed walls at stair towers: Color intent to match Buff Limestone with acid-etched finish. 2. Exterior face of typical walls: Finish Grade B. 3. Formed surface: Finish Grade B. 4. Unformed surfaces: walls, stairs: light broom finish. 5. Unformed surface, where applicable face toward inside of parking structure. 6. Stair landing to receive a topping: transverse rough broom rake top surface to 1/4 inch minimum depth to insure bond of topping. PART 4 - INSTALLATION 4.1 FABRICATION TOLERANCES (MNL-135) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Openings. 1. Size: ±1/4 inch. 2. Out of square: 1/8 inch per 6 feet, or 1/4 inch total, whichever is greater. B. Flashing Reglets. 1. ± 1/4 inch, except ± 1/8 inch where flashing reglets are located at edge of panels. 4.2 INSTALLATION AND ERECTION (MNL-127) ADDITIONAL REQUIREMENTS AS FOLLOWS: A. Do not install any member until concrete has attained its design ultimate compressive strength and 28 days have passed since casting. B. Provide temporary shoring and bracing members with connections of sufficient strength to bear imposed loads. Remove temporary members and connections when permanent members are in place and final connections are made. Provide temporary guy lines to achieve proper alignment of structures as erection proceeds and/or schedule erection sequence to prevent any temporary lateral instability of structure. C. Erect all members within allowable tolerances and according to approved shop drawings. Position all members to eliminate cumulative dimensional errors. Report all deviations from allowable tolerances to Manufacturer and Engineer. Erection tolerances shall be as recommended by PCI MNL-127. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 PRECAST CONCRETE 034100 - 17 D. Horizontal and vertical joints and edges shall be correctly aligned in order to maintain uniform joint width as erection progresses. E. Secure each member to structure by welded or bolted connections. F. Sequence of attachment shall be such that supporting structural member is uniformly loaded. G. Tack weld nuts at all bolted connections; remove metal shims prior to placing topping. H. Protect members and other portions of Work from damage and staining by field welding or cutting operations. I. Adjustments or changes in connections, which could involve additional stresses in members or connections, shall not be permitted. J. Manufacturer/Erector shall furnish and place all grout for connections unless specifically noted otherwise on Drawings. After members have been placed and secured, grout open spaces at connection and joints as follows: 1. Provide forms or other acceptable method to retain grout in place until sufficiently hard to support itself. Pack spaces with stiff grout material, tamping until voids are completely filled. Place grout to finish smooth, plumb and level with adjacent concrete surfaces. Keep grouted joints damp for not less than 24 hours after initial set. Promptly remove grout material from exposed surfaces before it hardens. 2. All horizontal grout joints shall be completed prior to placement of cast-in-place topping or loading of members (i.e., columns, walls). K. Install bearing pads, as members are being erected. Set pads on level, uniform bearing surfaces and maintain in correct position until members are placed. Improperly positioned bearing pads will not be accepted and shall be relocated or modified at expense of Erector. L. Do not use powder-actuated fasteners for surface attachment of accessory items in prestressed members unless otherwise accepted by Manufacturer and Engineer. M. Perform field welding in compliance with AWS D1.1, including qualification of welders. 1. Protect members from damage by field welding or cutting operations and provide non- combustible shield as required. 2. All field-welded connections shall be coated with cold galvanizing immediately after welding and removing slag. Coat with three (3) coats of ZRC cold galvanizing (ZRC Worldwide, Marshfield, MA) in accordance with Manufacturer's recommendations. 3. Welding shall be performed in a manner to eliminate heat build up in welded assembly or adjacent concrete which may cause cracking of concrete. 4. Testing of field welds shall be in accordance with Section 014100, Special Inspection and Testing Laboratory. N. Field cut openings are prohibited unless prior approval of Manufacturer and Engineer is obtained. 4.3 REPAIRS BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 PRECAST CONCRETE 034100 - 18 A. Inspect and record any damages (cracks, spalls, stains, etc.) found on individual members when they arrive at site. Inform Engineer of damage that may cause rejection of member. Approval to use such members must be reviewed by Engineer prior to erection. B. After all members have been set in place and before sealant work, glazing or other related Work is begun, Work will be inspected by Engineer. C. Damaged members shall be reviewed by Engineer for acceptance in structure. If member is in place, immediate remedial Work shall be undertaken to execute an acceptable repair. If patches or final remedial Work is found not to be acceptable after sufficient time and attempts, member shall be removed and replaced. D. For field topped double tees, incidental cracking of flanges due to bending or warping during fabrication, handling, shipping, or erection of maximum width 10 mils (i.e., playing card) is acceptable. Flange cracks greater than 10 mils in width shall be repaired by Manufacturer to satisfaction of Engineer. All other types of cracks will be evaluated by Engineer on an individual basis. E. Patch mix designs, use of bonding agents, patch application, curing and finishing procedures shall be approved by Engineer prior to commencing patching Work. 4.4 PROTECTION A. Removal of staining on members due to rusting of temporary erection bracing and hardware is responsibility of the Erector. B. After erection, protection of members from water runoff, rust staining, painting, concrete splatter, and general clean-up operations will be responsibility of Contractor. C. Contact with vehicles or machines that can damage edges or surface of members shall be prevented. 4.5 CLEANING A. Clean all exposed precast Work as necessary to remove dirt, concrete splatter, and stains after erection and acceptance by Engineer. Members shall be washed and rinsed in accordance with Manufacturer's recommendations. Acid shall not be used in cleaning operation. B. Take precautions so that no part of building or surrounding site Work will be altered or that character of architectural finishes are changed by cleaning process. END OF SECTION 034100 BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Bridge Structural Package MSKTD Project No. 7382 CONCRETE UNIT MASONRY 042200 - 1 SECTION 042200 - CONCRETE UNIT MASONRY PART 1 - GENERAL 1.1 RELATED DOCUMENTS A.Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.2 SUMMARY A.Section Includes: 1.Concrete masonry units for interior walls. 2.Mortar and grout. 3.Steel reinforcing bars. 4.Masonry-joint reinforcement. 5.Miscellaneous masonry accessories. B.Related Requirements: 1.Section 051200 "Structural Steel Framing" for installing anchor sections of adjustable masonry anchors for connecting to structural steel frame. 1.3 DEFINITIONS A.CMU(s): Concrete masonry unit(s). B.Reinforced Masonry: Masonry containing reinforcing steel in grouted cells. 1.4 ACTION SUBMITTALS A.Product Data: For each type of product. 1.5 INFORMATIONAL SUBMITTALS A.Qualification Data: For testing agency. B.Material Certificates: For each type and size of the following: 1.Masonry units. a.Include data on material properties. Franciscan Orthopedic Center of Excellence BP #4 - Garage/Bridge Structural Package MSKTD Project No. 7382 CONCRETE UNIT MASONRY 042200 - 2 2.Cementitious materials. Include name of manufacturer, brand name, and type. 3.Mortar admixtures. 4.Preblended, dry mortar mixes. Include description of type and proportions of ingredients. 5.Grout mixes. Include description of type and proportions of ingredients. 6.Reinforcing bars. 7.Joint reinforcement. 8.Anchors, ties, and metal accessories. C.Mix Designs: For each type of mortar. Include description of type and proportions of ingredients. 1.Include test reports for mortar mixes required to comply with property specification. Test according to ASTM C109/C109M for compressive strength, ASTM C1506 for water retention, and ASTM C91/C91M for air content. 2.Include test reports, according to ASTM C1019, for grout mixes required to comply with compressive strength requirement. D.Statement of Compressive Strength of Masonry: For each combination of masonry unit type and mortar type, provide statement of average net-area compressive strength of masonry units, mortar type, and resulting net-area compressive strength of masonry determined according to TMS 602/ACI 530.1/ASCE 6. E.Cold-Weather Procedures: Detailed description of methods, materials, and equipment to be used to comply with requirements. 1.6 DELIVERY, STORAGE, AND HANDLING A.Store masonry units on elevated platforms in a dry location. If units are not stored in an enclosed location, cover tops and sides of stacks with waterproof sheeting, securely tied. If units become wet, do not install until they are dry. B.Store cementitious materials on elevated platforms, under cover, and in a dry location. Do not use cementitious materials that have become damp. C.Store aggregates where grading and other required characteristics can be maintained and contamination avoided. D.Deliver preblended, dry mortar mix in moisture-resistant containers. Store preblended, dry mortar mix in delivery containers on elevated platforms in a dry location or in covered weatherproof dispensing silos. E.Store masonry accessories, including metal items, to prevent corrosion and accumulation of dirt and oil. Franciscan Orthopedic Center of Excellence BP #4 - Garage/Bridge Structural Package MSKTD Project No. 7382 CONCRETE UNIT MASONRY 042200 - 3 1.7 FIELD CONDITIONS A.Protection of Masonry: During construction, cover tops of walls, projections, and sills with waterproof sheeting at end of each day's work. Cover partially completed masonry when construction is not in progress. 1.Extend cover a minimum of 24 inches down both sides of walls, and hold cover securely in place. B.Do not apply uniform floor or roof loads for at least 12 hours and concentrated loads for at least three days after building masonry walls or columns. C.Stain Prevention: Prevent grout, mortar, and soil from staining the face of masonry to be left exposed or painted. Immediately remove grout, mortar, and soil that come in contact with such masonry. 1.Protect base of walls from rain-splashed mud and from mortar splatter by spreading coverings on ground and over wall surface. 2.Protect sills, ledges, and projections from mortar droppings. 3.Protect surfaces of window and door frames, as well as similar products with painted and integral finishes, from mortar droppings. 4.Turn scaffold boards near the wall on edge at the end of each day to prevent rain from splashing mortar and dirt onto completed masonry. D.Cold-Weather Requirements: Do not use frozen materials or materials mixed or coated with ice or frost. Do not build on frozen substrates. Remove and replace unit masonry damaged by frost or by freezing conditions. Comply with cold-weather construction requirements contained in TMS 602/ACI 530.1/ASCE 6. 1.Cold-Weather Cleaning: Use liquid cleaning methods only when air temperature is 40 deg F and higher and will remain so until masonry has dried, but not less than seven days after completing cleaning. E.Hot-Weather Requirements: Comply with hot-weather construction requirements contained in TMS 602/ACI 530.1/ASCE 6. PART 2 - PRODUCTS 2.1 MANUFACTURERS A.Source Limitations for Masonry Units: Obtain exposed masonry units of a uniform texture and color, or a uniform blend within the ranges accepted for these characteristics, from single source from single manufacturer for each product required. B.Source Limitations for Mortar Materials: Obtain mortar ingredients of a uniform quality, including color for exposed masonry, from single manufacturer for each cementitious component and from single source or producer for each aggregate. Franciscan Orthopedic Center of Excellence BP #4 - Garage/Bridge Structural Package MSKTD Project No. 7382 CONCRETE UNIT MASONRY 042200 - 4 2.2 UNIT MASONRY, GENERAL A.Masonry Standard: Comply with TMS 602/ACI 530.1/ASCE 6 except as modified by requirements in the Contract Documents. B.Defective Units: Referenced masonry unit standards may allow a certain percentage of units to contain chips, cracks, or other defects exceeding limits stated. Do not use units where such defects are exposed in the completed Work. C.Fire-Resistance Ratings: Comply with requirements for fire-resistance-rated assembly designs indicated. 1.Where fire-resistance-rated construction is indicated, units shall be listed and labeled by a qualified testing agency acceptable to authorities having jurisdiction. 2.3 CONCRETE MASONRY UNITS A.Shapes: Provide shapes indicated and as follows, with exposed surfaces matching exposed faces of adjacent units unless otherwise indicated. 1.Provide special shapes for lintels, corners, jambs, sashes, movement joints, headers, bonding, and other special conditions. 2.Provide bullnose units for outside corners unless otherwise indicated. B.CMUs: ASTM C90. 1.Unit Compressive Strength: Provide units with minimum average net-area compressive strength of 2150 psi 2.Density Classification: Normal weight 3.Size (Width): Manufactured to dimensions 3/8 inch less-than-nominal dimensions. 2.4 LINTELS A.General: Provide one of the following: B.Concrete Lintels: ASTM C1623, matching CMUs in color, texture, and density classification; and with reinforcing bars indicated. Provide lintels with net-area compressive strength not less than that of CMUs. C.Concrete Lintels: Precast or formed-in-place concrete lintels complying with requirements in Section 032000 "Concrete Reinforcing" and with reinforcing bars indicated. D.Masonry Lintels: Prefabricated or built-in-place masonry lintels made from bond beam CMUs matching adjacent CMUs in color, texture, and density classification, with reinforcing bars placed as indicated and filled with coarse grout. Cure precast lintels before handling and installing. Temporarily support built-in-place lintels until cured. Franciscan Orthopedic Center of Excellence BP #4 - Garage/Bridge Structural Package MSKTD Project No. 7382 CONCRETE UNIT MASONRY 042200 - 5 2.5 MORTAR AND GROUT MATERIALS A.Portland Cement: ASTM C150/C150M, Type I or II, except Type III may be used for cold-weather construction. Provide natural color or white cement as required to produce mortar color indicated. 1.Alkali content shall not be more than 0.1 percent when tested according to ASTM C114. B.Hydrated Lime: ASTM C207, Type S. C.Portland Cement-Lime Mix: Packaged blend of portland cement and hydrated lime containing no other ingredients. D.Aggregate for Mortar: ASTM C144. 1.For mortar that is exposed to view, use washed aggregate consisting of natural sand or crushed stone. 2.For joints less than 1/4 inch thick, use aggregate graded with 100 percent passing the No. 16 sieve. 3.White-Mortar Aggregates: Natural white sand or crushed white stone. 4.Colored-Mortar Aggregates: Natural sand or crushed stone of color necessary to produce required mortar color. E.Aggregate for Grout: ASTM C404. F.Cold-Weather Admixture: Nonchloride, noncorrosive, accelerating admixture complying with ASTM C494/C494M, Type C, and recommended by manufacturer for use in masonry mortar of composition indicated. G.Water: Potable. 2.6 REINFORCEMENT A.Uncoated Steel Reinforcing Bars: ASTM A615/A615M or ASTM A996/A996M, Grade 60. B.Reinforcing Bar Positioners: Wire units designed to fit into mortar bed joints spanning masonry unit cells and to hold reinforcing bars in center of cells. Units are formed from 0.148-inch steel wire, hot-dip galvanized after fabrication. Provide units designed for number of bars indicated. C.Masonry-Joint Reinforcement, General: Ladder type complying with ASTM A951/A951M. 1.Interior Walls: Mill galvanized carbon steel. 2.Wire Size for Side Rods: 0.148-inchdiameter. 3.Wire Size for Cross Rods: 0.148-inchdiameter. 4.Spacing of Cross Rods: Not more than 16 inches o.c. 5.Provide in lengths of not less than 10 feet Franciscan Orthopedic Center of Excellence BP #4 - Garage/Bridge Structural Package MSKTD Project No. 7382 CONCRETE UNIT MASONRY 042200 - 6 2.7 TIES AND ANCHORS A.General: Ties and anchors shall extend at least 1-1/2 inches into masonry but with at least a 5/8- inch cover on outside face. B.Materials: Provide ties and anchors specified in this article that are made from materials that comply with the following unless otherwise indicated: 1.Mill-Galvanized, Carbon-Steel Wire: ASTM A82/A82M, with ASTM A641/A641M, Class 1 coating. 2.Hot-Dip Galvanized, Carbon-Steel Wire: ASTM A82/A82M, with ASTM A153/A153M, Class B-2 coating. 3.Galvanized-Steel Sheet: ASTM A653/A653M, Commercial Steel, G60 zinc coating. 4.Steel Sheet, Galvanized after Fabrication: ASTM A1008/A1008M, Commercial Steel, with ASTM A153/A153M, Class B coating. 5.Steel Plates, Shapes, and Bars: ASTM A36/A36M. C.Adjustable Anchors for Connecting to Structural Steel Framing: Provide anchors that allow vertical or horizontal adjustment but resist tension and compression forces perpendicular to plane of wall. 1.Anchor Section for Welding to Steel Frame: Crimped 1/4-inch-diameter, Mill-galvanized wire may be used at interior walls unless otherwise indicated. 2.Tie Section: Triangular-shaped wire tie made from 0.187-inchdiameter, hot-dip galvanized steel, Mill-galvanized wire may be used at interior walls unless otherwise indicated. D.Partition Top Anchors: 0.105-inch-thick metal plate with a 3/8-inch-diameter metal rod 6 inches long welded to plate and with closed-end plastic tube fitted over rod that allows rod to move in and out of tube. Fabricate from steel, hot-dip galvanized after fabrication. E.Rigid Anchors: Fabricate from steel bars 1-1/2 inches wide by 1/4 inch thick by 24 inches long, with ends turned up 2 inches or with cross pins unless otherwise indicated. 2.8 MISCELLANEOUS MASONRY ACCESSORIES A.Compressible Filler: Premolded filler strips complying with ASTM D1056, Grade 2A1; compressible up to 35 percent; of width and thickness indicated; formulated from urethane or PVC. B.Preformed Control-Joint Gaskets: Made from styrene-butadiene-rubber compound, complying with ASTM D2000, Designation M2AA-805 or PVC, complying with ASTM D2287, Type PVC- 65406 and designed to fit standard sash block and to maintain lateral stability in masonry wall; size and configuration as indicated. C.Bond-Breaker Strips: Asphalt-saturated felt complying with ASTM D226/D226M, Type I (No. 15 asphalt felt). Franciscan Orthopedic Center of Excellence BP #4 - Garage/Bridge Structural Package MSKTD Project No. 7382 CONCRETE UNIT MASONRY 042200 - 7 2.9 MASONRY-CELL FILL A.Loose-Fill Insulation: Perlite complying with ASTM C549, Type II (surface treated for water repellency and limited moisture absorption) or Type IV (surface treated for water repellency and to limit dust generation). B.Lightweight-Aggregate Fill: ASTM C331/C331M. 2.10 MORTAR AND GROUT MIXES A.General: Do not use admixtures, including pigments, air-entraining agents, accelerators, retarders, water-repellent agents, antifreeze compounds, or other admixtures unless otherwise indicated. 1.Do not use calcium chloride in mortar or grout. 2.Use masonry cement or mortar cement mortar unless otherwise indicated. 3.Add cold-weather admixture (if used) at same rate for all mortar that will be exposed to view, regardless of weather conditions, to ensure that mortar color is consistent. B.Preblended, Dry Mortar Mix: Furnish dry mortar ingredients in form of a preblended mix. Measure quantities by weight to ensure accurate proportions, and thoroughly blend ingredients before delivering to Project site. C.Mortar for Unit Masonry: Comply with ASTM C270, Proportion Specification. Provide the following types of mortar for applications stated unless another type is indicated or needed to provide required compressive strength of masonry. 1.For reinforced masonry, use Type N. 2.For interior nonload-bearing partitions, Type O may be used instead of Type N. D.Grout for Unit Masonry: Comply with ASTM C476. 1.Use grout of type indicated or, if not otherwise indicated, of type (fine or coarse) that will comply with TMS 602/ACI 530.1/ASCE 6 for dimensions of grout spaces and pour height. 2.Proportion grout in accordance with ASTM C476, Table 1 or paragraph 4.2.2 for specified 28-day compressive strength indicated, but not less than 2000 psi. PART 3 - EXECUTION 3.1 EXAMINATION A.Examine conditions, with Installer present, for compliance with requirements for installation tolerances and other conditions affecting performance of the Work. 1.For the record, prepare written report, endorsed by Installer, listing conditions detrimental to performance of the Work. Franciscan Orthopedic Center of Excellence BP #4 - Garage/Bridge Structural Package MSKTD Project No. 7382 CONCRETE UNIT MASONRY 042200 - 8 2.Verify that foundations are within tolerances specified. 3.Verify that reinforcing dowels are properly placed. 4.Verify that substrates are free of substances that would impair mortar bond. B.Before installation, examine rough-in and built-in construction for piping systems to verify actual locations of piping. C.Proceed with installation only after unsatisfactory conditions have been corrected. 3.2 INSTALLATION, GENERAL A.Build chases and recesses to accommodate items specified in this and other Sections. B.Leave openings for equipment to be installed before completing masonry. After installing equipment, complete masonry to match construction immediately adjacent to opening. C.Use full-size units without cutting if possible. If cutting is required to provide a continuous pattern or to fit adjoining construction, cut units with motor-driven saws; provide clean, sharp, unchipped edges. Allow units to dry before laying unless wetting of units is specified. Install cut units with cut surfaces and, where possible, cut edges concealed. 3.3 TOLERANCES A.Dimensions and Locations of Elements: 1.For dimensions in cross section or elevation, do not vary by more than plus 1/2 inch or minus 1/4 inch. 2.For location of elements in plan, do not vary from that indicated by more than plus or minus 1/2 inch. 3.For location of elements in elevation, do not vary from that indicated by more than plus or minus 1/4 inch in a story height or 1/2 inch total. B.Lines and Levels: 1.For bed joints and top surfaces of bearing walls, do not vary from level by more than 1/4 inch in 10 feet, or 1/2-inch maximum. 2.For conspicuous horizontal lines, such as lintels, sills, parapets, and reveals, do not vary from level by more than 1/8 inch in 10 feet, 1/4 inch in 20 feet, or 1/2-inch maximum. 3.For vertical lines and surfaces do not vary from plumb by more than 1/4 inch in 10 feet, 3/8 inch in 20 feet, or 1/2-inch maximum. 4.For conspicuous vertical lines, such as external corners, door jambs, reveals, and expansion and control joints, do not vary from plumb by more than 1/8 inch in 10 feet, 1/4 inch in 20 feet, or 1/2-inch maximum. 5.For lines and surfaces, do not vary from straight by more than 1/4 inch in 10 feet, 3/8 inch in 20 feet, or 1/2-inch maximum. 6.For vertical alignment of exposed head joints, do not vary from plumb by more than 1/4 inch in 10 feet, or 1/2-inch maximum. Franciscan Orthopedic Center of Excellence BP #4 - Garage/Bridge Structural Package MSKTD Project No. 7382 CONCRETE UNIT MASONRY 042200 - 9 7.For faces of adjacent exposed masonry units, do not vary from flush alignment by more than 1/16 inch. C.Joints: 1.For bed joints, do not vary from thickness indicated by more than plus or minus 1/8 inch, with a maximum thickness limited to 1/2 inch. 2.For exposed bed joints, do not vary from bed-joint thickness of adjacent courses by more than 1/8 inch. 3.For head and collar joints, do not vary from thickness indicated by more than plus 3/8 inch or minus 1/4 inch. 4.For exposed head joints, do not vary from thickness indicated by more than plus or minus 1/8 inch. 3.4 LAYING MASONRY WALLS A.Lay out walls in advance for accurate spacing of surface bond patterns with uniform joint thicknesses and for accurate location of openings, movement-type joints, returns, and offsets. Avoid using less-than-half-size units, particularly at corners, jambs, and, where possible, at other locations. B.Bond Pattern for Exposed Masonry: Unless otherwise indicated, lay exposed masonry in running bond; do not use units with less-than-nominal 4-inch horizontal face dimensions at corners or jambs. C.Stopping and Resuming Work: Stop work by stepping back units in each course from those in course below; do not tooth. When resuming work, clean masonry surfaces that are to receive mortar, remove loose masonry units and mortar, and wet brick if required before laying fresh masonry. D.Built-in Work: As construction progresses, build in items specified in this and other Sections. Fill in solidly with masonry around built-in items. E.Fill space between steel frames and masonry solidly with mortar unless otherwise indicated. F.Where built-in items are to be embedded in cores of hollow masonry units, place a layer of metal lath, wire mesh, or plastic mesh in the joint below, and rod mortar or grout into core. G.Fill cores in hollow CMUs with grout 24 inches under bearing plates, beams, lintels, posts, and similar items unless otherwise indicated. H.Build nonload-bearing interior partitions full height of story to underside of solid floor or roof structure above unless otherwise indicated. 1.Install compressible filler in joint between top of partition and underside of structure above. Franciscan Orthopedic Center of Excellence BP #4 - Garage/Bridge Structural Package MSKTD Project No. 7382 CONCRETE UNIT MASONRY 042200 - 10 2.Fasten partition top anchors to structure above and build into top of partition. Grout cells of CMUs solidly around plastic tubes of anchors and push tubes down into grout to provide 1/2-inch clearance between end of anchor rod and end of tube. Space anchors 48 inches o.c. unless otherwise indicated. 3.Wedge nonload-bearing partitions against structure above with small pieces of tile, slate, or metal. Fill joint with mortar after dead-load deflection of structure above approaches final position. 4.At fire-rated partitions, treat joint between top of partition and underside of structure above to comply with Section 078443 "Joint Firestopping." 3.5 MORTAR BEDDING AND JOINTING A.Lay hollow CMUs as follows: 1.Bed face shells in mortar and make head joints of depth equal to bed joints. 2.Bed webs in mortar in all courses of piers, columns, and pilasters. 3.Bed webs in mortar in grouted masonry, including starting course on footings. 4.Fully bed entire units, including areas under cells, at starting course on footings where cells are not grouted. B.Lay solid CMUs with completely filled bed and head joints; butter ends with sufficient mortar to fill head joints and shove into place. Do not deeply furrow bed joints or slush head joints. C.Set cast-stone trim units in full bed of mortar with full vertical joints. Fill dowel, anchor, and similar holes. 1.Clean soiled surfaces with fiber brush and soap powder and rinse thoroughly with clear water. 2.Wet joint surfaces thoroughly before applying mortar. 3.Rake out mortar joints for pointing with sealant. D.Rake out mortar joints at pre-faced CMUs to a uniform depth of 1/4 inch and point with epoxy mortar to comply with epoxy-mortar manufacturer's written instructions. E.Tool exposed joints slightly concave when thumbprint hard, using a jointer larger than joint thickness unless otherwise indicated. F.Cut joints flush for masonry walls to receive plaster or other direct-applied finishes (other than paint) unless otherwise indicated. G.Cut joints flush where indicated to receive waterproofing unless otherwise indicated. Franciscan Orthopedic Center of Excellence BP #4 - Garage/Bridge Structural Package MSKTD Project No. 7382 CONCRETE UNIT MASONRY 042200 - 11 3.6 MASONRY-JOINT REINFORCEMENT A.General: Install entire length of longitudinal side rods in mortar with a minimum cover of 5/8 inch on exterior side of walls, 1/2 inch elsewhere. Lap reinforcement a minimum of 6 inches. 1.Space reinforcement not more than 16 inches o.c. 2.Space reinforcement not more than 8 inches o.c. in foundation walls and parapet walls. 3.Provide reinforcement not more than 8 inches above and below wall openings and extending 12 inches beyond openings B.Interrupt joint reinforcement at control and expansion joints unless otherwise indicated. C.Provide continuity at wall intersections by using prefabricated T-shaped units. D.Provide continuity at corners by using prefabricated L-shaped units. 3.7 ANCHORING MASONRY TO STRUCTURAL STEEL AND CONCRETE A.Anchor masonry to structural steel and concrete, where masonry abuts or faces structural steel or concrete, to comply with the following: 1.Provide an open space not less than 1/2 inch wide between masonry and structural steel or concrete unless otherwise indicated. Keep open space free of mortar and other rigid materials. 2.Anchor masonry with anchors embedded in masonry joints and attached to structure. 3.Space anchors as indicated, but not more than 24 inches o.c. vertically and 36 inches o.c. horizontally. 3.8 CONTROL AND EXPANSION JOINTS A.General: Install control- and expansion-joint materials in unit masonry as masonry progresses. Do not allow materials to span control and expansion joints without provision to allow for in- plane wall or partition movement. B.Form control joints in concrete masonry using one of the following methods: 1.Fit bond-breaker strips into hollow contour in ends of CMUs on one side of control joint. Fill resultant core with grout, and rake out joints in exposed faces for application of sealant. 2.Install preformed control-joint gaskets designed to fit standard sash block. 3.Install interlocking units designed for control joints. Install bond-breaker strips at joint. Keep head joints free and clear of mortar, or rake out joint for application of sealant. 4.Install temporary foam-plastic filler in head joints, and remove filler when unit masonry is complete for application of sealant. Franciscan Orthopedic Center of Excellence BP #4 - Garage/Bridge Structural Package MSKTD Project No. 7382 CONCRETE UNIT MASONRY 042200 - 12 3.9 LINTELS A.Provide concrete or masonry lintels where shown and where openings of more than 12 inches for brick-size units and 24 inches for block-size units are shown without structural steel or other supporting lintels. B.Provide minimum bearing of 8 inches at each jamb unless otherwise indicated. 3.10 FIELD QUALITY CONTROL A.Testing and Inspecting: Owner will engage special inspectors to perform tests and inspections and prepare reports. Allow inspectors access to scaffolding and work areas as needed to perform tests and inspections. Retesting of materials that fail to comply with specified requirements shall be done at Contractor's expense. B.Testing Prior to Construction: One set of tests. C.Testing Frequency: One set of tests for each 5000 sq. ft. of wall area or portion thereof. D.Concrete Masonry Unit Test: For each type of unit provided, according to ASTM C140 for compressive strength. E.Mortar Aggregate Ratio Test (Proportion Specification): For each mix provided, according to ASTM C780. F.Mortar Test (Property Specification): For each mix provided, according to ASTM C780. Test mortar for compressive strength. G.Grout Test (Compressive Strength): For each mix provided, according to ASTM C1019. 3.11 PARGING A.Parge exterior faces of below-grade masonry walls, where indicated, in two uniform coats to a total thickness of 3/4 inch. Dampen wall before applying first coat, and scarify first coat to ensure full bond to subsequent coat. B.Use a steel-trowel finish to produce a smooth, flat, dense surface with a maximum surface variation of 1/8 inch per foot. Form a wash at top of parging and a cove at bottom. C.Damp-cure parging for at least 24 hours and protect parging until cured. 3.12 REPAIRING, POINTING, AND CLEANING A.Remove and replace masonry units that are loose, chipped, broken, stained, or otherwise damaged or that do not match adjoining units. Install new units to match adjoining units; install in fresh mortar, pointed to eliminate evidence of replacement. Franciscan Orthopedic Center of Excellence BP #4 - Garage/Bridge Structural Package MSKTD Project No. 7382 CONCRETE UNIT MASONRY 042200 - 13 B.Pointing: During the tooling of joints, enlarge voids and holes, except weep holes, and completely fill with mortar. Point up joints, including corners, openings, and adjacent construction, to provide a neat, uniform appearance. Prepare joints for sealant application, where indicated. C.In-Progress Cleaning: Clean unit masonry as work progresses by dry brushing to remove mortar fins and smears before tooling joints. D.Final Cleaning: After mortar is thoroughly set and cured, clean exposed masonry as follows: 1.Remove large mortar particles by hand with wooden paddles and nonmetallic scrape hoes or chisels. 2.Test cleaning methods on sample wall panel; leave one-half of panel uncleaned for comparison purposes. Obtain Architect's approval of sample cleaning before proceeding with cleaning of masonry. 3.Protect adjacent stone and nonmasonry surfaces from contact with cleaner by covering them with liquid strippable masking agent or polyethylene film and waterproof masking tape. 4.Wet wall surfaces with water before applying cleaners; remove cleaners promptly by rinsing surfaces thoroughly with clear water. 5.Clean concrete masonry by applicable cleaning methods indicated in NCMA TEK 8-4A. 3.13 MASONRY WASTE DISPOSAL A.Salvageable Materials: Unless otherwise indicated, excess masonry materials are Contractor's property. At completion of unit masonry work, remove from Project site. B.Waste Disposal as Fill Material: Dispose of clean masonry waste, including excess or soil- contaminated sand, waste mortar, and broken masonry units, by crushing and mixing with fill material as fill is placed. 1.Crush masonry waste to less than 4 inches in each dimension. 2.Mix masonry waste with at least two parts of specified fill material for each part of masonry waste. Fill material is specified in Section 312000 "Earth Moving." 3.Do not dispose of masonry waste as fill within 18 inches of finished grade. C.Masonry Waste Recycling: Return broken CMUs not used as fill to manufacturer for recycling. D.Excess Masonry Waste: Remove excess clean masonry waste that cannot be used as fill, as described above or recycled, and other masonry waste, and legally dispose of off Owner's property. END OF SECTION 042200 Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 STRUCTURAL STEEL (GARAGE/BRIDGE) 051220 - 1 SECTION 051220 – STRUCTURAL STEEL (GARAGE/BRIDGE) PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Conditions of Contract for Construction and General Requirements of Division 1 of these Specifications apply to Work in this Section. 1.2 WORK INCLUDED A. Work in this Section shall include fabrication, delivery, and installation of structural steel items as indicated on Drawings and as specified herein. Structural steel is that Work defined in American Institute of Steel Construction (AISC) "Code of Standard Practice for Steel Buildings and Bridges" as indicated in "Manual of Steel Construction, for Load and Resistance Factor Design". 1. Pedestrian Bridge framing B. Furnish anchor bolts, leveling plates, bearing plates, setting plates, embedded plates, nuts and washers (including instructions and templates) for installation and grouting as specified in Division 3, Concrete. 1.3 RELATED WORK A. Related Work specified elsewhere. 1. Cast-in-Place Concrete (Garage/Bridge) Section 033020 2. Masonry Division 4 3. Steel Decking (Garage/Bridge) Section 053120 4. Pipe and Tube Railings (To be included in later bid package) Section 055213 5. Miscellaneous Metals Section 055700 6. Painting (To be included in later bid package) Section 099100 7. High Performance Coatings Section 099600 1.4 DESIGN A. Type of construction shall be as indicated on Drawings. B. Details indicated on Drawings are in general conceptual only and do not indicate required number of bolts or weld sizes unless specifically noted. Submit complete details of bolting or welding procedures to be used before commencing fabrication or erection. Where primary BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 STRUCTURAL STEEL (GARAGE/BRIDGE) 051220 - 2 stresses, shrinkage stresses or distortion could affect adequacy of structure, submit welding sequence to prevent distortion. C. Fabricator shall be responsible for design of connections to carry service loads, moments, and shears as indicated on Drawings. Connection design shall be by a qualified Professional (Structural) Engineer registered in state in which project is located. Detailing shall be performed using rational engineering design and standard practice in accordance with Contract Documents. D. Connections, unless otherwise indicated on Drawings, shall be simple shear connections utilizing high-strength bolts and bearing type connections with threads excluded from shear plane. E. All connections shall be bolted or welded. Where no reactions are indicated, connections shall develop a minimum of 50% of allowable uniform load tabulated in AISC "Manual of Steel Construction." All connections shall have a minimum of two (2) bolts or ¼" thick fillet weld. 1.5 REFERENCE STANDARDS A. Comply with following requirements of current specifications or standard listed, except where more stringent requirements are indicated on Drawings or specified herein: 1. American Institute of Steel Construction a. AISC, Manual of Steel Construction b. AISC, Detailing for Steel Construction c. Seismic Design Manual d. AISC Design Guide No. 18 Steel-Framed Open-Deck Parking Structures e. AISC Design Guide No. 19 Fire Resistance of Structural Steel Framing 2. Research Council on Structural Connections a. Specifications for Structural Joints Using ASTM A 325 or A 490 Bolts. 3. American Welding Society a. AWS D1.1, Structural Welding Code - Steel. b. AWSD1.3, Structural Welding Code - Sheet Steel. 4. American Iron and Steel Institute a. AISI, Specifications for the Design of Cold-Formed Steel Structural Members. 5. American National Standards Institute (ANSI). a. As specified herein BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 STRUCTURAL STEEL (GARAGE/BRIDGE) 051220 - 3 6. American Society for Testing and Materials (ASTM). a. As specified herein 7. Steel Structures Painting Council (SSPC). a. Steel Structures Painting Manual Volume I, Good Painting Practices b. Steel Structures Painting Manual Volume II, Systems and Specifications 1.6 QUALITY CONTROL A. Refer to Section 014100, Special Inspection and Testing Laboratory, for testing requirements of structural steel. B. Use welders with current AWS certifications for required welding Work, Refer to Section C4, Qualifications, in Commentary of AWS D1.1: Structural Welding Code - Steel. C. Contractor shall be responsible for visual inspection and necessary correction of all deficiencies in material and workmanship. 1.7 SUBMITTALS A. For review and approval detailed shop drawings prepared under supervision of a Professional (Structural) Engineer registered in state in which project is located, indicating all information necessary for fabrication and assembly of component parts of structure including, but not limited to following: 1. Material properties. 2. Size and weight of members. 3. Type and location of shop and field connections. 4. Type, size and extent of all welds. 5. Welding sequence when required. 6. Type, size and number of bolts. 7. Notation of erection marks. 8. Paint primer B. For review and approval upon request mill test reports on structural steel. C. For review and approval setting drawings, templates and directions for installation of anchor bolts and other anchorages. D. For review and approval, calculations sealed by a qualified Professional Engineer registered in state in which project is located for following connections: 1. All connections indicated as delegated on Drawings. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 STRUCTURAL STEEL (GARAGE/BRIDGE) 051220 - 4 E. For review and approval certification of each welder before commencing Work specified herein. A requalification test will be necessary if welder is not engaged in a given process for a period exceeding six months. F. For review and approval shop welding procedures. G. For review and approval shop quality control procedures. 1.8 TRANSPORTATION AND HANDLING A. Deliver all structural steel to Project site and handle and store in such a manner as not to damage or distort. B. Store off ground such that water will not pond on horizontal surfaces. C. Replace damaged members at no additional expense to Owner. D. Clearly mark each piece with suitable erection marks, which correspond to shop drawings erection marks. E. Handle so as not to damage primer or paint system. PART 2 - PRODUCTS 2.1 STRUCTURAL STEEL A. Wide flange shapes –ASTM A 992, Grade 50. B. Channels, angles ASTM A 36. C. Plate and Bar ASTM A 36. D. Cold-formed steel tubing - ASTM A 500, Grade C or ASTM A 1085, Grade A E. Steel pipe ASTM A 53, Grade B, Fy=35ksi. F. Anchor bolts ASTM F 1554 Grade 36 or Grade 55, as indicated on Drawings. 2.2 ACCESSORIES A. High-strength bolts and nuts - ASTM A 325 or A 490 type size as indicated on Drawings. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 STRUCTURAL STEEL (GARAGE/BRIDGE) 051220 - 5 B. Welding electrodes E70XX low hydrogen, preheat per Structural Welding Code - Steel, AWS D1.1. C. Headed stud shear connectors - ASTM A 108, Grade 1015 or 1020, size as indicated on Drawings. D. Grout shall be ready-to-use, non-metallic and non-shrink, requiring only addition of potable water at Project site. A suitable commercially available grout (such as Master Builders "Masterflow") which is compatible with appearance of ordinary concrete shall be used. Grouting shall be done under pressure by means of a static head. Compression strength shall be a minimum of 5,000 psi at 7 days. Surfaces on which grout will be placed shall be clean and damp when grouting begins. 2.3 MATERIAL SUBSTITUTION A. Structural steel shapes other than those indicated may be substituted only upon prior approval of Engineer. All substitute material(s) must be of equivalent strength to that specified, and must not interfere with architectural, mechanical or electrical requirements. Any additional cost above that of originally specified material must be borne by Contractor. B. Refer to Division 1 and General Condition Requirements. 2.4 SHOP PRIME A. All surfaces to be coated must be abrasive cleaned in accordance with SSPC-SP3, Power-Tool Cleaning-blast cleaning until at least two-thirds of each square inch is free of all visible residues. B. Provide zinc prime coat 2-3.5 mils dry film thickness in accordance with Manufacturer’s recommendations. C. Mask surfaces to be field welded and at bolt holes in faying surfaces of friction connections. D. Acceptable primers typical pedestrian bridge framing are: 1. Carbo Zinc 859, Carboline Company 2. Metalhide 97-673, PPG Industries, Inc. 3. 513F108 Moisture Cure Urethane Zinc Rich, The Valspar Corp. 4. Or approved equivalent E. Acceptable primers for pedestrian bridge framing where noted on Drawings, refer to High- Performance Coatings, Section 099600. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 STRUCTURAL STEEL (GARAGE/BRIDGE) 051220 - 6 2.5 FINAL COATING SYSTEMS PEDESTRIAN BRIDGE, TYPICAL - REFER TO PAINTING, SECTION 099100 A. Final coating system shall be same Manufacturer as for primer. 2.6 FINAL COATING SYSTEMS FOR PEDESTRIAN BRIDGE, AS NOTED ON DRAWINGS – REFER TO HIGH-PERFORMANCE COATINGS, SECTION 099600 A. Final coating system shall be same Manufacturer as for primer. PART 3 - EXECUTION 3.1 INSPECTION A. Inspect area to receive Work and report immediately in writing to Engineer, as required in General Conditions, any unacceptable conditions. Do not proceed with Work until unsatisfactory conditions have been corrected in an acceptable manner. Commencement of erection implies acceptance of related Work. 3.2 FABRICATION A. Fabricate and assemble structural assemblies in shop to greatest extent possible. Fabricate items of structural steel in accordance with AISC Specifications and as indicated on final Shop Drawings. Provide camber in structural members where indicated. B. Properly mark and match-mark units for field assembly. C. Where finishing is required, complete assembly including welding of units, before start of finishing operations. Provide finish surfaces of members exposed in final structure free of markings, burrs, and other defects. D. Weld or bolt shop connections. Bolt field connections, except where welded or other connections are indicated on Drawings. All plates used in bolted connections shall have rolled or gas cut edges. E. Bolted connections, in general use high-strength threaded fasteners, bearing type X with no threads in shear planes. For slip critical connections use type SC. F. Perform shop welding by either shielded metal - arc process or submerged-arc process. G. All welds shall be applied to clean bare steel. All shop and field welds shall be made in accordance with the AWS D1.1 "Code for Welding in Building Construction," and shall be made by certified welders only. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 STRUCTURAL STEEL (GARAGE/BRIDGE) 051220 - 7 H. Make all fillet welds 1/4" minimum unless noted otherwise on Drawings. I. All butt welds shall be full-penetration welds, using back-up bars. J. Column Bearing Surfaces 1. Column steel shall be saw cut to ensure full bearing. 2. Base plates shall be finished in accordance with recommendation of AISC. 3. Furnish loose leveling plates as indicated on Drawings. 4. All base plates shall have a minimum of four anchor bolts. K. Provide holes and openings in proper location for attachment of Work by other trades. No field burning will be permitted. Mislocated holes or misfabricated connection material shall be reported to Engineer. L. Expansion joints in exterior facade shall be coordinated with structural framing. Facade supports shall not restrict thermal or shrinkage/expansion movement of facade or movement of structural system. M. Verify all dimensions in field prior to fabrication. N. Fabricate work to be square, plumb, straight and true when erected in completed project. O. After fabrication, all steel shall be cleaned of all rust, loose mill scale and other foreign materials in accordance with coating system recommendations. P. All structural steel components embedded in or adjacent to brick or masonry shall have masonry ties spaced at 16" o.c. minimum. Ties shall be capable of transmitting forces perpendicular to plane of wall. 3.3 ERECTION A. Carry framing up true and plumb using temporary bracing as necessary to resist all loads to which structure may be subjected, including erection equipment and its operation. B. As steel erection progresses, securely connect Work to take care of all dead load, wind and erection stresses. C. All welding to meet AISC and AWS criteria. D. All bolting for bearing connections shall be tightened to a snug tight condition with all plies in joint in firm contact. E. All bolting for slip-critical connections shall be tightened by turn-of-nut tightening or as approved by Engineer. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 STRUCTURAL STEEL (GARAGE/BRIDGE) 051220 - 8 F. Splicing of members will not be permitted except where indicated on Drawings. G. Contractor shall be responsible for control of all erection procedures and sequences with relation to temperature differentials, especially with respect to structural steel framing into concrete walls, beams or columns. 3.4 FIELD PAINTING A. Steel to receive sprayed on fireproofing shall not be primed or painted. B. As soon as possible after being bolted up, all welds, abrasions, bolts, washers, nuts, etc. shall be painted with same material as used for shop coat. No painting shall be done in freezing weather. C. Final Coating System for Pedestrian Bridge Framing, Typical : Refer to Painting, Section 099100. D. Final Coating System for Pedestrian Bridge Where noted on Drawings: Refer to High- Performance Coatings, Section 099600. 3.5 CLEANUP A. Remove all dirt, tags and foreign materials from structural steel. END OF SECTION 051220 BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 STEEL DECKING (GARAGE/BRIDGE) 053120 - 1 SECTION 053120 – STEEL DECKING (GARAGE/BRIDGE) PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Conditions of Contract for Construction and General Requirements of Division 1 of these specifications apply to Work in this Section. 1.2 WORK INCLUDED A. Work of this Section shall include providing all labor, materials, equipment, and supervision necessary to complete installation of composite floor and roof deck systems including accessories as indicated on Drawings and specified herein. B. All metal roof deck and/or composite metal deck shall be manufactured and installed in accordance with recommendations and specifications of Steel Deck Institute. 1.3 RELATED WORK A. Following Work is related to this Section: 1. Cast-in-Place Concrete (Garage/Bridge) Section 033020 2. Structural Steel (Garage/Bridge) Section 051220 3. Miscellaneous Metals Section 055700 4. Thermal and Moisture Protection Division 7 1.4 DESIGN A. Roof deck to resist gross wind uplift pressure. Dead load may be deducted from uplift forces. B. Roof deck maximum deflection of 1/240 of center-to-center span under uniformly distributed live load indicated on Drawings or 200 lbs concentrated load at mid-span on a 1'-0" wide section. C. Composite floor deck maximum deflection of 1/360 of center-to-center span under uniformly distributed live load as indicated on Drawings. Deck shall have rolled-in embossments/shear lugs capable of developing composite action between concrete and metal deck. D. Provide fire resistance ratings for deck assemblies as listed in UL "Fire Resistive Directory," bearing UL label. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 STEEL DECKING (GARAGE/BRIDGE) 053120 - 2 E. Deck section properties shall be in accordance with AISI, "Specification for the Design of Cold- Formed Steel Structural Members." Maximum working stress shall not exceed 20,000 psi. 1.5 REFERENCE STANDARDS A. Comply with following requirements of current specifications for standards listed, except where more stringent requirements are indicated on Drawings or specified herein: 1. American Iron and Steel Institute a. AISI, "Specifications for the Design of Cold-Formed Steel Structural Members." 2. American Welding Society a. AWS D1.3 "Structural Welding Code - Sheet Steel." 3. Steel Deck Institute a. SDI, "Design Manual for Composite Decks, Form Decks, Roof Decks and Cellular Metal Floor Decks with Electrical Distribution". b. SDI, Manual of Construction with Steel Deck. 4. American Society for Testing and Materials (ASTM). a. As specified herein 1.6 QUALITY CONTROL A. Manufacturer to be member of Steel Deck Institute. B. Use welding processes and welding operators in accordance with AWS "Standard Qualification Procedure." 1.7 SUBMITTALS A. For review and approval detailed shop drawings indicating all information necessary for fabrication and installation of deck systems, including but not limited to: 1. Layout 2. Types of deck units, gauge and finish 3. Anchorage details including welded connections using standard AWS welding symbols 4. Supplementary framing 5. Roof deck accessories including sump pans, cant strips, etc. 6. Floor deck accessories including cell closures, "Z" closures, column closures, pour stops, etc. 7. Openings 8. Special jointing 9. U.L. fire resistance rating B. For review and approval Manufacturer's specifications and installation instructions for each product specified. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 STEEL DECKING (GARAGE/BRIDGE) 053120 - 3 C. For review and approval, certification that all materials are in accordance with Steel Deck Institute. D. For review and approval certification that each welder has satisfactorily passed A.W.S. qualification tests for welding processes and that qualifications are current. 1.8 TRANSPORTATION AND HANDLING A. All deck must be protected by tarpaulins or other protective coverings while in transit from fabrication point to project site. Deck which arrives uncovered will not be accepted. Protect from corrosion, deformation or any other damage during delivery, storage or handling. B. Keep deck covered while in storage before erection. Assure that covered bundles have adequate air movement beneath covering to preclude condensation. C. Provide sufficient hardwood blocking beneath stored bundles to maintain positive slope towards one end to allow proper drainage of rain water from covering. Stack in a manner that removes danger of tipping or shifting. PART 2 - PRODUCTS 2.1 MATERIALS A. Galvanized Roof Deck: 1. Deck: ASTM A 653, Grade 33 or higher with ASTM A 924, G90 zinc-coating. Type depth and gauge as indicated on Drawings. 2. Accessories: ASTM A 924, G90 zinc-coating. 3. Galvanizing Repair Paint: MIL-P-21-35 (Ships). 4. Approved Deck Manufacturers are: a. Inryco b. Rollform c. Vulcraft d. or Approved Equivalent B. Galvanized Composite Floor Deck 1. Fabricate panels with integrally embossed or raised pattern ribs and interlocking side laps, to comply with “SDI Specifications and Commentary for Composite Steel Floor Deck,” in SDI Publication No. 31, with the minimum section properties indicated, and with the following: a. Galvanized-Steel Sheet: ASTM A653, Structural Steel, Grade 50, G90 zinc- coating. b. Profile depth as indicated on Drawings. c. Design uncoated-steel thickness as indicated on Drawings. 2. Approved Deck Manufacturers are: a. Inryco BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 STEEL DECKING (GARAGE/BRIDGE) 053120 - 4 b. Rollform c. Vulcraft d. or Approved Equivalent PART 3 - EXECUTION 3.1 INSPECTION A. Inspect area to receive Work and report immediately in writing to Engineer, as required in General Conditions, any unacceptable conditions. Do not proceed with Work until unsatisfactory conditions have been corrected in an acceptable manner. Commencement of metal deck installation implies acceptance of related Work. 3.2 FABRICATION A. Form deck units in lengths to span at least 4 supports except where framing layout does not permit; flush, telescoped, or nested 2 inch end laps; nested or interlocked side laps. Single and double spans, if required, shall satisfy load and deflection requirements. Refer to Drawings for additional requirements. B. Provide cover plates, roof sump pans, pour stops, column closures, end closures, cover plates and fillers as required by the Steel Deck Institution as indicated on Drawings; use deck Manufacturer's standards. C. Fabricate accessories including metal closure strips for openings between deck and other construction of not less than 18 gage sheet steel of same quality as deck units. Form to configuration required to provide tight-fitting closures at open ends of flutes and sides of deck units. 3.3 INSTALLATION A. Place accessory units in accordance with Manufacturer's recommendations. B. Cut and fit deck units and accessories around other Work projecting through and adjacent to deck units as indicated on Drawings. Provide neat, square and trim cuts. C. Provide additional metal reinforcement and closures as required for strength, continuity of steel roof deck and support of other Work as indicated on Drawings. D. Reinforce deck around openings 6 inches to 12 inches in size by means of a flat galvanized steel sheet placed over the openings on top of deck units and fusion welded to surface of deck units. Provide not less than 18 gage steel sheet of same quality as deck units, at least 12 inches BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 STEEL DECKING (GARAGE/BRIDGE) 053120 - 5 wider and longer than opening, unless otherwise noted on Drawings. Space welds at each corner and not more than 12 inches on center along each side. E. Deck shall be welded at 18 inches on center max at all interior supports and 12 inches on center max at all exterior supports with a 5/8 inch diameter puddle weld. Provide a minimum of one side lap connection per span unless noted otherwise on Drawings, or minimum side lap connections required by the Steel Deck Institute. Self-tapping screws may be used with approval of Engineer. F. End laps shall be a nominal 2 inches positioned over supports. G. Coat all welds and abraded areas with zinc rich galvanizing prime paint. H. Do not suspend from metal decks. 3.4 CLEANUP A. Clean field welds and abraded areas, and apply galvanizing repair paint on damaged galvanized surfaces. END OF SECTION 053100 BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 STEEL DECKING (GARAGE/BRIDGE) 053120 - 6 This page left intentionally blank. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 MISCELLANEOUS METALS 055700 - 1 SECTION 055700 – MISCELLANEOUS METALS PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Conditions of Contract for Construction and General Requirements of Division 1 of these Specifications apply to Work in this Section. 1.2 WORK INCLUDED A. Work of this Section shall include all labor, materials, equipment, and supervision necessary to complete installation of miscellaneous metals as indicated on Drawings and listed below: 1. Miscellaneous frames and supports 2. Façade support framing 3. Garage Entry/Exit Canopies 4. Embed plates 5. Elevator divider beams and hoist beam 6. Elevator pit ladder 7. Steel pipe bollards 8. Sill angles 1.3 RELATED WORK A. Following Work is related to this Section: 1. Cast-in-Place Concrete (Garage/Bridge) Section 033020 2. Precast Concrete Section 034100 3. Masonry Division 4 4. Structural Steel (Garage/Bridge) Section 051220 5. Steel Decking (Garage/Bridge) Section 053120 6. Pipe and Tube Railings (To be included in later bid package) Section 055213 7. Painting (To be included in later bid package) Section 099100 1.4 DESIGN A. Design of miscellaneous metals in accordance with American Institute of Steel Construction's (AISC) Manual of Steel Construction, including Specification for the Design, Fabrication and Erection of Structural Steel for Buildings. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 MISCELLANEOUS METALS 055700 - 2 1.5 REFERENCE STANDARDS A. Comply with provisions of following codes and standards, latest editions except where more stringent requirements are indicated on Drawings or Specifications. 1. American Institute Steel Construction a. AISC Manual of Steel Construction, including Specification for Structural Steel Buildings. 2. American Iron and Steel Institute a. AISI Specifications for the Design of Cold-Formed Steel Structural Members. 3. American Welding Society a. AWS D 1.1 Structural Welding Code - Steel. b. AWS D 1.3 Structural Welding Code - Sheet Steel. c. AWS D 1.6 Structural Welding Code - Stainless Steel. 4. Steel Structures Painting Council (SSPC) a. Steel Structures Painting Council Manual, Volume I, Good Painting Practices b. Steel Structures Painting Council Manual, Volume II, Systems and Specifications 5. American Concrete Institute. a. ACI 301, Standard Specification for Structural Concrete. 6. American Society Testing Materials a. As specified herein. 1.6 QUALITY CONTROL A. Use welders with current AWS certifications for required welding Work. 1.7 SUBMITTALS A. For review and approval detailed shop drawings indicating all information necessary for fabrication and erection of miscellaneous metals. Include following: 1. Material data 2. Erection marks and location 3. Dimensions and weight of member(s) BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 MISCELLANEOUS METALS 055700 - 3 4. Shop and field connections 5. Erection details 6. Paint Primer B. For review and approval AWS welder certification. 1.8 TRANSPORTATION AND HANDLING A. Deliver all miscellaneous metals to Project site and handle and store in such a manner as not to damage or distort material. B. Handle so as not to damage coating system. C. Replace damaged material at no additional expense to Owner. PART 2 - PRODUCTS 2.1 STEEL PLATES, SHAPES, AND BARS A. W-Shapes: ASTM A 992. B. Channels, Angles: ASTM A 36. C. Plates and Bars: ASTM A 36. 2.2 STEEL TUBING A. Cold Formed - ASTM A 500, Grade C or ASTM A 1085, Grade A 2.3 STEEL PIPE A. ASTM A 53; Type, grade and weight class as indicated on Drawings. 2.4 ROLLED STEEL FLOOR PLATE A. ASTM A 786. 2.5 STAINLESS STEEL PLATE, SHEET, STRIP A. ASTM A 240 Type 316. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 MISCELLANEOUS METALS 055700 - 4 2.6 STAINLESS STEEL SHAPES A. ASTM A 276 Type 316. 2.7 STAINLESS STEEL MECHANICAL TUBING A. ASTM A 554 Type 316. 2.8 ROLLED STAINLESS STEEL FLOOR PLATE A. ASTM A 793. 2.9 ALUMINUM EXTRUSIONS A. ASTM B 221. 2.10 ALUMINUM PLATE AND SHEET A. ASTM B 209. 2.11 FASTENERS A. Steel Bolts and Nuts: Regular hexagon head bolts, ASTM A 307, Grade A. B. Stainless Steel Bolts and Nuts: ASTM F 593 for bolts, ASTM F 594 for nuts. C. Lag Bolts: Square head type: ASME B 18.6.3. D. Machine Screws: ASME D 18.6.3. E. Wood Screws: Flat head: ASME B 18.22.1. F. Plain Washers: Round ASME B 18.22.1. G. Lock Washers: Helical spring type ASME B 18.22.1. H. Anchor Bolts: ASTM F 1554, Grade 36 or Grade 55, as indicated on Drawings. 2.12 GALVANIZING A. Provide a zinc coating for those items as indicated on Drawings or specified herein to be galvanized; comply with following: BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 MISCELLANEOUS METALS 055700 - 5 1. Iron and Steel Hardware: ASTM A 153. 2. Rolled, pressed and forged steel shapes, plates, bars and strip 1/8 inch thick and heavier: ASTM A 123. (1.25 oz./sq. ft. min.) 3. Assembled Steel Products: ASTM A 386. (1.25 oz./sq. ft. min.) 2.13 SHOP PAINT - GALVANIZED STEEL (PIPE BOLLARDS) A. Surfaces to be coated must be cleaned in accordance with SSPC-SP1, Solvent Cleaning-removal of oil, grease, dirt, soil and contaminants by cleaning with solvent, vapor, alkali, emulsion or steam. B. Provide epoxy primer coat 2-3.5 mils dry film thickness in accordance with Manufacturer’s recommendations. C. Acceptable primers are: 1. Rustbond Penetrating Sealer, Carboline Company 2. Pitt-Tech 90-712, PPG Industries, Inc. 3. Or approved equivalent D. Final coating systems for pipe bollards, refer to Painting, section 099100. 1. Final coating system shall be same Manufacturer as for primer. 2.14 FINAL COATING SYSTEMS FOR GARAGE ENTRY/EXIT CANOPIES-REFER TO HIGH-PERFORMANCE COATINGS, SECTION 099600 A. Final coating system shall be same Manufacturer as for primer. 2.15 GROUT A. Non-Shrink Non-Metallic Grout: 1. Premixed, factory packaged, non-staining, non-corrosive, non-gaseous grout complying with CE CRD-C588. Provide grout specifically recommended by Manufacturer for interior and exterior applications of type specified in this Section. PART 3 - EXECUTION 3.1 INSPECTION A. Inspect area to receive Work and report immediately in writing to Engineer, as required in General Conditions, any unacceptable conditions. Do not proceed with Work until BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 MISCELLANEOUS METALS 055700 - 6 unsatisfactory conditions have been corrected in an acceptable manner. Commencement of erection implies acceptance of related Work. B. Take field measurements prior to preparation of Shop Drawings and fabrication, wherever possible, but do not delay job progress by waiting for field measurements. Make an allowance for trimming and fitting where the taking of field measurements before fabrication might delay either completion of the miscellaneous metals work in particular or Substantial Completion of the Work in general. 3.2 FABRICATION A. Preassemble miscellaneous metal items in the fabricating shop to the greatest extent possible to minimize field splicing and assembly. Disassemble units only to the extent necessary because of shipping and handling limitations. Clearly mark the units for later reassembly and coordinated installation. Field cutting of miscellaneous metal items not allowed. Field punched holes in metal items for purposes of attachment or other reasons is not allowed. B. All steel miscellaneous metals shall be hot dip galvanized unless noted. C. Weld all shop connections unless indicated or specified otherwise. D. Weld corners and seams continuously and in accordance with requirements of AWS Code. E. Grind exposed welds smooth and flush to match and blend with adjoining surfaces. F. Work to be performed only by welders qualified in accordance with requirements of AWS Code. G. Fabricate Work exposed to view true to line and level with accurate angles and surfaces and straight sharp edges. Ease exposed edges to a radius of approximately 1/32 inch, unless otherwise indicated on Drawings. H. Cut, reinforce, drill and tap miscellaneous metal as may be required to receive finish hardware and similar items of Work. I. Fabricate miscellaneous metal to sizes, shapes and profiles and of dimensions to receive adjacent Work. 3.3 INSTALLATION – GENERAL A. Install manufactured items in strict accordance with Manufacturer's current written instructions. B. Set all Work accurately to lines and levels, plumb and secure. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 MISCELLANEOUS METALS 055700 - 7 C. Install members, bolts, anchors, etc. to be covered, inserted or built-in as Work progresses. D. Provide anchorage devices and fasteners where necessary for securing miscellaneous metal items to in-place construction. E. Provide all other Work as indicated on Drawings or necessary to complete miscellaneous metal Work. F. Fit exposed connections accurately together to form tight hairline joints. Weld connections which are not to be left as exposed joints, but cannot be shop welded because of shipping size limitations. G. Grind exposed joints smooth and touch-up shop paint coat. Do not weld, cut or abrade surfaces of exterior units which have been hot-dip galvanized after fabrication, and are intended for bolted or screwed field connections. H. Perform cutting, drilling and fitting required for installation. Set Work accurately in location, alignment and elevation, plumb, level, true and free of rack, measured from established lines and levels. I. Provide temporary bracing or anchors in formwork for items which are to be built into concrete, masonry or similar construction. J. Comply with AWS Code for procedures of manual shielded metal-arc welding, appearance and quality of welds made, and methods used in correcting welding Work. 3.4 FIELD PAINTING A. Miscellaneous metal to receive sprayed on fireproofing shall not be painted. B. Field Touch Up: As soon as possible after being bolted up, all welds, abrasions, bolts, washers, nuts, etc. shall be painted with same coating as used for shop coat. No painting shall be done in freezing weather. C. Damaged galvanized surfaces apply zinc coating by metalizing spray to clean and dry surfaces. 1. Apply zinc alloy repair compound according to Manufacturer's instructions. D. Final Coating System: Refer to Painting, Section 099100 3.5 CLEANUP A. Remove all dirt, tags, and foreign materials from miscellaneous metals. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 MISCELLANEOUS METALS 055700 - 8 END OF SECTION 055700 BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 TRAFFIC COATINGS 071800 - 1 SECTION 071800 – TRAFFIC COATINGS PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Conditions of Contract for Construction and General Requirements of Division 1 of these Specifications apply to Work in this Section. 1.2 WORK INCLUDED A. Work of this Section shall include furnishing all labor, materials, equipment and supervision to install a deck coating system, including surface preparation and crack and joint detailing. B. Deck coating Installer shall be specifically responsible for providing all preparation Work and joint sealants specified in Section 07 9200, Joint Sealants. 1.3 RELATED WORK A. Following Work is related to this Section: 1. Cast-in-Place Concrete (Garage/Bridge) Section 033020 2. Precast Concrete Section 034100 3. Concrete Joint Sealants Section 079200 4. Pavement Markings Section 321723 1.4 QUALITY CONTROL A. General 1. Deck coating Installer shall be approved by deck coating Manufacturer. 2. Installer shall have a minimum of five (5) years experience in application of one of the approved deck coating systems and have experience with five projects in size of 10,000 SF or greater. 3. Manufacturer shall make available a qualified Manufacturer's Representative to assist the Installer and Engineer as specified herein. Representative shall be experienced in placement of deck coating systems. B. Testing Requirements 1. Installer shall check deck coating wet film thickness and record test results by taking five wet film readings within a 1 SF area. Wet film thickness testing shall be completed a BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 TRAFFIC COATINGS 071800 - 2 minimum of once per every 5,000 SF of deck coating placed or per individual section placed per day. Average film thickness shall be at or above wet film thickness equivalent of specified dry film thickness. 2. Manufacturer's Representative shall perform dry film thickness tests and record test results for base coat and total system. For each 5,000 SF area, three readings shall be taken in a single 100 SF area. Average dry film thickness shall be at or above Manufacturer's calculated average dry film thickness for total system based on specified dry film thickness plus aggregate. 3. Manufacturer and Installer in presence of Engineer shall perform adhesive pull-off strength testing on base membrane and completed system in accordance with ASTM D 4541 Standard Test Method for Pull-Off Strength of Coatings Using Portable Adhesion Testers. Testing is to be performed every 5,000 SF. For each 5,000 SF area, three tests shall be taken in a single 100 SF area. This testing can be performed in conjunction with dry film thickness testing. All test results shall be greater than 100 psi. 4. If thickness and pull-off strength testing do not meet above requirements, corrective action will be required and more frequent testing will be required on remainder of project as directed by Engineer. 5. Test damage is to be repaired by Installer per Manufacturer’s recommendations. C. Flood Test: Contractor shall arrange for and wet all slabs with water for purpose of detecting any defects in waterproofing which would result in leaks. Slab surfaces shall be wetted until water flows freely to drains. No finished spaces shall be insulated or ceiling installed until drainage test has been completed on the slab above and reviewed by Engineer for acceptance. 1. Potential leaks are located by noting whether water from flood test is observed at underside of slabs or running down faces of walls. Leaking attributed to defective traffic bearing membrane shall be corrected by repairing waterproofing. 1.5 SUBMITTALS A. Action Submittals 1. System Description: Submit complete description of proposed traffic coating system including materials, surface preparation, joint treatments, terminations, and cure times. Include aggregate materials and repair materials for pitting, bug holes, popouts, and shallow scaling. 2. Product Data: For each type of product, including installation instructions. a. Traffic Coating System b. Substrate Repair Material c. Primer d. Base Coat e. Intermediate Coat (grit coat) f. Top Coat g. Aggregate BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 TRAFFIC COATINGS 071800 - 3 3. Shop Drawings: For traffic coatings. a. Include details for treating substrate joints and cracks, flashings, deck penetrations, and other termination conditions. 4. Color: Submit Manufacturer’s standard color chart. 5. Sample Warranty: Submit sample warranty for approval prior to application. 6. Samples for Verification: For each type of exposed finish, prepared on rigid backing. a. Provide stepped Samples on backing to illustrate buildup of traffic coatings. Samples shall be representative of color, thickness, and surface texture. B. Informational Submittals 1. Qualification Data: a. For Installer including projects, size, location, owner, and contact, engineer/architect and contact for projects that traffic coating system has been applied. b. Certification that Manufacturer has approved Installer. c. For Manufacturer’s Representative. 2. Certificates: For each type of traffic coating. a. Certification that the traffic coating system is compatible with all products in Divisions 3 and 7 to which it will come in contact. b. Certification of Manufacturer’s approval of surface preparation. c. Certification of Manufacturer’s project review and that traffic coating installation is in accordance with written recommendations. d. Written certification that recoat system is compatible with existing system. 3. Field quality-control reports: a. Results of slab moisture testing completed in accordance with ASTM D 4263 Standard Test Method for Indicating Moisture in Concrete by Plastic Sheet Method. b. Results of dry and wet film thickness testing and adhesive testing. Include date, weather, and other pertinent information. 4. Applicator’s Manual: For each type of traffic coating. 5. Material Safety Data Sheets: For each product, solvent, or related chemicals to be used and certification that materials conform to local, state, and federal environmental and worker’s safety laws and regulations. 6. Maintenance Data: Manufacturer’s “Snow Removal Guideline” stating procedures the City is to follow during snow removal from traffic coated slabs. 7. Copies of purchase order and invoices indicating quantities and dates of material purchased. 1.6 ENVIRONMENTAL REQUIREMENTS BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 TRAFFIC COATINGS 071800 - 4 A. Manufacturer and Installer are required to confirm that all deck coating materials used in accordance with this Section conform to local, state, and federal environmental and workers' safety laws and regulations. 1. VOC content of materials shall not exceed limits per Environmental Protection Agency Natural Volatile Organic Compound Emission Standards for Architectural Coatings (40CFR59). B. Installer is solely responsible for fume control and shall take all necessary precautions against injury to personnel or adjacent building occupants during application. As a minimum, Installer shall take the following precautions: 1. Provide and maintain barricades. 2. Locate and protect building air intakes during application. 3. Follow all state, federal, and local safety regulations. 4. Follow all Manufacturers’ safety requirements. 5. Dispose empty containers immediately and properly. 6. Use protective equipment. 7. Ensure Work area is well vented to outside. 1.7 TRANSPORTATION AND HANDLING A. Deliver all materials to site in original, unopened containers, bearing following information: 1. Name of product 2. Name of Manufacturer 3. Date of Manufacturer 4. Lot or batch number 5. UL Labels B. Store materials under cover, protected from weather, within Manufacturer's recommended temperatures ranges. C. Replace containers or materials showing any signs of damage with new material at no additional cost to Owner. D. At no time shall weight of stored material placed on a slab area exceed 20 PSF or 2,000 lbs. over 20 square inches. 1.8 WARRANTY A. Provide to Owner a Warranty by Installer and Manufacturer that deck coating system will be free of defects, water penetration, and chemical damage related to system design, workmanship or material deficiency, consisting of, but not limited to: BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 TRAFFIC COATINGS 071800 - 5 1. Surface crazing of other weathering deficiency (including ultraviolet light exposure). 2. Abrasion or tear failure resulting from normal traffic use. 3. Tear failure resulting from new or existing cracks in substrate not exceeding 1/16 inch in width. 4. Debonding from substrate or delaminating between layers. 5. Defective installation. 6. Debonding or damage of repair material used for filling in pitting, bug holes, popouts, and shallow scaling with concrete or deck coating material. B. Warranty shall be "Joint and Several" in which Installer and Manufacturer will jointly and severally warrant and provide at no charge to Owner materials and labor needed to properly repair or replace product and replace parking stripes within duration of Warranty. In event of either party's non-performance, full burden and responsibility for any Warranty repair shall fall upon remaining party. C. Vandalism, abrasive maintenance equipment, and construction traffic are not normal traffic use and are exempt from Warranty. D. Normal traffic is considered to include snow removal equipment with rubber tipped blades as described in National Parking Association publication, "Parking Garage Maintenance Manual". E. New concrete may experience shrinkage. Installer shall provide system suitable for such application. Warranty shall cover deck coating damage due to new concrete slab cracking not exceeding 1/16 inch. F. Recoat systems are applied over existing systems. Installer shall provide system suitable for such application. Warranty shall cover recoat system. 1.9 WARRANTY DURATION A. Bid price shall include a five (5) year Warranty commencing with date of project acceptance in accordance General Conditions. B. Although completed areas of facility may be reopened to traffic and parking, commencement of Warranty period will not occur prior to acceptance of entire project. C. A single Warranty commencement date will apply to all waterproofing. PART 2 - PRODUCTS 2.1 DECK COATING - GENERAL BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 TRAFFIC COATINGS 071800 - 6 A. Deck coating system shall be a fluid applied, waterproof, traffic bearing elastomeric membrane capable of preventing penetration of concrete by water, gasoline, oils, greases, salts, deicer chemicals, battery acids and radiator coolants. B. Color of deck coating shall be gray with Owner selecting shade of gray from standard color chart submittal. C. Material to fill in pitting, bug holes, popouts, and shallow scaling shall be in accordance with Manufacturer's written recommendations. D. Same Manufacturer's deck coating system shall be used throughout. E. Deck coating thicknesses specified herein are minimum dry film thicknesses and do not include the aggregate. Specified thicknesses may vary from Manufacturer’s literature. A coat may have to be installed in more than one layer to achieve minimum thickness or on ramps a slope grade version of deck coating material shall be used. Install each coat in accordance with Manufacturer's recommended yield for required thickness. F. Thinner or solvent shall not be added to deck coating materials. G. All deck coating shall utilize a UV stable topcoat. H. Top coat shall be seeded with aggregate and back rolled. 2.2 DECK COATING SYSTEM (SOLVENT SYSTEM) A. Provide a heavy duty deck coating system as indicated on Drawings. B. Approved heavy duty solvent deck coating systems are: 1. Iso-Flex 750U-HL HVT, LymTal International, Inc., Orion, MI. Primer, base coat at 25 mils, grit coat at 25 mils and top coat at 18 mils. 2. Auto-Gard, Neogard Corporation, Dallas, TX. Primer, base coat at 25 mils, grit coat at 25 mils, and top coat at 18 mils. 3. MasterSeal Traffic 1500, BASF Building Systems, Shakopee, MN. Primer, base coat at 25 mils, grit coat at 25 mils, and top coat at 18 mils. 4. Sikalastic 710/715, Sika Corporation, Lyndhurst, NJ. Primer, base coat at 25 mils, grit coat at 25 mils, top coat at 18 mils. 5. Vulkem 350NF/345/346, Tremco, Cleveland, OH. . Primer, base coat at 25 mils, grit coat at 25 mils, top coat at 18 mils. 2.3 DECK COATING AGGREGATE A. Approved aggregates for deck coating systems shall be a size of 12/20, or larger and approved by coating manufacturer. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 TRAFFIC COATINGS 071800 - 7 B. Approved aggregates for deck coating systems are: 1. Granusil, Unimin, Ottawa, MN. 2. Fracsand, Oglebay Norton Industrial Sands, Inc., Brady, TX. 3. Badger Mining Corporation, Berlin, WI. 4. Earthwork Solutions Traction Control (bauxite aggregate) 9/16 gradation, Gillette, WY. 5. Or Approved Equivalent. PART 3 - EXECUTION 3.1 GENERAL A. Inspect surfaces to receive Work and report immediately in writing to Engineer as required in General Conditions any deficiencies in surface which render it unsuitable for proper execution of this Work. Do not proceed with Work until unsatisfactory conditions have been corrected in an acceptable manner in accordance with Engineer. B. Coordinate and verify that related Work meets following requirements: 1. Concrete surfaces are finished, cleaned and prepped, and have completed required curing period. 2. Previous surface treatments have been removed or are compatible with the systems to be installed. 3. Systems selected for use are compatible with each other. 4. All concrete repairs are completed. 5. Sealant installation may occur several months prior to deck coating. Installer to repair damaged or defective sealants prior to deck coating installation. 3.2 PREPARATION A. Remove all oil, grease spots, and contaminates in accordance with Manufacturer's recommendations. B. Shotblast all concrete surfaces to receive deck coating. Shotblast equipment performance requirements are as follows: 1. Equipment shall be capable of traveling at a constant speed to provide uniform profile. Speed and size of equipment and size of steel shot shall be selected to provide desired preparation without causing unnecessary damage to concrete surface. 2. Equipment shall vacuum up, or otherwise retain all dirt, dust, and debris from blasting operation. 3. Areas inaccessible to shotblaster (i.e. vertical surfaces, against walls, columns, stairways, etc.) are to be abrasive blasted or abraded to same performance. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 TRAFFIC COATINGS 071800 - 8 4. Shotblasted surface must be clean with a profile in which a minimum 1/16 inch of existing concrete surface is removed. Fine aggregates must be exposed; however, coarse aggregate must not be exposed. All laitance must be removed. Surface profile to match ICRI CSP5 in accordance with ICRI Guideline No. 03732, Selecting and Specifying Concrete Surface Preparation for Sealers, Coatings, and Polymer Overlays. 5. Remove debris immediately after surface preparation. Debris includes, but is not limited to, shot, aggregate and dust. Debris shall be placed in a covered dumpster or a covered area where it will not be rebroadcast by wind or weather. C. Metal surfaces that are to be deck coated shall be abrasive blasted to near white metal, SSPC SP10 in accordance with Steel Structures Painting Council Painting Manual. Rust inhibitive primer shall be installed in accordance with Manufacturer's recommendations within 8 hours of abrasive blasting. D. Rout and seal cracks greater than 15 mils in accordance with Section 079200, Joint Sealants or as required by the Manufacturer. Cracks, coves, terminations and all unusual situations shall be detailed per Manufacturer's recommendations. E. Installer shall be responsible for repair or replacement of all materials damaged by surface preparation operations. F. Surfaces shall be air blown with sufficient pressure to remove excess dirt, dust and debris, and to assure that concrete is clean prior to application of deck coating. G. After shotblasting and abrasive blasting and prior to first coat of deck coating, pitting, bug holes, popouts, and shallow scaling shall be prepared in accordance with Manufacturer's recommendations. As a minimum, a thin epoxy mortar shall be used to fill voids. 3.3 INSTALLATION/APPLICATION A. Do all Work in strict accordance with Manufacturer's written instructions and specifications and as indicated herein. B. Do not apply deck coating materials until concrete has been air dried at temperatures at or above 40 degrees F. for at least 28 days after curing period specified in Section 033020, Cast- In-Place Concrete (Garage/Bridge), or as otherwise approved by Manufacturer. C. Concrete shall be dry prior to application of deck coating. Installer shall perform slab moisture testing in accordance with ASTM D 4263 Standard Test Method for Indicating Moisture in Concrete by the Plastic Sheet Method. Testing must be performed in at least 1 location for every 5,000SF of coating. Use of heat lamps for performing tests may be required in areas not exposed to sunlight. D. Do not apply deck coating material until concrete and air temperature is at or above 40 degrees F. Provide appropriate enclosures and necessary heating for application. Air BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 TRAFFIC COATINGS 071800 - 9 temperatures directly below and above the slab being coated must be maintained at a minimum of 45 degrees F up to 48 hours prior to coating and at 45 degrees F for a minimum of 72 hours after coating, or as required for full curing of material. Provide high/low thermometers within Work area. As a minimum, provide two thermometers directly below slab and two directly above slab being coated. E. All deck coating shall maintain straight edges at terminations. F. Surfaces to be deck coated shall be divided into areas in accordance with the Manufacturer’s recommended yield for the specified thickness and for specific container size of material. Area is to be divided by keel marks, or another Engineer approved method. G. All sealants to be provided adequate cure time, minimum 8 hours, to be tack free prior to deck coating. All construction joints, control joints, joints at perimeter of patches, cold joints and cracks (sealed and unsealed) shall receive a detail coat, minimum of 4 inches wide. Detail coat shall be same thickness as base coat unless Manufacturer's requirements are stricter. Detail coat shall cure a minimum of 12 hours prior to base coating. H. Extend deck coating up vertical surfaces as indicated on Drawings. I. Incorporate aggregate until refusal. Aggregate until refusal will result in a surface that is tan in color. Additional aggregate may have to be added after first pass. Seed topcoat with aggregate and backroll. J. Complete all Work under this Section before painting line stripes. 3.4 DAMAGE AND REPAIRS A. Any necessary repairs for deck coating resulting from dry film testing are to be repaired by Installer. B. Pinholing of deck coating will be cause for rejection. Installer shall repair and take necessary steps to prevent pinholing to occur at no additional expense to Owner. 3.5 CLEANUP A. Remove all excess primer, sealant, deck coating, and masking materials from structure. END OF SECTION 071800 BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 TRAFFIC COATINGS 071800 - 10 This page left intentionally blank. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 WATER REPELLENTSS 071900 - 1 SECTION 071900 – WATER REPELLENTS PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Conditions of Contract for Construction and General Requirements of Division 1 of these Specifications apply to the Work in this Section. 1.2 WORK INCLUDED A. Work of this Section shall include furnishing all labor, materials, equipment and supervision to install concrete sealer including surface preparation. 1.3 RELATED WORK A. The following Work is related to this Section: 1. Cast-in-Place Concrete (Garage/Bridge) Section 033020 2. Precast Concrete Section 034100 3. Concrete Joint Sealants Section 079200 4. Pavement Marking Section 321723 1.4 QUALITY CONTROL A. General 1. Sealer Installer shall be approved by sealer Manufacturer. 2. Sealer Installer shall have a minimum of three (3) years experience in application of one of the approved concrete sealers and have experience for a project in size of 25,000 SF or greater. 3. Manufacturer is to individually code each sealer drum prior to shipping. Each drum is to be specifically and permanently identified with markings provided both on drum and removable drum cap (drum seal). A listing of this identification, along with Manufacturer's invoice, is to be submitted to Engineer prior to sealer application. Each cap is to be submitted to Engineer with appropriate pay request. No payment will be made for material if properly identified cap is not submitted. 4. Manufacturer shall make available a qualified Representative to assist Installer and Engineer as specified herein. Representative shall be experienced in placement of the sealer. As a minimum, Representative shall be on site to review the following: BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 WATER REPELLENTSS 071900 - 2 a. Trial area preparation and sealer installation. b. First phase of concrete surface sealer installation. 5. Contractor shall notify Engineer 5 days in advance prior to installing sealer. B. Trial Area Requirements 1. Prepare three 100 SF trial areas of concrete surface incorporating all of the required preparation. Engineer, Manufacturer's Representative, and Installer shall be in agreement that surface preparation in trial areas is satisfactory before preparation of concrete surfaces is continued. 2. Apply sealer in two of the 100 SF trial areas to review method of application and verify that treated surface is not glazing. One of the 100 SF areas is to remain untreated. If sealer causes glazing, Manufacturer’s Representative shall provide written recommendations for solving problem. Engineer, Manufacturer’s Representative, and Installer shall be in agreement that application in trial areas is satisfactory before further application of sealer. 3. Manufacturer shall obtain two core samples for each of two 100 SF trial areas that were treated and 100 SF trial area left untreated. Appropriate tests shall be performed on concrete core samples to determine product compatibility, recommended surface prepar- ation, application rate, and to establish baseline for level of chloride ions, depth of penetration, and water absorption in accordance with Warranty requirements of this Section. 1.5 SUBMITTALS A. Action Submittals 1. Certification: a. Concrete sealer is compatible with all products in Divisions 3, 7, and 9 to which it will come in contact. 2. Manufacturer’s Spec Data Sheets of each product to be used. 3. Qualification statement of Installer stating projects, size and location. 4. Qualifications of Manufacturer's Representative. 5. Sample Warranty prior to application. 6. Include proposed plan for a grid layout to install sealer. Include quantities of materials, square footage, and yield calculations. B. Informational Submittals 1. Material Safety Data Sheets of each product, solvent, or related chemicals to be used and certification that the materials conform to local, state, and federal environmental and worker’s safety laws and regulations. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 WATER REPELLENTSS 071900 - 3 2. Sequence of sealer placement. Sealer installation shall be coordinated to allow required minimum concrete cure times. 3. Upon request, certification that sealer delivered to site conforms to all published data and that sealer chemical composition is same as that tested under NCHRP 244, Concrete Sealers for Protection of Bridge Structures. 4. Results of slab moisture testing completed in accordance with ASTM D 4263 Standard Test Method for Indicating Moisture in Concrete by Plastic Sheet Method. 5. Certification of trial area acceptance. 6. Listing of drum seal identification. 7. Copies of purchase orders indicating quantities of sealer. 8. Results of core samples. 1.6 ENVIRONMENTAL REQUIREMENTS A. Manufacturer and Installer are required to confirm that all materials used in accordance with this Section conform to local, state, and federal environmental and workers' safety laws and regulations. 1. VOC content of materials shall not exceed the limits per Environmental Protection Agency National Volatile Organic Compound Emission Standards for Architectural Coatings (40CFR59). B. Installer is solely responsible for fume control and shall take all necessary precautions against injury to personnel or adjacent building occupants during application. As a minimum, Installer shall take the following precautions: 1. Provide and maintain barricades. 2. Locate and protect building air intakes during application. 3. Follow all state, federal, and local safety regulations. 4. Follow all Manufacturer's safety requirements. 5. Dispose empty containers immediately and properly. 6. Use protective equipment. 7. Ensure work area is well vented to the exterior. 1.7 TRANSPORTATION AND HANDLING A. Deliver sealer to site in original, unopened containers, bearing following information: 1. Name of product 2. Name of Manufacturer 3. Date of manufacture 4. Lot or batch number BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 WATER REPELLENTSS 071900 - 4 B. Store sealer under cover and protected from weather. C. Replace containers showing any signs of damage with new material at no additional cost to Owner. D. At no time shall the weight of the stored material placed on a slab area exceed 20 PSF or 2,000 lbs. over 20 square inches. 1.8 WARRANTY A. Provide to Owner a Warranty by Manufacturer and Installer indicating square footage and actual rate of application and indicating that new concrete surfaces treated with sealer will meet following: 1. Surfaces will not absorb more than 250 ppm of soluble chloride at a depth of 1-1/4 to 1- 3/4 inches over an established soluble chloride baseline for duration of Warranty. Testing to be completed in accordance with AASHTO T 260. 2. Surfaces will not absorb more than 1.0 percent water by weight over established water absorption baseline for duration of Warranty. Testing to be completed in accordance with ASTM D 6489 – Standard Test Method for Determining Water Absorption of Hardened Concrete Treated with a Water Repellant Coating. B. Warranty shall be “Joint and Several” in which Installer and Manufacturer will jointly and severally warrant and provide at no charge to Owner materials and labor needed to properly repair or replace product and replace parking stripes within duration of Warranty. In event of either party’s non-performance, full burden and responsibility for any Warranty repair shall fall upon remaining party. C. Approximately one year prior to end of Warranty concrete shall be tested by Manufacturer against baseline tests for level of chloride ions, depth of penetration, and water absorption. Concrete core samples shall be taken at Owner's expense at baseline locations and forwarded to Manufacturer for testing. At Owner's discretion, additional cores may be forwarded to an independent testing agency for simultaneous testing. D. If sealer fails to meet requirements set forth in Warranty, material shall be reapplied at no expense to Owner. Retreatment of surfaces shall be governed by effectiveness as determined in nearest adjacent test site and shall not extend to other areas where sealer performance is within specified limits. 1.9 WARRANTY DURATION A. The bid price shall include a ten (10) year Warranty for 100 percent silanes commencing with date of project acceptance in accordance with Section 007200, General Conditions and Section 017700, Closeout Procedures. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 WATER REPELLENTSS 071900 - 5 B. Although completed areas of facility may be opened to traffic and parking, commencement of Warranty period will not occur prior to acceptance of entire project. A single Warranty commencement date will apply to all waterproofing. PART 2 - PRODUCTS 2.1 CONCRETE SEALER (100% SOLIDS) A. Sealer shall be a penetrating silane chemical capable of reducing ingress of water and chlorides. Sealer to contain fugitive dye for application verification. B. Sealer to be 100 percent solids with a VOC content meeting environmental requirements of this specification. Application rate to be a maximum of 200 SF per gallon. C. Approved silane sealers are: 1. Sil-Act ATS-100, Advanced Chemical Technologies, Oklahoma City, OK. 2. Hydrozo 100, Hydrozo, BASF Building Systems, Shakopee, MN. 3. Iso-Flex 618-100 CRS, LymTal International, Inc., Orion, MI. 4. Sure Klean Weather Seal SL100, Prosoco, Inc., Lawrence, KS. 5. Protectosil BH-N, Evonik Degussa Corporation, Parsippany, NJ. 6. Sikagard 705L, Sika Corp., Lyndhurst, NJ. PART 3 - EXECUTION 3.1 GENERAL A. Inspect surfaces to receive Work and report immediately in writing to Engineer as required in General Conditions any deficiencies in surface which render it unsuitable for proper execution of this Work. Do not proceed with Work until unsatisfactory conditions have been corrected in an acceptable manner. Commencement of Work implies acceptance of related Work. B. Coordinate and verify that related Work meets the following requirements: 1. Concrete surfaces have been finished, cleaned and prepped, as recommended by Manufacturer for system to be installed. 2. Curing compounds used on concrete surfaces have been removed. 3. Concrete surfaces have completed proper curing period for system selected. 3.2 PREPARATION BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 WATER REPELLENTSS 071900 - 6 A. Remove all oil, grease, and contaminants in accordance with Manufacturer's recommendations. B. All surfaces shall be air blown with sufficient pressure to remove excess dirt, dust and debris, and to assure that concrete is clean prior to application of sealer. C. Installer shall be responsible for repair or replacement of all materials damaged by surface preparation operations. 3.3 INSTALLATION/APPLICATION A. Do all Work in strict accordance with Manufacturer's written instructions and specifications and as indicated on Drawings. B. Do not apply sealer until the concrete has been air dried at temperatures at or above 40degrees F. for at least 28 days after curing period specified in Section 033020, Cast-In-Place Concrete (Garage/Bridge), or as otherwise approved by Manufacturer. C. Concrete must be dry prior to application of concrete sealer. Contractor shall perform slab moisture testing in accordance with ASTM D 4263 Standard Test Method for Indicating Moisture in Concrete by the Plastic Sheet Method. Testing must be performed in at least one (1) location for every 25,000 SF of sealer. The use of heat lamps for performing tests may be required in areas not exposed to sunlight. D. In event of surface wetting all concrete to be treated shall be air dried for at least 72 hours at temperatures above 50 degrees F. immediately before applying sealer. E. Ambient and concrete temperatures shall be between 40 and 100 degrees F. F. Do not apply sealer until crack, control, construction, and cove sealants are fully cured. G. Apply concrete sealer after silicone sealants have fully cured a minimum of 14 days. Do not allow 100 percent silanes to puddle on silicone sealants as the silicone sealants will swell. H. Use following applicable method(s) to apply sealer: 1. Low pressure hand sprayer 2. Spray distribution bar 3. Brush and roller I. When pressurized distribution equipment is used to apply sealer, use flow-controlled and pressure regulated equipment. J. Surfaces to be sealed shall be divided into areas in accordance with specified yield for specific container size of sealer. Area is to be divided by chalk lines, keel marks, or another Engineer approved method. Sealer shall be applied by placing material directly within grid. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 WATER REPELLENTSS 071900 - 7 K. Sealer shall be applied at numerical rate (SF per gallon) specified unless a lower numerical rate (SF per gallon) is required to meet Warranty requirements based on testing completed core samples. 3.4 CLEANUP A. Clean all surfaces subjected to sealer overspray and repair all damage caused by overspray to adjacent construction or property at no cost to Owner. B. Remove all masking materials. END OF SECTION 071900 BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 WATER REPELLENTSS 071900 - 8 This page left intentionally blank. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE JOINT SEALANTS 079200 - 1 SECTION 079200 – CONCRETE JOINT SEALANTS PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Conditions of Contract for Construction and General Requirements of Division 1 of these Specifications apply to Work in this Section. 1.2 WORK INCLUDED A. Work of this Section shall include furnishing all labor, materials, equipment, and supervision to install joint sealants, including surface preparation. B. Work included by joint sealant Installer shall include deck coatings specified in Section 071800, Traffic Coatings. 1.3 RELATED WORK A. Following Work is related to this Section: 1. Cast-in-Place Concrete (Garage/Bridge) Section 033020 2. Precast Concrete Section 034100 3. Traffic Coatings Section 071800 4. Water Repellents Section 071900 5. Garage Expansion Joint Sealant Systems Section 079500 6. Pavement Markings Section 321723 1.4 QUALITY CONTROL A. General 1. Joint sealant Installer shall be approved by joint sealant Manufacturer. 2. Joint sealant Installer shall have a minimum of five (5) years experience in application of one of approved joint sealant systems and have experience for a project in size of 5,000 LF or greater. 3. Manufacturer shall make available a qualified Representative to assist Installer and Engineer as specified herein. Representative shall be experienced in placement of sealant material. B. Testing Requirements BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE JOINT SEALANTS 079200 - 2 1. Installer to perform adhesion test in presence of Engineer at rate of one test per 1,000 lineal feet of joint. Adhesion test to be performed a minimum of 7 days after installation. Procedure per Manufacturer’s standard or as follows: a. Make a knife cut from one side of joint to other. b. Make two cuts approximately two inches long at sides of joint, meeting first cut at top of two-inch cuts. c. Grasp two-inch piece of sealant and try to pull uncut sealant out of joint. d. If adhesion is adequate, sealant should tear cohesively in itself or be very difficult to adhesively remove from surface. e. Sealant shall be replaced by applying more sealant in same manner as original. 2. If test results are unsatisfactory, more frequent testing will be required until satisfactory results are consistently obtained. 3. Replace all sealant which proves defective per above test at no additional cost to Owner. C. Flow/Leak Test: Contractor shall arrange for and wet all slabs with water for purpose of detecting any defects in waterproofing which would result in leaks and/or inadequate drainage. Slab surfaces shall be wetted until water flows freely to drains. No finished spaces shall be insulated or ceiling installed until drainage test has been completed on slab above and reviewed by Engineer for acceptance. 1. Caulked joints shall be checked for leaks. Potentially leaking joints are located by noting whether water from flood test is observed at underside of slabs or running down faces of walls. Leaking joints are to be corrected by repairing waterproofing. 1.5 SUBMITTALS A. Action Submittals: 1. Manufacturer’s Spec Data Sheets of each product to be used. 2. Samples of joint sealants, including color(s). Samples may also be requested for chemical analysis. 3. Complete description of the joint sealant system including primer, sealant material, and backer rods or bond breakers. Also indicate placement and installation procedures along with material working requirements, shelf life, and performance data. 4. Qualifications of Manufacturer's representative. 5. Qualification statement of Installer stating projects, size and location. 6. Sample Warranty prior to application. B. Informational Submittals: 1. Sequence of sealant placement in structure. The sealant installation shall be coordinated to allow required minimum concrete cure times. 2. Material Safety Data Sheets of each product, solvent, or related chemicals to be used and certification that materials conform to local, state and federal environmental and worker’s safety laws and regulations. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE JOINT SEALANTS 079200 - 3 3. Certification that joint sealant system is compatible with all products in Divisions 3, 7, and 9 to which it will come in contact. 1.6 SAMPLES A. Submit for review and approval, samples of joint sealants, including color(s). Samples may also be requested for chemical analysis. 1.7 ENVIRONMENTAL REQUIREMENTS A. Manufacturer and Installer are required to confirm that all materials used in accordance with this Section conform to local, state, and federal environmental and workers' safety laws and regulations. 1. VOC content of materials shall not exceed the limits per Environmental Protection Agency National Volatile Organic Compound Emission Standards for Architectural Coatings (40CFR59). 1.8 TRANSPORTATION AND HANDLING A. Deliver all materials to site in original, unopened containers, bearing following information: 1. Name of product 2. Name of Manufacturer 3. Date of manufacture 4. Lot or batch number 5. UL labels B. Store materials under cover and protected from weather, within Manufacturer’s recommended temperature ranges. C. Replace packages or materials indicating any signs of damage with new material at no additional cost to Owner. D. At no time shall the weight of stored material placed on a slab area exceed 20 PSF or 2,000 lbs. over 20 square inches. 1.9 WARRANTY A. Provide to Owner a Warranty by Installer and Manufacturer that joint sealant system will be free of defects, water penetration, and chemical damage related to design, workmanship, or material deficiency, consisting of, but not limited to: 1. Surface crazing or other weathering deficiency. 2. Abrasion or tear failure resulting from normal traffic use. 3. Tear failure resulting from anticipated movement. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE JOINT SEALANTS 079200 - 4 4. Debonding from substrate or delaminating between layers. 5. Defective installation. B. Warranty shall be “Joint and Several” in which Installer and Manufacturer will jointly and severally warrant and provide at no charge to Owner materials and labor needed to properly repair or replace product and replace parking stripes within duration of Warranty. In event of either party’s non-performance, full burden and responsibility for any Warranty repair shall fall upon remaining party. C. Normal traffic is considered to include snow removal equipment with rubber tipped blades as described in the National Parking Association publication, Parking Garage Maintenance Manual. D. Vandalism, abrasive maintenance equipment, and construction traffic are not normal traffic use and are exempt from Warranty. 1.10 WARRANTY DURATION A. Bid price shall include a five (5) year Warranty commencing with date of project acceptance in accordance with General Conditions. B. Although completed areas of facility may be opened to traffic and parking, commencement of Warranty period will not occur prior to acceptance of entire project. C. A single Warranty commencement date will apply to all waterproofing. PART 2 - PRODUCTS 2.1 JOINT SEALANT SYSTEM – SINGLE-COMPONENT POLYURETHANE A. Horizontal Joint Sealant (except cove joints) 1. Traffic-bearing, single-component, self-leveling or non-sag unmodified polyurethane sealant, gray in color unless noted otherwise, containing no coal tar, asphalt, or other adulterants and conforming to ASTM C 920, Standard Specification for Elastomeric Joint Sealants, Type M, Grade P or NS, Class 25, use T and Federal Specification TT-S-00230, Type I or II, Class A. 2. On slopes greater than 2%, slope grade versions of specified self-leveling sealants or non-sag sealants, as specified for vertical and cove joint sealants, are to be used per Manufacturer's recommendations. 3. Approved Horizontal Joint Sealants are: a. Iso-Flex 830, LymTal International, Inc., Orion, MI. b. 300-SL, Pecora Corp., Harleysville, PA. c. Sikaflex – 1c SL, Sika Corp., Lyndhurst, NJ. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE JOINT SEALANTS 079200 - 5 d. MasterSeal SL1, BASF, Shakopee, MN. e. Vulkem 116, Tremco Inc., Cleveland, OH. f. Dymonic 100, Tremco Inc., Cleveland, OH. g. Chem-Calk 955 SL, Bostik, Middleton, MA B. Vertical and Cove Joint Sealants 1. Multi-component, non-sag unmodified polyurethane sealant, gray in color unless otherwise noted, containing no coal tar, asphalt, or other adulterants and conforming to ASTM C 920, Type M, Grade NS, Class 25, use NT and Federal Specification TT-S-00227E, Type II, Class A. 2. Approved Vertical and Cove Joint Sealants are: a. Iso-Flex 830, LymTal International, Inc., Orion, MI. b. 301-NS, Pecora Corp., Harleysville, PA. c. Sikaflex – 1a, Sika Corp., Lyndhurst, NJ. d. MasterSeal NP1, BASF, Shakopee, MN. e. Vulkem 116, Tremco Inc., Cleveland, OH. f. Dymonic 100, Tremco Inc., Cleveland, OH. g. Chem-Calk 915, Bostik, Middleton, MA 2.2 JOINT SEALANT SYSTEM – MULTI-COMPONENT POLYURETHANE A. Horizontal Joint Sealant (except cove joints) 1. Traffic-bearing, multi-component, self-leveling or non-sag unmodified polyurethane sealant, gray in color unless noted otherwise, containing no coal tar, asphalt, or other adulterants and conforming to ASTM C 920, Standard Specification for Elastomeric Joint Sealants, Type M, Grade P or NS, Class 25, use T and Federal Specification TT-S-00227, Type I or II, Class A. 2. On slopes greater than 2%, slope grade versions of specified self-leveling sealants or non-sag sealants, as specified for vertical and cove joint sealants, are to be used per Manufacturer's recommendations. 3. Approved Horizontal Joint Sealants are: a. Iso-Flex 880GB or 881, LymTal International, Inc., Orion, MI. b. Urexpan NR-200 or Dynatred, Pecora Corp., Harleysville, PA. c. Sikaflex - 2c NS/SL, Sika Corp., Lyndhurst, NJ. d. MasterSeal SL2, Sonneborn Building Products, BASF Building Systems, Shakopee, MN. e. THC-901, Tremco Inc., Cleveland, OH. f. Vulkem 445SSL, Tremco Inc., Cleveland, OH. B. Vertical and Cove Joint Sealants 1. Multi-component, non-sag unmodified polyurethane sealant, gray in color unless otherwise noted, containing no coal tar, asphalt, or other adulterants and conforming to ASTM C 920, Type M, Grade NS, Class 25, use NT and Federal Specification TT-S-00227E , Type II, Class A. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE JOINT SEALANTS 079200 - 6 2. Approved Vertical and Cove Joint Sealants are: a. ISO-FLEX 881, LymTal International, Inc., Orion, MI. b. Dynatrol II, Pecora Corp., Harleysville, PA. c. Sikaflex - 2c NS, Sika Corp., Lyndhurst, NJ. d. MasterSeal NP2, Sonneborn Building Products, BASF Building Systems, Shakopee, MN. e. Dymeric 240 FC, Tremco Inc., Cleveland, OH. C. High Movement Joint Sealant 1. Non-traffic-bearing, one or two component, self-leveling or non-sag polyurethane or silicone-based sealant, gray in color unless otherwise noted, containing no coal tar, asphalt, or other adulterants and conforming to ASTM C 920, Type M or S, Grade NS or P, Class 50, use T. 2. Use this material only where specified on Drawings as High Movement Joint Sealant. 3. Approved High Movement Joint Sealants are: a. Iso-Flex 888 QC, LymTal International, Inc., Orion, MI. b. Sikaflex-15LM, Sika Corp., Lyndhurst, NJ. c. MasterSeal NP 150 VLM, Sonneborn Building Products, BASF Building Systems, Shakopee, MN. 2.3 JOINT SEALANT SYSTEM - SILICONE A. Horizontal Joint Sealant (except cove joints) - Non-Traffic-Bearing 1. Non-traffic-bearing, single-component self-leveling silicone sealant, gray in color unless otherwise noted. 2. Approved Horizontal Joint Sealants are: a. Dow SL Parking Structure Sealant, Dow Corning Corp., Midland, MI. b. Dow FC Parking Structure Sealant (fast cure), Dow Corning Corp., Midland, MI. c. Spectrem 900-SL, Tremco Inc. Cleveland, OH. d. Sikasil 728 SL, Sika Corp, Lyndhurst, NJ. e. Sikasil 728 RC, Sika Corp, Lyndhurst, NJ. f. 311-NS, Pecora Corp., Harleysville, PA B. Horizontal-Traffic-Bearing, and Vertical and Cove Joint Sealant 1. Traffic-bearing, single-component, non-sag silicone sealant, gray in color unless otherwise noted. 2. Approved Horizontal-Traffic bearing, and Vertical and Cove Joint Sealants are: a. Dow NS Parking Structure Sealant, Dow Corning, Corp., Midland, MI. b. Spectrem 800, Tremco Inc., Cleveland, OH. c. Sikasil 728 NS, Sika Corp, Lyndhurst, NJ. d. 310-SL, Pecora Corp., Harleysville, PA BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE JOINT SEALANTS 079200 - 7 2.4 JOINT SEALANT SYSTEM - FIRE RATED JOINT A. Fire rated joint sealant systems shall meet fire rating as indicated on Drawings. B. Fire rated joint sealant systems shall prevent passage of flame or hot gasses and stop transmission of heat per ASTM E 119 and UL 263. C. Approved Fire Rated Joint Sealant Systems as provided by following suppliers: 1. LymTal International, Inc., Orion, MI. 2. Pecora Corp., Harleysville, PA. 3. Sika Corp., Lyndhurst, NJ. 4. Sonneborn Building Products, BASF Building Systems, Shakopee, MN. 5. Tremco Inc., Cleveland, OH. 2.5 BACKER ROD A. Backer rod diameter shall be as recommended by Manufacturer for joint sizes indicated on Drawings. B. Backer rod shall be extruded round, closed cell or bi-cellular, low-density polyethylene or polyolefin foam material with a skin-like outer texture. C. Approved closed cell backer rods are: 1. Mile High Foam Backer Rod, Backer Rod Manufacturing, Inc., Denver, CO. 2. ITP Standard Backer Rod Insulation, Industrial Thermo Polymers Limited, Buffalo, NY. 3. HBR, Nomaco, Inc., Zebulon, NC. 4. MasterSeal 920 Closed-Cell Backer-Rod, BASF Building Systems, Shakopee, MN. D. Approved bi-cellular backer rods are: 1. ITP Soft-Type Backer Rod, Industrial Thermo Polymers Limited, Buffalo, NY. 2. SOF Rod, Nomaco, Inc., Zebulon, NC. 3. MasterSeal 921 Soft Backer-Rod, BASF Building Systems, Shakopee, MN. PART 3 - EXECUTION 3.1 INSPECTION A. Inspect surfaces to receive Work and report immediately in writing to Engineer as required in General Conditions any deficiencies in surface which render it unsuitable for proper execution of this Work. Do not proceed with Work until unsatisfactory conditions have been corrected in an acceptable manner. Commencement of Work implies acceptance of related Work. 3.2 GENERAL BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE JOINT SEALANTS 079200 - 8 A. Coordinate and verify that related Work meets following requirements. 1. Concrete surfaces are finished, cleaned and prepped, as specified by Manufacturer for system to be installed. 2. Curing compounds used on concrete surfaces are compatible with Work to be installed. 3. Systems selected for use are compatible with each other. B. Installer shall take necessary precautions against injury to personnel or adjacent building occupants during installation of joint sealants. Installer personnel shall use protective equipment and area shall be well vented to outside. 3.3 PREPARATION A. Grind joint edges smooth and straight prior to installation. B. All surfaces that are to receive joint sealant shall be dry and thoroughly cleaned by mechanical means of all loose particles, existing joint sealant, laitance, dirt, dust, oil, grease or other foreign matter. Mechanical methods, such as grinding or sandblasting, shall be used to clean joint surfaces to sound, virgin concrete. C. Check preparation of substrate to ensure adhesion of joint sealant. D. Correct unsatisfactory conditions in a manner acceptable to Manufacturer and Engineer before installation of joint sealant system. E. Rout cracks with a grinding tool to produce the profile indicated on Drawings. Crack must be centered in the routed notch. 3.4 INSTALLATION/APPLICATION A. Do all Work in strict accordance with Manufacturer's written instructions and specifications and as indicated on Drawings. B. Do not apply joint sealant system until concrete has been air dried at temperatures at or above 40 degrees F. for at least 28 days after curing period specified in Section 033020, Cast- In-Place Concrete (Garage/Bridge), or as otherwise approved by Manufacturer. C. Install bond breaker or backer rod as indicated on Drawings. D. Prime all joints and cracks. E. Completely fill joint with sealant, without sagging or smearing onto adjacent surfaces. F. In areas not receiving deck coating, fill horizontal joints and cracks until slightly recessed to avoid direct contact with wheel traffic. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE JOINT SEALANTS 079200 - 9 G. Cease installation under adverse weather conditions, or when temperatures are below 40 degrees F or below or above Manufacturer's recommended limitations. H. Protect joint sealant as required until sealant is fully cured. 3.5 CLEANUP A. Remove all excess primer, sealant, and masking materials from structure. END OF SECTION 079200 BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 CONCRETE JOINT SEALANTS 079200 - 10 This page left intentionally blank. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 GARAGE EXPANSION JOINT SEALANT SYSTEMS 079500 - 1 SECTION 079500 – GARAGE EXPANSION JOINT SEALANT SYSTEMS PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. Conditions of Contract for Construction and General Requirements of Division 1 of these Specifications apply to Work in this Section. 1.2 WORK INCLUDED A. Work of this Section shall include furnishing all labor, materials, equipment, and supervision to install expansion joint systems. 1.3 RELATED WORK A. Following Work is related to this Section: 1. Cast-in-Place Concrete (Garage/Bridge) Section 033020 2. Traffic Coatings Section 071800 3. Concrete Joint Sealants Section 079200 1.4 QUALITY CONTROL A. General 1. Expansion joint system Installer shall be approved by expansion joint Manufacturer. Installer shall be a licensed Installer, factory trained and certified in proper installation. 2. Installer shall have a minimum of five (5) years experience in application of one of approved expansion joint systems and have experience for a project in size of 600 LF or greater. 3. Manufacturer shall make available a qualified Manufacturer’s Representative to assist the Installer and Engineer. Representative shall be experienced in installation of their system. As a minimum, Representative shall be on site to review following: a. Trial area preparation and expansion joint installation. 4. Installer and Manufacturer shall periodically review size and quality of expansion joint blockouts during concrete construction. Contractor shall be promptly notified of any noted deficiencies and shall correct prior to expansion joint installation. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 GARAGE EXPANSION JOINT SEALANT SYSTEMS 079500 - 2 5. A preconstruction/pre installation meeting shall be held to discuss blockout detailing, gap widths, application techniques and procedures, phasing, and scheduling. Foreman and lead laborer for Installer shall be required to attend meeting along with Contractor, Concrete Subcontractor, Manufacturer’s Representative and Engineer. This meeting shall be held prior to any concrete placement at expansion joint blockouts and may be held in conjunction with concrete prepour meeting required in Section 033020, Cast-In- Place Concrete (Garage/Bridge). B. Trial Area Requirements 1. A trial expansion joint system installation, including all required preparation, shall be provided prior to proceeding with installation. Trial shall consist of a single joint, not greater than 60 lineal feet or less than 10 lineal feet. 2. Engineer, Manufacturer's Representative, and Installer shall be in agreement that installation is satisfactory prior to proceeding. Accepted trial joint shall be retained as standard of acceptability and incorporated into Work. C. Flood Test: The Contractor shall arrange for and wet all slabs with water for purpose of detecting any defects in waterproofing which would result in leaks. Slab surfaces shall be wetted until water flows freely to drains. No finished spaces shall be insulated or ceiling installed until drainage test has been completed on slab above and reviewed by Engineer for acceptance. 1. Potentially leaking expansion joints are located by noting whether water from flood test is observed at underside of slabs or running down faces of walls. Leaking joints are to be corrected by repairing waterproofing. 1.5 SUBMITTALS A. For record certification that expansion joint system is compatible with all products in Divisions 3 and 7 to which it will come in contact. B. For review and approval Manufacturer’s Spec Data Sheets of each product to be used. C. For record Material Safety Data Sheets of each product, solvent, or related chemicals to be used, and certification that materials conform to local, state, and federal environmental and worker's safety laws and regulations. D. For review and approval upon request qualifications of Manufacturer's Representative. E. For record complete description of expansion joint sealant system along with pertinent test and design data. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 GARAGE EXPANSION JOINT SEALANT SYSTEMS 079500 - 3 F. For review and approval shop drawings of joint system general layout, required dimensions (including blockout) and tolerances for installation and details indicating end conditions and procedures around columns, up curbs, and any other unusual conditions. G. For record temperature vs. joint width installation chart. H. For record Manufacturer’s written certification of expansion joint trial area acceptance. I. For record a preventive maintenance guideline for parking structure expansion joints. J. For record "Snow Removal Guidelines" stating procedures Owner is to follow during snow removal over expansion joints. K. For review and approval prior to installation proposed Warranty. 1.6 SAMPLES A. For review and approval upon request samples of expansion joint systems. 1.7 ENVIRONMENTAL REQUIREMENTS A. Manufacturer and Installer are required to confirm that all materials used in accordance with this Section conform to local, state, and federal environmental and workers' safety laws and regulations. 1.8 TRANSPORTATION AND HANDLING A. Deliver all materials to site in original, unopened containers, bearing following information: 1. Name of product 2. Name of Manufacturer 3. Date of manufacture 4. Lot or batch number 5. UL labels B. Store materials under cover and protected from weather, within Manufacturer’s recommended temperature ranges, as a minimum above 40 degrees F. C. Replace packages or materials indicating any signs of damage with new material at no additional cost to Owner. D. At no time shall weight of stored material placed on a slab area exceed 20 psf or 2,000 lb. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 GARAGE EXPANSION JOINT SEALANT SYSTEMS 079500 - 4 1.9 WARRANTY A. Provide to Owner a Warranty from Installer and Manufacturer that expansion joint system will be free of leaks and defects related to design, workmanship, or material deficiency for duration of Warranty. B. Warranty shall be “Joint and Several” in which Installer and Manufacturer will jointly and severally warrant and provide at no charge to Owner materials and labor needed to properly repair or replace product within duration of Warranty. In event of either party’s non- performance, full burden and responsibility for any Warranty repair shall fall upon remaining party. C. Vandalism, abrasive maintenance equipment, and construction traffic are not normal traffic use and are exempt from Warranty. D. Normal traffic is considered to include snow removal equipment with rubber-tipped blades as described in the National Parking Association publication, "Parking Garage Maintenance Manual." 1.10 WARRANTY DURATION A. Bid price shall include a five (5) year Warranty commencing with date of project acceptance in accordance with Section 007200, General Conditions, and Section 017700, Closeout Procedures. B. Although completed areas of facility may be opened to traffic and parking, commencement of Warranty period will not occur prior to acceptance of entire project. C. A single Warranty commencement date will apply to all waterproofing. PART 2 - PRODUCTS 2.1 EXPANSION JOINTS – GENERAL A. All expansion joint systems and glands to accept pedestrian traffic shall comply with Americans with Disabilities Act guidelines. B. For each type of expansion joint, the same Manufacturer’s system shall be used throughout. C. Design of expansion joint system shall be for a maximum ambient temperature range of –10 degrees F to +100 degrees F. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 GARAGE EXPANSION JOINT SEALANT SYSTEMS 079500 - 5 2.2 EXPANSION JOINT SYSTEM FOR VEHICULAR TRAFFIC - MULTICELL GLAND/AMBIENT CURED NOSING A. Expansion Joint System shall be capable of bearing vehicular traffic while maintaining a watertight seal. Expansion joint shall be capable of cyclic movement expected at joint without overstress in gland or nosing material. B. Elastomeric membrane shall be a multicell extruded shape gland with integral perforated side flanges made from Santoprene thermoplastic rubber. C. Nosing material shall be ambient cured, elastomeric, 100% solids, two-component urethane resin plus sand mixture. D. Provide preformed or fabricated wall mount plates with appropriate anchors and sealants. E. Approved Elastomeric Membrane with Ambient Cured Urethane Nosing Expansion Joint System for Vehicular Traffic are: 1. Thermaflex TCR Membrane Nosing System (TCR Series), Emseal Joint Systems, LTD, Westborough, MA. 2. Polycrete/Membrane CR-Series System (CR Series), Erie Metals Specialties, Inc., Akron, NY. 3. Iso-Flex Winged Expansion Joint Sealing System (J Series), LymTal International, Inc., Orion, MI. 4. WaboCrete II/Membrane 201 Expansion Joint System (ME Series), Watson Bowman Acme Corp., Amherst, NY. 5. MM Lokcrete Membrane Expansion Joint System (LMS HD Series), MM Systems Corp., Pendergrass, GA. 6. Vulkem WF Vehicular Expansion Joint System (WF Series), RPM Co., Cleveland, OH 2.3 EXPANSION JOINT SYSTEM – PREFORMED EXPANDING FOAM A. Expanding foam sealant to consist of laminations of acrylic impregnated expanding foam sealant and closed cell polyurethane foam with one sided mounting adhesive. B. Exterior coating, if applicable, of factory applied and cured silicone sealant at a width in excess of maximum anticipated joint size. C. Joint system shall be supplied precompressed to less than joint size at mean temperature. D. Color, if applicable, will be selected from color chart supplied by Manufacturer. E. Depth of joint sealant to be as recommended by Manufacturer. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 GARAGE EXPANSION JOINT SEALANT SYSTEMS 079500 - 6 F. Approved Preformed Expanding Foam Expansion Joint Systems – Below Grade Applications are: 1. 20H System (below grade), Emseal Joint Systems, LTD, Westborough, MA. 2. Or Approved Equivalent. G. Approved Preformed Expanding Foam Expansion Joint Systems with Factory Applied Silicone Sealant (+/- 25% movement) Above Grade Applications are: 1. Colorseal, Emseal Joint Systems, LTD., Westborough, MA. 2. Or Approved Equivalent. H. Approved Preformed Expanding Foam Expansion Joint Systems with Factory Applied Silicone Sealant (+/- 50% movement) Above Grade Applications are: 1. Horizontal Colorseal, Emseal Joint Systems, LTD., Westborough, MA. 2. Seismic Colorseal, Emseal Joint Systems, LTD., Westborough, MA. 3. Or Approved Equivalent. I. Approved Preformed Expanding Foam Expansion Joint w/o Silicone Sealant Systems – Above Grade Applications are: 1. 25V System, Emseal Joint Systems, LTD., Westborough, MA. 2. Or Aproved Equivalent. PART 3 - EXECUTION 3.1 GENERAL A. Inspect surfaces to receive Work and report immediately in writing to Engineer as required in General Conditions any deficiencies in surface which render it unsuitable for proper execution of this Work. Do not proceed with Work until unsatisfactory conditions have been corrected in an acceptable manner. Commencement of Work implies acceptance of related Work. B. Verify following requirements. 1. Concrete surfaces are finished, cleaned, and prepared, as specified by Manufacturer. 2. Curing compounds used are compatible or have been removed. 3. Concrete surfaces have completed proper curing period. 4. Systems are compatible with each other. C. Installer shall take necessary precautions to protect building occupants during installation. D. Installer personnel shall use protective equipment and area shall be well vented to outside. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 GARAGE EXPANSION JOINT SEALANT SYSTEMS 079500 - 7 3.2 PREPARATION A. Contractor shall provide a properly formed, solid, straight, parallel concrete blockout per Manufacturer’s requirements and as indicated on Drawings. B. Grind joint edges smooth and straight prior to installation. C. Abrasive blast expansion joint blockout to receive bonded nosing material. Remove all contaminates, including laitance. Expose fine aggregate, however, do not expose coarse aggregate. D. All surfaces shall be dry and thoroughly cleaned of all loose particles, laitance, dirt, dust, oil, grease, or other foreign matter. E. Expansion joint blockouts requiring widening or other necessary modifications shall be incidental to system cost. 3.3 INSTALLATION A. Do all Work in strict accordance with Manufacturer's written instructions and specifications and as indicated on Drawings. B. Do not install expansion joint systems until concrete has been air dried at temperatures at or above 45 degrees F. for at least 28 days after the curing period specified in Section 033020, Cast-In-Place Concrete (Garage/Bridge), or as otherwise acceptable by Manufacturer. Blockouts requiring use of patching compounds must be cured for seventy-two hours prior to installation. C. Cease installation of expansion joints under adverse weather conditions, or when temperatures are below or above Manufacturer's recommended limitations for installation. D. Mask adjacent concrete and gland surfaces to provide neat, workmanlike appearance. E. Membrane seal or gland shall be unpacked and laid in a relaxed position to relieve any temporary coiling from shipment prior to installation. F. Ambient temperatures shall not be lower than 40 degrees F during installation. G. All terminations of joints shall have a minimum upturn of six inches. 3.4 ADDITIONAL INSTALLATION REQUIREMENTS – MULTICELL GLANDS A. Field splicing of glands shall be by heat method and only by prior approval of Manufacturer and Engineer. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 GARAGE EXPANSION JOINT SEALANT SYSTEMS 079500 - 8 B. Glands shall be mitered, spliced and terminated as indicated on Drawings. Directional change miters such as 90 degree corners, tees, and crosses shall be provided with factory heat-welded splices. Straight butt splice connections shall be allowed on site following Manufacturer’s written instructions utilizing specialty heat fusing equipment or Manufacturer’s specialty splicing adhesive. C. Maximum horizontal and vertical alignment tolerance of nosings and glands shall be 1/16 inch. 3.5 CLEANUP A. Remove all excess primer, nosing material, and masking materials, and dispose of in a proper manner. END OF SECTION 079500 BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Bridge Structural Package MSKTD Project No. 7382 HIGH-PERFORMANCE COATINGS 099600 - 1 SECTION 099600 - HIGH-PERFORMANCE COATINGS PART 1 - GENERAL 1.1 RELATED DOCUMENTS A.Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 01 Specification Sections, apply to this Section. 1.2 SUMMARY A.Section includes surface preparation and the application of high-performance coating systems. 1.Exterior Substrates: a.Exterior exposed steel. B.Related Requirements: 1.Section 051210/051220 "Structural Steel for shop priming of structural steel with primers specified in this Section. 1.3 DEFINITIONS A.MPI Gloss Level 5: 35 to 70 units at 60 degrees, according to ASTM D523. B.MPI Gloss Level 6: 70 to 85 units at 60 degrees, according to ASTM D523. C.MPI Gloss Level 7: More than 85 units at 60 degrees, according to ASTM D523. 1.4 ACTION SUBMITTALS A.Product Data: For each type of product. Include preparation requirements and application instructions. 1.Include printout of current "MPI Approved Products List" for each product category specified, with the proposed product highlighted. 2.Indicate VOC content. B.Samples for Initial Selection: For each type of topcoat product indicated. Franciscan Orthopedic Center of Excellence BP #4 - Garage/Bridge Structural Package MSKTD Project No. 7382 HIGH-PERFORMANCE COATINGS 099600 - 2 C.Samples for Verification: For each type of coating system and each color and gloss of topcoat indicated. 1.Submit Samples on rigid backing, 8 inches square. 2.Apply coats on Samples in steps to show each coat required for system. 3.Label each coat of each Sample. 4.Label each Sample for location and application area. D.Product List: Cross-reference to coating system and locations of application areas. Use same designations indicated on Drawings and in schedules. Include color designations. 1.5 MAINTENANCE MATERIAL SUBMITTALS A.Furnish extra materials, from the same product run,] that match products installed and that are packaged with protective covering for storage and identified with labels describing contents. 1.Coatings: 5 percent, but not less than 1 gal. of each material and color applied. 1.6 DELIVERY, STORAGE, AND HANDLING A.Store materials not in use in tightly covered containers in well-ventilated areas with ambient temperatures continuously maintained at not less than 45 deg F. 1.Maintain containers in clean condition, free of foreign materials and residue. 2.Remove rags and waste from storage areas daily. 1.7 FIELD CONDITIONS A.Apply coatings only when temperature of surfaces to be coated and ambient air temperatures are between 50 and 95 deg F. B.Do not apply coatings when relative humidity exceeds 85 percent; at temperatures less than 5 deg F above the dew point; or to damp or wet surfaces. C.Do not apply exterior coatings in snow, rain, fog, or mist. PART 2 - PRODUCTS 2.1 MANUFACTURERS A.Basis-of-Design Product: Subject to compliance with requirements, provide Sherwin-Williams Company (The) ; Pro Industrial™ Acrolon 100 Water Based Urethane over high build, low gloss epoxy primer. or a comparable product by one of the following: 1.H&C® Decorative Concrete Products; a brand of Sherwin-Williams Co. Franciscan Orthopedic Center of Excellence BP #4 - Garage/Bridge Structural Package MSKTD Project No. 7382 HIGH-PERFORMANCE COATINGS 099600 - 3 2.HEMPEL A/S. 3.PPG Paints. 4.Rust-Oleum Corporation; a subsidiary of RPM International, Inc. 5.Tnemec Inc. 2.2 HIGH-PERFORMANCE COATINGS, GENERAL A.Material Compatibility: 1.Materials for use within each paint system shall be compatible with one another and substrates indicated, under conditions of service and application as demonstrated by manufacturer, based on testing and field experience. 2.For each coat in a paint system, products shall be recommended in writing by topcoat manufacturers for use in paint system and on substrate indicated. 3.Products shall be of same manufacturer for each coat in a coating system. B.Colors: White, to match architect's samples 2.3 SOURCE QUALITY CONTROL A.Testing of Coating Materials: Owner reserves the right to invoke the following procedure: 1.Owner will engage the services of a qualified testing agency to sample coating materials. Contractor will be notified in advance and may be present when samples are taken. If coating materials have already been delivered to Project site, samples may be taken at Project site. Samples will be identified, sealed, and certified by testing agency. 2.Testing agency will perform tests for compliance with product requirements. 3.Owner may direct Contractor to stop applying coatings if test results show materials being used do not comply with product requirements. Contractor shall remove noncomplying coating materials from Project site, pay for testing, and recoat surfaces coated with rejected materials. Contractor will be required to remove rejected materials from previously coated surfaces if, on recoating with complying materials, the two coatings are incompatible. PART 3 - EXECUTION 3.1 EXAMINATION A.Examine substrates and conditions, with Applicator present, for compliance with requirements for maximum moisture content and other conditions affecting performance of the Work. B.Verify suitability of substrates, including surface conditions and compatibility, with existing finishes and primers. Franciscan Orthopedic Center of Excellence BP #4 - Garage/Bridge Structural Package MSKTD Project No. 7382 HIGH-PERFORMANCE COATINGS 099600 - 4 C.Proceed with coating application only after unsatisfactory conditions have been corrected. 1.Application of coating indicates acceptance of surfaces and conditions. 3.2 PREPARATION A.Comply with manufacturer's written instructions and recommendations in "MPI Architectural Painting Specification Manual" applicable to substrates and coating systems indicated. B.Remove hardware, covers, plates, and similar items already in place that are removable and are not to be painted. If removal is impractical or impossible because of size or weight of item, provide surface-applied protection before surface preparation and painting. 1.After completing painting operations, use workers skilled in the trades involved to reinstall items that were removed. Remove surface-applied protection if any. C.Clean substrates of substances that could impair bond of coatings, including dust, dirt, oil, grease, and incompatible paints and encapsulants. 1.Remove incompatible primers and reprime substrate with compatible primers or apply tie coat as required to produce coating systems indicated. D.Steel Substrates: Remove rust, loose mill scale, and shop primer if any. Clean using methods recommended in writing by paint manufacturer, but not less than the following: 1.SSPC-SP 3 E.Shop-Primed Steel Substrates: Clean field welds, bolted connections, and areas where shop paint is abraded. Paint exposed areas with the same material as used for shop priming to comply with SSPC-PA 1 for touching up shop-primed surfaces. 3.3 APPLICATION A.Apply high-performance coatings according to manufacturer's written instructions and recommendations in "MPI Architectural Painting Specification Manual." 1.Use applicators and techniques suited for coating and substrate indicated. 2.Coat surfaces behind movable equipment and furniture same as similar exposed surfaces. Before final installation, coat surfaces behind permanently fixed equipment or furniture with prime coat only. 3.Coat backsides of access panels, removable or hinged covers, and similar hinged items to match exposed surfaces. 4.Do not apply coatings over labels of independent testing agencies or equipment name, identification, performance rating, or nomenclature plates. Franciscan Orthopedic Center of Excellence BP #4 - Garage/Bridge Structural Package MSKTD Project No. 7382 HIGH-PERFORMANCE COATINGS 099600 - 5 B.Tint each undercoat a lighter shade to facilitate identification of each coat if multiple coats of the same material are to be applied. Tint undercoats to match color of finish coat, but provide sufficient difference in shade of undercoats to distinguish each separate coat. C.If undercoats or other conditions show through final coat, apply additional coats until cured film has a uniform coating finish, color, and appearance. D.Apply coatings to produce surface films without cloudiness, spotting, holidays, laps, brush marks, runs, sags, ropiness, or other surface imperfections. Produce sharp glass lines and color breaks. 3.4 FIELD QUALITY CONTROL A.Dry Film Thickness Testing: Owner may engage the services of a qualified testing and inspecting agency to inspect and test coatings for dry film thickness. 1.Contractor shall touch up and restore coated surfaces damaged by testing. 2.If test results show that dry film thickness of applied coating does not comply with coating manufacturer's written recommendations, Contractor shall pay for testing and apply additional coats as needed to provide dry film thickness that complies with coating manufacturer's written recommendations. 3.5 CLEANING AND PROTECTION A.At end of each workday, remove rubbish, empty cans, rags, and other discarded materials from Project site. B.After completing coating application, clean spattered surfaces. Remove spattered coatings by washing, scraping, or other methods. Do not scratch or damage adjacent finished surfaces. C.Protect work of other trades against damage from coating operation. Correct damage to work of other trades by cleaning, repairing, replacing, and recoating, as approved by Architect, and leave in an undamaged condition. D.At completion of construction activities of other trades, touch up and restore damaged or defaced coated surfaces. 3.6 EXTERIOR HIGH-PERFORMANCE COATING SCHEDULE A.Steel Substrates: 1.Pigmented Polyurethane over Epoxy System: a.Prime Coat: Epoxy, high build, low gloss 1)S-W Macropoxy 646-100, B58-600 Series, at 5.0 to 10 mils (0.127 to0.254 mm) dry, per coat. Franciscan Orthopedic Center of Excellence BP #4 - Garage/Bridge Structural Package MSKTD Project No. 7382 HIGH-PERFORMANCE COATINGS 099600 - 6 b.Intermediate Coat: Polyurethane, two component, pigmented, matching topcoat. 1)S-W Macropoxy 646-100, B58-600 Series, at 5.0 to 10 mils (0.127 to0.254 mm) dry, per coat. c.Topcoat: Polyurethane, two component, pigmented, gloss (MPI Gloss Level 6) 1)S-W Pro Industrial Waterbased Acrolon 100 Polyurethane,B65-720 Series, at 2.0 to 4.0 mils (0.051 to 0.102 mm) dry, per coat. END OF SECTION 099600 Franciscan Orthopedic Center of Excellence BP #4 – Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 RAMMED AGGREGATE PIER SYSTEMS 316110 - 1 SECTION 316110 - RAMMED AGGREGATE PIER® SYSTEMS PART 1 - GENERAL REQUIREMENTS 1.1 DESCRIPTION Work shall consist of designing, furnishing and installing Rammed Aggregate Pier foundations to the lines and grades designated on the project plans and as specified herein. The aggregate piers shall be constructed by either augering a cavity or driving a hollow mandrel to the design depth and vertically ramming lifts of aggregate using the specially designed tamper head and high-energy impact densification equipment to create the compacted aggregate pier. The Rammed Aggregate Pier elements shall be in a columnar-type configuration and shall be used to produce an intermediate foundation system for support of foundation loads. 1.2 WORK INCLUDED A. Provision of all equipment, material, labor, and supervision to design and install Rammed Aggregate Pier elements. Design shall rely on subsurface information presented in the project geotechnical report. Layout of Rammed Aggregate Pier elements, spoil removal (as required), and subgrade preparation following aggregate pier installation is not included. B. The Rammed Aggregate Pier design and installation shall adhere to all methods and standards described in this Specification. C. Drawings and General Provisions of the Contract, including General and Supplemental Conditions, and Division 1 Specifications, apply to the work in this specification. 1.3 APPROVED INSTALLERS A. The Rammed Aggregate Pier Installer (the Installer) shall be approved by the Owner’s Engineer prior to bid opening. Without exception, no alternate installer will be accepted unless approved by the Owner’s Engineer at least two (2) weeks prior to bid opening. B. Installers of Rammed Aggregate Pier foundation systems shall have a minimum of 5 years of experience with the installation of Rammed Aggregate Pier systems and shall have completed at least 50 projects. C. Installers licensed by the Geopier Foundation Company, Inc. (www.geopier.com) will be accepted as approved installer. D. Without exception, no alternate installer will be accepted unless approved by Owner’s Engineer and Geopier Foundation Company, Inc. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 – Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 RAMMED AGGREGATE PIER SYSTEMS 316110 - 2 1.4 REFERENCE STANDARDS A. Design 1. “Control of Settlement and Uplift of Structures Using Short Aggregate Piers,” by Evert C. Lawton (Assoc. Prof., Dept. of Civil Eng., Univ. of Utah), Nathaniel S. Fox (President, Geopier Foundation Co., Inc.), and Richard L. Handy (Distinguished Prof. Emeritus, Iowa State Univ., Dept. of Civil Eng.), reprinted from IN-SITU DEEP SOIL IMPROVEMENT, Proceedings of sessions sponsored by the Geotechnical Engineering Division/ASCE in conjunction with the ASCE National Convention held October 9-13, 1994, Atlanta, Georgia. 2. “Settlement of Structures Supported on Marginal or Inadequate Soils Stiffened with Short Aggregate Piers,” by Evert C. Lawton and Nathaniel S. Fox. Geotechnical Special Publication No. 40: Vertical and Horizontal Deformations of Foundations and Embankments, ASCE, 2, 962-974. 3. “Behavior of Geopier®-Supported Foundation Systems during Seismic Events,” by Kord Wissmann, Evert C. Lawton, and Tom Farrell. Geopier Foundation Company, Inc. Blacksburg, VA ©1999. B. Modulus Testing 1. ASTM D 1143 - Pile Load Test Procedures C. Materials and Inspection 1. ASTM D 1241 - Aggregate Quality 2. ASTM D 422 - Gradation of Soils D. Where specifications and reference documents conflict, the Rammed Aggregate Pier Designer shall make the final determination of the applicable document. 1.5 CERTIFICATIONS AND SUBMITTALS A. Design Calculations - The Installer shall submit detailed design calculations and construction drawings prepared by the Rammed Aggregate Pier Designer (the Designer) for review and approval by the Owner or Owner’s Engineer. All plans shall be sealed by a Professional Engineer in the State in which the project is constructed. B. Professional Liability Insurance - The Rammed Aggregate Pier Designer shall have Errors and Omissions design insurance for the work. The insurance policy should provide a minimum coverage of $3 million per occurrence. C. Modulus Test Reports – A modulus test(s) is performed on a non-production Rammed Aggregate Pier element as required by the Rammed Aggregate Pier Designer to verify BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 – Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 RAMMED AGGREGATE PIER SYSTEMS 316110 - 3 the design assumptions. The Installer shall furnish the General Contractor a description of the installation equipment, installation records, complete test data, analysis of the test data and verification of the design parameter values based on the modulus test results. The report shall be prepared under direction of a Registered Professional Engineer. D. Daily Rammed Aggregate Pier Progress Reports – The Installer shall furnish a complete and accurate record of Rammed Aggregate Pier installation to the General Contractor. The record shall indicate the pier location, length, volume of aggregate used or number of lifts, densification forces during installation, and final elevations or depths of the base and top of piers. The record shall also indicate the type and size of the installation equipment used, and the type of aggregate used. The Installer shall immediately report any unusual conditions encountered during installation to the General Contractor, to the Designer and to the Testing Agency. PART 2 - MATERIALS 2.1 AGGREGATE A. Aggregate used by the Rammed Aggregate Pier Installer for pier construction shall be pre-approved by the Designer and shall demonstrate suitable performance during modulus testing. Typical aggregate consists of Type 1 Grade B in accordance with ASTM D-1241-68, No. 57 stone, recycled concrete or other graded aggregate approved by the Designer. B. Potable water or other suitable source shall be used to increase aggregate moisture content where required. The General Contractor shall provide such water to the Installer. PART 3 - DESIGN REQUIREMENTS 3.1 RAMMED AGGREGATE PIER DESIGN A. The Rammed Aggregate Pier system shall be designed in accordance with generally- accepted engineering practice and the methods described in Section 1 of these Specifications. The design life of the structure shall be 50 years. B. The Rammed Aggregate Pier elements shall be designed using a Rammed Aggregate Pier stiffness modulus to be verified by the results of the modulus test described in Section 5.2 of these specifications ad determined by the designer. 3.2 DESIGN SUBMITTAL The Installer shall submit detailed design calculations, construction drawings, and shop drawings, (the Design Submittal), for approval at least 3 weeks prior to the beginning of construction. A detailed explanation of the design parameters for settlement calculations shall BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 – Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 RAMMED AGGREGATE PIER SYSTEMS 316110 - 4 be included in the Design Submittal. Additionally, the quality control test program for Aggregate Pier system, meeting these design requirements, shall be submitted. All computer-generated calculations and drawings shall be prepared and sealed by a Professional Engineer, licensed in the State where the piers are to be built. Submittals will be submitted electronically only unless otherwise required by specific submittal instructions. PART 4 - EXECUTION 4.1 APPROVED INSTALLATION PROCEDURES The following sections provide general criteria for the construction of the Rammed Aggregate Pier elements. Unless otherwise approved by the Designer, the installation method used for Rammed Aggregate Pier construction shall be that as used in the construction of the successful modulus test. A. Augered Rammed Aggregate Pier systems – 1. Augered Rammed Aggregate Pier system shall be pre-augered using mechanical drilling or excavation equipment. 2. If cave-ins exceeding 10% of the lift volume occur during excavation such that the sidewalls of the hole are deemed to be unstable, steel casing shall be used to stabilize the cavity or a displacement Rammed Aggregate Pier system may be used. 3. Aggregate shall be placed in the augered cavity in lift thicknesses as determined by the Rammed Aggregate Pier Designer. 4. A specially-designed beveled tamper and high-energy impact densification apparatus shall be employed to densify lifts of aggregate during installation. The apparatus shall apply direct downward impact energy to each lift of aggregate. Compaction equipment that induces horizontal vibratory energy (such as Vibroflot equipment) is not permitted. B. Displacement Rammed Aggregate Pier systems – 1. Displacement Rammed Aggregate Pier systems shall be constructed by advancing a specially designed mandrel with a minimum 15 ton static force augmented by dynamic vertical ramming energy to the full design depth. The hollow-shaft mandrel, filled with aggregate, is incrementally raised, permitting the aggregate to be released into the cavity, and then lowered by vertically advancing and/or ramming to densify the aggregate and force it laterally into the adjacent soil. The cycle of raising and lowering the mandrel is repeated to the top of pier elevation. The cycle distance shall be determined by the Rammed Aggregate Pier designer. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 – Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 RAMMED AGGREGATE PIER SYSTEMS 316110 - 5 2. Special high-energy impact densification apparatus shall be employed to vertically densify the Rammed Aggregate Pier elements during installation of each constructed lift of aggregate. 3. Densification shall be performed using a mandrel/tamper. The mandrel/tamper foot is required to adequately increase the lateral earth pressure in the matrix soil during installation. Compaction equipment that induces horizontal vibratory energy (such as Vibroflot equipment) is not permitted. 4. Downward crowd pressure shall be applied to the mandrel during installation. 4.2 PLAN LOCATION AND ELEVATION OF RAMMED AGGREGATE PIER ELEMENTS The as-built center of each pier shall be within 6 inches of the locations indicated on the plans. Piers installed outside of the above tolerances and deemed not acceptable shall be rebuilt at no additional expense to the Owner. 4.3 REJECTED RAMMED AGGREGATE PIER ELEMENTS Rammed Aggregate Pier elements installed beyond the maximum allowable tolerances shall be abandoned and replaced with new piers, unless the Designer approves the condition or provides other remedial measures. All material and labor required to replace rejected piers shall be provided at no additional cost to the Owner, unless the cause of rejection is due to an obstruction or mislocation. PART 5 - QUALITY CONTROL 5.1 CONTROL TECHNICIAN The Installer shall have a full-time, on-site Control Technician to verify and report all installation procedures. The Installer shall immediately report any unusual conditions encountered during installation to the Rammed Aggregate Pier Designer, the General Contractor, and to the Testing Agency. 5.2 RAMMED AGGREGATE PIER MODULUS TEST As required by the RAP designer, a Rammed Aggregate Pier Modulus Test(s) will be performed at locations agreed upon by the Rammed Aggregate Pier Designer and the Testing Agency to verify or modify Rammed Aggregate Pier designs. Modulus Test Procedures shall utilize appropriate portions of ASTM D 1143 and ASTM D 1194, as outlined in the Rammed Aggregate Pier design submittal. 5.3 BOTTOM STABILIZATION TESTING (BSTS) / CROWD STABILIZATION TESTING (CSTS) Bottom stabilization testing (BSTs) or Crowd stabilization testing (CSTs) shall be performed by the Control Technician during the installation of the modulus test pier. Additional testing as BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 – Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 RAMMED AGGREGATE PIER SYSTEMS 316110 - 6 required by the Rammed Aggregate Pier Designer shall be performed on selected production Rammed Aggregate Pier elements to compare results with the modulus test pier. PART 6 - QUALITY ASSURANCE 6.1 INDEPENDENT ENGINEERING TESTING AGENCY (OWNER’S QUALITY ASSURANCE) The Rammed Aggregate Pier Installer shall provide full-time Quality Control monitoring of Rammed Aggregate Pier construction activities. The General Contractor is responsible for retaining an independent engineering testing firm to provide Quality Assurance services. 6.2 RESPONSIBILITIES OF INDEPENDENT ENGINEERING TESTING AGENCY A. The Testing Agency shall monitor the modulus test pier installation and testing. The Installer shall provide and install all dial indicators and other measuring devices. B. The Testing Agency shall monitor the installation of Rammed Aggregate Pier elements to verify that the production installation practices are similar to those used during the installation of the modulus test elements. C. The Testing Agency shall report any discrepancies to the Installer and General Contractor immediately. PART 7 - RESPONSIBILITIES OF THE GENERAL CONTRACTOR 7.1 SITE PREPARATION AND PROTECTION A. The General Contractor shall locate and protect underground and aboveground utilities and other structures from damage during installation of the Rammed Aggregate Pier elements. B. Site grades for Rammed Aggregate Pier installation shall be finished grade elevation to minimize Rammed Aggregate Pier installation depths. Ground elevations and finished floor elevations shall be provided to the Rammed Aggregate Pier Installer in sufficient detail to estimate installation depth elevations to within 3 inches. C. The General Contractor will provide site access to the Installer, after earthwork in the area has been completed. A working surface shall be established and maintained by the General Contractor to provide wet weather protection of the subgrade and to provide access for efficient operation of the Rammed Aggregate Pier installation. D. Prior to, during and following Rammed Aggregate Pier installation, the General Contractor shall provide positive drainage to protect the site from wet weather and surface ponding of water. E. If spoils are generated by Rammed Aggregate Pier installation, spoil removal from the Rammed Aggregate Pier work area in a timely manner to prevent interruption of Rammed Aggregate Pier installation is required. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 – Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 RAMMED AGGREGATE PIER SYSTEMS 316110 - 7 7.2 RAMMED AGGREGATE PIER LAYOUT The location of Rammed Aggregate Pier-supported floor slabs for this project, including layout of individual Rammed Aggregate Pier elements, shall be marked in the field using survey stakes or similar means at locations shown on the drawings. 7.3 CONTRACTOR’S / OWNER’S INDEPENDENT TESTING AGENCY (OWNER’S QUALITY ASSURANCE) General Contractor is responsible for acquiring an Independent Testing Agency (Quality Assurance) as required. Testing Agency roles are as described in Part 6 of this specification. The Aggregate Pier Installer will provide Quality Control services as described in Part 5 of this specification. 7.4 EXCAVATIONS OF OBSTRUCTIONS A. Should any obstruction be encountered during Rammed Aggregate Pier installation, the General Contractor shall be responsible for promptly removing such obstruction, or the pier shall be relocated or abandoned. Obstructions include, but are not limited to, boulders, timbers, concrete, bricks, utility lines, etc., which shall prevent placing the piers to the required depth, or shall cause the pier to drift from the required location. B. Dense natural rock or weathered rock layers shall not be deemed obstructions, and piers may be terminated short of design lengths on such materials. 7.5 UTILITY EXCAVATIONS The General Contractor shall coordinate all excavations made subsequent to Rammed Aggregate Pier installations so that excavations do not encroach on the piers as shown in the Rammed Aggregate Pier construction drawings. Protection of completed Rammed Aggregate Pier elements is the responsibility of the General Contractor. In the event that utility excavations are required in close proximity to the installed Rammed Aggregate Pier elements, the General Contractor shall contact the Rammed Aggregate Pier Designer immediately to develop construction solutions to minimize impacts on the installed Aggregate Pier elements. PART 8 - PAYMENT 8.1 METHOD OF MEASUREMENT A. Measurement of the aggregate piers is on a lump sum basis. B. Payment shall cover design, supply and installation of the aggregate pier system. Excavation of unsuitable materials, delays, re-engineering, and remobilization as documented and approved by the Owner or Owner’s Engineer, shall be paid for under separate pay items. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 – Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 RAMMED AGGREGATE PIER SYSTEMS 316110 - 8 8.2 BASIS OF PAYMENT A. The accepted quantities of piers will be paid per approval, in-place aggregate-pier. Payment will be made under: Pay Item: Pay Unit: Preparation of plans and specifications and installation of rammed aggregate pier elements $____ Lump Sum B. Unit prices shall be provided to account for: Additional Installed Piers (w/o remobilization) $____ Each Add for Casing Holes $____/Linear Foot Additional Mobilizations $____ Each Additional Modulus or Uplift Load Tests $____ Each END OF SECTION 316110 BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 PAVEMENT MARKINGS 321723 - 1 SECTION 32 1723 – PAVEMENT MARKINGS PART 1 - GENERAL 1.1 RELATED DOCUMENTS A. The Conditions of the Contract for Construction and the General Requirements of Division 1 of these Specifications apply to the Work in this Section. 1.2 WORK INCLUDED A. The Work of this Section includes furnishing all material, labor, equipment and services to paint the following items of the types, patterns, sizes and colors as indicated on the Drawings. 1. Parking stripes 2. Traffic arrows 3. Walkway stripes 4. Text 5. ADA accessible space logo 1.3 RELATED WORK A. The following Work is related to this Section: 1. Submittal Procedures Section 013300 2. Cast-in-Place Concrete (Garage/Bridge) Section 033020 3. Precast Concrete Section 034100 4. Traffic Coatings Section 071800 5. Water Repellents Section 071900 1.4 SUBMITTALS A. Action Submittals 1. Manufacturer's Spec Data Sheets of each product to be used. 2. Shop Drawings: Indicating stall size, spacing, tolerances, etc. B. Informational Submittals 1. Material Safety Data Sheets of each product, solvent, or related chemicals to be used, and certification that the materials conform to local, state, and federal environmental and worker’s safety laws and regulations. 2. Standard color chip for each color. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 PAVEMENT MARKINGS 321723 - 2 1.5 ENVIRONMENTAL REQUIREMENTS A. Manufacturer and Installer are required to confirm that all materials used in accordance with this Section conform to local, state, and federal environmental and workers' safety laws and regulations. 1. VOC content of materials shall not exceed the limits per Environmental Protection Agency National Volatile Organic Compound Emission Standards for Architectural Coatings (40CFR59). B. The Installer is solely responsible for fume control and shall take all necessary precautions against injury to personnel or adjacent building occupants during application. As a minimum, Installer shall take the following precautions: 1. Provide and maintain barricades. 2. Locate and protect building air intakes during application. 3. Follow all state, federal, and local safety regulations. 4. Follow all Manufacturers’ safety requirements. 5. Dispose empty containers immediately and properly. 6. Use protective equipment. 7. Ensure work area is well vented to the exterior. 1.6 TRANSPORTATION AND HANDLING A. Deliver all materials to site in original, unopened containers bearing the following information: 1. Name of Product 2. Name of Manufacturer 3. Date of Manufacture 4. Lot or Batch Number B. Store materials under cover and protected from the weather. C. Replace containers showing any signs of damage with new material at no additional cost to Owner. D. Mix and prepare coatings only in areas designated by the Contractor for that purpose. E. Take precautions to prevent fire in or around coatings materials. Provide and maintain hand fire extinguisher near storage and mixing area. F. At no time shall the weight of the stored material placed on a slab area exceed 30 PSF or 2,000 lbs. over 20 square inches. PART 2 - PRODUCTS BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 PAVEMENT MARKINGS 321723 - 3 2.1 PAVEMENT MARKINGS – ACRYLIC WATERBORNE A. All materials shall meet Federal Specification TT-P-1952B. B. Provide pavement markings as indicated on the Drawings. C. Approved acrylic waterborne pavement markings are: 1. SetFast Acrylic Waterborne Traffic Marking Paint, The Sherwin Williams Company, Cleveland, Ohio. a. TM226 White b. TM227 Lead-Free Yellow c. Handicap Blue Use SetFast Low VOC Acrylic Paint TM5626 White as Base and tint d. Handicap Blue Use SetFast Low VOC Latex Traffic Marking Paint TM2133 2. Water Reducible Acrylic Traffic Paint, ICI Paints, Cleveland, Ohio. a. 25524/22683 White b. 20087/20088 Lead-Free Yellow c. 26563/26564 Red d. 26565/26566 Black e. 20089/20090 Handicap Blue 3. Or approved equivalent 2.2 PAVEMENT MARKING BEADS A. All materials shall meet AASHTO Standard Specification M247, Glass Beads used in traffic paints, Type I. Beads shall be treated with a performance adhesion coating. B. Provide Glass Beads at a rate of 6 pounds per gallon into all traffic arrows, center traffic lines, walkway stripes and floor text to produce reflectorized pavement markings. Glass beads are not required in parking space striping. C. Approved pavement marking bead manufacturers are: 1. Cataphote Inc., Jackson, MS. 2. Potters Industries Inc., Valley Forge, PA. 3. Flex-O-Lite, St. Louis, MO. 4. Or approved equivalent PART 3 - EXECUTION 3.1 INSPECTION BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 PAVEMENT MARKINGS 321723 - 4 A. Inspect surfaces to which paint will be applied and report immediately in writing to the Engineer as required in the General Conditions any conditions detrimental to the proper execution of this work. B. Do not proceed until unsatisfactory conditions are acceptably remedied. Commencement of work implies acceptance of related work. 3.2 PREPARATION A. Before commencing work, make certain that surfaces are thoroughly cleaned, dry, and in sound condition. The cleaning of concrete floor surfaces shall meet the requirements of ASTM Designation: D 4258 for Water Cleaning and Detergent Water Cleaning. B. Any existing paint stripes shall be removed by grinding or scarifying so that no visible paint stripe remains. (Restoration) C. Do not paint any surface that is wet or damp. D. Remove all oil, dust, grease, dirt, and other foreign material to ensure adequate adhesion. E. Lay out all striping on each level, using dimensions indicated on the Drawings. Report any discrepancies, interferences or changes in striping due to field conditions to the Engineer prior to painting. Paint Contractor shall be required to remove paint, repair surface and repaint stripes not applied in strict accordance with the Drawings. F. Verify compatibility with concrete sealer, joint sealant, traffic bearing membrane, and all other surface treatments as specified in Division 7. 3.3 MIXING A. Do not mix different types of materials or materials from different Manufacturers. B. Do not thin material except as recommended by Manufacturer for spray application. C. Mix paint thoroughly by boxing, stirring or power agitation before use. 3.4 APPLICATION A. Apply painting and finishing materials in accordance with the Manufacturer's directions. Use techniques best suited for the material and surfaces to which applied. Apply at 15 mils wet thickness. BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 PAVEMENT MARKINGS 321723 - 5 B. Do not apply paint when the air and/or surface temperature is below 50 degrees F, when relative humidity exceeds 85%, when rain is threatening or late in the evening when dew might form before drying. C. Allow concrete to age 60 days before coating. D. Parking space striping dimensions indicated on the Drawings are nominal dimensions. Tolerances shall be as follows: 1. Parking space length shall equal indicated length ± 2 inches. 2. Parking space width (or base line dimension) shall equal indicated width ± 1 inch. 3. A string of parking spaces shall equal indicated dimension ± 2 inches per run. 4. Stripe width shall equal 4 inches ± 1/4 inch. E. For traffic arrows, walkways stripes, and floor text add glass beads on wet paint so that proper bead embedment and retention is achieved. 3.5 CLEANING A. Immediately upon completion of work, clean up all paint spots, remove excess materials and equipment, and repair all paint damage to other finishes. END OF SECTION 321723 BP #4 - Garage/Bridge Structural Package Franciscan Orthopedic Center of Excellence BP #4 - Garage/Canopy/Bridge Structural Package MSKTD Project No. 7382 PAVEMENT MARKINGS 321723 - 6 This page left intentionally blank. BP #4 - Garage/Bridge Structural Package Landscape Architect:Alyssa PrazeauContext Design aprazeau@context-design.com317.485.6900Structural Engineering:JD TaylorCE Solutions, Inc.jdtaylor@cesolutionsinc.com317.324.6024Medical Equipment Planner:Dale VogelCripe dvogel@cripe.biz317.706.6380Civil Engineering:David Lach Cripe dlach@cripe.biz317.706.6361Senior Project Manager:Mark RogersTonn and Blank ConstructionMark.Rogers@tonnandblank.com317.450.8190Engineering (M.E.P.T.):Daryl HumbleIMEG Corp.Daryl.R.Humble@imegcorp.com317.580.6906Interior Designer:Diana RicksFour Point Design Diana@fourpointdp.com317.449.0944Architectural:Bob HarmeyerMSKTD & AssociatesRJH@msktd.com317.917.1190Culinary Design Consultant:Scott ReitanoReitano Design Group scottr@reitanodesigngroup.com317.637.3204Parking Garage Engineering /Structural Engineering (Skybridge):Doug GannonWGI Doug.Gannon@wginc.com317.860.5133Wayfinding / Signage Consultant:Noel FlissRLR Associates Incnoel@rlr.biz317.632.1300 ext 204Architecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190SHEET TITLESHEET NUMBERSET DESCRIPTIONPROJECT NO.DATEMSKTD& Associateswww.msktd.comBP #4 - Garage / BridgeStructural Package10/23/2019 10:48:37 AMCover Sheet - BP#4G0-1.410777 Illinois StreetCarmel, IndianaFranciscan OrthopedicCenter of Excellence738210-21-19A Project for:Franciscan Orthopedic Center of ExcellenceCarmel, INBid Package #4 - Garage / Bridge Structural Package10-11-19Project Location MapREV. DATE1 BP#4 - Addendum 2 10-23-19 Architecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190SHEET TITLESHEET NUMBERSET DESCRIPTIONPROJECT NO.DATEMSKTD& Associateswww.msktd.comBP #4 - Garage / BridgeStructural Package10/23/2019 10:48:37 AMSheet Index - BP#4G1-1.410777 Illinois StreetCarmel, IndianaFranciscan OrthopedicCenter of Excellence738210-21-19A Project for:Garage/Bridge StructuralSheet Number Sheet NameAP101 LEVEL 1 PLAN - ARCHITECTURAL PARKINGAP102 LEVEL 2 PLAN - ARCHITECTURAL PARKINGAP103 LEVEL 3 PLAN - ARCHITECTURAL PARKINGAP104 LEVEL 4 PLAN - ARCHITECTURAL PARKINGAP401 ENLARGED STAIR TOWER PLANS -ARCHITECTURAL PARKINGAP501 STRIPING & PAVEMENT MARKING DETAILS -ARCHITECTURAL PARKINGAP511 SIGNAGE DETAILS - ARCHITECTURAL PARKINGAP512 SIGNAGE DETAILS - ARCHITECTURAL PARKINGAP513 SIGNAGE DETAILS - ARCHITECTURAL PARKINGAP521 SIGN MOUNTING DETAILS - ARCHITECTURALPARKINGS-001 GENERAL NOTES - STRUCTURALS-002 GENERAL NOTES - STRUCTURALS-100 FOUNDATION PLAN - STRUCTURALS-101 LEVEL 1 PLAN - STRUCTURALS-102 LEVEL 2 PLAN - STRUCTURALS-103 LEVEL 3 PLAN - STRUCTURALS-104 LEVEL 4 PLAN - STRUCTURALS-201 BUILDING ELEVATIONS - STRUCTURALS-301 BUILDING SECTIONS - STRUCTURALS-401 ENLARGED SOUTH TOWER PLANS -STRUCTURALS-402 ENLARGED SOUTH TOWER PLANS -STRUCTURALS-411 ENLARGED EAST TOWER PLANS - STRUCTURALS-421 ENLARGED PLANS - STRUCTURALS-431 PEDESTRIAN BRIDGE - STRUCTURALS-501 SLAB ON GRADE & FOUNDATION DETAILS -STRUCTURALS-502 FOUNDATION DETAILS - STRUCTURALS-503 FOUNDATION DETAILS - STRUCTURALS-511 PCC COLUMN DETAILS - STRUCTURALS-521 PCC FRAMING DETAILS - STRUCTURALS-522 PCC FRAMING DETAILS - STRUCTURALS-523 PCC FRAMING DETAILS - STRUCTURALS-531 PCC BEAM DETAILS - STRUCTURALS-535 PCC WALL & CONNECTION DETAILS -STRUCTURALS-541 WATERPROOFING DETAILS - STRUCTURALS-542 WATERPROOFING DETAILS - STRUCTURALS-551 STANDARD & MISCELLANEOUS DETAILS -STRUCTURALS-561 PEDESTRIAN BRIDGE DETAILS - STRUCTURALS-562 PEDESTRIAN BRIDGE DETAILS - STRUCTURALS-601 FOUNDATIONS SCHEDULE & TYPICAL DETAILS -STRUCTURALS-621 LOADING DIAGRAMS - STRUCTURALFranciscan Orthopedic Center of ExcellenceCarmel, IN10-11-19Sheet IndexBid Package #4 - Garage / Bridge Structural PackageREV. DATE1 BP#4 - Addendum 2 10-23-19GeneralSheet Number Sheet NameG0-1.4 Cover Sheet - BP#4G1-1.4 Sheet Index - BP#4 STOP STOPP1PDPCPBPAPA.3PA.2P2P3P4P5P6P7P8P7.8P1.2P4.4PE11'-3"34'-0"48'-0"36'-0"14'-11"12'-6"8'-7"6'-0"30'-0"48'-0"35'-0"11'-3"1'-0"36'-0"36'-0"45'-3"46'-3"57'-9 1/2"P1-AP2-AV15-BV15-BP3-AP1-AP1-AP1-AP1-AP1-AP6-BP7-BV11-BP5-BP7-BV10-BP4-BV18-BP6-BV20-BV11-BP7-BP6-BP5-BP6-CP5-CV16-BV14-CV4-CV12-BV14-CR4-AR4-AR4-AR4-AR4-AR4-AR4-AR1-DR2-AR1-DR2-DR1-DR1-DR1-AR1-DR2-AV8-CR1-AV14-CV4-CV5-CE2-FE4-EE1-FE3-EE2-FE4-EE1-FE3-EV8-BV13-CV17-CR4-AR7-AR7-AR7-AR7-AR7-AR7-AR6-DR7-DR7-DR7-DR7-DR7-AR7-DR7-DR7-AR5-AR3-AR8-AR8-AR9-AIT/DATAELECTRICALMECHANICALMAINTENANCEBIKE ROOMB3-AB4-AB5-AB6-AR1-DR1-DAP4011AP4015R6-AP4.8SIGN LOCATED ABOVE R4 SIGNSIGN LOCATED ABOVE R4 SIGNSIGN LOCATED ABOVE R4 SIGNR1-DR1-DR1-DR1-AR1-DREFER TO NOTE 2, TYPREFER TO NOTE 2, TYPREFER TO NOTE 3, TYPREFER TO NOTE 3, TYPREFER TO NOTE 4, TYPREFER TO NOTE 4, TYPREFER TO NOTE 5, TYPREFER TO NOTE 6, TYPREFER TO NOTE 6, TYPSIGN LOCATED ABOVE R4 SIGNP5.2P7.1REFER TO NOTE 7, TYPV19-CV8-CSIGN LOCATED ABOVE R4 SIGNR8-A1'-10"8'-0"REFER TO AP102 FOR CONTINUATION(22) SPACES @ 9'-0" = 198'-0"3'-6"5'-6"8'-0"REFER TO AP102 FOR CONTINUATION(21) SPACES @ 9'-0" = 189'-0"9'-0" TYP18'-0" TYP9'-0" TYP18'-0" TYP(4) SPACES @ 9'-0" = 36'-0"8'-0"1'-10"3'-6"(3) SPACES @ 9'-0" = 27'-0"8'-0"1'-10"3'-6"(13) SPACES @ 9'-4" = 121'-4"18'-0" TYP9 '-0 " T Y P75°(26) SPACES @ 9'-4" = 242'-8"4'-10"9'-0"9'-0"5'-7"18'-0" TYP9'-0" TYP75°12'-6"12'-6"17'-0"11'-1"7'-5"(21) SPACES @ 9'-4" = 196'-0"8'-3"6'-4"5'-4"18'-0" TYP9'-0" TYP75°(8) SPACES @ 9'-0" = 72'-0"(4) SPACES @ 9'-4" = 37'-4"4'-10"9'-0"9'-0"5'-6"18'-0" TYP9'-0" TYP75°9 '-0 " T Y P 18'-0" TYP12'-0"12'-0"1'-0"R 5' - 0"R 5' - 0"10'-3"8'-3"(20) SPACES @ 9'-4" = 186'-8"7'-5"2'-9"10'-3"8'-3"8'-3"5'-2"8'-3"8'-3"5'-2"8'-3"8'-3"8'-3"8'-3"8'-3"13'-6"8'-3"8'-3"8'-3"8'-3"8'-3"4'-2"9'-3"8'-3"5'-2"8'-3"8'-3"5'-2"8'-3"18'-0" TYP75°18'-0" TYP9'-0" TYP75°EQEQUPDN3'-6"1'-10"2'-9"B2-HSPSPSPSPSPSPSPSPSPSPEQEQEQEQEQ2 1/2"REFER TO NOTE 8, TYP18'-8"5'-6"5'-6"5'-6"5'-6"2'-1 1/2"R8-HR9-HR5-A18'-0"12'-9 1/2"18'-0"180'-9"20'-0"1'-2 1/2"57'-9 1/2"62'-0"37'-0"6'-4"14'-5 1/2"1'-11 1/2"297'-6"V20-BV20-BV20-BV10-BV20-CV20-CV21-AV21-AV21-AV21-ASIGN LOCATED ABOVE R4 SIGNV9-BV9-BV20-BV20-BSPSPSPACE TABULATIONLEVELSTANDARDCOMPACTADAADA VANTOTAL4144 9 0 0 1533 158 9 8 2 1772 158 9 8 2 1771 132 814 3 157TOTAL 592 35 30 7 664XXX-XSPSHEET NOTES:NOSYMBNOTE1 REPRESENTS PLAN MATCH LINE.2PARKING SPACE STRIPING TO BE 4" WIDE TRAFFIC YELLOW OR WHITE STRIPING, REFER TO STRIPING KEY PLANS ON SHEET AP501. WHITE PARKING SPACE STRIPING INDICATES VISITOR SPACES AND YELLOW PARKING SPACE STRIPING INDICATES EMPLOYEE. SINGLE LINE CONFIGURATION WILL BE USED FOR ALL PARKING SPACE STRIPING. ALSO REFER TO SHEET AP501 FOR ADDITIONAL STRIPING INFORMATION.3CROSS HATCH STRIPING TO BE 4" WIDE TRAFFIC YELLOW STRIPING AT 24" OC WITH BACK-ROLLED SLIP-RESISTANT ADDITIVE AS SHOWN IN PLANS, REFER TO SHEET AP501 FOR ADDITIONAL INFORMATION.4DIRECTIONAL ARROWS TO BE PAINTED TRAFFIC YELLOW WITH BACK-ROLLED SLIP-RESISTANT ADDITIVE AS SHOWN ON PLANS, REFER TO SHEET AP501 FOR ADDITIONAL INFORMATION. 5PAVEMENT GRAPHICS TO BE PAINTED AS SHOWN ON PLANS WITH BACK-ROLLED SLIP-RESISTANT ADDITIVE, REFER TO SHEET AP501 FOR ADDITIONAL INFORMATION.6REPRESENTS SIGN MARK AS DEFINED ON SIGN LEGEND. THE LETTER AFTER THE DASH (-) REPRESENTS THE MOUNTING DETAIL, REFER TO SIGN MOUNTING LEGEND. SIGN TO BE PLACED APPROXIMATELY AS SHOWN ON PLANS. REFER TO DETAIL 11/AP521 FOR ADDITIONAL INFORMATION.7 REPRESENTS A PRECAST BOLLARD, REFER TO 14/S-551.8 REPRESENTS A STEEL BOLLARD, REFER TO 15/S-551.9 ALL SIGNS LOCATED AT ENTRY/EXIT SHALL BE CENTERED IN LANES, TYPICAL.10UNDERSIDE OF ALL CONCRETE FLOOR SLABS SHALL RECIEVE WHITE CONCRETE STAIN. AREA TO INCLUDE ALL BEAM & GIRDER SIDES & BOTTOM AS WELL AS COLUMN SURFACE DOWN TO THE LOWEST BEAM OR GIRDER DEPTH. REFER TO SPEC SECTION 09 91 00 FOR ADDITIONAL INFORMATION.11INDICATES STAND PIPE. ALL VERTICAL RISERS FOR PLUMBING, ELECTRICAL AND MECHANCIAL SYSTEMS SHALL BE PROTECTED BY STEEL PIPE GUARDS, REFER TO DETAILS 8 & 9/S-551. REFER TO MECH. DRAWINGS FOR PIPE LOCATIONS.SIGN LEGENDENTRY-EXIT SIGNSDET NO.SPEC TYPEE1ENTER 7/AP521EE2 EXIT 7/AP521EE38'-2" CLEARANCE 8'-2"12/AP511DE4(DNE) DO NOT ENTER (DNE) 13/AP511DVEHICULAR SIGNSDET NO.SPEC TYPEV1(NL) | Park → 1/AP512AV2(NL) | Exit → 2/AP512AV3 Park → | Exit → 3/AP512AV4↑ Exit 4/AP512AV5 ↑ Park → 5/AP512AV6 ↑ Park 6/AP512AV7 Exit → 7/AP512AV8 (DNE) DO NOT ENTER (DNE) 8/AP512AV9 ↓ Two Way Traffic ↑ 9/AP512AV10 ↑ One Way Traffic ↑ 10/AP512AV11Wrong Way 11/AP512AV12(PED) CAUTION: Watch for Peds (PED) 12/AP512AV13 (NL) | Park ↑ 13/AP512AV14 ← Park 14/AP512AV15← Exit | (NR) 15/AP512AV16 ← Park | ← Exit 16/AP512AV17Park → 17/AP512AV18(ST) | ← Park | Exit → | (ST) 18/AP512AV19↑ (ADA) → 27/AP512AV20 Yellow Striping... 18/AP513AV21 Yellow Striping… 16/AP513CPEDESTRIAN SIGNSDET NO.SPEC TYPEP1 Level X 23/AP512CP2→ Level Y | Level X ← 25/AP512CP3 ← Level Y | Level X → 26/AP512CP4 Stair 19/AP512BP5 To Hospital → 20/AP512BP6 ← To Hospital 21/AP512BP7 ↑ To Hospital 22/AP512BP8Level X - Skywalk at Level 4 24/AP512CP9↑ Skywalk to Hospital ↑ 28/AP512BREGULATORY SIGNSDET NO.SPEC TYPER1 ADA 1/AP513FR2 ADA VAN 2/AP513FR3No Parking 3/AP513FR4 Compact Space 4/AP513CR5 Reserved Parking → 5/AP513CR6 Reserved Parking ← 6/AP513CR7Reserved Parking ←→ 7/AP513CR8 Caution: No Peds…in Lanes 8/AP513CR9 Live Load Sign 9/AP513CR10 Level Egress Sign - This Level… 10/AP513CR11 Level Egress Sign - Down… 11/AP513CR12 You are Here 12/AP513GR13Stair (Graphic-Braille) 13/AP513GR14 Exit Stair (Graphic-Braille) 14/AP513GR15In Case of Fire… 15/AP513CBUILDING SIGNSDET NO.SPEC TYPEB1 Elevator (Braille) 19/AP513GB2 Bike Room (Braille) 19/AP513 SIMGB3IT/Data (Braille) 19/AP513 SIMGB4 Electrical (Braille) 19/AP513 SIMGB5 Mechanical (Braille) 19/AP513 SIMGB6Maintenance (Braille) 19/AP513 SIMGSYMBOL LEGENDDET NO.(DNE) DO NOT ENTER 2/AP511(NL)NO LEFT TURN 3/AP511(NR) NO RIGHT TURN 4/AP511(ST) STOP 5/AP511(PED) PEDESTRIAN CROSSING 6/AP511(ADA)ADA SYMBOL 7/AP511SIGN MOUNTING LEGENDDETAIL NO.AWALL/COLUMN MOUNT 1/AP521BTEE STEM MOUNT 2/AP521C SWING FRAME MOUNT 3 & 4/AP521D SPANDREL POST MOUNT 5/AP521ECLEARANCE BAR 6/AP521F ALUMINUM LETTERS 7/AP521G LIGHT POLE MOUNT 8 & 9/AP521HCHAIN LINK MOUNT 10/AP521COLOR CHARTLEVEL SIGN BACKGROUND SIGN COPY4BLUEWHITE3GREEN WHITE2 PURPLE WHITE1 RED WHITESIGNAGE IS INCLUDED FOR INFORMATION ONLY AND IS NOT PART OF THIS BID PACKAGETrue NorthMOBHOSPITALBSKYBRIDGEPARKINGGARAGEACArchitecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / Structural PackagePROJECT NO. DATEMSKTD& AssociatesKEY PLAN10/11/2019 1:01:25 PMLEVEL 1 PLAN -ARCHITECTURAL PARKINGAP101Carmel, IndianaFranciscan OrthopedicCenter of Excellence738210/11/2019NEW PARKING STRUCTUREEL 100'-3"LEVEL 1EL 111'-7"LEVEL 2EL 122'-11"LEVEL 3EL 134'-3"LEVEL 4ISOMETRIC VIEWNORTH1/16" = 1'-0"1LEVEL 1 PLAN - ARCHITECTURAL PARKINGREV. DATEGarage / Bridgeal Package P1PDPCPBPAPA.3PA.2P2P3P4P5P6P7P8P7.8P1.2P4.4PE1'-0"11'-3"34'-0"48'-0"36'-0"14'-11"12'-6"8'-7"6'-0"30'-0"48'-0"35'-0"11'-3"1'-0"36'-0"36'-0"45'-3"46'-3"21'-2 1/2"57'-9 1/2"62'-0"37'-0"6'-4"14'-5 1/2"57'-9 1/2"P1-AP2-AV2-BV1-BP3-AP1-AP6-BP7-BV11-BP5-BP7-BV10-BP4-BV3-BP6-BP5-BV9-BV9-BV10-BV11-BP7-BP7-BP6-BP5-BP6-CP5-CV3-BV8-CV5-CV4-CV12-BV7-CV8-CV6-CR4-AR4-AR4-AR4-AR2-AR1-AR1-DR1-AR1-DR1-AR1-AR1-DR2-ATOP OF SIGN = TOP OF WALLR1-DAP4012AP4016P4.8SIGN LOCATED ABOVE R4 SIGNSIGN LOCATED ABOVE R4 SIGNSIGN LOCATED ABOVE R4 SIGNREFER TO NOTE 2, TYPREFER TO NOTE 2, TYPREFER TO NOTE 3, TYPREFER TO NOTE 3, TYPREFER TO NOTE 4, TYPREFER TO NOTE 4, TYPREFER TO NOTE 6, TYPREFER TO NOTE 6, TYPP5.2P7.1297'-6"P1-AP1-AP1-AP1-AR4-AR4-ASIGN LOCATED ABOVE R4 SIGNSIGN LOCATED ABOVE R4 SIGNR4-A1'-10"8'-0"REFER TO AP103 FOR CONTINUATION(22) SPACES @ 9'-0" = 198'-0"REFER TO AP101 FOR CONTINUATION8'-0"1'-10"3'-6"1'-10"8'-0"REFER TO AP103 FOR CONTINUATION(22) SPACES @ 9'-0" = 198'-0"3'-6"REFER TO AP102 FOR CONTINUATION8'-0"1'-10"9'-0" TYP18'-0" TYP9'-0" TYP18'-0" TYP5'-11"9'-0"9'-0"4'-10"(26) SPACES @ 9'-4" = 242'-8"18'-0" TYP9'-0" TYP75°6'-4"8'-3"(21) SPACES @ 9'-4" = 196'-0"7'-5"2'-9"5'-4"7'-5"(21) SPACES @ 9'-4" = 196'-0"8'-3"6'-4"18'-0" TYP9'-0" TYP75°75°9'-0" TYP18'-0" TYP(13) SPACES @ 9'-4" = 121'-4"4'-10"9'-0"9'-0"18'-0" TYP9'-0" TYP75°75°75°5'-4"2'-9"8'-3"(12) SPACES @ 9'-4" = 112'-0"4'-10"9'-0"9'-0"9"(8) SPACES @ 9'-4" = 74'-8"8'-3"5'-2"8'-3"8'-3"8'-3"8'-3"8'-3"13'-0"8'-3"8'-3"5'-3"8'-3"8'-3"5'-2"8'-3"(5) SPACES @ 9'-4" = 46'-8"4'-10"9'-0"9'-0"17'-9"9'-0" TYP18'-0" TYP9'-0" TYP18'-0" TYPEQEQUPDNSPSPSPSPSPSPSPSPSPSPR4-AR4-A180'-9"20'-0"1'-2 1/2"57'-9 1/2"62'-0"37'-0"6'-4"14'-5 1/2"1'-11 1/2"V20-BV20-BV20-BV20-BV20-CV21-AV21-AV21-AV21-AV20-CSIGN LOCATED ABOVE R4 SIGNSPSPXXX-XSPSHEET NOTES:NO SYMB NOTE1 REPRESENTS PLAN MATCH LINE.2PARKING SPACE STRIPING TO BE 4" WIDE TRAFFIC YELLOW OR WHITE STRIPING, REFER TO STRIPING KEY PLANS ON SHEET AP501. WHITE PARKING SPACE STRIPING INDICATES VISITOR SPACES AND YELLOW PARKING SPACE STRIPING INDICATES EMPLOYEE. SINGLE LINE CONFIGURATION WILL BE USED FOR ALL PARKING SPACE STRIPING. ALSO REFER TO SHEET AP501 FOR ADDITIONAL STRIPING INFORMATION.3CROSS HATCH STRIPING TO BE 4" WIDE TRAFFIC YELLOW STRIPING AT 24" OC WITH BACK-ROLLED SLIP-RESISTANT ADDITIVE AS SHOWN IN PLANS, REFER TO SHEET AP501 FOR ADDITIONAL INFORMATION.4DIRECTIONAL ARROWS TO BE PAINTED TRAFFIC YELLOW WITH BACK-ROLLED SLIP-RESISTANT ADDITIVE AS SHOWN ON PLANS, REFER TO SHEET AP501 FOR ADDITIONAL INFORMATION. 5PAVEMENT GRAPHICS TO BE PAINTED AS SHOWN ON PLANS WITH BACK-ROLLED SLIP-RESISTANT ADDITIVE, REFER TO SHEET AP501 FOR ADDITIONAL INFORMATION.6REPRESENTS SIGN MARK AS DEFINED ON SIGN LEGEND. THE LETTER AFTER THE DASH (-) REPRESENTS THE MOUNTING DETAIL, REFER TO SIGN MOUNTING LEGEND. SIGN TO BE PLACED APPROXIMATELY AS SHOWN ON PLANS. REFER TO DETAIL 11/AP521 FOR ADDITIONAL INFORMATION.7 REPRESENTS A PRECAST BOLLARD, REFER TO 14/S-551.8 REPRESENTS A STEEL BOLLARD, REFER TO 15/S-551.9 ALL SIGNS LOCATED AT ENTRY/EXIT SHALL BE CENTERED IN LANES, TYPICAL.10UNDERSIDE OF ALL CONCRETE FLOOR SLABS SHALL RECIEVE WHITE CONCRETE STAIN. AREA TO INCLUDE ALL BEAM & GIRDER SIDES & BOTTOM AS WELL AS COLUMN SURFACE DOWN TO THE LOWEST BEAM OR GIRDER DEPTH. REFER TO SPEC SECTION 09 91 00 FOR ADDITIONAL INFORMATION.11INDICATES STAND PIPE. ALL VERTICAL RISERS FOR PLUMBING, ELECTRICAL AND MECHANCIAL SYSTEMS SHALL BE PROTECTED BY STEEL PIPE GUARDS, REFER TO DETAILS 8 & 9/S-551. REFER TO MECH. DRAWINGS FOR PIPE LOCATIONS.SIGN LEGENDENTRY-EXIT SIGNSDET NO.SPEC TYPEE1 ENTER 7/AP521EE2 EXIT 7/AP521EE3 8'-2" CLEARANCE 8'-2" 12/AP511DE4 (DNE) DO NOT ENTER (DNE) 13/AP511DVEHICULAR SIGNSDET NO.SPEC TYPEV1 (NL) | Park → 1/AP512AV2 (NL) | Exit → 2/AP512AV3 Park → | Exit → 3/AP512AV4 ↑ Exit 4/AP512AV5 ↑ Park → 5/AP512AV6 ↑ Park 6/AP512AV7 Exit → 7/AP512AV8 (DNE) DO NOT ENTER (DNE) 8/AP512AV9 ↓ Two Way Traffic ↑ 9/AP512AV10 ↑ One Way Traffic ↑ 10/AP512AV11 Wrong Way 11/AP512AV12 (PED) CAUTION: Watch for Peds (PED) 12/AP512AV13 (NL) | Park ↑ 13/AP512AV14 ← Park 14/AP512AV15 ← Exit | (NR) 15/AP512AV16 ← Park | ← Exit 16/AP512AV17 Park → 17/AP512AV18 (ST) | ← Park | Exit → | (ST) 18/AP512AV19 ↑ (ADA) → 27/AP512AV20 Yellow Striping... 18/AP513AV21 Yellow Striping… 16/AP513CPEDESTRIAN SIGNSDET NO.SPEC TYPEP1 Level X 23/AP512CP2 → Level Y | Level X ← 25/AP512CP3 ← Level Y | Level X → 26/AP512CP4 Stair 19/AP512BP5 To Hospital → 20/AP512BP6 ← To Hospital 21/AP512BP7 ↑ To Hospital 22/AP512BP8 Level X - Skywalk at Level 4 24/AP512CP9 ↑ Skywalk to Hospital ↑ 28/AP512BREGULATORY SIGNSDET NO.SPEC TYPER1 ADA 1/AP513FR2 ADA VAN 2/AP513FR3 No Parking 3/AP513FR4 Compact Space 4/AP513CR5 Reserved Parking → 5/AP513CR6 Reserved Parking ← 6/AP513CR7 Reserved Parking ←→ 7/AP513CR8 Caution: No Peds…in Lanes 8/AP513CR9 Live Load Sign 9/AP513CR10 Level Egress Sign - This Level… 10/AP513CR11 Level Egress Sign - Down… 11/AP513CR12 You are Here 12/AP513GR13 Stair (Graphic-Braille) 13/AP513GR14 Exit Stair (Graphic-Braille) 14/AP513GR15 In Case of Fire… 15/AP513CBUILDING SIGNSDET NO.SPEC TYPEB1 Elevator (Braille) 19/AP513GB2 Bike Room (Braille) 19/AP513 SIMGB3 IT/Data (Braille) 19/AP513 SIMGB4 Electrical (Braille) 19/AP513 SIMGB5 Mechanical (Braille) 19/AP513 SIMGB6 Maintenance (Braille) 19/AP513 SIMGSYMBOL LEGENDDET NO.(DNE) DO NOT ENTER 2/AP511(NL) NO LEFT TURN 3/AP511(NR) NO RIGHT TURN 4/AP511(ST) STOP 5/AP511(PED) PEDESTRIAN CROSSING 6/AP511(ADA) ADA SYMBOL 7/AP511SIGN MOUNTING LEGENDDETAIL NO.AWALL/COLUMN MOUNT 1/AP521BTEE STEM MOUNT 2/AP521C SWING FRAME MOUNT 3 & 4/AP521D SPANDREL POST MOUNT 5/AP521ECLEARANCE BAR 6/AP521F ALUMINUM LETTERS 7/AP521G LIGHT POLE MOUNT 8 & 9/AP521HCHAIN LINK MOUNT 10/AP521COLOR CHARTLEVEL SIGN BACKGROUND SIGN COPY4 BLUE WHITE3 GREEN WHITE2 PURPLE WHITE1 RED WHITESIGNAGE IS INCLUDED FOR INFORMATION ONLY AND IS NOT PART OF THIS BID PACKAGETrue NorthMOBHOSPITALBSKYBRIDGEPARKINGGARAGEACArchitecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& AssociatesKEY PLAN10/11/2019 1:01:56 PMLEVEL 2 PLAN -ARCHITECTURAL PARKINGAP102Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTUREEL 100'-3"LEVEL 1EL 111'-7"LEVEL 2EL 122'-11"LEVEL 3EL 134'-3"LEVEL 4ISOMETRIC VIEWNORTH1/16" = 1'-0"1LEVEL 2 PLAN - ARCHITECTURAL PARKINGREV. DATEGarage / Bridgeal Package P1PDPCPBPAPA.3PA.2P2P3P4P5P6P7P8P7.8P1.2P4.4PE11'-3"34'-0"48'-0"36'-0"14'-11"12'-6"8'-7"6'-0"30'-0"48'-0"35'-0"11'-3"1'-0"36'-0"36'-0"45'-3"46'-3"57'-9 1/2"P1-AP2-AV2-BV1-BP3-AP1-AP6-BP7-BP5-BP7-BP4-BV3-BP6-BP5-BP7-BP6-CP5-CV3-BV8-CV5-CV4-CV8-CR4-AR4-AR4-AR4-ATOP OF SIGN = TOP OF WALLP6-BP5-BR2-AR1-AR1-DR1-AR1-DR1-AR1-AR1-DR2-AR1-DAP4013AP4017P4.8SIGN LOCATED ABOVE R4 SIGNSIGN LOCATED ABOVE R4 SIGNSIGN LOCATED ABOVE R4 SIGNREFER TO NOTE 2, TYPREFER TO NOTE 2, TYPREFER TO NOTE 3, TYPREFER TO NOTE 3, TYPREFER TO NOTE 4, TYPREFER TO NOTE 4, TYPREFER TO NOTE 6, TYPREFER TO NOTE 6, TYPP5.2P7.1V7-CV6-CP1-AP1-AP1-AP1-AR4-AR4-ASIGN LOCATED ABOVE R4 SIGNSIGN LOCATED ABOVE R4 SIGNR4-A5'-11"9'-0"9'-0"4'-10"(26) SPACES @ 9'-4" = 242'-8"18'-0" TYP9'-0" TYP75°8'-3"(21) SPACES @ 9'-4" = 196'-0"7'-5"2'-9"7'-5"(21) SPACES @ 9'-4" = 196'-0"8'-3"6'-4"18'-0" TYP9'-0" TYP75°75°9'-0" TYP18'-0" TYP(13) SPACES @ 9'-4" = 121'-4"4'-10"9'-0"9'-0"18'-0" TYP9'-0" TYP75°75°75°5'-4"2'-9"8'-3"(12) SPACES @ 9'-4" = 112'-0"4'-10"9'-0"9'-0"9"(8) SPACES @ 9'-4" = 74'-8"8'-3"5'-2"8'-3"8'-3"8'-3"8'-3"8'-3"13'-0"8'-3"8'-3"5'-2"8'-3"8'-3"5'-2"8'-3"(5) SPACES @ 9'-4" = 46'-8"4'-10"9'-0"9'-0"17'-9"9'-0" TYP17'-8" TYP9'-0" TYP18'-0" TYP5'-4"1'-10"8'-0"REFER TO AP104 FOR CONTINUATION(22) SPACES @ 9'-0" = 198'-0"REFER TO AP102 FOR CONTINUATION8'-0"1'-10"1'-10"8'-0"REFER TO AP104 FOR CONTINUATION(22) SPACES @ 9'-0" = 198'-0"REFER TO AP102 FOR CONTINUATION8'-0"1'-10"9'-0" TYP18'-0" TYP18'-0" TYP9'-0" TYPEQEQUPDN3'-6"3'-6"6'-4"SPSPSPSPSPSPSPSPSPSPR4-AR4-A180'-9"20'-0"1'-2 1/2"57'-9 1/2"62'-0"37'-0"6'-4"14'-5 1/2"1'-11 1/2"297'-6"V11-BV10-BV10-BV11-BV12-BV20-BV20-BV20-BV20-BV20-CV21-AV21-AV21-AV21-AV20-CSIGN LOCATED ABOVE R4 SIGNSPSPXXX-XSPSHEET NOTES:NO SYMB NOTE1 REPRESENTS PLAN MATCH LINE.2PARKING SPACE STRIPING TO BE 4" WIDE TRAFFIC YELLOW OR WHITE STRIPING, REFER TO STRIPING KEY PLANS ON SHEET AP501. WHITE PARKING SPACE STRIPING INDICATES VISITOR SPACES AND YELLOW PARKING SPACE STRIPING INDICATES EMPLOYEE. SINGLE LINE CONFIGURATION WILL BE USED FOR ALL PARKING SPACE STRIPING. ALSO REFER TO SHEET AP501 FOR ADDITIONAL STRIPING INFORMATION.3CROSS HATCH STRIPING TO BE 4" WIDE TRAFFIC YELLOW STRIPING AT 24" OC WITH BACK-ROLLED SLIP-RESISTANT ADDITIVE AS SHOWN IN PLANS, REFER TO SHEET AP501 FOR ADDITIONAL INFORMATION.4DIRECTIONAL ARROWS TO BE PAINTED TRAFFIC YELLOW WITH BACK-ROLLED SLIP-RESISTANT ADDITIVE AS SHOWN ON PLANS, REFER TO SHEET AP501 FOR ADDITIONAL INFORMATION. 5PAVEMENT GRAPHICS TO BE PAINTED AS SHOWN ON PLANS WITH BACK-ROLLED SLIP-RESISTANT ADDITIVE, REFER TO SHEET AP501 FOR ADDITIONAL INFORMATION.6REPRESENTS SIGN MARK AS DEFINED ON SIGN LEGEND. THE LETTER AFTER THE DASH (-) REPRESENTS THE MOUNTING DETAIL, REFER TO SIGN MOUNTING LEGEND. SIGN TO BE PLACED APPROXIMATELY AS SHOWN ON PLANS. REFER TO DETAIL 11/AP521 FOR ADDITIONAL INFORMATION.7 REPRESENTS A PRECAST BOLLARD, REFER TO 14/S-551.8 REPRESENTS A STEEL BOLLARD, REFER TO 15/S-551.9 ALL SIGNS LOCATED AT ENTRY/EXIT SHALL BE CENTERED IN LANES, TYPICAL.10UNDERSIDE OF ALL CONCRETE FLOOR SLABS SHALL RECIEVE WHITE CONCRETE STAIN. AREA TO INCLUDE ALL BEAM & GIRDER SIDES & BOTTOM AS WELL AS COLUMN SURFACE DOWN TO THE LOWEST BEAM OR GIRDER DEPTH. REFER TO SPEC SECTION 09 91 00 FOR ADDITIONAL INFORMATION.11INDICATES STAND PIPE. ALL VERTICAL RISERS FOR PLUMBING, ELECTRICAL AND MECHANCIAL SYSTEMS SHALL BE PROTECTED BY STEEL PIPE GUARDS, REFER TO DETAILS 8 & 9/S-551. REFER TO MECH. DRAWINGS FOR PIPE LOCATIONS.SIGN LEGENDENTRY-EXIT SIGNSDET NO.SPEC TYPEE1 ENTER 7/AP521EE2 EXIT 7/AP521EE3 8'-2" CLEARANCE 8'-2" 12/AP511DE4 (DNE) DO NOT ENTER (DNE) 13/AP511DVEHICULAR SIGNSDET NO.SPEC TYPEV1 (NL) | Park → 1/AP512AV2 (NL) | Exit → 2/AP512AV3 Park → | Exit → 3/AP512AV4 ↑ Exit 4/AP512AV5 ↑ Park → 5/AP512AV6 ↑ Park 6/AP512AV7 Exit → 7/AP512AV8 (DNE) DO NOT ENTER (DNE) 8/AP512AV9 ↓ Two Way Traffic ↑ 9/AP512AV10 ↑ One Way Traffic ↑ 10/AP512AV11 Wrong Way 11/AP512AV12 (PED) CAUTION: Watch for Peds (PED) 12/AP512AV13 (NL) | Park ↑ 13/AP512AV14 ← Park 14/AP512AV15 ← Exit | (NR) 15/AP512AV16 ← Park | ← Exit 16/AP512AV17 Park → 17/AP512AV18 (ST) | ← Park | Exit → | (ST) 18/AP512AV19 ↑ (ADA) → 27/AP512AV20 Yellow Striping... 18/AP513AV21 Yellow Striping… 16/AP513CPEDESTRIAN SIGNSDET NO.SPEC TYPEP1 Level X 23/AP512CP2 → Level Y | Level X ← 25/AP512CP3 ← Level Y | Level X → 26/AP512CP4 Stair 19/AP512BP5 To Hospital → 20/AP512BP6 ← To Hospital 21/AP512BP7 ↑ To Hospital 22/AP512BP8 Level X - Skywalk at Level 4 24/AP512CP9 ↑ Skywalk to Hospital ↑ 28/AP512BREGULATORY SIGNSDET NO.SPEC TYPER1 ADA 1/AP513FR2 ADA VAN 2/AP513FR3 No Parking 3/AP513FR4 Compact Space 4/AP513CR5 Reserved Parking → 5/AP513CR6 Reserved Parking ← 6/AP513CR7 Reserved Parking ←→ 7/AP513CR8 Caution: No Peds…in Lanes 8/AP513CR9 Live Load Sign 9/AP513CR10 Level Egress Sign - This Level… 10/AP513CR11 Level Egress Sign - Down… 11/AP513CR12 You are Here 12/AP513GR13 Stair (Graphic-Braille) 13/AP513GR14 Exit Stair (Graphic-Braille) 14/AP513GR15 In Case of Fire… 15/AP513CBUILDING SIGNSDET NO.SPEC TYPEB1 Elevator (Braille) 19/AP513GB2 Bike Room (Braille) 19/AP513 SIMGB3 IT/Data (Braille) 19/AP513 SIMGB4 Electrical (Braille) 19/AP513 SIMGB5 Mechanical (Braille) 19/AP513 SIMGB6 Maintenance (Braille) 19/AP513 SIMGSYMBOL LEGENDDET NO.(DNE) DO NOT ENTER 2/AP511(NL) NO LEFT TURN 3/AP511(NR) NO RIGHT TURN 4/AP511(ST) STOP 5/AP511(PED) PEDESTRIAN CROSSING 6/AP511(ADA) ADA SYMBOL 7/AP511SIGN MOUNTING LEGENDDETAIL NO.AWALL/COLUMN MOUNT 1/AP521BTEE STEM MOUNT 2/AP521C SWING FRAME MOUNT 3 & 4/AP521D SPANDREL POST MOUNT 5/AP521ECLEARANCE BAR 6/AP521F ALUMINUM LETTERS 7/AP521G LIGHT POLE MOUNT 8 & 9/AP521HCHAIN LINK MOUNT 10/AP521COLOR CHARTLEVEL SIGN BACKGROUND SIGN COPY4 BLUE WHITE3 GREEN WHITE2 PURPLE WHITE1 RED WHITESIGNAGE IS INCLUDED FOR INFORMATION ONLY AND IS NOT PART OF THIS BID PACKAGETrue NorthMOBHOSPITALBSKYBRIDGEPARKINGGARAGEACArchitecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& AssociatesKEY PLAN10/11/2019 1:02:28 PMLEVEL 3 PLAN -ARCHITECTURAL PARKINGAP103Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURENORTH1/16" = 1'-0"1LEVEL 3 PLAN - ARCHITECTURAL PARKINGEL 100'-3"LEVEL 1EL 111'-7"LEVEL 2EL 122'-11"LEVEL 3EL 134'-3"LEVEL 4ISOMETRIC VIEWREV. DATEGarage / Bridgeal Package P1PDPCPBPAPA.3PA.2P2P3P4P5P6P7P8P7.8P1.2P4.4PE11'-3"34'-0"48'-0"36'-0"14'-11"12'-6"8'-7"6'-0"30'-0"48'-0"35'-0"11'-3"1'-0"36'-0"36'-0"45'-3"46'-3"57'-9 1/2"UPDNP1-AP1-GP4-AR4-AR4-AR4-AR4-AR4-AR4-ATOP OF SIGN = TOP OF WALLR3-AAP4014AP4018P4.8TOP OF SIGN = TOP OF COLUMNSIGN LOCATED ABOVE R4 SIGNTOP OF SIGN = TOP OF COLUMNTOP OF SIGN = TOP OF COLUMNTOP OF SIGN = TOP OF WALLTOP OF SIGN = TOP OF WALLREFER TO NOTE 2, TYPREFER TO NOTE 2, TYPREFER TO NOTE 3, TYPREFER TO NOTE 3, TYPREFER TO NOTE 4, TYPREFER TO NOTE 4, TYPREFER TO NOTE 6, TYPREFER TO NOTE 6, TYPP7-AP5.2P7.1SKYBRIDGEP1-GP1-GP1-GP1-AR4-AR4-ASIGN LOCATED ABOVE R4 SIGNR4-A9'-0"9'-0"4'-10"(26) SPACES @ 9'-4" = 242'-8"18'-0" TYP9'-0" TYP75°7'-5"(21) SPACES @ 9'-4" = 196'-0"8'-3"18'-0" TYP9'-0" TYP75°75°9'-0" TYP18'-0" TYP(13) SPACES @ 9'-4" = 121'-4"4'-10"9'-0"9'-0"18'-0" TYP9'-0" TYP75°75°8'-3"(12) SPACES @ 9'-4" = 112'-0"4'-10"9'-0"9'-0"9"9'-0" TYP18'-0" TYPREFER TO AP103 FOR CONTINUATION8'-0"1'-10"1'-10"8'-0"(3) SPACES @ 9'-0" = 27'-0"REFER TO AP103 FOR CONTINUATION8'-0"2'-9"5'-4"3'-6"1'-10"8'-0"9'-0"9'-0"3'-6"6'-4"8'-3"(21) SPACES @ 9'-4" = 196'-0"7'-5"5'-4"2'-9"(14) SPACES @ 9'-4" = 130'-8"13'-2"(10) SPACES @ 9'-4" = 93'-4"4'-10"9'-0"9'-0"20'-3"TYP18'-0"18'-0" TYP18'-0" TYP9'-0" TYP75°EQEQ6'-4"1'-10"180'-9"20'-0"1'-2 1/2"57'-9 1/2"62'-0"37'-0"6'-4"14'-5 1/2"1'-11 1/2"297'-6"V21-AV21-AV21-AV21-ATOP OF SIGN = TOP OF COLUMNTOP OF SIGN = TOP OF COLUMNTOP OF SIGN = TOP OF COLUMN.TOP OF SIGN = TOP OF COLUMN SIGN LOCATED ABOVE R4 SIGNP1-GSIGN LOCATED ABOVE R4 SIGNP1-GTOP OF SIGN = TOP OF COLUMNXXX-XSPSHEET NOTES:NO SYMB NOTE1 REPRESENTS PLAN MATCH LINE.2PARKING SPACE STRIPING TO BE 4" WIDE TRAFFIC YELLOW OR WHITE STRIPING, REFER TO STRIPING KEY PLANS ON SHEET AP501. WHITE PARKING SPACE STRIPING INDICATES VISITOR SPACES AND YELLOW PARKING SPACE STRIPING INDICATES EMPLOYEE. SINGLE LINE CONFIGURATION WILL BE USED FOR ALL PARKING SPACE STRIPING. ALSO REFER TO SHEET AP501 FOR ADDITIONAL STRIPING INFORMATION.3CROSS HATCH STRIPING TO BE 4" WIDE TRAFFIC YELLOW STRIPING AT 24" OC WITH BACK-ROLLED SLIP-RESISTANT ADDITIVE AS SHOWN IN PLANS, REFER TO SHEET AP501 FOR ADDITIONAL INFORMATION.4DIRECTIONAL ARROWS TO BE PAINTED TRAFFIC YELLOW WITH BACK-ROLLED SLIP-RESISTANT ADDITIVE AS SHOWN ON PLANS, REFER TO SHEET AP501 FOR ADDITIONAL INFORMATION. 5PAVEMENT GRAPHICS TO BE PAINTED AS SHOWN ON PLANS WITH BACK-ROLLED SLIP-RESISTANT ADDITIVE, REFER TO SHEET AP501 FOR ADDITIONAL INFORMATION.6REPRESENTS SIGN MARK AS DEFINED ON SIGN LEGEND. THE LETTER AFTER THE DASH (-) REPRESENTS THE MOUNTING DETAIL, REFER TO SIGN MOUNTING LEGEND. SIGN TO BE PLACED APPROXIMATELY AS SHOWN ON PLANS. REFER TO DETAIL 11/AP521 FOR ADDITIONAL INFORMATION.7 REPRESENTS A PRECAST BOLLARD, REFER TO 14/S-551.8 REPRESENTS A STEEL BOLLARD, REFER TO 15/S-551.9 ALL SIGNS LOCATED AT ENTRY/EXIT SHALL BE CENTERED IN LANES, TYPICAL.10UNDERSIDE OF ALL CONCRETE FLOOR SLABS SHALL RECIEVE WHITE CONCRETE STAIN. AREA TO INCLUDE ALL BEAM & GIRDER SIDES & BOTTOM AS WELL AS COLUMN SURFACE DOWN TO THE LOWEST BEAM OR GIRDER DEPTH. REFER TO SPEC SECTION 09 91 00 FOR ADDITIONAL INFORMATION.11INDICATES STAND PIPE. ALL VERTICAL RISERS FOR PLUMBING, ELECTRICAL AND MECHANCIAL SYSTEMS SHALL BE PROTECTED BY STEEL PIPE GUARDS, REFER TO DETAILS 8 & 9/S-551. REFER TO MECH. DRAWINGS FOR PIPE LOCATIONS.SIGN LEGENDENTRY-EXIT SIGNSDET NO.SPEC TYPEE1 ENTER 7/AP521EE2 EXIT 7/AP521EE3 8'-2" CLEARANCE 8'-2" 12/AP511DE4 (DNE) DO NOT ENTER (DNE) 13/AP511DVEHICULAR SIGNSDET NO.SPEC TYPEV1 (NL) | Park → 1/AP512AV2 (NL) | Exit → 2/AP512AV3 Park → | Exit → 3/AP512AV4 ↑ Exit 4/AP512AV5 ↑ Park → 5/AP512AV6 ↑ Park 6/AP512AV7 Exit → 7/AP512AV8 (DNE) DO NOT ENTER (DNE) 8/AP512AV9 ↓ Two Way Traffic ↑ 9/AP512AV10 ↑ One Way Traffic ↑ 10/AP512AV11 Wrong Way 11/AP512AV12 (PED) CAUTION: Watch for Peds (PED) 12/AP512AV13 (NL) | Park ↑ 13/AP512AV14 ← Park 14/AP512AV15 ← Exit | (NR) 15/AP512AV16 ← Park | ← Exit 16/AP512AV17 Park → 17/AP512AV18 (ST) | ← Park | Exit → | (ST) 18/AP512AV19 ↑ (ADA) → 27/AP512AV20 Yellow Striping... 18/AP513AV21 Yellow Striping… 16/AP513CPEDESTRIAN SIGNSDET NO.SPEC TYPEP1 Level X 23/AP512CP2 → Level Y | Level X ← 25/AP512CP3 ← Level Y | Level X → 26/AP512CP4 Stair 19/AP512BP5 To Hospital → 20/AP512BP6 ← To Hospital 21/AP512BP7 ↑ To Hospital 22/AP512BP8 Level X - Skywalk at Level 4 24/AP512CP9 ↑ Skywalk to Hospital ↑ 28/AP512BREGULATORY SIGNSDET NO.SPEC TYPER1 ADA 1/AP513FR2 ADA VAN 2/AP513FR3 No Parking 3/AP513FR4 Compact Space 4/AP513CR5 Reserved Parking → 5/AP513CR6 Reserved Parking ← 6/AP513CR7 Reserved Parking ←→ 7/AP513CR8 Caution: No Peds…in Lanes 8/AP513CR9 Live Load Sign 9/AP513CR10 Level Egress Sign - This Level… 10/AP513CR11 Level Egress Sign - Down… 11/AP513CR12 You are Here 12/AP513GR13 Stair (Graphic-Braille) 13/AP513GR14 Exit Stair (Graphic-Braille) 14/AP513GR15 In Case of Fire… 15/AP513CBUILDING SIGNSDET NO.SPEC TYPEB1 Elevator (Braille) 19/AP513GB2 Bike Room (Braille) 19/AP513 SIMGB3 IT/Data (Braille) 19/AP513 SIMGB4 Electrical (Braille) 19/AP513 SIMGB5 Mechanical (Braille) 19/AP513 SIMGB6 Maintenance (Braille) 19/AP513 SIMGSYMBOL LEGENDDET NO.(DNE) DO NOT ENTER 2/AP511(NL) NO LEFT TURN 3/AP511(NR) NO RIGHT TURN 4/AP511(ST) STOP 5/AP511(PED) PEDESTRIAN CROSSING 6/AP511(ADA) ADA SYMBOL 7/AP511SIGN MOUNTING LEGENDDETAIL NO.AWALL/COLUMN MOUNT 1/AP521BTEE STEM MOUNT 2/AP521C SWING FRAME MOUNT 3 & 4/AP521D SPANDREL POST MOUNT 5/AP521ECLEARANCE BAR 6/AP521F ALUMINUM LETTERS 7/AP521G LIGHT POLE MOUNT 8 & 9/AP521HCHAIN LINK MOUNT 10/AP521COLOR CHARTLEVEL SIGN BACKGROUND SIGN COPY4 BLUE WHITE3 GREEN WHITE2 PURPLE WHITE1 RED WHITESIGNAGE IS INCLUDED FOR INFORMATION ONLY AND IS NOT PART OF THIS BID PACKAGETrue NorthMOBHOSPITALBSKYBRIDGEPARKINGGARAGEACArchitecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& AssociatesKEY PLAN10/11/2019 1:02:31 PMLEVEL 4 PLAN -ARCHITECTURAL PARKINGAP104Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTUREEL 100'-3"LEVEL 1EL 111'-7"LEVEL 2EL 122'-11"LEVEL 3EL 134'-3"LEVEL 4ISOMETRIC VIEWNORTH1/16" = 1'-0"1LEVEL 4 PLAN - ARCHITECTURAL PARKINGREV. DATEGarage / Bridgeal Package PDP5P4.4PE12'-6"8'-7"21'-2 1/2"P4.8P8-AB1-AR15-AR13-AR12-AP8-AR10-APDP5P4.4PE12'-6"8'-7"21'-2 1/2"P4.8P8-AB1-AR15-AR12-AR11-AR13-AP8-APDP5P4.4PE12'-6"8'-7"21'-2 1/2"P4.8R12-AP8-AB1-AR15-AR13-AP8-AR11-APDP5P4.4PE12'-6"8'-7"21'-2 1/2"P4.8P9-AR12-AP8-AB1-AR15-AR13-AP8-AR11-APAPA.3PA.2P8P7.811'-3"14'-5 1/2"6'-4"R10-AR13-AR12-AP1-APAPA.3PA.2P8P7.811'-3"14'-5 1/2"6'-4"R11-AR14-AR12-AP1-APAPA.3PA.2P8P7.811'-3"14'-5 1/2"6'-4"R11-AR14-AR12-AP1-APAPA.3PA.2P8P7.811'-3"14'-5 1/2"6'-4"R11-AR14-AR12-AP1-ASIGN LEGENDENTRY-EXIT SIGNSDET NO.SPEC TYPEE1 ENTER 7/AP521EE2 EXIT 7/AP521EE3 8'-2" CLEARANCE 8'-2" 12/AP511DE4 (DNE) DO NOT ENTER (DNE) 13/AP511DVEHICULAR SIGNSDET NO.SPEC TYPEV1 (NL) | Park → 1/AP512AV2 (NL) | Exit → 2/AP512AV3 Park → | Exit → 3/AP512AV4 ↑ Exit 4/AP512AV5 ↑ Park → 5/AP512AV6 ↑ Park 6/AP512AV7 Exit → 7/AP512AV8 (DNE) DO NOT ENTER (DNE) 8/AP512AV9 ↓ Two Way Traffic ↑ 9/AP512AV10 ↑ One Way Traffic ↑ 10/AP512AV11 Wrong Way 11/AP512AV12 (PED) CAUTION: Watch for Peds (PED) 12/AP512AV13 (NL) | Park ↑ 13/AP512AV14 ← Park 14/AP512AV15 ← Exit | (NR) 15/AP512AV16 ← Park | ← Exit 16/AP512AV17 Park → 17/AP512AV18 (ST) | ← Park | Exit → | (ST) 18/AP512AV19 ↑ (ADA) → 27/AP512AV20 Yellow Striping... 18/AP513AV21 Yellow Striping… 16/AP513CPEDESTRIAN SIGNSDET NO.SPEC TYPEP1 Level X 23/AP512CP2 → Level Y | Level X ← 25/AP512CP3 ← Level Y | Level X → 26/AP512CP4 Stair 19/AP512BP5 To Hospital → 20/AP512BP6 ← To Hospital 21/AP512BP7 ↑ To Hospital 22/AP512BP8 Level X - Skywalk at Level 4 24/AP512CP9 ↑ Skywalk to Hospital ↑ 28/AP512BREGULATORY SIGNSDET NO.SPEC TYPER1 ADA 1/AP513FR2 ADA VAN 2/AP513FR3 No Parking 3/AP513FR4 Compact Space 4/AP513CR5 Reserved Parking → 5/AP513CR6 Reserved Parking ← 6/AP513CR7 Reserved Parking ←→ 7/AP513CR8 Caution: No Peds…in Lanes 8/AP513CR9 Live Load Sign 9/AP513CR10 Level Egress Sign - This Level… 10/AP513CR11 Level Egress Sign - Down… 11/AP513CR12 You are Here 12/AP513GR13 Stair (Graphic-Braille) 13/AP513GR14 Exit Stair (Graphic-Braille) 14/AP513GR15 In Case of Fire… 15/AP513CBUILDING SIGNSDET NO.SPEC TYPEB1 Elevator (Braille) 19/AP513GB2 Bike Room (Braille) 19/AP513 SIMGB3 IT/Data (Braille) 19/AP513 SIMGB4 Electrical (Braille) 19/AP513 SIMGB5 Mechanical (Braille) 19/AP513 SIMGB6 Maintenance (Braille) 19/AP513 SIMGSYMBOL LEGENDDET NO.(DNE) DO NOT ENTER 2/AP511(NL) NO LEFT TURN 3/AP511(NR) NO RIGHT TURN 4/AP511(ST) STOP 5/AP511(PED) PEDESTRIAN CROSSING 6/AP511(ADA) ADA SYMBOL 7/AP511SIGN MOUNTING LEGENDDETAIL NO.AWALL/COLUMN MOUNT 1/AP521BTEE STEM MOUNT 2/AP521C SWING FRAME MOUNT 3 & 4/AP521D SPANDREL POST MOUNT 5/AP521ECLEARANCE BAR 6/AP521F ALUMINUM LETTERS 7/AP521G LIGHT POLE MOUNT 8 & 9/AP521HCHAIN LINK MOUNT 10/AP521COLOR CHARTLEVEL SIGN BACKGROUND SIGN COPY4 BLUE WHITE3 GREEN WHITE2 PURPLE WHITE1 RED WHITESIGNAGE IS INCLUDED FOR INFORMATION ONLY AND IS NOT PART OF THIS BID PACKAGEArchitecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& AssociatesPRELIMINARYNOT FORCONSTRUCTION10/11/2019 1:02:35 PMENLARGED STAIR TOWERPLANS - ARCHITECTURALPARKINGAP401Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURENORTH1/8" = 1'-0"1LEVEL 1 PLAN - SOUTH TOWERNORTH1/8" = 1'-0"2LEVEL 2 PLAN - SOUTH TOWERNORTH1/8" = 1'-0"3LEVEL 3 PLAN - SOUTH TOWERNORTH1/8" = 1'-0"4LEVEL 4 PLAN - SOUTH TOWER1/8" = 1'-0"5LEVEL 1 PLAN - EAST TOWER1/8" = 1'-0"6LEVEL 2 PLAN - EAST TOWER1/8" = 1'-0"7LEVEL 3 PLAN - EAST TOWER1/8" = 1'-0"8LEVEL 4 PLAN - EAST TOWERREV. DATEGarage / Bridgeal Package STOP STOP9'-0"1'-0"18'-0"4" WIDE STRIPE, TYPEDGE OF BARRIER OR WALL8'-0"1'-0"16'-0"4" WIDE STRIPE, TYPEDGE OF BARRIER OR WALL4'-0" LONG, 4" WIDE STRIPE AT CENTER OF SPACE75.00°1'-0"18'-0"4" WIDE STRIPE, TYPEDGE OF BARRIER OR WALL9'-4"9'-0"75.00°1'-0"4" WIDE STRIPE, TYPEDGE OF BARRIER OR WALL4'-0" LONG, 4" WIDE STRIPE AT CENTER OF SPACE8'-0"1 6 '-0 "8'-3"4" WIDE STRIPE, TYPREFER TO DETAIL 13/AP5014" WIDE CROSS-HATCH AT 2'-0" OC, TYPEDGE OF BARRIER OR WALL75.00°1'-0"18'-0"8'-2"5'-2"5'-0"8'-0"BLUE PAINT, TYP4" WIDE STRIPE, TYP4" WIDE CROSS-HATCH AT 2'-0" OC, TYPEDGE OF BARRIER OR WALL75.00°1'-0"18'-0"8'-3"8'-3"8'-0"8'-0"REFER TO DETAIL 13/AP501BLUE PAINT, TYPREFER TO PLAN1'-0"EDGE OF BARRIER OR WALL1'-0"TYP18'-0"9'-0"9'-0"REFER TO PLANREFER TO PLAN75.00°5'-0"5'-0"2"9"4"4".TYP3"3".7"4"4"3"3'-9"7 1/2"3"1'-2"10 1/2"3'-3"4".WHITE PAINT, TYPBLUE PAINT, TYP1'-4"1'-0"3'-8"9'-4"5'-0"8'-0"1'-0"1'-0"8'-0"NOTES:1. OVERALL DIMENSIONS TYPICAL FOR SINGLE WORD PAVEMENT MARKINGS.2. REFER TO MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES, MARKINGS SECTION FOR ADDITIONAL INFOMATION.3. PAINT TRAFFIC WHITE.8'-0" +/-CENTERLINE OF TRAFFIC LANESKIP YELLOW STRIPE OR DRIVE AISLE CENTER LINE. 4" WIDE YELLOW STRIPE, 4'-0" LONG DASH WITH 4'-0" GAP.EQEQTERMINATE SKIP YELLOW STRIPE AT FACE OF COLUMN OR EDGE OF STRIPE AT TURNS..1'-10"3'-6"1'-0"15'-6"2'-0"14'-11"18'-0"18'-0"2'-2"3'-2"1'-0"..1'-10"3'-6"1'-0"1'-0"17'-0"2'-0"15'-6"2'-9"75°3'-10"1'-6"18'-0"18'-0"9'-0"8'-0"P2PC5'-6"15'-6"2'-0"14'-11"18'-0"1'-0"6'-2"18'-0"75°1'-0"..1'-10"3'-6"1'-0"1'-0"17'-0"2'-0"15'-6"2'-9"75°3'-10"1'-6"18'-0"18'-0"9'-0"8'-0"P8PB1'-10"3'-6"1'-0"15'-6"2'-0"14'-11"18'-0"18'-0"2'-2"3'-2"1'-0"75°SHEET NOTES:NO NOTE1SINGLE LINE STRIPING IS TO BE PROVIDED - DETAILS AND PLANS SHOW 4" WIDE STRIPE. THESE CENTERLINES ARE THE CENTER OF THE STRIPE.2ALL SPACES ARE DESIGNED TO BE 18'-0" UNLESS IT IS A COMPACT SPACE, THEN SPACE DEPTH IS 16'-0".3ALL STRIPING RUNS ARE DIMENSIONED ON PLANS, FOR EACH RUN OF SPACES ONLY ONE DIMENSION IS TIED TO THE PARKING STRUCTURE.4DIMENSIONS WHICH DEFINE THE STRIPING RUNS IN THE PLANS ARE DIMENSIONS FROM VERTICAL ELEMENTS SUCH AS WALL OR COLUMN FACES, COLUMN CENTERLINE ARE NOT USED.5 STRIPING TOLERANCES:• STALL LENGTH = 2"±• STALL WIDTH = 1"±• STRIPE WIDTH = 1/4"±• OVERALL STRIPING RUN LENGTH = 2"±6ALL TRAFFIC MARKINGS ARE TRAFFIC WHITE, UNLESS NOTED OTHERWISE7 FOR ADDITIONAL INFORMATION REFER TO THE SPECIFICATIONSYELLOW PARKING SPACE STRIPING FOR EMPLOYEE PARKING SPACESLEGENDYELLOW STRIPING FOR PHYSICIAN PARKINGYELLOW PARKING SPACE STRIPING FOR EMPLOYEE PARKING SPACESLEGENDYELLOW STRIPING FOR EMPLOYEE PARKINGYELLOW PARKING SPACE STRIPING FOR EMPLOYEE PARKING SPACESLEGENDYELLOW STRIPING FOR EMPLOYEE PARKINGYELLOW PARKING SPACE STRIPING FOR EMPLOYEE PARKING SPACESLEGENDYELLOW STRIPING FOR EMPLOYEE PARKINGArchitecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& Associates10/11/2019 1:03:17 PMSTRIPING & PAVEMENTMARKING DETAILS -ARCHITECTURAL PARKINGAP501Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURE1/8" = 1'-0"190 DEG STANDARD SPACE1/8" = 1'-0"290 DEG COMPACT SPACE1/8" = 1'-0"375 DEG STANDARD SPACE1/8" = 1'-0"475 DEG COMPACT SPACE1/8" = 1'-0"575 DEG ACCESSIBLE SPACE1/8" = 1'-0"675 DEG VAN ACCESSIBLE SPACE1/8" = 1'-0"775 DEG CORNER SPACE1/2" = 1'-0"13ACCESSIBLE SYMBOL1/4" = 1'-0"14STRAIGHT ARROW MARKING1/4" = 1'-0"15STOP MARK DETAIL1/8" = 1'-0"16SKIP YELLOW DETAIL1/8" = 1'-0"8END OF ROW DETAIL - TYPICAL LEVEL1/8" = 1'-0"9END OF ROW DETAIL - TYPICAL LEVEL1/8" = 1'-0"12END OF ROW DETAIL - LEVEL 11/8" = 1'-0"10END OF ROW DETAIL - LEVEL 11/8" = 1'-0"11END OF ROW DETAIL - LEVEL 11" = 40'-0"17LEVEL 1 STRIPING KEY PLAN1" = 40'-0"18LEVEL 2 STRIPING KEY PLAN1" = 40'-0"19LEVEL 3 STRIPING KEY PLAN1" = 40'-0"20LEVEL 4 STRIPING KEY PLANREV. DATEGarage / Bridgeal Package 3"7"3" *1/2"1/2"1"6"1"1/2"1/2"10"COPY/GRAPHIC COLORBACKGROUND COLORREFLECTIVE WHITEARROW GRAPHIC1" RADIUS, TYP5"5"* SUGGESTED DIMENSION(S) - MAY VARY +2" TO MAKE SIGN WORK3"7"3" *1/2"1/2"1"6"1"1/2"1/2"10"COPY/GRAPHIC COLORBACKGROUND COLOR1" RADIUS, TYP5"5"REFER TO MUTCD R5-1FOR COLORS & GRAPHICS* SUGGESTED DIMENSION(S) - MAY VARY +2" TO MAKE SIGN WORK3"7"3"3" *1/2"1/2"1"6"1"1/2"1/2"10"COPY/GRAPHIC COLORBACKGROUND COLORREFER TO MUTCD R3-1 & R3-2FOR COLORS & GRAPHICS1" RADIUS, TYP5"5"* SUGGESTED DIMENSION(S) - MAY VARY +2" TO MAKE SIGN WORK3"7"3"3" *1/2"1/2"1"6"1"1/2"1/2"10"COPY/GRAPHIC COLORBACKGROUND COLORREFER TO MUTCD R1-1FOR COLORS & GRAPHICS1" RADIUS, TYP5"5"* SUGGESTED DIMENSION(S) - MAY VARY +2" TO MAKE SIGN WORK3"7"3" *1/2"1/2"1"6"1"1/2"1/2"10"COPY/GRAPHIC COLORBACKGROUND COLOR1" RADIUS, TYP5"5"BLACK GRAPHIC* SUGGESTED DIMENSION(S) - MAY VARY +2" TO MAKE SIGN WORK3" *1/2"1/2"1"6"1"1/2"1/2"10"COPY/GRAPHIC COLORBACKGROUND COLOR1" RADIUS, TYP* SUGGESTED DIMENSION(S) - MAY VARY +2" TO MAKE SIGN WORK3" *1/2"1/2"1/2"3"1"3"1/2"1/2"1/2"10"COPY/GRAPHIC COLORBACKGROUND COLOR1" RADIUS, TYP* SUGGESTED DIMENSION(S) - MAY VARY +2" TO MAKE SIGN WORK3" *3" *1/2"1/2"1"6"1"1/2"1/2"10"COPY/GRAPHIC COLORBACKGROUND COLOR* SUGGESTED DIMENSION(S) - MAY VARY +2" TO MAKE SIGN WORK1/2"1/2"1"6"1"1/2"1/2"10"COPY/GRAPHIC COLORBACKGROUND COLORMIN8"CLEARANCE10'-0"8"BACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTBLACKWHITE8'-2"8'-2"8'-2"8"1'-6"8"4'-4"8"1'-6"8"DO NOT ENTER8"BACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTBLACKWHITE/RED8'-2"10'-0"3"7"1'-6 1/2"5'-3"1'-6 1/2"7"3"REFER TO 2/AP511REFER TO 2/AP511P1P2CLEARANCE8'-2"8'-2"DO NOT ENTERENTEREXIT12'-0"7'-0"E4 SIGN, REFER TO DET 13/AP511E3 SIGN, REFER TO DET 12/AP51112" ALUMINUM LETTERS MOUNTED ON BENT PLATE, REFER TO DET 7/AP511STEEL BOLLARDS, REFER TO DET 15/S-551P7P8CLEARANCE8'-2"8'-2"DO NOT ENTERENTEREXITE4 SIGN, REFER TO DET 13/AP511E3 SIGN, REFER TO DET 12/AP51112'-0"11'-0"8'-2" 8'-2"12" ALUMINUM LETTERS MOUNTED ON BENT PLATE, REFER TO DET 7/AP511GRADE WALLGRADE WALLSHEET NOTES:NO NOTE1FOR COMPONENT DIMENSIONS, REFER TO SIGN COMPONENT DETAILS ON SHEET AP5112SPACE BETWEEN LETTERS IN EQUAL TO THE VERTICAL STROKE WIDTH OF THE LETTERS. (UNLESS REQUIRED TO MAKE THE SIGN DIMENSIONS WORK ±10% OF STROKE WIDTH).3 DIMENSION(S) MAY VARY ±1" TO MAKE SIGN WORK.4 ALL SIGNS TO BE MOUNTED PLUMB AND LEVEL.5MOUNTING HEIGHTS SHOWN ARE TO THE BOTTOM OF SIGN.6PRE-PUNCHED MOUNTING HOLE LOCATIONS SHOULD BE LOCATED 3/4" AWAY FROM SIGN EDGES. SIGNS 4'-0" AND LONGER SHALL HAVE SIX (6) PRE-PUNCHED HOLES WITH THE ADD'L TWO LOCATED AT TOP & BOTTOM MID-POINTS.3"7"3"3" *1/2"1/2"1"6"1"1/2"1/2"10"COPY/GRAPHIC COLORBACKGROUND COLORREFER TO MUTCD R3-1 & R3-2FOR COLORS & GRAPHICS1" RADIUS, TYP5"5"* SUGGESTED DIMENSION(S) - MAY VARY +2" TO MAKE SIGN WORK3"7"3" *1/2"1/2"1"6"1"1/2"1/2"10"COPY/GRAPHIC COLORBACKGROUND COLOR1" RADIUS, TYP5"5"WHITE REFLECTIVE GRAPHICBLUE REFLECTIVE BACKGROUNDREFER TO MUTCD STDHWY HANDICAP SYMBOL, SIM* SUGGESTED DIMENSION(S) - MAY VARY +2" TO MAKE SIGN WORKSIGNAGE IS INCLUDED FOR INFORMATION ONLY AND IS NOT PART OF THIS BID PACKAGEArchitecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& AssociatesPRELIMINARYNOT FORCONSTRUCTION10/11/2019 1:03:20 PMSIGNAGE DETAILS -ARCHITECTURAL PARKINGAP511Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURE1 1/2" = 1'-0"1SIGN COMPONENT DETAIL - ARROW1 1/2" = 1'-0"2SIGN COMPONENT DETAIL - DO NOT ENTER1 1/2" = 1'-0"3SIGN COMPONENT DETAIL - NO LEFT TURN1 1/2" = 1'-0"5SIGN COMPONENT DETAIL - STOP1 1/2" = 1'-0"6SIGN COMPONENT DETAIL - PEDESTRIAN CROSSING1 1/2" = 1'-0"8SIGN COMPONENT DETAIL - COPY1 1/2" = 1'-0"9SIGN COMPONENT DETAIL - STACKED COPY1 1/2" = 1'-0"10SIGN COMPONENT DETAIL - COPY W/ BREAK1 1/2" = 1'-0"11SIGN COMPONENT DETAIL - COPY W/ NO BREAK1" = 1'-0"12SIGN DETAIL1" = 1'-0"13SIGN DETAIL1/4" = 1'-0"14WEST ENTRY/EXIT SIGN DETAIL1/4" = 1'-0"15EAST ENTRY/EXIT SIGN DETAIL1 1/2" = 1'-0"4SIGN COMPONENT DETAIL - NO RIGHT TURN1 1/2" = 1'-0"7SIGN COMPONENT DETAIL - ADAREV. DATEGarage / Bridgeal Package Park3"7"3"3 1/2"1'-6"3 1/2"7"3"1/2"1/2"8"1/2"1/2"10"4'-0"1" RADIUS, TYPCOPY/GRAPHIC COLORBACKGROUND COLORREFER TO 3/AP511BACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTBLACKWHITE8'-4"5"5"REFER TO 1/AP511Exit3"7"3"3 1/2"1'-3"3 1/2"7"3"1/2"1/2"8"1/2"1/2"10"3'-9"1" RADIUS, TYPCOPY/GRAPHIC COLORBACKGROUND COLORREFER TO 3/AP511BACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTBLACKWHITE8'-4"5"5"REFER TO 1/AP511BACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTBLACKWHITE8'-4"Exit3"7"3 1/4"1'-3"3 1/4"3"7"3 1/4"1'-6"3 1/4"5'-6"COPY/GRAPHIC COLORBACKGROUND COLORParkREFER TO 1/AP511REFER TO 1/AP5111/2"1/2"8"1/2"1/2"1" RADIUS, TYP10"Exit3"7"5 1/2"1'-3"5 1/2"1/2"1/2"8"1/2"1/2"10"3'-0"1" RADIUS, TYPCOPY/GRAPHIC COLORBACKGROUND COLORREFER TO 1/AP511BACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTBLACKWHITE8'-4"5"5"Park3"7"3 1/2"1'-6"3 1/2"7"3"1/2"1/2"8"1/2"1/2"10"3'-9"1" RADIUS, TYPCOPY/GRAPHIC COLORBACKGROUND COLORREFER TO 1/AP511BACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTBLACKWHITE8'-4"Park3"7"4"1'-6"4"1/2"1/2"8"1/2"1/2"10"3'-0"1" RADIUS, TYPCOPY/GRAPHIC COLORBACKGROUND COLORREFER TO 1/AP511BACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTBLACKWHITE8'-4"5"5"Exit5 1/2"1'-3"5 1/2"7"3"1/2"1/2"8"1/2"1/2"10"3'-0"1" RADIUS, TYPCOPY/GRAPHIC COLORBACKGROUND COLORREFER TO 1/AP511BACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTBLACKWHITE8'-4"Do Not Enter3"7"4"3'-8"4"7"3"1/2"1/2"8"1/2"1/2"10"6'-0"1" RADIUS, TYPCOPY/GRAPHIC COLORBACKGROUND COLORREFER TO 2/AP511BACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTBLACKWHITE8'-4"REFER TO 2/AP511Two Way3"7"3"1'-4"3"7"3"1/2"1/2"8"1/2"1/2"10"3'-6"1" RADIUS, TYPCOPY/GRAPHIC COLORBACKGROUND COLORREFER TO 1/AP511BACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTYELLOWBLACK8'-4"TrafficOne Way3"7"3"1'-4"3"7"3"1/2"1/2"8"1/2"1/2"10"3'-6"1" RADIUS, TYPCOPY/GRAPHIC COLORBACKGROUND COLORREFER TO 1/AP511BACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTYELLOWBLACK8'-4"Traffic4"3'-4"4"1/2"1/2"8"1/2"1/2"10"4'-0"1" RADIUS, TYPCOPY/GRAPHIC COLORBACKGROUND COLORBACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTREDWHITE8'-4"5"5"Wrong Way3"7"3 1/2"2'-6"3 1/2"7"3"1/2"1/2"8"1/2"1/2"10"4'-9"1" RADIUS, TYPCOPY/GRAPHIC COLORBACKGROUND COLORREFER TO 6/AP511BACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTYELLOWBLACK8'-4"CAUTION - WatchREFER TO 6/AP511For PedestriansPark3"7"3"3 1/2"1'-6"3 1/2"7"3"1/2"1/2"8"1/2"1/2"10"4'-0"1" RADIUS, TYPCOPY/GRAPHIC COLORBACKGROUND COLORREFER TO 3/AP511BACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTBLACKWHITE8'-4"5"5"REFER TO 1/AP511Park3"7"4"1'-6"4"1/2"1/2"8"1/2"1/2"10"3'-0"1" RADIUS, TYPCOPY/GRAPHIC COLORBACKGROUND COLORREFER TO 1/AP511BACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTBLACKWHITE8'-4"5"5"Exit3"7"3 1/2"1'-3"3 1/2"3"7"3"1/2"1/2"8"1/2"1/2"10"3'-9"1" RADIUS, TYPCOPY/GRAPHIC COLORBACKGROUND COLORREFER TO 1/AP511BACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTBLACKWHITE8'-4"5"5"REFER TO 4/AP511Park3"7"3 1/4"1'-6"3 1/4"3"7"3 1/4"1'-3"3 1/4"1/2"1/2"8"1/2"1/2"10"5'-6"1" RADIUS, TYPCOPY/GRAPHIC COLORBACKGROUND COLORREFER TO 1/AP511BACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTBLACKWHITE8'-4"ExitREFER TO 1/AP511Park4"1'-6"4"7"3"1/2"1/2"8"1/2"1/2"10"3'-0"1" RADIUS, TYPCOPY/GRAPHIC COLORBACKGROUND COLORREFER TO 1/AP511BACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTBLACKWHITE8'-4"BACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTBLACKWHITE8'-4"Exit3"7"3"3"7"3 1/2"1'-3"3 1/2"3 1/2"1'-6"3 1/2"7"3"3"7"3"1/2"1/2"8"1/2"1/2"10"7'-9"1" RADIUS, TYPCOPY/GRAPHIC COLORBACKGROUND COLORParkREFER TO 5/AP511REFER TO 1/AP511REFER TO 5/AP511REFER TO 1/AP5112'-0"1'-6"2 7/8" COPYEQ1'-4 1/2"1 1/2"2 7/8"EQLEVEL16.5" COPYBACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTREFER TO COLOR CHART -17/AP513REFER TO COLOR CHART -17/AP5135'-0"LevelEQUAL EQUAL10"2'-0"NOTE: X & Y = LEVEL 1 THRU 4TYPEQTYP4"TYP1 1/2"TYP1 1/2"TYP1"TYP2"TYPEQLevelBACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTREFER TO COLOR CHART -17/AP513REFER TO COLOR CHART -17/AP5135'-0"REFER TO COLOR CHART & DETAIL 17/AP513 FOR COPY/SYMBOLS & BACKGROUND COLORSYXYLevelEQUAL EQUAL10"2'-0"NOTE: X & Y = LEVEL 1 THRU 4TYPEQTYP4"TYP1 1/2"TYP1 1/2"TYP1"TYP2"TYPEQXLevelBACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTREFER TO COLOR CHART -17/AP513REFER TO COLOR CHART -17/AP5135'-0"REFER TO COLOR CHART & DETAIL 17/AP513 FOR COPY/SYMBOLS & BACKGROUND COLORSStair8 1/2"1'-7"8 1/2"1/2"1/2"8"1/2"1/2"10"3'-0"1" RADIUS, TYPCOPY/GRAPHIC COLORBACKGROUND COLORBACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTWHITEBLACK8'-4"To Hospital3 1/2"3'-7"3 1/2"7"3"1/2"1/2"8"1/2"1/2"10"5'-0"1" RADIUS, TYPCOPY/GRAPHIC COLORBACKGROUND COLORREFER TO 1/AP511BACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTWHITEBLACK8'-4"1" RADIUS, TYPCOPY/GRAPHIC COLORBACKGROUND COLORREFER TO 1/AP511To Hospital3"7"3 1/2"3'-7"3 1/2"5'-0"1/2"1/2"8"1/2"1/2"10"BACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTWHITEBLACK8'-4"1" RADIUS, TYPCOPY/GRAPHIC COLORBACKGROUND COLORREFER TO 1/AP511To Hospital3"7"3 1/2"3'-7"3 1/2"5'-0"1/2"1/2"8"1/2"1/2"10"BACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTWHITEBLACK8'-4"SHEET NOTES:NO NOTE1FOR COMPONENT DIMENSIONS, REFER TO SIGN COMPONENT DETAILS ON SHEET AP5112SPACE BETWEEN LETTERS IN EQUAL TO THE VERTICAL STROKE WIDTH OF THE LETTERS. (UNLESS REQUIRED TO MAKE THE SIGN DIMENSIONS WORK ±10% OF STROKE WIDTH).3 DIMENSION(S) MAY VARY ±1" TO MAKE SIGN WORK.4 ALL SIGNS TO BE MOUNTED PLUMB AND LEVEL.5MOUNTING HEIGHTS SHOWN ARE TO THE BOTTOM OF SIGN.6PRE-PUNCHED MOUNTING HOLE LOCATIONS SHOULD BE LOCATED 3/4" AWAY FROM SIGN EDGES. SIGNS 4'-0" AND LONGER SHALL HAVE SIX (6) PRE-PUNCHED HOLES WITH THE ADD'L TWO LOCATED AT TOP & BOTTOM MID-POINTS.2'-0"1'-6"2 7/8" COPYEQ1 1/2"1/2"1 1/2"1 1/4"1'-0"1 1/4"2 7/8"EQLEVEL12" COPYBACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTREFER TO COLOR CHART -17/AP513REFER TO COLOR CHART -17/AP5135'-0"; AT ELEVATOR, REFER TO 12/AP521AT LEVEL 4SKYWALK3"7"4 1/2"7"4 1/2"7"3"1/2"1/2"8"1/2"1/2"10"3'-0"1" RADIUS, TYPCOPY/GRAPHIC COLORBACKGROUND COLORREFER TO 1/AP511BACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTBLACKWHITE8'-4"5"5"REFER TO 7/AP511Skywalk3"7"3 1/2"1'-6"3 1/2"7"3"1/2"1/2"8"1/2"1/2"10"3'-9"1" RADIUS, TYPCOPY/GRAPHIC COLORBACKGROUND COLORREFER TO 1/AP511BACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTWHITEBLACK9'-2"to HospitalSIGNAGE IS INCLUDED FOR INFORMATION ONLY AND IS NOT PART OF THIS BID PACKAGEArchitecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& AssociatesPRELIMINARYNOT FORCONSTRUCTION10/11/2019 1:03:24 PMSIGNAGE DETAILS -ARCHITECTURAL PARKINGAP512Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURE1" = 1'-0"1SIGN DETAIL1" = 1'-0"2SIGN DETAIL1" = 1'-0"3SIGN DETAIL1" = 1'-0"4SIGN DETAIL1" = 1'-0"5SIGN DETAIL1" = 1'-0"6SIGN DETAIL1" = 1'-0"7SIGN DETAIL1" = 1'-0"8SIGN DETAIL1" = 1'-0"9SIGN DETAIL1" = 1'-0"10SIGN DETAIL1" = 1'-0"11SIGN DETAIL1" = 1'-0"12SIGN DETAIL1" = 1'-0"13SIGN DETAIL1" = 1'-0"14SIGN DETAIL1" = 1'-0"15SIGN DETAIL1" = 1'-0"16SIGN DETAIL1" = 1'-0"17SIGN DETAIL1" = 1'-0"18SIGN DETAIL3" = 1'-0"23SIGN DETAIL3" = 1'-0"25SIGN DETAIL3" = 1'-0"26SIGN DETAIL1" = 1'-0"19SIGN DETAIL1" = 1'-0"20SIGN DETAIL1" = 1'-0"21SIGN DETAIL1" = 1'-0"22SIGN DETAIL3" = 1'-0"24SIGN DETAIL1" = 1'-0"27SIGN DETAIL1" = 1'-0"28SIGN DETAILREV. DATEGarage / Bridgeal Package RESERVED6"1'-6"1'-0"PARKING$250 FINEBACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTREFER TO MUTCDREFER TO MUTCD5'-0"MUTCD R7-8MUTCD R7-8P SIMRESERVEDPARKINGVANACCESSIBLE$250 FINEBACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTREFER TO MUTCDREFER TO MUTCD5'-0"MUTCD R7-8MUTCD R7-8PMUTCD R7-8P SIM6"6"1'-6"1'-0"COMPACTSPACE1'-6"1'-0"Do Not OverhangRear LineEQ1"1"1"1"2"1"2"EQBACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTWHITEBLACK5'-0"RESERVEDPARKING1'-6"1'-0"EQ2"1"2"1"2"EQBACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTWHITEBLACK5'-0"5"8"5"RESERVEDPARKING1'-6"1'-0"BACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTWHITEBLACK5'-0"5"8"5"EQ2"1"2"1"2"EQRESERVEDPARKING1'-6"1'-0"EQ2"1"2"1"2"EQBACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTWHITEBLACK5'-0"5"8"5"1'-6"1'-6"1/2"1/2"TYP1/2"TYP1 1/2"3"2"EQEQCAUTION:LANESBLACK BORDER (TOP AND BOTTOM)YELLOW BACKGROUNDNO PEDESTRIANSIN ENTRY/EXITBACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTYELLOWBLACK5'-0"PARKINGSLAB ON GRADE100 PSFSTRUCTURE LIVE LOADSPROHIBITEDVEHICLES SUPPORTED FLOORS40 PSFSTAIRS AND LOBBIES 100 PSFBUSES, TRUCKS AND SIMILARVEHICLES1'-6"1'-0"EQ1/2"1/2"1/2"1/2"5/8"5/8"1"1/2"1/2"1/2"5/8"EQ1 1/4" COPY, TYP1/2" COPY, TYPBACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTREDWHITE5'-0"LEVEL 1 TO 41'-8"1'-6"1 1/2" COPY STAIR ID = SOUTH OR EAST1" COPY, TYP1"1"1"1"5/8"1/4"5/8"1"1"1"2 1/2"5"1 1/2"1 1/2"1"ROOF ACCESSEXIT DISCHARGETHIS LEVELXX STAIRX5" COPY LEVEL NUMBER -1, 2, 3, OR 4BACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTREFER TO COLOR CHART -17/AP513REFER TO COLOR CHART -17/AP5135'-0"LEVEL 1 TO 41'-8"1'-6"1" COPY, TYP1"1"1"1"5/8"1/4"5/8"1"1"1"2 1/2"5"1 1/2"1 1/2"1"ROOF ACCESSDOWN TO LEVEL 1FOR EXIT DISCHARGEXBACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTREFER TO COLOR CHART -17/AP513REFER TO COLOR CHART -17/AP5135'-0"1 1/2" COPY STAIR ID = SOUTH OR EASTXX STAIR5" COPY LEVEL NUMBER -1, 2, 3, OR 41'-6"1'-0"YOU ARE HEREGRAPHIC TO BE PROVIDED DURING SHOP DRAWING PHASE1" 7 3/4" 1"3/4"1 1/2"BACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTWHITEBLACK5'-0"PEDESTRIANBRIDGE TO HOSPITAL LOCATED AT LEVEL 4 OF STAIR-ELEVATOR3/4" COPY, TYP1 1/2"1/2"1/2"1/2"STAIRS 1 3/4"4"EQ9"6"GRADE II BRAILLEEQ3/8"5/8" COPY, TYPBACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTBLUEWHITE4'-0"EXITSTAIRS 7/8"4"EQ9"6"GRADE II BRAILLEEQ3/8"1/4"5/8" COPY, TYPBACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTBLUEWHITE4'-0"IN CASE OF FIRE,1/2"3 3/8"EQ9"6"1/2" COPY, TYPELEVATORS AREUSE EXIT STAIRSBACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTWHITEBLACK AND REDREFER TO DET 12/AP521OUT OF SERVICE1/4"1/8"1/4"1/2"EQ1/4" TYPELEVATOR1" 1" 1"ARIAL TEXT WITH MATTE FINISHBRAILLE COPY3"1'-0"BACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTWHITEBLACKB1: REFER TO DET 12/AP521; B2-B6: 5'-0"SHEET NOTES:NO NOTE1FOR COMPONENT DIMENSIONS, REFER TO SIGN COMPONENT DETAILS ON SHEET AP5112SPACE BETWEEN LETTERS IN EQUAL TO THE VERTICAL STROKE WIDTH OF THE LETTERS. (UNLESS REQUIRED TO MAKE THE SIGN DIMENSIONS WORK ±10% OF STROKE WIDTH).3 DIMENSION(S) MAY VARY ±1" TO MAKE SIGN WORK.4 ALL SIGNS TO BE MOUNTED PLUMB AND LEVEL.5MOUNTING HEIGHTS SHOWN ARE TO THE BOTTOM OF SIGN.6PRE-PUNCHED MOUNTING HOLE LOCATIONS SHOULD BE LOCATED 3/4" AWAY FROM SIGN EDGES. SIGNS 4'-0" AND LONGER SHALL HAVE SIX (6) PRE-PUNCHED HOLES WITH THE ADD'L TWO LOCATED AT TOP & BOTTOM MID-POINTS.1'-6"1'-6"BACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTWHITEBLACK/RED5'-0"MUTCD R8-3aCOLOR CHARTLEVEL SIGN BACKGROUND SIGN COPY4 BLUE WHITE3 GREEN WHITE2 PURPLE WHITE1 RED WHITEEL 100'-3"LEVEL 1EL 111'-7"LEVEL 2EL 122'-11"LEVEL 3EL 134'-3"LEVEL 4ISOMETRIC VIEW3"4'-0"3"1/2"1/2"8"1/2"1/2"10"4'-6"1" RADIUS, TYPCOPY/GRAPHIC COLORBACKGROUND COLORBACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTYELLOWBLACK8'-4"Yellow Stripes Indicate Employee SpacesWhite Stripes Indicate Visitor SpacesSIGNAGE IS INCLUDED FOR INFORMATION ONLY AND IS NOT PART OF THIS BID PACKAGE1'-6"1'-6"1/2"1/2"TYP1/2"TYP1 1/2"EQEQEmployee SpacesBLACK BORDER (TOP AND BOTTOM)YELLOW BACKGROUNDYellow StripesIndicateBACKGROUND COLORCOPY/SYMBOL COLORMOUNTING HEIGHTYELLOWBLACK5'-0"Visitor SpacesWhite StripesIndicate2"Architecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& AssociatesPRELIMINARYNOT FORCONSTRUCTION10/11/2019 1:03:27 PMSIGNAGE DETAILS -ARCHITECTURAL PARKINGAP513Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURE3" = 1'-0"1SIGN DETAIL3" = 1'-0"2SIGN DETAIL3" = 1'-0"4SIGN DETAIL3" = 1'-0"5SIGN DETAIL3" = 1'-0"6SIGN DETAIL3" = 1'-0"7SIGN DETAIL3" = 1'-0"8SIGN DETAIL3" = 1'-0"9SIGN DETAIL3" = 1'-0"10SIGN DETAIL3" = 1'-0"11SIGN DETAIL3" = 1'-0"12SIGN DETAIL3" = 1'-0"13SIGN DETAIL3" = 1'-0"14SIGN DETAIL3" = 1'-0"15SIGN DETAIL6" = 1'-0"19SIGN DETAIL3" = 1'-0"3SIGN DETAIL12" = 1'-0"17COLOR ISOMETRIC DETAIL1" = 1'-0"18SIGN DETAIL3" = 1'-0"16SIGN DETAILREV. DATEGarage / Bridgeal Package "D"FACE OF COLUMN ORWALLEXPANSION ANCHORS @ 24" OC MAX, 1" MAX EMBED. MIN (4) PER SIGN (SHEET METAL SCREWS WHERE MOUNTING TO DOOR) (MOLLY ANCHOR WHERE MOUNTING TO DRYWALL)SIGN FACETOP OF WALL OR UPTURNED BEAMNOTE -SIGNS WHICH CONFLICTWITH ELECTRICAL CONDUIT(S) SHOULD REFER TO DETAIL 3/AP512-NFOR ALTERNATE MOUNTING DETAIL.MOUNTING HTREFER TO SIGN DETAILS2"3/4"3/4"1"PCC TEE1/8" X 1 X 2" NEOPRENE PADPADS BETWEEN TUBE & TEEHSS 1 X 1 X 1/8 (ALUM)TOP & BOTTOM OF SIGNALUM POP-RIVETS @24" OC MAX (MIN 4 PER SIGN)SIGN FACEHSS 1 X 1 X 1/8 (ALUM)TUBE HANGER (2 REQD)(4)-3/8" ⌀SS EXP ANCHORS 1" MAX EMBED1/8TYP."D " 1 /2 "1 /4 "1 /2 "1 /4 "MOUNTING HTREFER TO SIGN DETAILS"SPANJER" CASTALUMINUM LETTERS3" 1'-0"GARAGE CANOPY1/2" ⌀SPACER/ 3/8" ⌀BOLT W/ NUT AND LOCK WASHER -MIN (2) PER LETTER.3/8" THICK BENT PLATE8"1'-4"4"NOTE -PLATE TO EXTEND 1" PAST LETTERS ON EACH SIDE1"SHOP WELD PLATE TO CANOPY STRUCTURE, REFER TO STRUCTURALCENTER OF DRIVE AISLEPXXVXXVXXVXXLENGTH OF SPACEEQEQLENGTH OF SPACEEQEQEQPEDESTRIAN SIGNVEHICULAR SIGNEQEQLIGHT POLESS ANCHOR PER MANUF, TYPHSS 1 X 1 X 1/8 (ALUM) FRAMEEDGE OF SIGNNOTE:CONNECT SIGN TO ALUM FRAME WITH ALUM POP RIVETS @ 24" MAX3/4"3/4""L/2""L/2""L"3/4"3/4""D"MOUNTING HTREFER TO SIGN DETAILS9AP521LIGHT POLELOCATION OF SIGN WHEN (2) SIGNS ARE MOUNTED BACK TO BACKSS ANCHOR PER MANUF TYPHSS 1 X 1 X 1/8 (ALUM) FRAMESIGN FACENOTE:CONNECT SIGN TO ALUM FRAME WITH ALUM POP RIVETS @ 24" MAX1/8"TYPMOUNTING HTREFER TO SIGN DETAILS8AP521CONC SPANDRELOR BUMPER WALL"D"GALV STEEL CAP4"1'-0"6"AA2 1/2" OD SCHED40 GALV STL POSTALUM BRACKET W/BOND BREAKER &VANDAL PROOF NUTS& BOLTS ("ALCOA"# Z238 BRACKET)SIGN FACEGALV BENT PL 1 1/2" WIDE X 3/16" THICKSET SCREW(2)-3/8" ⌀SS EXPANSIONANCHORS 1" MAX EMBEDMOUNTING HTREFER TO SIGN DETAILS"D"3/4"3/4"1/2"1/2"1/2"1/2"1"1"L 3 X 3 X 1/4 X 0'-4"(ALUM) W/ 1" ⌀SLOTTED HOLEALUM POP-RIVETS@ 24" MAXSIGN FACELOCATION OF SIGN WHEN (2) SIGNSARE MOUNTED BACK TO BACKGRINDSMOOTHHSS 1 X 1 X 1/8 ALUM FRAME3/8" ⌀SS PIVOT BOLT & NUT(FINGER TIGHTEN NUT BY HAND)1/8" NEOPRENE PAD BETWEENL3 AND CEILING(2)-3/8" ⌀SS EXP ANCHORS 1" MAX EMBED1/8MOUNTING HTREFER TO SIGN DETAILS1"1"1"1"3AP521TO FINISH FLOORELEVATIONELEVATORCALL BUTTONSB1 SIGNR15 SIGNELEVATORIN CASE OF FIRE,ELEVATORS ARE OUT OF SERVICEUSE EXIT STAIRSLEVELP8 SIGN2'-0"1'-3"3'-6"6'-9"XAT LEVEL 4SKYWALK(4) SS EXP ANCHOR W/ SS NUT & 1" ⌀SS WASHER (1" MAX EMBED)1/4" ⌀STEEL CABLE VINYLCOVERED W/ CABLE CLAMPSFOR MESSAGE, REFER TOSIGN SCHEDULEDIRECTION OFPROVIDE (2) 1/2" ⌀HOLESIN BOTTOM OF PVC PIPE(12" FROM EACH END FORVENTILATION)8" ⌀X 1/2" WALL PVC PIPE W/ FLUSH END CAPSTOGGLE ANCHOR3/8" GALV EYEBOLT1/4 X 5 X 0'-6" LONG GALV PLATE W/ 1/8" HEOPRENE PADHSS 2X2X1/4 X 0'-8" W/ FLUSH END CAP (GALV)EXTERIOR FACE OF CONCRETEBEAM OR PCC PANELNOTE:HANGER ASSEMBLY SPACING 2'-6" OC MAX (4) MIN PER SIGNMOUNTING HTREFER TO SIGN DETAILSTRAVEL1"TOGGLE ANCHOR1/41 1/2"OF PLATE & HSSSIGN FACECHAIN LINK FENCEVANDAL PROOF GALVNUT & BOLT1" WIDE ALUM STRIPREFER TO SIGN DETAILMOUNTING HTREFER TO SIGN DETAILSSIGNAGE IS INCLUDED FOR INFORMATION ONLY AND IS NOT PART OF THIS BID PACKAGE4AP5216" MAX1/4"1/2"1/4"1/2"VARIESCL OF ALUMPOP-RIVETS1/8" NEOPRENE PADBETWEEN L3 & CEILING(2)-3/8" ⌀SS EXPANCHORS 1" MAXEMBED1/8TYPSIGN FACEHSS 1 X 1 X 1/8" ALUM FRAME3/8" ⌀SS PIVOT BOLT& NUT (FINGER TIGHTENNUT BY HAND)L3 X 3 X 1/4" X 0'-4"(ALUM) W/ 1" ⌀SLOTTED HOLEAS REQUIRED - 4'-0" MAXVERTICAL SUPPORTSMOUNTING HTREFER TO SIGN DETAILS6" MAXArchitecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& AssociatesPRELIMINARYNOT FORCONSTRUCTION10/11/2019 1:03:29 PMSIGN MOUNTING DETAILS -ARCHITECTURAL PARKINGAP521Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURE3" = 1'-0"1SIGN MOUNTING DETAIL1 1/2" = 1'-0"2SIGN MOUNTING DETAIL3" = 1'-0"7SIGN MOUNTING DETAIL12" = 1'-0"11SIGN LOCATION DETAIL1 1/2" = 1'-0"8SIGN MOUNTING DETAIL1 1/2" = 1'-0"9SIGN MOUNTING DETAIL1 1/2" = 1'-0"5SIGN MOUNTING DETAIL1 1/2" = 1'-0"4SIGN MOUNTING DETAIL1" = 1'-0"12SIGN MOUNTING DETAIL1 1/2" = 1'-0"6SIGN MOUNTING DETAIL3" = 1'-0"10SIGN MOUNTING DETAILREV. DATE1 1/2" = 1'-0"3SIGN MOUNTING DETAILGarage / Bridgeal Package GENERAL NOTESDIVISION 01 - GENERAL REQUIREMENTS1.1ALL DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH ALL APPLICABLE FEDERAL, STATE, AND LOCAL BUILDING CODES/ORDINANCES AND FIRE CODES, INCLUDING THE FOLLOWING:A.CITY OF CARMEL CODE OF ORDINANCES, ADOPTED SEPTEMBER 17, 2018B.INDIANA BUILDING CODE, 2014 EDITION (IBC 2012 WITH INDIANA AMENDMENTS)1.2SPECIAL INSPECTIONSA.THE CONTRACTOR WILL ENGAGE ONE OR MORE SPECIAL INSPECTORS WHO SHALL PROVIDE INSPECTIONS AND MATERIALS TESTING DURING CONSTRUCTION. ALL SPECIAL INSPECTIONS AND TESTING SHALL CONFORM TO THE REQUIREMENTS OF SPEC 014100 AND THE CODES LISTED IN SECTION 1.1.B.SPECIAL INSPECTIONS ARE IN ADDITION TO THE INSPECTIONS CONDUCTED BY THE LOCAL BUILDING OFFICIAL. SPECIAL INSPECTIONS SHALL NOT RELIEVE THE OWNER AND CONTRACTOR FROM REQUESTING THE BUILDING OFFICIAL'S INSPECTIONS REQUIRED BY IBC SECTION 110.C.SPECIAL INSPECTORS SHALL BE GIVEN PROPER NOTICE AND ACCESS TO THE SITE TO PERFORM TESTING AND INSPECTION AS NECESSARY.D. REQUIRED CATEGORIES OF SPECIAL INSPECTIONS:1.STEEL CONSTRUCTION (IBC SECTION 1705.2)2. CONCRETE CONSTRUCTION (IBC SECTION 1705.3)3. MASONRY CONSTRUCTION (IBC SECTION 1705.4)4. SOILS (IBC SECTION 1705.6)5.INSPECTION OF FABRICATORS IS NOT REQUIRED WHERE THE FABRICATOR IS APPROVED IN ACCORDANCE WITH IBC.E.DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR:1. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED TO VERIFY THAT IT CONFORMS TO THE CONTRACT DOCUMENTS.2.THE SPECIAL INSPECTOR SHALL NOT AUTHORIZE OR APPROVE DEVIATIONS FROM THE CONTRACT DOCUMENTS. ALL DEVIATIONS FROM THE CONTRACT DOCUMENTS MUST BE INITIATED BY THE CONTRACTOR VIA A WRITTEN REQUEST FOR INFORMATION (RFI) AND APPROVED BY THE ENGINEER OF RECORD PRIOR TO PROCEEDING WITH THE WORK.3. THE SPECIAL INSPECTOR SHALL FURNISH WRITTEN INSPECTION REPORTS TO THE ENGINEER OF RECORD. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF CORRECTIONS ARE NOT MADE, THE BUILDING OFFICIAL AND ENGINEER AND/OR ARCHITECT SHALL BE NOTIFIED.1.3 DEFERRED SUBMITTALSA.IN ACCORDANCE WITH IBC 107.3.4.1 AND LOCAL BUILDING DEPARTMENT REQUIREMENTS, DEFERRED SUBMITTALS ARE DEFINED AS THOSE PORTIONS OF THE DESIGN THAT ARE NOT SUBMITTED AT THE TIME OF THE APPLICATION FOR PERMIT AND WHICH ARE TO BE SUBMITTED TO THE BUILDING OFFICIAL WITHIN A SPECIFIED PERIOD.B.DEFERRAL OF ANY SUBMITTAL ITEMS SHALL HAVE THE PRIOR APPROVAL OF THE BUILDING OFFICIAL. THE ARCHITECT OR ENGINEER OF RECORD SHALL LIST THE DEFERRED SUBMITTALS ON THE CONSTRUCTION DOCUMENTS AND THE CONTRACTOR SHALL SUBMIT THE DEFERRED SUBMITTAL DOCUMENTS FOR REVIEW BY THE BUILDING OFFICIAL.C. ALL DEFERRED SUBMITTAL ITEMS SHALL BE SIGNED AND SEALED BY A DESIGN PROFESSIONAL LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED.D.DOCUMENTS FOR DEFERRED SUBMITTAL SHALL BE SUBMITTED TO THE ARCHITECT OR ENGINEER OF RECORD A MINIMUM OF 30 DAYS PRIOR TO FABRICATION. DEFERRED SUBMITTAL DOCUMENTS WILL BE REVIEWED BY THE ARCHITECT OR ENGINEER OF RECORD FOR GENERAL CONFORMANCE WITH CONTRACT DOCUMENTS. A COPY OF THE DEFERRED SUBMITTAL DOCUMENTS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL WITH A NOTATION INDICATING THAT THE DEFERRED SUBMITTAL DOCUMENTS HAVE BEEN REVIEWED. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL.E.THE EOR IS DELEGATING THE DESIGN OF THE FOLLOWING ITEMS, ALL OF WHICH WILL BE DEFERRED SUBMITTALS:1. GLAZING SYSTEMS AND THEIR CONNECTIONS2. PRECAST CONCRETE INCLUDING CAST-IN FABRICATED HARDWARE3. GUARDRAILS AND HANDRAILS4. STRUCTURAL STEEL CONNECTIONS5. TEMPORARY BRACING AND SHORING SYSTEMS FOR SLABS, BEAMS, AND WALLS1.4 BUILDING CLASSIFICATIONPARKING GARAGEA.IBC USE AND OCCUPANCY CLASSIFICATION:LOW-HAZARD STORAGE, GROUP S-2OPEN PARKING GARAGEB.TYPE OF CONSTRUCTIONIBC. UNPROTECTED, WITHOUT SPRINKLERS** SOUTH TOWER TO BE SPRINKLERED AT PEDESTRIAN BRIDGED. AREA PER TIER54000SQ. FT.E.RAMP ACCESSIBLE TIERS4PEDESTRIAN BRIDGEA.IBC USE AND OCCUPANCY CLASSIFICATION:PEDESTRIAN WALKWAY (SECTION 3104)B.TYPE OF CONSTRUCTIONNONCOMBUSTIBLEC. UNPROTECTED, WITHOUT SPRINKLERS1.5 FIRE RESISTANCEA.FIRE RESISTANCE RATING REQUIREMENTS FOR BUILDING ELEMENTS (IBC TABLE 601)1. PRIMARY STRUCTURAL FRAME:2HRS2. BEARING WALLS:i.EXTERIOR2 HRSii. INTERIOR2 HRS3. NONBEARING WALLS AND PARTITIONS:i.EXTERIORREFER TOARCHii. INTERIOR0 HRS1.6 LOADING AND DESIGN PARAMETERS - ASCE7-10 OR AS SPECIFIED HEREINA.RISK CATEGORYIIB.SUPERIMPOSED DEAD LOADING:1. SUPPORTED PARKING AND DRIVE AREAS:i.MECHANICAL, ELECTRICAL, PLUMBING, MISC.5PSFii. CAST-IN-PLACE CONCRETE TOPPING38PSF2. ROOF (NON-PARKING):i.BUILT-UP ROOFING, INSULATION, WATERPROOFING20PSF3. STAIRS AND EXITS:i.MECHANICAL, ELECTRICAL, PLUMBING, MISC.5 PSFC. LIVE LOADING:1. SUPPORTED PARKING AND DRIVE AREAS:i.UNIFORM LOAD40PSFii. CONCENTRATED LOAD ACTING ON 20 SQ. IN. AREA 3000LBS2. ROOF (NON-PARKING):i.UNIFORM LOAD20PSFii. CONCENTRATED LOAD ACTING ON 20 SQ. IN. AREA300 LBS3. SLAB ON GRADE:i.UNIFORM LOAD100 PSFii. CONCENTRATED LOAD ACTING ON 20 SQ. IN. AREA 3000 LBS4. STAIRS AND EXITS AND PEDESTRIAN BRIDGE:i.UNIFORM LOAD100 PSFii. CONCENTRATED LOAD ACTING ON 4 SQ. IN. AREA 300 LBS5. HANDRAILS AND GUARDS:i.UNIFORM LOAD50PLFii. CONCENTRATED LOAD200 LBS6. INTERMEDIATE RAILS, BALUSTERS, AND PANEL FILLERS:i.CONCENTRATED LOAD ACTING ON 1 SQ. FT. AREA MAXIMUM50LBS7. VEHICLE BARRIER SYSTEMS:i.CONCENTRATED LOAD ACTING ON 1 SQ. FT. AREA MAXIMUMACTING BETWEEN 18 AND 27 INCHES ABOVE FINISHED FLOOR 6000 LBS8. LIVE LOAD REDUCTION:i.MAXIMUM GARAGE UNIFORM LOAD REDUCTIONFOR MEMBERS SUPPORTING TWO OR MORE LEVELS20%9. CONSTRUCTION LIVE LOAD:i.UNIFORM LOAD20PSFii. CONCENTRATED LOAD ACTING ON 20 SQ. IN. AREA 2000 LBSD. SNOW LOADING:1. EXPOSURE FACTOR (Ce)1.02. THERMAL FACTOR (Ct)1.23. IMPORTANCE FACTOR (Is)1.04. GROUND SNOW LOAD (Pg)20.0 PSF5. FLAT ROOF SNOW LOAD (Pf)17.0 PSF6. MINIMUM LOW-SLOPE ROOF SNOW LOAD (Pm)20.0 PSF7. ROOF SLOPE FACTOR (Cs)1.08. SLOPED ROOF (BALANCED) SNOW LOAD (Ps)17.0 PSF9. RAIN-ON-SNOW SURCHARGE LOAD5.0 PSF10. MAX DRIFT SURCHARGE (Pd)64.0 PSF11. WIDTH OF MAX SNOW DRIFT (w)16.0FTE.WIND LOADING:1. ULTIMATE DESIGN WIND SPEED (Vult)115MPH2. NOMINAL DESIGN WIND SPEED (Vasd)89MPH3. EXPOSURE CATEGORYB4. INTERNAL PRESSURE COEFFICIENT (GCpi)+/- 0.185. COMPONENTS AND CLADDING DESIGN PRESSURES (PSF)ROOF ROOF ROOF WALL WALLZONE 1 ZONE 2 ZONE 3 ZONE 4ZONE 5+ - + - + - + - + -EFFECTIVE WIND AREA≤ 10SF 10.2 24.9 10.2 41.8 10.2 62.924.9 27.1 24.9 33.420 SF 9.5 24.3 9.5 37.4 9.5 52.2 23.9 26.0 23.9 31.350 SF 8.6 23.5 8.6 31.5 8.6 37.8 22.3 24.4 22.3 28.1100 SF 8.1 22.8 8.1 27.1 8.1 27.1 21.3 23.4 21.3 26.0200 SF 8.1 22.8 8.1 27.1 8.1 27.1 20.2 22.3 20.2 23.9≥ 500 SF 8.1 22.8 8.1 27.1 8.1 27.1 18.6 20.7 18.6 20.7F. SEISMIC LOADING:1. RISK CATEGORYII2. IMPORTANCE FACTOR (Ie)1.03. SPECTRAL RESPONSE ACCELERATIONSi.SHORT PERIODS (SS)0.149%gii. 1 SEC PERIOD (S1)0.082 %g4. SITE CLASSC5. DESIGN SPECTRAL RESPONSE ACCELERATIONSi.SHORT PERIODS (SDS)0.119 %gii. 1 SEC PERIOD (SD1)0.093 %g6. DESIGN CATEGORYB7. SEISMIC BEHAVIOR:PARKING GARAGEi.NORTH/SOUTH DIRECTION:ANALYSIS PROCEDURE:EQUIVALENT LATERAL FORCESEISMIC FORCE RESISTING SYSTEM:ORDINARY PRECAST SHEAR WALLS(B.9 - BUILDING FRAME SYSTEMS)BASE SHEAR (V)603KIPSRESPONSE COEFFICIENT (Cs)0.030RESPONSE MODIFICATION FACTOR (R)4ii. EAST/WEST DIRECTION:ANALYSIS PROCEDURE:EQUIVALENT LATERAL FORCESEISMIC FORCE RESISTING SYSTEM:ORDINARY PRECAST SHEAR WALLS(B.9 - BUILDING FRAME SYSTEMS)BASE SHEAR (V)603 KIPSRESPONSE COEFFICIENT (Cs)0.030RESPONSE MODIFICATION FACTOR (R)4SOUTH TOWERi.NORTH/SOUTH DIRECTION:ANALYSIS PROCEDURE:EQUIVALENT LATERAL FORCESEISMIC FORCE RESISTING SYSTEM:ORDINARY PRECAST SHEAR WALLS(A.6 - BEARING WALL SYSTEMS)BASE SHEAR (V)84KIPSRESPONSE COEFFICIENT (Cs)0.040RESPONSE MODIFICATION FACTOR (R)3ii. EAST/WEST DIRECTION:ANALYSIS PROCEDURE:EQUIVALENT LATERAL FORCESEISMIC FORCE RESISTING SYSTEM:ORDINARY PRECAST SHEAR WALLS(A.6 - BEARING WALL SYSTEMS)BASE SHEAR (V)84KIPSRESPONSE COEFFICIENT (Cs)0.040RESPONSE MODIFICATION FACTOR (R)3PEDESTRIAN BRIDGE SUPPORT FRAMEi.NORTH/SOUTH DIRECTION:NON-PARTICIPATINGii. EAST/WEST DIRECTION:ANALYSIS PROCEDURE:EQUIVALENT LATERAL FORCESEISMIC FORCE RESISTING SYSTEM:ORDINARY REINF CONC MOMENT FRAME(C.7 - MOMENT-RESISTING FRAME SYSTEMS)BASE SHEAR (V)12KIPSRESPONSE COEFFICIENT (Cs)0.040RESPONSE MODIFICATION FACTOR (R)3G. VOLUMETRIC CHANGE LOADING - PCI MNL-120-10 (CHAPTER 4)1. MAXIMUM SEASONAL CLIMATIC TEMPERATURE CHANGE65°F2. ANNUAL AVERAGE AMBIENT RELATIVE HUMIDITY70%1.7 FUTURE EXPANSIONA.NONE.1.8 MINIMUM HEADROOM CLEARANCEA.SIGNED CLEARANCE:1. ALL LEVELS8'-2"B.MINIMUM CONSTRUCTION CLEARANCE:1. ALL LEVELS (STRUCTURAL, ARCHITECTURAL AND MEP ITEMS) 8'-4"1.9 DRAINAGEA.PROVIDE AS INDICATED BY PLAN ELEVATIONS WITH 1 1/2% MINIMUM SLOPE ONPARKING SURFACES WHERE ELEVATIONS NOT INDICATED1.10 DATUMA.100'-0" = 838.79' MSL1.11 CORROSION PROTECTION SYSTEMA.CORROSION PROTECTION SYSTEM IS BASED ON CRITERIA PRESENTED IN ACI 362.1R"GUIDE FOR THE DESIGN AND CONSTRUCTION OF DURABLE CONCRETE PARKING STRUCTURES" FOR ZONE III EXPOSURE1.PRECAST STRUCTURE WITH HEAVY DUTY DECK COATING, CONCRETE SEALER, CONCRETE TOPPING WITH CORROSION INHIBITOR, LOW PERMEABILITY PRECAST CONCRETE, AND SPECIAL PRECAST CONCRETE COVER REQUIREMENTS, ALL AS SPECIFIED HEREIN2. CONCRETE ACCESSORIES TO BE HOT-DIP GALVANIZED), AND/OR STAINLESS STEEL ALL AS SPECIFIED HEREIN1.12 CONSTRUCTION AND COORDINATION NOTESA.THE CONTRACTOR SHALL COORDINATE AND CHECK ALL DIMENSIONS RELATING TO ARCHITECTURAL FINISHES, MECHANICAL EQUIPMENT AND OPENINGS, ELEVATOR SHAFTS AND OVERRIDES, ETC. AND NOTIFY THE ARCHITECT/ENGINEER OF ANY DISCREPANCIES BEFORE PROCEEDING WITH ANY WORK.B.METHODS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO MAINTAIN AND INSURE THE INTEGRITY OF THE STRUCTURE AT ALL STAGES OF CONSTRUCTION.C. CONSTRUCTION MEANS, METHODS, PROCEDURES, BRACING, AND SAFETY ARE THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR OR SUBCONTRACTOR. THE STRUCTURAL DRAWINGS REPRESENT THE COMPLETE STRUCTURAL SYSTEM IN ITS FINISHED STATE.D. THE STRUCTURE HAS BEEN DESIGNED FOR THE IN-SERVICE LOADS ONLY. THE METHODS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. FORMWORK FOR CONSTRUCTION SHALL NOT BE REMOVED BEFORE THE CONCRETE HAS GAINED SUFFICIENT STRENGTH AND THE STRUCTURE HAS TO SAFELY SUPPORT THE DEAD AND SUPERIMPOSED LOADS WHICH SUBSEQUENTLY WOULD BE APPLIED. REFER TO SPEC SECTION 03 11 00 CONCRETE FORMWORK FOR ADDL INFORMATION.E.ALL OMISSIONS OR CONFLICTS AMONG VARIOUS ELEMENTS OF DRAWINGS AND/OR SPECIFICATIONS SHALL BE REPORTED TO ENGINEER BEFORE PROCEEDING WITH ANY WORK.F. NO STRUCTURAL MEMBERS SHALL BE PENETRATED OR CUT FOR PIPES, DUCTS, ETC., UNLESS SPECIFICALLY DETAILED OR APPROVED IN WRITING BY ENGINEER. ALL PENETRATIONS SHALL BE SUBMITTED TO ENGINEER OF RECORD FOR REVIEW AND APPROVAL.G. VERIFY AND COORDINATE LOCATION AND SIZE OF ALL OPENINGS AND SLEEVES THROUGH FLOORS, WALLS, AND ROOFS WITH RESPECTIVE SUBCONTRACTOR (MECHANICAL, ELECTRICAL, HVAC, ETC.)H. THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE DRAWINGS AND SPECIFICATIONS OF ALL OTHER DISCIPLINES AND COORDINATED WITH THE WORK OF ALL TRADES.I. VERIFY STRUCTURAL ELEVATIONS AND DIMENSIONS WITH RESPECTIVE OTHER TRADES AND DRAWINGS.J. VERIFY LOCATION OF SLAB DEPRESSIONS, FLOOR DRAINS, INSERTS, AND OTHER RELATED ITEMS.K.SCALES NOTED ON THE DRAWINGS ARE FOR GENERAL REFERENCE ONLY. NO DIMENSIONAL INFORMATION SHALL BE OBTAINED BY DIRECT SCALING OF THE DRAWINGS.L. FLOOR SLAB ELEVATIONS INDICATED ON DRAWINGS ARE ESTABLISHED TO PROVIDE POSITIVE DRAINAGE AND PROVIDE REQUIRED HEADROOM CLEARANCE, REFER TO SECTIONS 1.8 AND 1.9. NOTIFY ENGINEER OF GRADES INDICATED WHICH DO NOT ALLOW FOR MINIMUM HEADROOM CLEARANCE.M. IF DRAWINGS AND SPECIFICATIONS ARE IN CONFLICT, THE MOST STRINGENT RESTRICTIONS AND REQUIREMENTS SHALL GOVERN.N. DO NOT INSTALL CONDUIT IN SUPPORTED SLABS, SLABS-ON-GRADE, COLUMNS OR WALLS UNLESS EXPLICITLY SHOWN OR NOTED ON STRUCTURAL DRAWINGS OR APPROVED BY ENGINEER OR RECORD.O. VISITS TO JOB SITE BY ENGINEER TO OBSERVE CONSTRUCTION DO NOT IN ANY WAY MEAN GUARANTEE OF CONTRACTOR’S WORK, NOR RESPONSIBILITY FOR COORDINATION, SUPERVISION, NOR SAFETY AT JOB SITE.1.13 CONSTRUCTION PHASINGA.CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL CONSTRUCTION ACTIVITY AND SHALL COOPERATE FULLY WITH OWNER FOR ALL CONSTRUCTION PHASING.1.14 FORMWORK AND SHORINGA.DRAWINGS DO NOT INCLUDE NECESSARY COMPONENTS FOR SAFETY OF BUILDING OR EQUIPMENT DURING CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR ALL WORK RELATING TO CONSTRUCTION, ERECTION METHODS, BRACING, SHORING, RIGGING, GUYS, SCAFFOLDING, FORMWORK, AND OTHER WORK AIDS REQUIRED TO SAFELY PERFORM WORK INDICATED.B.CONTRACTOR IS RESPONSIBLE FOR PROVIDING APPROPRIATE SHORING. REFER TO SECTION 031100, “CONCRETE FORMWORK.”DIVISION 02 - EXISTING CONDITIONS2.1 EXISTING STRUCTURES1.WHERE DIMENSIONS ARE INDICATED FOR EXISTING STRUCTURES OR UTILITIES, THEY ARE APPROXIMATE AND FOR REFERENCE ONLY. CONTRACTOR SHALL VERIFY IN FIELD (VIF) ALL DIMENSIONS AND ELEVATIONS PRIOR TO CONSTRUCTION. ANY VARIATIONS BETWEEN EXISTING DIMENSIONS AND/OR ELEVATIONS ON DRAWINGS SHALL BE REPORTED TO ENGINEER.DIVISION 03 - CAST-IN-PLACE CONCRETE3.1 ALL DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE FOLLOWING:A.ACI 318-11B.ACI 362.1R-12C. REFER TO SPECIFICATION SECTION 033020 CAST-IN-PLACE CONCRETE FOR INFORMATION NOT LISTED HEREIN3.2 CONCRETEDESCRIPTIONF'C (PSI)MAXIMUMCHLORIDE IONMAX W/CRATIOAVG AIRENTRAINEDFOOTINGS & MAT FDNS 4000 STD 0.30 0.50N/AWALLS 5000CNA/SPA 0.15 0.406-1/2%COLUMNS 5000 CNA/SPA 0.15 0.40 6-1/2%BEAMS 5000 CNA/SPA 0.06 0.40 6-1/2%TOPPING SLAB 5000 CNA/SPA 0.06 0.40 6-1/2%SLAB-ON-GRADE 4500 STD/SF 0.15 0.40 6-1/2%ISLANDS & HK PADS 4000STD/F 0.15 0.40 6-1/2%COMPOSITE METAL DECK 4000 STD 0.30 0.40 6-1/2%ALL OTHERS 4000 STD 0.30 0.40 6-1/2%NOTES:(1) STD: DESIGNATES A CONCRETE MIX DESIGN IN ACCORDANCE WITH SPECIFICATION SECTION 033020 WHICH DOES NOT REQUIRE SILICA FUME, GGBS/FLY ASH, OR CALCIUM NITRITE ADMIXTURE(2) CNA: DESIGNATES A CONCRETE MIX DESIGN IN ACCORDANCE WITH SPECIFICATION SECTION 033020 WHICH CONTAINS 2.5 GAL/CY OF CALCIUM NITRITE CORROSION-INHIBITOR ADMIXTURE(3) SPA: DESIGNATES A CONCRETE MIX DESIGN IN ACCORDANCE WITH SPECIFICATION SECTION 033020 WHICH CONTAINS 15% MINIMUM OF GGBS BY WEIGHT OF CEMENT(4) SF: DESIGNATES A CONCRETE MIX DESIGN IN ACCORDANCE WITH SPECIFICATION SECTION 033020 WHICH CONTAINS 4-1/2 LBS/CY OF STRUCTURAL MACRO FIBERS(5) F: DESIGNATES A CONCRETE MIX DESIGN IN ACCORDANCE WITH SPECIFICATION SECTION 033020 WHICH CONTAINS 1-1/2 LBS/CY OF FIBRILLATED FIBER REINFORCEMENT OR 1 LBS/CY MICROFILAMENT REINFORCEMENT(6) AVERAGE AIR-ENTRAINED VALUES ARE FOR IN-PLACE CONCRETE. TOLERANCE ON TOTAL AIR CONTENT IS 1-1/2% PER ACI 318.(7) ALL NORMALWEIGHT CONCRETE SHALL HAVE A DENSITY OF APPROXIMATELY 145 PCF UNLESS NOTED OTHERWISE. THE WEIGHT OF FLY ASH AND GGBS ADMIXTURE(S) MAY BE INCLUDED WITH THE WEIGHT OF CEMENT.(8) FOR SITEWORK CONCRETE REFER TO CIVIL DRAWINGS3.3 CEMENTA.ASTM C 150 TYPE I OR IIIB.ASTM C 595 TYPE I(PM)-A OR TYPE I(SM)-A3.4 AGGREGATESA.ASTM C 333.5 MILD REINFORCEMENTA.MILD REINFORCEMENT, ASTM A 615 GRADE 60B.MILD REINFORCEMENT (LOW ALLOY WELDABLE), ASTM A 706 GRADE 60C. MECHANICAL TENSION AND COMPRESSION SPLICES AS INDICATED ON DRAWINGSD. MECHANICAL TERMINATION SIZES AS INDICATED ON DRAWINGSE.EPOXY COATING FOR PLAIN AND DEFORMED MILD REINFORCEMENT, ASTM A 775F. WELDED DEFORMED WIRE FABRIC SHEETS, ASTM A 497, GRADE 65G. EPOXY COATING FOR PLAIN WELDED WIRE FABRIC, ASTM A 884H. EPOXY COATING FOR DOWEL BARS SHALL BE THE SAME AS SPECIFIED FOR REINFORCEMENT TO BE SPLICEDI. WELDING FOR REINFORCING STEEL, AWS D1.4J. CONCRETE PROTECTION SHALL BE PER ACI 362.1R, EXCEPT AS NOTED ON DRAWINGS AND SPECIFIED HEREIN. SPECIFIC DRAWINGS AND DETAILS MAY OR MAY NOT INDICATE EPOXY COATING OR UNCOATED REINFORCING. IN AREAS OF DISPUTE, THIS SCHEDULE SHALL GOVERN IN ALL CASES.DESCRIPTIONCOVERPROTECTIONFOOTINGS3" UNCOATEDWALLS2" UNCOATEDCOLUMNS & PILASTERSTIES2" ALL SIDES EPOXY COATEDVERTICAL REINFORCING 2 1/2" UNCOATEDBEAMS (ELEVATED)STIRRUPS2 1/2" TOP1 1/2" SIDE & BOTTOMEPOXY COATEDTOP REINFORCING- UNCOATEDSIDE REINFORCING- UNCOATEDBOTTOM REINFORCING - UNCOATEDTOPPING SLAB1 1/2"EPOXY COATEDSLAB-ON-GRADE2" FROM TOP UNCOATEDISLANDS, HK PADS, CURBS, MISC. 1-1/2" EPOXY COATEDCOMPOSITE METAL DECK1" TOP UNCOATED3.6 POST-INSTALLED MILD REINFORCEMENTA.POST-INSTALLED REINFORCING BAR CONNECTIONS SHALL BE DESIGNED PER THE ACI 318 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE. POST-INSTALLED REINFORCING BAR CONNECTIONS SHALL CONSIST OF THE FOLLOWING ADHESIVE SYSTEMS AS PROVIDED BY HILTI, INC. OR APPROVED EQUAL. CONTACT HILTI AT (800) 879-8000 FOR PRODUCT RELATED QUESTIONS.B.POST-INSTALLED REINFORCING BAR CONNECTIONS IN CONCRETE1. EPOXY SYSTEMS WITH SAFESET TECHNOLOGY:i.HILTI HIT-RE 500 V3 SAFESET SYSTEM WITH HILTI HOLLOW DRILL BIT (TE-CD OR TE-YD), AND HILTI VC 20/40 VACUUM (VC 20-U OR VC 40-U) WITH POST-INSTALLED STEEL REINFORCING BARS INSTALLED PER ICC ESR-3814ii. HILTI HIT-HY 200 SAFESET SYSTEM WITH HILTI HOLLOW DRILL BIT (TE-CD OR TE-YD), AND HILTI VC 20/40 VACUUM (VC 20-U OR VC 40-U)WITH POST-INSTALLED STEEL REINFORCING BARS INSTALLED PER ICC ESR-3817C. THE DESIGN OF STRAIGHT POST-INSTALLED REINFORCING BARS SHALL BE PERFORMED PER THE DEVELOPMENT AND SPLICE LENGTH REQUIREMENTS OF THE ACI 318 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE. THE POST-INSTALLED REINFORCING BAR SYSTEM IS AN ALTERNATIVE TO CAST-IN-PLACE REINFORCING BARS GOVERENED BY ACI 318 AND IBC CHAPTER 19.D. THE EPOXY SYSTEM SHALL BE TESTED IN ACCORDANCE WITH THE ICC-ES ACCEPTANCE CRITERIA FOR POST-INSTALLED EPOXY ANCHORS IN CONCRETE ELEMENTS (AC308), TABLE 3.8. TECHNICAL DATA SHALL BE PUBLISHED IN AN ICC-ES EVALUATION SERVICE REPORT SHOWING COMPLIANCE WITH IBC.1. ICC-ES ESR-3814 FOR HILTI HIT-RE 500 V3 EPOXY ANCHORS AND POST-INSTALLED REINFORCING BAR CONNECTIONS IN CRACKED AND UNCRACKED CONCRETE.2. ICC-ES ESR-3187 FOR HILTI HIT-HY 200 EPOXY ANCHORS AND POST-INSTALLED REINFORCING BAR CONNECTIONS IN CRACKED AND UNCRACKED CONCRETE.E.POST-INSTALLED REINFORCING BAR INSTALLATION SHALL BE PERFORMED BY PERSONNEL TRAINED TO INSTALL THE SYSTEM PER THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS (MPII), AS INCLUDED IN THE ANCHOR PACKAGING. THE CONTRACTOR SHALL ARRANGE FOR A MANUFACTURER'S REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING FOR POST-INSTALLED REINFORCING BARS. THE STRUCTURAL ENGINEER OF RECORD MUST RECEIVE DOCUMENTED CONFIRMATION PRIOR TO THE COMMENCEMENT OF INSTALLING THE BARS THAT ALL OF THE CONTRACTOR'S PERSONNEL WHO WILL INSTALL POST-INSTALLED REINFORCING BARS HAVE BEEN TRAINED TO INSTALL THE SYSTEM PER THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS (MPII).F. THE POSITION OF EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE SHALL BE LOCATED PRIOR TO POST-INSTALLING BARS. EXISTING BARS SHALL BE LOCATED USING HILTI FERROSCAN, GPR, X-RAY, CHIPPING, OR OTHER MEANS.3.7 CONCRETE ACCESSORIESA.MISCELLANEOUS STEEL SHAPES, PLATES, AND BARS, ASTM A 36, HOT-DIP GALVANIZED AFTER ASSEMBLY. STAINLESS STEEL ASTM A 666 OR ASTM A 276, TYPE 304L AS NOTED ON DRAWINGS.B.ANCHOR BOLTS, ASTM F 1554 GRADE 36 UNO, HOT-DIP GALVANIZEDC. HEADED STUD ANCHORS, ASTM A 108, REFER TO SECTION 5A.4.A.1 FOR ADDL INFO.D. POST-INSTALLED ANCHORS SHALL BE STAINLESS STEEL:1. EXCEPT WHERE INDICATED ON THE DRAWINGS, POST-INSTALLED ANCHORS SHALL CONSIST OF THE FOLLOWING ANCHOR TYPES AS PROVIDED BY HILTI, INC. OR APPROVED EQUAL. CONTACT HILTI AT (800) 879-8000 FOR PRODUCT RELATED QUESTIONS.2. ANCHORAGE TO CONCRETE:i.ADHESIVE ANCHORS FOR CRACKED AND UNCRACKED CONCRETE USE:a.HILTI HIT-HY 200 SAFESET SYSTEM WITH HILTI HIT-Z ROD PER ICC ESR-3187b.HILTI HIT-HY 200 SAFESET SYSTEM WITH HILTI HOLLOW DRILL BIT (TE-CD OR TE-YD) AND VC 20/40 VACUUM (VC 20-U OR VC 40-U) SYSTEM WITH HAS-E THREADED ROD PER ICC ESR-3187c.HILTI HIT-RE 500 V3 SAFESET SYSTEM WITH HILTI HOLLOW DRILL BIT (TE-CD OR TE-YD) AND VC 20/40 VACUUM (VC 20-U OR VC 40-U) SYSTEM WITH HAS-E THREADED ROD PER ICC ESR-3184d. HILTI HIT-RE 500 V3 SAFESET SYSTEM WITH HILTI ROUGHENING TOOL (TE-YRT) WITH HAS-E THREADED ROD PER ICC ESR-3184 FOR DIAMOND CORED HOLESii. MEDIUM DUTY MECHANICAL ANCHORS FOR CRACKED AND UNCRACKED CONCRETE USE:a. HILTI KWIK HUS EZ AND KWIK HUS EZ-I SCREW ANCHORS PER ICC ESR-3027b. HILTI KWIK BOLT-TZ EXPANSION ANCHORS PER ICC ESR-1917c. HILTI KWIK BOLT 3 EXPANSION ANCHORS (UNCRACKED CONCRETE ONLY) PER ICC ESR-2302iii. HEAVY DUTY MECHANICAL ANCHORS FOR CRACKED AND UNCRACKED CONCRETE USE:a. HILTI HDA UNDERCUT ANCHORS PER ICC ESR-1546b. HILTI HSL-3 EXPANSION ANCHORS PER ICC ESR-15453. REBAR DOWELING INTO CONCRETE:i.REFER TO SECTION 3.6 POST-INSTALLED MILD REINFORCEMENT4. ANCHORAGE TO SOLID GROUTED MASONRY:i.ADHESIVE ANCHORS USE:a. HILTI HIT-HY 270 MASONRY ADHESIVE ANCHORING SYSTEM PER ICC ESR-2682b. HILTI HIT-HY 200 SAFESET SYSTEM WITH HILTI HIT-Z ROD PER ICC ESR-3963c. HILTI HIT-HY 200 SAFESET SYSTEM WITH HILTI HOLLOW DRILL BIT (TE-CD OR TE-YD) AND VC 20/40 VACUUM (VC 20-U OR VC 40-U) SYSTEM WITH HAS-E THREADED ROD PER ICC ESR-3963d. STEEL ANCHOR ELEMENT SHALL BE HILTI HAS-E CONTINUOUSLY THREADED ROD OR CONTINUOUSLY DEFORMED STEEL REBARii. MECHANICAL ANCHORS USE:a. HILTI KWIK BOLT 3 EXPANSION ANCHORS PER ICC ESR-1385b. HILTI KWIK BOLT-TZ EXPANSION ANCHORS PER ICC ESR-37855. ANCHORAGE TO HOLLOW/MULTI-WYTHE MASONRY:i.ADHESIVE ANCHORS USE:a. HILTI HIT-HY 270 MASONRY ADHESIVE ANCHORING SYSTEM PER ICC ESR-3342b. STEEL ANCHOR ELEMENT SHALL BE HILTI HAS-E CONTINUOUSLY THREADED ROD OR CONTINUOUSLY DEFORMED STEEL REBARc. THE APPROPRIATE SIZE SCREEN TUBE SHALL BE USED PER ADHESIVE MAUNFACTURER'S RECOMMENDATION6. ANCHOR CAPACITY USED IN DESIGN SHALL BE BASED ON THE TECHNICAL DATA PUBLISHED BY HILTI OR SUCH OTHER METHOD AS APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS MUST BE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD PRIOR TO USE. CONTRACTOR SHALL PROVIDE CALCULATIONS DEMONSTRATING THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE PERFORMANCE VALUES OF THE SPECIFIED PRODUCT. SUBSTITUTIONS WILL BE EVALUATED BY THEIR HAVING AN ICC ESR SHOWING COMPLIANCE WITH THE RELEVANT BUILDING CODE FOR SEISMIC USES, LOAD RESISTANCE, INSTALLATION CATEGORY, AND AVAILABILITY OF COMPREHENSIVE INSTALLATION INSTRUCTIONS. ADHESIVE ANCHOR EVALUATION WILL ALSO CONSIDER CREEP, IN-SERVICE TEMPERATURE, AND INSTALLATION TEMPERATURE.7. INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS, AS INCLUDED IN THE ANCHOR PACKAGING.8. OVERHEAD ADHESIVE ANCHORS MUST BE INSTALLED USING THE HILTI PROFI SYSTEM.9.THE CONTRACTOR SHALL ARRANGE AN ANCHOR MANUFACTURER'S REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL OF THEIR ANCHORING PRODUCTS SPECIFIED. THE STRUCTURAL ENGINEER OF RECORD MUST RECEIVE DOCUMENTED CONFIRMATION THAT ALL OF THE CONTRACTOR'S PERSONNEL WHO INSTALL ANCHORS ARE TRAINED PRIOR TO THE COMMENCEMENT OF INSTALLING ANCHORS.10. ANCHOR CAPACITY IS DEPENDANT UPON SPACING BETWEEN ADJACENT ANCHORS AND PROXIMITY OF ANCHORS TO EDGE OF CONCRETE. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED ON THE DRAWINGS.11. EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT WITH THE SPECIFIC ANCHOR LOCATIONS. UNLESS NOTED ON THE DRAWINGS THAT THE BARS CAN BE CUT, THE CONTRACTOR SHALL REVIEW THE EXISTING STRUCTURAL DRAWINGS AND SHALL UNDERTAKE TO LOCATE THE POSITION OF THE REINFORCING BARS AT THE LOCATIONS OF THE CONCRETE ANCHORS, BY HILTI FERROSCAN, GPR, X-RAY, CHIPPING, OR OTHER MEANS.E.ASPHALTIC JOINT FILLER SHALL BE 1/2" THICK OR AS NOTED ON DRAWINGS.F. COMPRESSIBLE JOINT FILLER SHALL BE 1" THICK OR AS NOTED ON DRAWINGS.G. EARTH DAMS 1/8" CONTINUOUS PREMOLDED MEMBRANES.H. SLIDE BEARING SYSTEMS SHALL BE AS INDICATED ON DRAWINGS.I. CONCRETE DAMS SHALL BE FORMED OR BACKER RODS AS NOTED ON DRAWINGS.3.8 GROUTA.PREMIXED, PACKAGED, NON-SHRINK, CHLORIDE-FREE, NON-STAINING, F'C = 6000 PSI MINIMUM, ASTM C 1107.3.9 GENERAL CAST-IN-PLACE CONCRETEA.REINFORCEMENT1. PROVIDE EXTRA REINFORCING AROUND ALL OPENINGS, TWO #5 BARS ON ALL FOUR SIDES OF EACH OPENING. EXTEND TWO FEET BEYOND CORNERS OF OPENING.2. PROVIDE STANDARD 90 DEGREE BAR HOOKS UNLESS NOTED OTHERWISE ON DRAWINGS.3. MINIMUM LENGTH OF LAP SPLICES SHALL BE BASED ON ACI 318 CLASS B, UNLESS NOTED OTHERWISE ON DRAWINGS.4. APPROVED REBAR COUPLERS MAY BE USED AT CONTRACTOR'S OPTION TO AID PLACEMENT OF DOWELS THROUGH FORMS.5. REINFORCING STEEL SHALL NOT BE BENT OR STRAIGHTENED UNLESS APPROVED BY ENGINEER OR AS INDICATED ON DRAWINGS.6. FIELD CUTTING OF REINFORCEMENT IS PROHIBITED UNLESS APPROVED BY ENGINEER.7. WELDING OF REINFORCEMENT IS PROHIBITED UNLESS SPECIFICALLY CALLED FOR ON DRAWINGS OR APPROVED BY ENGINEER. DO NOT WELD EPOXY COATED REINFORCEMENT.B.ACCESSORIES1. ALL WELD ASSEMBLIES SHALL USE E70XX LOW HYDROGEN ELECTRODES. MINIMUM WELD SIZE IS 1/4 INCH. STAINLESS STEEL ELECTRODES SHALL BE TYPE 308L OR 347.2. FOR FIELD WELDING GALVANIZED CONNECTION HARDWARE, REMOVE SLAG, WIRE BRUSH, AND APPLY THREE COATS OF Z.R.C. COLD GALVANIZING.3. INSTALL INSERTS AND ANCHORS IN CONCRETE FOR SUSPENDING MECHANICAL AND ARCHITECTURAL ITEMS WHERE FEASIBLE. IF ADDITIONAL FASTENERS ARE NEEDED IN CONVENTIONALLY REINFORCED CONCRETE, USE DRILLED-IN TYPE ANCHORS LOCATED TO AVOID CONFLICT WITH REINFORCEMENT. DO NOT USE DRILLED-IN ANCHORS OR POWER DRIVEN FASTENERS IN PRECAST CONCRETE UNLESS APPROVED BY ENGINEER.4. NO ALUMINUM CONDUIT OR PRODUCTS CONTAINING ALUMINUM OR ANY OTHER MATERIAL INJURIOUS TO THE CONCRETE SHALL BE EMBEDDED IN CONCRETE.C. JOINTS1. PROVIDE A 3/4 INCH CHAMFER ON EXPOSED CORNERS OF CONCRETE UNLESS OTHERWISE INDICATED ON DRAWINGS. TOP EDGES OF WALLS MAY BE TOOLED.2. TOOL SLAB JOINTS AT THE TIME OF FINISHING. SAW CUTTING IS NOT ALLOWED UNLESS SPECIFICALLY CALLED FOR ON DRAWINGS OR APPROVED BY ENGINEER.3. CAST WALLS WITH CONSTRUCTION AND CONTROL JOINTS AT 12 FEET ON CENTER MAXIMUM UNLESS NOTED ON DRAWINGS.4. CAST SLAB ON GRADE WITH CONSTRUCTION AND CONTROL JOINTS IN STRIPS 15 FEET BY 100 FEET MAXIMUM UNLESS NOTED OTHERWISE ON DRAWINGS.6. CONSTRUCTION JOINTS SHALL BE PREPARED BY ROUGHENING THE CONTACT SURFACE TO A FULL AMPLITUDE OF 1/4" AND LEAVING THE CONTACT SURFACE CLEAN AND FREE OF LAITANCE.7. PROVIDE WATERSTOPS IN CONSTRUCTION JOINTS IN CAST-IN-PLACE CONCRETE ELEMENTS THAT HAVE ONE SIDE EXPOSED TO THE WEATHER OR SOIL AND OTHE OTHER SIDE ADJACENT TO ENCLOSED SPACE. REFER TO DRAWINGS FOR OTHER WATERPROOFING AND DAMPPROOFING DETAILS.D. GENERAL1. THE USE OF CHLORIDES SUCH AS DEICING SALTS ARE PROHIBITED FOR USE OF MELTING ICE PRIOR TO PLACEMENT OF CONCRETE.Architecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO.DATEMSKTD& Associates10/14/2019 7:57:30 AMGENERAL NOTES -STRUCTURALS-001Carmel, IndianaFranciscan OrthopedicCenter of Excellence738210/11/2019NEW PARKING STRUCTUREREV. DATEGarage / Bridgeal Package DIVISION 31 - EARTHWORK31.1 FOUNDATION DESIGN CAPACITIESDESCRIPTIONCAPACITYA.SPREAD FOOTINGS ON RAMMED AGGREGATE PIERS 6000 PSF (NET)B.STRIP FOOTINGS ON RAMMED AGGREGATE PIERS 6000 PSF (NET)C. FOOTINGS ON NATURAL SOIL OR ENGINEERED FILL 2500 PSF (NET)31.2 SOIL LATERAL LOADSA.AT-REST PRESSURE56.25PSF/FT (BACKFILL = INDOT NO 53, NO. 5, OR NO. 8 COARSE AGG)B.PASSIVE PRESSURE500.0 PSF31.3 GENERAL - SITE WORKA.FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE RECOMMENDATIONS IN THE GEOTECHNICAL EVALUATION REPORT "PROPOSED FRANCISCAN ORTHOPEDIC CENTER OF EXCELLENCE WEST OF U.S. ROUTE 31 AND SOUTH OF WEST 111TH STREET CARMEL, IN", DATED MARCH 12, 2019, PREPARED BY ATC. B.SHALLOW SPREAD FOOTINGS TO BEAR ON NATURAL SOIL IMPROVED WITH RAMMED AGGREGATE PIERS, UNLESS NOTED OTHERWISE. DESIGN OF RAMMED AGGREGATE PIERS SHALL BE SUBMITTED FOR RECORD AND SHALL BE PREPARED, SIGNED AND SEALED BY A PROFESSIONAL ENGINEER IN THE STATE OF INDIANA. ALL OTHER BEARING TO BE ON UNDISTURBED NATURAL SOIL OR COMPACTED FILL. PROOF ROLL AND PLACE ENGINEERED FILL IN ACCORDANCE WITH GEOTECHNICAL EVALUATION REPORT. SLAB ON GRADE TO BE ON 6 INCHES MINIMUM OF COMPACTED GRANULAR SUBBASE.C. ALL MATERIALS TO BE COMPACTED STANDARD PROCTOR ASTM D 698. TESTING LABORATORY TO VERIFY ADEQUACY OF SUBGRADE PREPARATION, FILL MATERIAL AND COMPACTION AS FOLLOWS:1. BUILDING SLABS SUPPORTED ON GRADE: 98%2. PAVING AND WALKS: 98%3. AREAS OF GENERAL GRADING AND EXTERIOR MECHANICAL AND ELECTRICAL BACKFILLING: 95%D. BASE OF EXPOSED FOUNDATIONS SHALL BE PLACED A MINIMUM OF 36 INCHES BELOW ADJACENT GRADE FOR FROST PROTECTION. SUBGRADE IF FROZEN SHALL BE THAWED TO A VERIFIED DEPTH OF 36 INCHES.E.ALL FOUNDATIONS, EARTHWORK, EXCAVATION, BACKFILL, AND SUBGRADE DRAINAGE SHALL BE SUBJECT TO OBSERVATION BY GEOTECHNICAL ENGINEER, WHOSE APPROVAL IS REQUIRED PRIOR TO PLACEMENT OF CONCRETE. COORDINATE SCHEDULE TO FACILITATE OBSERVATION.F. DETERMINE IN FIELD HORIZONTAL AND VERTICAL LOCATION OF ANY EXISTING UTILITY LINES AND/OR APPURTENANCES AND ADVISE ENGINEER OF ANY CONFLICTS WITH NEW STRUCTURE PRIOR TO CONSTRUCTION. DO NOT DESTROY ANY EXISTING UNDERGROUND STRUCTURES UNLESS AUTHORIZATION IS OBTAINED PRIOR TO CONSTRUCTION.G.MAINTAIN SAFETY IN CONNECTION WITH EARTH SLOPES CAUSED BY TRENCHING, EXCAVATION, AND/OR FILL DURING CONSTRUCTION. WHERE HEIGHT OF SUCH SLOPES WILL EXCEED 8 FEET, SUBMIT FOR RECORD A DETAILED PLAN INDICATING DESIGN OF SOIL RETENTION SYSTEM WHICH WILL BE IMPLEMENTED (SUCH AS SHEETING AND SHORING OR OTHER METHODS), PREPARED, SIGNED, AND SEALED BY A GEOTECHNICAL AND/OR STRUCTURAL ENGINEER REGISTERED IN STATE WHICH PROJECT IS LOCATED.H. ANY UNUSUAL SOIL CONDITIONS (WATER, SOFT LAYERS, ODORS, ETC.) ENCOUNTERED DURING EXCAVATION FOR FOUNDATIONS SHOULD BE IMMEDIATELY BROUGHT TO ATTENTION OF GEOTECHNICAL ENGINEER.ABBREVIATIONSADDL=ADDITIONALALT=ALTERNATEARCH=ARCHITECTURALBO ___=BOTTOM OF ___BOT=BOTTOMBRG=BEARINGCIP=CAST-IN-PLACE CONCRETECJ=CONSTRUCTION JOINTCLR=CLEARCMU=CONCRETE MASONRY UNITCOL=COLUMNCONC=CONCRETECONN=CONNECTIONCONT=CONTINUOUSDBA=DEFORMED BAR ANCHORDET=DETAILDIA=DIAMETERDIAPH=DIAPHRAGMDWL=DOWELEA=EACHEC=EPOXY COATEDEE=EACH ENDEF=EACH FACEEL=ELEVATIONELEC=ELECTRICALELEV=ELEVATOREQ=EQUALEW=EACH WAYEXIST=EXISTINGEXP=EXPANSIONFD=FLOOR DRAINFDN=FOUNDATIONFT=FOOTFTG=FOOTINGGA=GAUGEGALV=GALVANIZEDGC=GENERAL CONTRACTORGGBS=GROUND GRANULATED BLAST-FURNACE SLAGHK=HOOKHORIZ=HORIZONTALHSA=HEADED STUD ANCHORIP=INFLECTION POINTJT=JOINTLT WALL=LIGHT WALLMECH=MECHANICALMFR=MANUFACTURERMIN=MINIMUMNOM=NOMINALNSNS=NON-SHRINK, NON-STAINNTS=NOT TO SCALEOC=ON CENTEROH=OPPOSITE HANDOPG=OPENINGPCC=PRECAST CONCRETEPT=POST-TENSIONEDRD=ROOF DRAINREINF=REINFORCINGREQD=REQUIREDRO=ROUGH OPENINGSECT=SECTIONSIM=SIMILARSOG=SLAB ON GRADESPEC=SPECIFICATIONSS=STAINLESS STEELSTD=STANDARDSTL=STEELTD=TRENCH DRAINTO ___=TOP OF ___TOB=TOP OF BEAMTOC=TOP OF CONCRETETOF=TOP OF FOUNDATIONTOS=TOP OF SLABTOW=TOP OF WALLTEMP=TEMPERATURETYP=TYPICALUNO=UNLESS NOTED OTHERWISEVERT=VERTICALVIF=VERIFY IN FIELDW/=WITHWWF=WELDED WIRE FABRICZRC=ZINC RICH COATINGDIVISION 04 - MASONRY4.1 ALL DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE FOLLOWING:A.ACI 530-11B.ACI 530.1-11C. REFER TO DIVISION 4 SPECIFICATIONS FOR INFORMATION NOT LISTED HEREIN4.2 CONCRETE UNIT MASONRYA.HOLLOW AND SOLID LOAD-BEARING UNITS ASTM C 90, GRADE N, TYPE I.B.NET AREA COMPRESSIVE STRENGTH OF CONCRETE MASONRY UNITS 2800 PSI.C. NET AREA COMPRESSIVE STRENGTH OF MASONRY F'M = 2000 PSI.D. REFER TO ARCHITECTURAL DRAWINGS FOR FIRE RATING REQUIREMENTS.4.3 MORTARA.MORTAR, ASTM C 270, TYPE S, MINIMUM COMPRESSIVE STRENGTH 1800 PSI.4.4 GROUTA.GROUT, ASTM C 476, F'C = 2000 PSI.4.5 REINFORCING STEELA.REFER TO SPECIFICATION SECTION 032000 FOR REINFORCING STEEL4.6 MASONRY ACCESSORIESA.JOINT REINFORCEMENT, ASTM A 82 9-GAGE GALVANIZED LADDER TYPE AT 16 INCHES O.C.B.ANCHORS AND TIES:1. SLOTS, 20 GAGE GALVANIZED2. ANCHORS, 3/16 INCH DIAMETER WIRE TIE WITH 12 GAGE DOVETAILC. CONTROL JOINTS SOLID RUBBER OR PVC STRIPSD. BOND BREAKER 15 LB ROOFING FELT.E.MEMBRANE FLASHING 20 MIL PVC.4.7 GENERAL - MASONRYA.MASONRY CONTROL JOINTS SHALL BE SPACED AS FOLLOWS OR AS INDICATED ON DRAWINGS:1. MAXIMUM OF 4 FEET FROM CORNERS2. MAXIMUM OF 24 FEET O.C.3. AT ALL CHANGES IN WALL HEIGHT OR THICKNESS4. AT ABUTMENT OF WALLS TO COLUMNS5. ALIGN JOINTS IN MASONRY W/ JOINTS IN SUPPORTING CONCRETE WALL WHERE APPLICABLEB.BOND BEAMS SHALL BE FILLED WITH GROUT AND REINFORCED WITH A MINIMUM OF TWO #4 CONTINUOUS OR AS INDICATED ON DRAWINGS. WHERE BOND BEAMS INTERSECT AT CORNERS AT DIFFERENT ELEVATIONS, RUN EACH BOND BEAM AROUND CORNER FOR TWO BLOCK LENGTHS MINIMUM BEFORE TERMINATING.C. LINTELS SHALL HAVE A MINIMUM BEARING OF 6 INCHES.D. MAINTAIN A 1 INCH GAP BETWEEN THE TOP OF ALL NON-BEARING INTERIOR MASONRY WALLS AND THE UNDERSIDE OF STRUCTURE ABOVE.DIVISION 05 - METALS5.1 ALL DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE FOLLOWING:A.AISC 360-10B.AISC 341-10C. REFER TO SPECIFICATION SECTION 051220 FOR INFORMATION NOT LISTED HEREIN5.2 W-SHAPES, ASTM A 992, GRADE 505.3 CHANNELS ANGLES, M-SHAPES, S-SHAPES, ASTM A 365.4 PLATES AND BARS, ASTM A 365.5 CORROSION-RESISTING STRUCTURAL STEEL, ASTM A 588, GRADE 505.6 HOLLOW STRUCTURAL SECTIONS, ASTM A 500, GRADE C OR ASTM A 1085, GRADE A5.7 CORROSION-RESISTING COLD-FORMED STEEL TUBING, ASTM A 8475.8 STEEL PIPE, ASTM A 53, TYPE E OR S, GRADE B STANDARD WEIGHT.5.9ALL WELDING SHALL BE MADE WITH E70XX LOW HYDROGEN ELECTRODES AND SHALL CONFORM TO THE LATEST EDITION OF THE AMERICAN WELDING SOCIETY SPECIFICATIONS. ALL WELDS SHALL BE PERFORMED BY AN AWS CERTIFIED WELDER. CERTIFICATION SHALL BE APPROPRIATE FOR WELDING METHOD AND POSTION.5.10 BOLTED CONNECTIONS SHALL BE MADE USING ASTM A 325-N 3/4 INCH DIAMETER HIGH STRENGTH BOLTS, NUTS, AND WASHERS BEARING TYPE CONNECTION WITH THREADS INCLUDED IN SHEAR PLANE, OR ASTM A 325-SC FOR SLIP CRITICAL CONNECTIONS OR AS INDICATED OTHERWISE ON DRAWINGS. TURN OF THE NUT METHOD.A.FINISH: MECHANICALLY DEPOSITED ZINC COATING, ASTM B 645 CLASS 50.5.11 SHEAR CONNECTORS ASTM A 108 GRADES 1015 THROUGH 1020, HEADED-STUD TYPE, COLD-FINISHED CARBON STEEL: AWS D1.1, TYPE A FOR DIA 1/4" TO 3/8", TYPE B FOR DIA 1/2" TO 1".A.FINISH: MECHANICALLY DEPOSITED ZINC COATING, ASTM B 645 CLASS 50.5.12 ANCHOR BOLTS, ASTM F 1554 GRADE 36 UNOA.NUTS, ASTM A 563 HEAVY HEX CARBON STEELB.PLATE WASHERS, ASTM A 36C. WASHERS, ASTM F 436D. FINISH: HOT-DIP ZINC COATING, ASTM A 153 CLASS C.5.13 CONNECTIONS NOT DETAILED ON DRAWINGS SHALL BE DESIGNED BY FABRICATOR IN ACCORDANCE WITH AISC SPECIFICATIONS5.14 USE STANDARD AISC DOUBLE ANGLE CONNECTIONS WHERE POSSIBLE. SHOP CONNECTIONS NOT SPECIFICALLY DETAILED ON DRAWINGS SHALL BE BOLTED OR WELDED. FIELD CONNECTIONS SHALL BE BOLTED UNLESS SPECIFICALLY DETAILED OTHERWISE.5.15 WHEN NO REACTIONS ARE INDICATED, DESIGN CONNECTIONS TO SUPPORT A REACTION VALUE EQUAL TO ONE HALF THE AISC TABULATED ALLOWABLE UNIFORM LOAD VALUE (6 KIPS MINIMUM)5.16 NO SPLICES IN COLUMNS WILL BE PERMITTED UNLESS SPECIFICALLY NOTED ON DRAWINGSDIVISION 05A - MISCELLANEOUS METALS5A.1 ALL DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE FOLLOWING:A.AISC 360-10B.AISC 341-10C. REFER TO SPECIFICATION SECTION 055700 FOR INFORMATION NOT LISTED HEREIN5A.2 W-SHAPES, ASTM A 992, GRADE 505A.3 CHANNELS ANGLES, M-SHAPES, S-SHAPES, ASTM A 365A.4 PLATES AND BARS, ASTM A 36A.ANCHORS FOR EMBEDS SHALL BE AS FOLLOWS, AS INDICATED ON DRAWINGS:1. HEADED STUD ANCHORS: ASTM A 108 GRADES 1015 THROUGH 1020, HEADED-STUD TYPE, COLD-FINISHED CARBON STEEL: AWS D1.1, TYPE A FOR DIA 1/4" TO 3/8", TYPE B FOR DIA 1/2" TO 1".i.MANUFACTURER TO PROVIDE AUTOMATIC STUD WELD2. DEFORMED BAR ANCHORS: ASTM A 496, AWS D1.1, TYPE C STUDS .i.MANUFACTURER TO PROVIDE AUTOMATIC STUD WELD3. DEFORMED BAR ANCHORS: LOW ALLOY WELDABLE REINFORCEMENT, ASTM A 706 GRADE 60i.E70 ELECTRODES ARE NOT PERMITTED FOR GR 60 REINFORCEMENT. FOR DEFORMED BAR ANCHORS PERPENDICULAR TO ANCHORING PLATE, THE FOLLOWING MINIMUM ALL-AROUND FILLET WELDS SHALL BE PROVIDED USING E80 ELECTRODES:#3 - 1/4; #4 - 1/4; #5 - 5/16; #6 - 3/8; #7 - 7/16; #8 -1/25A.5 STAINLESS STEEL SHEET STRIP, PLATE, AND FLAT BARS, ASTM A 666, TYPE 3045A.6 STAINLESS STEEL BARS AND SHAPES, ASTM A 276, TYPE 3045A.7 STEEL PIPE, ASTM A 53, TYPE E OR S, GRADE B STANDARD WEIGHT.5A.8 HOLLOW STRUCTURAL SECTIONS, ASTM A 500, GRADE C OR ASTM A 1085, GRADE A5A.9 ALL WELDING SHALL BE MADE WITH E70XX LOW HYDROGEN ELECTRODES AND SHALL CONFORM TO THE LATEST EDITION OF THE AMERICAN WELDING SOCIETY SPECIFICATIONS. ALL WELDS SHALL BE PERFORMED BY AN AWS CERTIFIED WELDER. CERTIFICATION SHALL BE APPROPRIATE FOR WELDING METHOD AND POSITION.5A.10 BOLTED CONNECTIONS SHALL BE MADE USING ASTM A 325 HIGH STRENGTH BOLTS OR ASTM A 307, GRADE A, CARBON STEEL BOLTS5A.11 ANCHOR BOLTS, ASTM F 1554 GRADE 36 UNOA.NUTS, ASTM A 563 HEAVY HEX CARBON STEELB.PLATE WASHERS, ASTM A 36C. WASHERS: ASTM F 4336 HOT-DIP ZINC COATING, ASTM A 153 CLASS C.5A.12 SURFACE FINISH FOR STEEL MISCELLANEOUS METAL WORK SHALL BE:DESCRIPTIONSURFACE FINISHMISC FRAMES AND SUPPORTS HOT-DIP GALVANIZEDFAÇADE SUPPORT FRAMINGHOT-DIP GALVANIZEDGARAGE ENTRY/EXIT CANOPIES HIGH-PERFORMANCE COATINGSEMBED PLATESHOT-DIP GALVANIZEDELEVATOR DIVIDER BEAMSHOT-DIP GALVANIZEDELEVATOR HOIST BEAMHOT-DIP GALVANIZEDELEVATOR PIT LADDERHOT-DIP GALVANIZEDSTEEL PIPE BOLLARDSHOT-DIP GALVANIZED AND PAINTEDSILL ANGLESHOT-DIP GALVANIZEDDIVISION 05C - METAL DECKING5C.1 METAL DECK SHALL COMPLY WITH STEEL DECK INSTITUTE'S SPECIFICATIONS.5C.2 METAL DECK SHALL BE DIAPHRAGM WELDED PER MANUFACTURER'S RECOMMENDATIONS.5C.3 METAL DECK SHALL BE CONTINUOUS OVER THREE SPANS (FOUR SUPPORTS) UNLESS NOTED OTHERWISE.5C.4 DESIGN AND CONSTRUCTION STANDARD - DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS, ROOF DECKS. REFER TO SPECIFICATION SECTION 053120 METAL DECKING FOR INFORMATION NOT LISTED HEREIN.5C.5 METAL ROOF DECK SHALL BE WIDE RIB DECK, GALVANIZED.5C.6 METAL COMPOSITE FLOOR DECK SHALL BE GALVANIZED.DIVISION 06 - WOOD, PLASTICS, AND COMPOSITESDIVISION 07 - THERMAL AND MOISTURE PROTECTION7.1 CONCRETE SEALERA.CONCRETE SEALER SHALL BE APPLIED TO ALL SLAB ON GRADE AND SUPPORTED SLAB SURFACES AND EXTENDED UP VERTICAL SURFACES 24 INCHES.7.2 TRAFFIC-BEARING MEMBRANE (DECK COATING)A.TRAFFIC-BEARING MEMBRANE SHALL BE HEAVY DUTY AND APPLIED TO ALL SUPPORTED SLAB SURFACES AND EXTENDED UP VERTICAL SURFACES 4 INCHES, INCLUDING WALLS, PANELS, COLUMNS, CURBS, PIPES, ETC., AS INDICATED ON DRAWINGS.7.3 JOINT SEALANTSA.ALL JOINTS BETWEEN STRUCTURAL (AND ARCHITECTURAL) MEMBERS SHALL BE PROPERLY PREPARED AND FILLED WITH JOINT SEALANT UNLESS NOTED OTHERWISE. ALL JOINT EDGES, INCLUDING TOP AND BOTTOM OF HORIZONTAL SURFACES AND BOTH FACES OF VERTICAL SURFACES, SHALL BE FORMED OR TOOLED AS REQUIRED. JOINT SEALANT SHALL BE APPLIED ONLY TO TOP OF HORIZONTAL SURFACES, AND BOTH FACES OF VERTICAL SURFACES UNLESS NOTED OTHERWISE ON DRAWINGS.B.JOINTS TO BE PREPARED AND FILLED WITH JOINT SEALANT SHALL INCLUDE BUT ARE NOT LIMITED TO, CONSTRUCTION JOINTS, CONTROL JOINTS, ISOLATION JOINTS, AND ALL INTERFACE JOINTS BETWEEN SIMILAR AND DISSIMILAR MEMBERS. SPECIFIC LOCATIONS MAY BE INDICATED ON DRAWINGS OR MAY BE REQUIRED BY SHOP DRAWINGS OR MAY OCCUR DUE TO CONSTRUCTION SEQUENCE SELECTED BY CONTRACTOR.DIVISION 03A - PRECAST CONCRETE WITH CAST-IN-PLACE TOPPING3A.1 DESIGNTHE PRECAST CONCRETE MANUFACTURER (PCC MFR) AND PRECAST ENGINEER OF RECORD (PCER) SHALL BE RESPONSIBLE FOR THE PRECAST MEMBERS, COMPONENTS, CONNECTIONS, ASSEMBLIES, AND FRAMES FOR ALL DEAD LOADS, LIVE LOADS, WIND, EARTHQUAKE AND VOLUME CHANGE LOADS DURING THE LIFE OF THE STRUCTURE. PRECAST MANUFACTURER IS ALSO RESPONSIBLE FOR DESIGN OF THE CONNECTIONS TO RELATED CAST-IN-PLACE CONCRETE REQUIRED FOR COMPOSITE CONNECTIONS, TOPPINGS, SLAB IN-FILLS, DRY-PACKS, GROUTING, ETC. HOWEVER, THE PCER IS NOT RESPONSIBLE FOR THE STRUCTURAL DESIGN OF THE FOUNDATIONS AND OTHER ADJACENT CAST-IN-PLACE CONCRETE WORK AS SHOWN IN ACCORDANCE WITH ACI 318, PCI MNL-120, AND PCI MNL-116. REFER TO SPECIFICATIONS SECTION 034100 PRECAST CONCRETE FOR DESIGN REQUIREMENTS FOR PRECAST MEMBERS AND ALL OTHER INFORMATION NOT SPECIFIED HEREIN.3A.2 CONCRETEDESCRIPTIONF'C (PSI)MAX W/CRATIOAVG AIRENTRAINEDCOLUMNS 5000 CNA 0.40 6-1/2%BEAMS 5000 CNA 0.40 6-1/2%LIGHT WALLS & SHEAR WALLS 5000 CNA 0.40 6-1/2%DOUBLE TEES ( FIELD TOPPED) 5000 CNA 0.40 6-1/2%CAST-IN-PLACE TOPPING, WASHES, POUR STRIPS REFER TO SECTION 3.2WALLS 5000 CNA 0.40 6-1/2%STAIRS 5000 CNA 0.40 6-1/2%NOTES:(1) STD: DESIGNATES A CONCRETE MIX DESIGN IN ACCORDANCE WITH SPECIFICATION SECTION 034100 WHICH DOES NOT REQUIRE SILICA FUME, GGBS/FLY ASH, OR CALCIUM NITRITE ADMIXTURE(2) CNA: DESIGNATES A CONCRETE MIX DESIGN IN ACCORDANCE WITH SPECIFICATION SECTION 034100 WHICH CONTAINS 2.5 GAL/CY CALCIUM NITRITE CORROSION-INHIBITING ADMIXTURE.(3) SPA: DESIGNATES A CONCRETE MIX DESIGN IN ACCORDANCE WITH SPECIFICATION SECTION 034100 WHICH CONTAINS 15 % MINIMUM OF GGBS BY WEIGHT OF CEMENT.(4) MAXIMUM WATER SOLUBLE CHLORIDE ION CONTENT FROM ALL CONCRETE CONSTITUENTS SHALL NOT EXCEED 0.06 PERCENT OF WEIGHT OF CEMENT FOR ALL PRESTRESSED CONCRETE ELEMENTS, 0.15 PERCENT OF WEIGHT OF CONCRETE FOR CAST-IN-PLACE TOPPING/WASHES/POUR STRIPS AND 0.30 FOR ALL OTHER CONCRETE ELEMENTS.(5) TOLERANCE ON TOTAL AIR CONTENT IS 1-1/2% PER ACI 318.3A.3 CEMENTA.AS SPECIFIED UNDER CAST-IN-PLACE CONCRETE.3A.4 AGGREGATESA.AS SPECIFIED UNDER CAST-IN-PLACE CONCRETE.3A.5 MILD REINFORCEMENTA.AS SPECIFIED UNDER CAST-IN-PLACE CONCRETE.B.THE MINIMUM CONCRETE PROTECTION SHALL BE PER ACI 318, EXCEPT AS NOTED ON DRAWINGS AND SPECIFIED HEREIN. SPECIFIC PLANS, SECTIONS, AND DETAILS MAY OR MAY NOT INDICATE EPOXY COATING. IN AREAS OF DISPUTE, THIS SCHEDULE SHALL GOVERN IN ALL CASES.DESCRIPTIONCOVERPROTECTIONCOLUMNS2" EPOXY COATED TIES ONLYBEAMS1 1/2" EPOXY COATED TIES ONLYGRADE WALLS2" UNCOATEDLIGHT WALLS1 1/2" EPOXY COATED TIES ONLYDOUBLE TEES1 1/2" UNCOATEDWALLS1 1/2" UNCOATEDSTAIRS3/4" UNCOATEDNOTE: PRESTRESSING TENDONS END COVER SHALL ALSO BE AS SPECIFIED HEREIN UNDER "COVER".3A.6 PRESTRESSING TENDONSA.SEVEN-WIRE, LOW-RELAXATION TYPE STRAND (LRS) ASTM A 416, 270 KSI.3A.7 CONCRETE ACCESSORIESA.AS SPECIFIED UNDER CAST-IN-PLACE CONCRETE AND HEREIN.B.COIL RODS SHALL BE HIGH STRENGTH ELECTRO GALVANIZED ASTM B 633. SIZE AS INDICATED.C. DOUBLE TEE FLANGE EDGE CONNECTIONS, STAINLESS STEEL ASTM A 666 TYPE 304L.3A.8 BEARING PADSA.DOUBLE TEES: RANDOM ORIENTED FIBER, 3/8" THICK, MINIMUM.B.BEAMS PREFORMED FABRIC PADS 1/2" THICK, MINIMUM.C. SHIM PADS SHALL BE AASHTO GRADE NEOPRENE, SHORE HARDNESS 50.D. SHIM STOCK ULTRAHIGH MOLECULAR WEIGHT HIGH DENSITY POLYETHYLENE RESIN.3A.9 GROUTA.AS SPECIFIED UNDER CAST-IN-PLACE CONCRETE.3A.10 GENERAL PRECAST CONCRETEA.ALL WELDS SHALL BE E70XX LOW HYDROGEN ELECTRODES, 1/4" MINIMUM. STAINLESS STEEL ELECTRODES TO BE TYPE 308L OR 347.B.HIGH-STRENGTH BOLTS TO BE ASTM A 325 TYPE 1, HOT-DIP GALVANIZED 3/4" DIA. UNLESS OTHERWISE NOTED ON DRAWINGS.C. FOR POCKETED SPANDREL BEAMS WHICH SUPPORT TEE STEMS, PROVIDE EMBEDDED BEARING PLATE (OR ANGLE) AT BASE OF ALL POCKETS.D. FOR LEDGER SPANDREL BEAMS AND INVERTED TEE BEAMS WHICH SUPPORT TEE STEMS, PROVIDE EMBEDDED BEARING PLATE (OR ANGLE) IN BEAM LEDGE UNDER ANY TEE STEM WITH ULTIMATE LOAD REACTIONS EQUAL TO OR GREATER THAN 33 KIPS.E.AT ALL INVERTED TEE AND SPANDREL BEAM MEMBER END BEARINGS PROVIDE BEARING PLATES IN BOTTOM OF THE BEAM MEMBER AND IN TOP OF SUPPORTING HAUNCH (3/8" MIN. THICK).F. OPENINGS LESS THAN 10 INCHES ROUND OR SQUARE SHALL BE LOCATED AND FIELD DRILLED OR SAW CUT BY TRADE REQUIRING OPENING AFTER MEMBER IS ERECTED. SUCH OPENINGS SHALL BE COORDINATED BY CONTRACTOR AND RECEIVE PRIOR APPROVAL BY P/C MANUFACTURER AND ENGINEER.G. PROVIDE ONE INCH CLEARANCE FOR DOUBLE TEE FLANGES AROUND COLUMNS.H. ALL DOUBLE TEES SHALL RECEIVE A 3 INCH COMPOSITE TOPPING, PLUS CONCRETE WASH THICKNESSES AS INDICATED ON DRAWINGS.I. DO NOT USE DRILLED-IN ANCHORS OR POWER DRIVEN FASTENERS IN PRESTRESSED CONCRETE.J. DO NOT EMBED CONDUITS IN CONCRETE FLOOR TOPPING.K.DRAWINGS DO NOT INCLUDE NECESSARY COMPONENTS FOR SAFETY OF BUILDING OR EQUIPMENT DURING CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR ALL WORK RELATING TO CONSTRUCTION, ERECTION METHODS, BRACING, SHORING, RIGGING, GUYS, SCAFFOLDING, FORMWORK, AND OTHER WORK AIDS REQUIRED TO SAFELY PERFORM WORK INDICATED. PROVIDE ADEQUATE SHORING AND BRACING DURING CONSTRUCTION AS NECESSARY.ACI 318-11 REBAR DEVELOPMENT & SPLICE LENGTHSClass A Lap Splice Lengths (Development Lengths)Bar Sizef'c4000 psi f'c 4500 psi f'c 5000 psi f'c 6000 psify60 ksify60 ksify60 ksify60 ksiEpoxy Coated Rebar Non-Coated Rebar Epoxy Coated Rebar Non-Coated Rebar Epoxy Coated Rebar Non-Coated RebarEpoxy Coated Rebar Non-Coated RebarTopOthers Top Others Top Others Top Others Top Others Top OthersTop Others Top Others#32'-1" 1'-10" 1'-7" 1'-3" 1'-11" 1'-9" 1'-6" 1'-2" 1'-10" 1'-8" 1'-5" 1'-1" 1'-8" 1'-6" 1'-4" 1'-0"#4 2'-9" 2'-5" 2'-1" 1'-7" 2'-7" 2'-3" 2'-0" 1'-6" 2'-5" 2'-2" 1'-11" 1'-5" 2'-3" 2'-0" 1'-9" 1'-4"#5 3'-5" 3'-0" 2'-7" 2'-0" 3'-3" 2'-10" 2'-6" 1'-11" 3'-1" 2'-8" 2'-4" 1'-10" 2'-9" 2'-6" 2'-2" 1'-8"#6 4'-1" 3'-7" 3'-1" 2'-5" 3'-10" 3'-5" 2'-11" 2'-3" 3'-8" 3'-3" 2'-10" 2'-2" 3'-4" 2'-11" 2'-7" 2'-0"#7 5'-11" 5'-3" 4'-6" 3'-6" 5'-7" 4'-11" 4'-3" 3'-4" 5'-4" 4'-8" 4'-1" 3'-2" 4'-10" 4'-3" 3'-9" 2'-10"#8 6'-9" 6'-0" 5'-2" 4'-0" 6'-5" 5'-8" 4'-11" 3'-9" 6'-1" 5'-4" 4'-8" 3'-7" 5'-6" 4'-11" 4'-3" 3'-3"#9 7'-7" 6'-9" 5'-10" 4'-6" 7'-2" 6'-4" 5'-6" 4'-3" 6'-10" 6'-0" 5'-3" 4'-0" 6'-3" 5'-6" 4'-9" 3'-8"#10 8'-7" 7'-7" 6'-7" 5'-1" 8'-1" 7'-2" 6'-2" 4'-9" 7'-8" 6'-9" 5'-11" 4'-6" 7'-0" 6'-2" 5'-4" 4'-2"#11 9'-6" 8'-5" 7'-3" 5'-7" 9'-0" 7'-11" 6'-10" 5'-4" 8'-6" 7'-6" 6'-6" 5'-0" 7'-9" 6'-10" 5'-11" 4'-7"Class B Lap Splice LengthsBar Sizef'c 4000 psi f'c 4500 psi f'c 5000 psi f'c 6000 psify60 ksify60 ksify60 ksify60 ksiEpoxy Coated Rebar Non-Coated Rebar Epoxy Coated Rebar Non-Coated Rebar Epoxy Coated Rebar Non-Coated RebarEpoxy Coated Rebar Non-Coated RebarTop Others Top Others Top Others Top Others Top Others Top Others Top Others Top Others#3 2'-8" 2'-4" 2'-1" 1'-7" 2'-6" 2'-3" 1'-11" 1'-6" 2'-5" 2'-1" 1'-10" 1'-5" 2'-2" 1'-11" 1'-8" 1'-4"#4 3'-6" 3'-1" 2'-9" 2'-1" 3'-4" 2'-11" 2'-7" 2'-0" 3'-2" 2'-10" 2'-5" 1'-11" 2'-11" 2'-7" 2'-3" 1'-9"#5 4'-5" 3'-11" 3'-5" 2'-7" 4'-2" 3'-8" 3'-2" 2'-6" 3'-11" 3'-6" 3'-0" 2'-4" 3'-7" 3'-2" 2'-9" 2'-2"#6 5'-3" 4'-8" 4'-1" 3'-1" 5'-0" 4'-5" 3'-10" 2'-11" 4'-9" 4'-2" 3'-8" 2'-10" 4'-4" 3'-10" 3'-4" 2'-7"#7 7'-8" 6'-9" 5'-11" 4'-6" 7'-3" 6'-5" 5'-7" 4'-3" 6'-11" 6'-1" 5'-3" 4'-1" 6'-3" 5'-7" 4'-10" 3'-9"#8 8'-9" 7'-9" 6'-9" 5'-2" 8'-3" 7'-4" 6'-4" 4'-11" 7'-10" 6'-11" 6'-0" 4'-8" 7'-2" 6'-4" 5'-6" 4'-3"#9 9'-11" 8'-9" 7'-7" 5'-10" 9'-4" 8'-3" 7'-2" 5'-6" 8'-10" 7'-10" 6'-9" 5'-3" 8'-1" 7'-2" 6'-2" 4'-9"#10 11'-2" 9'-10" 8'-6" 6'-7" 10'-6" 9'-3" 8'-0" 6'-2" 10'-0" 8'-10" 7'-8" 5'-11" 9'-1" 8'-0" 7'-0" 5'-4"#11 12'-4" 10'-11" 9'-6" 7'-3" 11'-8" 10'-3" 8'-11" 6'-10" 11'-1" 9'-9" 8'-6" 6'-6" 10'-1" 8'-11" 7'-9" 5'-11"NOTES:1 Top bars are defined as horizontal bars with more than 12" of fresh concrete cast below bars.2 When two different size bars are lapped together, the lap length shall be the larger of the development length of the larger bar or the Class B lap length of the smaller bar.3 If neither of the two following criteria are met, multiply the length shown in the table by 1.5: Clear spacing of bars being developed or spliced not less than db, clear cover not less than db, and stirrups or ties throughout ld not less than the code minimum Clear spacing of bars being developed or spliced not less than 2db and clear cover not less than db4 For bundled bars, multiply the length shown in the table by 1.20 for 3 bar bundles or 1.33 for 4 bar bundles. Do not bundle more than 4 bars.Architecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& Associates10/11/2019 1:03:37 PMGENERAL NOTES -STRUCTURALS-002Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTUREGENERAL NOTES CONTINUEDREV. DATEGarage / Bridgeal Package P1PDPCPBPAPA.3PA.2P2P3P4P5P6P7P8P7.8P1.2P4.4PE11'-3"34'-0"48'-0"36'-0"14'-11"12'-6"8'-7"6'-0"30'-0"48'-0"1'-0"34'-0"11'-3"1'-0"36'-0"36'-0"45'-3"46'-3"57'-9 1/2"1S-3011S-3012S-3012S-301F898'-3"98'-3"98'-3"98'-3"98'-3"98'-3"98'-3"98'-3"96'-3"98'-3"98'-3"F11F11F11F11F11F11F13F13F13F11F13F11F11F13F1198'-3"96'-3"96'-3"98'-3"98'-3"F10X3598'-3"F10X3598'-3"F10X3598'-3"F10X35P4.8TOF 95'-1"FSFSFSFSTOF 96'-3"TOF 96'-3"TOF 94'-3"TOF 94'-3"TOF 96'-3"TOF 96'-3"TOF 98'-3" TYP UNOTOF 98'-3" TYP UNOTOF 96'-3"FSFSFSS-4011S-4111S-4211TOF 98'-3" TYP UNO18'-6"5S-5024S-5024S-5025S-5024S-5024S-5025S-502P5.2P7.198'-3"10'-6"WJWJWJWJWJWJWJWJWJWJWJWJWJWJWJWJWJWJWJTOF 94'-3"WJWJWJ9'-6"TOF 98'-3" TYP UNOFSFSTOF 96'-3"TOF 95'-1"FSTOF 95'-1"6'-0"6'-0"WJWJWJWJWJWJWJWJWJWJWJWJWJWJWJWJWJWJWJWJWJWJWJWJWJWJWJWJWJWJWJ6S-5027S-5026S-5027S-5026S-5026S-5027S-5026S-5027S-5026S-502F1396'-3"15'-4"1'-0"1'-0"16'-10"6'-0"12'-0"180'-9"20'-0"1'-2 1/2"57'-9 1/2"62'-0"37'-0"6'-4"14'-5 1/2"1'-11 1/2"4'-5"FDN DRAIN CONN TO STORM SEWER, REFER TO CIVILFDN DRAIN, REFER TO CIVILFDN DRAIN, REFER TO CIVILFDN DRAIN, REFER TO CIVIL98'-3"F5X163'-0"2'-1"10"2'-1"1'-9"3'-4" RO2'-5"9'-0"9'-0"9'-0"9'-0"12'-0"12'-0"12'-0"9'-10 1/4"9'-10 1/4"9'-10 1/4"9'-10 1/4"9'-0 3/8"9'-0 3/8"9'-0 3/8"5'-10"8'-1"8'-5"8'-5"8'-5"8'-5"8'-5"8S-5029S-502EQEQ6"EQEQ6"6"EQEQ6"EQEQFOUNDATION SHEET NOTES:NOSYMBNOTE1 COORDINATE ALL DIMENSIONS, DETAILS, FINISHES, TIE HOLE LOCATIONS, AND BLOCKOUTS/SLEEVES WITH ALL THE PROJECT CONSULTANT DRAWINGS.2 FOR GENERAL NOTES, REFER TO SHEETS S-001, AND S-002.3 FOR EXPLANATION OF NOTATIONS AND ABBREVIATIONS, REFER TO SHEET S-002.4 100’-0" = ELEVATION RELATIVE TO DATUM.5 ALL FOOTINGS ARE CENTERED ON GRID LINES, UNO.6 FOR FOOTING SCHEDULE, NOTES, AND DETAILS, REFER TO SHEET S-601.7 INDICATES FOUNDATIONS SUPPORTED BY RAMMED AGGREGATE PIERS. REFER TO DETS 15 & 16/S-501 AND SPEC SECTION 316110.8FSINDICATES FOOTING STEP, REFER TO DETAILS ON SHEET S-501.9 REFER TO GEOTECHNICAL REPORT IN PROJECT MANUAL FOR ADDITIONAL INFORMATION ON SUBSURFACE CONDITIONS AND EARTHWORK RECOMMENDATIONS.10 SUBGRADE CONDITIONS MAY VARY THROUGHOUT THE PROJECT SITE. GEOTECHNICAL ENGINEER SHALL BE PRESENT FULL-TIME DURING FOUNDATION EXCAVATION AND SHALL EVALUATE CONDITIONS PRIOR TO FOUNDATION INSTALLATION.11 ALL COLUMNS ARE CENTERED ON GRID LINES UNLESS NOTED.12 FOR TYPICAL WALL REINFORCEMENT, REFER TO DETAILS ON SHEET S-501.13WJINDICATES WALL CONTROL JOINT. PLACE JOINTS AS SHOWN ON PLANS IN CONCRETE WALLS. LOCATE WALL CONSTRUCTION JOINTS AT CONTROL JOINT LOCATIONS, REFER TO DETAILS ON S-501.14 CIP & PCC RETAINING WALLS SHALL NOT RECEIVE BACKFILL UNTIL WALL CONCRETE HAS REACHED 28 DAY STRENGTH.True NorthMOBHOSPITALBSKYBRIDGEPARKINGGARAGEACArchitecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& AssociatesKEY PLAN10/11/2019 1:03:39 PMFOUNDATION PLAN -STRUCTURALS-100Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURENORTH1/16" = 1'-0"1FOUNDATION PLAN - STRUCTURALREV. DATEGarage / Bridgeal Package P1PDPCPBPAPA.3PA.2P2P3P4P5P6P7P8P7.8P1.2P4.4PE11'-3"34'-0"48'-0"36'-0"14'-11"12'-6"8'-7"6'-0"30'-0"48'-0"1'-0"34'-0"11'-3"1'-0"36'-0"36'-0"45'-3"46'-3"57'-9 1/2"UPDN1S-3011S-3012S-3012S-301FDFDFDFDTDP4.83'-6"3'-6"11'-6 1/4"11'-6 5/8"11'-6 5/8"11'-6 5/8"1S-5012S-501TYP1S-5012S-501TYP1S-5012S-501TYP3S-5013S-501S-5016TYPS-5018TYP5" CONCRETE SLAB-ON-GRADE, REFER TO SHEET NOTES 9 & 105" CONCRETE SLAB-ON-GRADE, REFER TO SHEET NOTES 9 & 105" CONCRETE SLAB-ON-GRADE, REFER TO SHEET NOTES 9 & 10100'-1 1/2"99'-11"100'-3"99'-11"100'-3"100'-1"100'-3"99'-11"100'-2"99'-11"100'-0 1/2"100'-2"99'-11 3/4"100'-1 1/8"99'-8"98'-10"99'-8"99'-8"99'-0"98'-10"99'-0"99'-8"101'-6"103'-6"105'-6"99'-8"98'-10"99'-8"98'-10"S-4012S-4112S-421296'-6"96'-6"TYP UNO96'-9"4'-0"4'-0"4'-0"PCC BOLLARD, REFER TO DET 14/S-551, TYP5S-5024S-5024S-5025S-5024S-5024S-5025S-502S-5019TYPP5.2P7.1FDFDFDFD100'-1"100'-3"100'-1"100'-3"99'-11"99'-8"99'-0"99'-0"99'-8"101'-6"103'-6"105'-6"100'-1"TO WASH 99'-4"TO WASH 99'-4"100'-1 3/8"20'-0"20'-0"6S-5027S-5026S-5027S-5026S-5026S-5027S-5026S-5027S-5026S-502SPSPSPSPSPSPSPSPSPSP8S-5029S-502100'-1 1/2"100'-1 1/2"TO FF EL6'-0"3'-0"20'-8"15'-4"3'-0"PROVIDE SOG REINF #4 @ 12" OC EW FOR AREA BOUNDED BY GRIDS PB-PC/P2-P5.73'-4" RO2'-5"TD7S-501SIM4'-5"25'-0"16'-10"180'-9"20'-0"1'-2 1/2"57'-9 1/2"62'-0"37'-0"6'-4"14'-5 1/2"1'-11 1/2"SPSP297'-6"STEEL BOLLARD, REFER TO 15/S-551 TYPFDSPSHEET NOTES:NOSYMBNOTE1 COORDINATE ALL DIMENSIONS, DETAILS, FINISHES, TIE HOLE LOCATIONS, AND BLOCKOUTS/SLEEVES WITH ALL OF THE PROJECT CONSULTANT DRAWINGS.2 INDICATES PLAN MATCH LINE. 3 FOR GENERAL NOTES, REFER TO SHEETS S-001 AND S-002.4 FOR EXPLANATION OF NOTATIONS AND ABBREVIATIONS, REFER TO SHEET S-002.5 100'-0" = ELEVATION RELATIVE TO DATUM6 FLOOR ELEVATIONS AS INDICATED DESIGNATE TOP OF CONCRETE SLAB AT COLUMN CENTER LINES. ELEVATIONS DO NOT INCLUDE CONCRETE WASHES, BEAMS, CURBS, ETC. FOR PLAN ELEVATION, REFER TO 1, 2, & 3/S-5517 FOR FLOOR ELEVATIONS BETWEEN POINTS INDICATED, USE STRAIGHT LINE INTERPOLATION.8 FOR COLUMN DETAILS, REFER TO SHEET S-511. ALL COLUMNS ARE CENTERED ON GRID LINES UNLESS NOTED.9 SLAB-ON-GRADE SHALL BE A MINIMUM OF 5" THICK CONCRETE OVER 6" (MIN) COMPACTED GRANULAR SUB-BASE.10 REFER TO SHEET S-501 FOR SLAB-ON-GRADE DETAILS.11 INDICATES FLOOR DRAIN, REFER TO DETAIL 6 & 7/S-501. FOR ADDITIONAL INFORMATION REFER TO MECHANICAL DRAWINGS. SLOPE SLAB TO DRAIN.12 REFER TO MECHANICAL DRAWINGS FOR DRAIN AND PIPE SIZES. NO PIPING SHALL BE INSTALLED WITH LESS THAN 8'-4" CLEARANCE UNLESS IT IS IMMEDIATELY ADJACENT TO A WALL OR COLUMN WHERE IT CANNOT BE HIT BY A VEHICLE.13 CONTRACTORS SHALL INCLUDE IN THEIR BIDS ALL NECESSARY ALLOWANCES FOR HOT AND COLD-WEATHER CONCRETING (INCLUDING BUT NOT LIMITED TO NIGHT POURS, EVAPORATION REDUCTION, HEATING, BLANKETING, CONCRETE ADMIXTURES ETC) TO COMPLETE THE PROJECT AS SCHEDULED. REFER TO SPECIFICATION SECTION 033020.14 PROVIDE 1" GAP BETWEEN ALL WALLS AND COLUMNS, REFER TO DETAIL 18/S-501 UNLESS NOTED OTHERWISE.15 FOR SEALANT, DECK COATING, AND EXPANSION JOINT DETAILS, REFER TO SHEET S-541.16 INDICATES STAND PIPE. ALL VERTICAL RISERS FOR PLUMBING, ELECTRICAL AND MECHANCIAL SYSTEMS SHALL BE PROTECTED BY STEEL PIPE GUARDS, REFER TO DETAILS 5 & 6/S-551. REFER TO MECH. DRAWINGS FOR PIPE LOCATIONS.17 REFER TO AP DRAWINGS FOR BOLLARD LAYOUT. SEE SHEET S-551 FOR BOLLARD ATTACHMENT DETAILS.18 ALL CRACKS THAT APPEAR IN SOG AND SUPPORTED SLAB SHALL BE ROUTED & SEALED, REFER TO DETAILS 1 & 2/S-541.True NorthMOBHOSPITALBSKYBRIDGEPARKINGGARAGEACArchitecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& AssociatesKEY PLAN10/11/2019 1:03:44 PMLEVEL 1 PLAN -STRUCTURALS-101Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURENORTH1/16" = 1'-0"1LEVEL 1 PLAN - STRUCTURALEL 100'-3"LEVEL 1EL 111'-7"LEVEL 2EL 122'-11"LEVEL 3EL 134'-3"LEVEL 4ISOMETRIC VIEWREV. DATEGarage / Bridgeal Package P1PDPCPBPAPA.3PA.2P2P3P4P5P6P7P8P7.8P1.2P4.4PE1'-0"11'-3"34'-0"48'-0"36'-0"14'-11"12'-6"8'-7"6'-0"30'-0"48'-0"1'-0"34'-0"11'-3"1'-0"36'-0"36'-0"45'-3"46'-3"57'-9 1/2"UPDN1S-3011S-3012S-3012S-301FDFDFDFDP4.81S-50216'-4"21'-7 1/2"111'-7"111'-3"111'-7"111'-3"111'-7"111'-5"111'-5"111'-7"111'-3"111'-6"111'-3"111'-4 1/2"111'-6"111'-3 3/4"111'-5 1/8"111'-0"110'-2"111'-0"111'-0"110'-2"110'-4"111'-0"112'-10"114'-10"116'-10"107'-6"111'-0"110'-2"111'-0"110'-2"111'-0"107'-6"S-4013S-41134'-0"3'-6"4'-0"4'-0"4'-0"6'-0"6'-0"6'-0"6'-0"6'-0"TO WASH 110'-4"2S-5212S-5212S-5212S-5211S-521TYPS-53512S-535OH, TYP1S-521TYP1S-521TYP14S-531TYP @ TEE JT3S-5213S-5214S-5215S-5214S-5215S-5212S-5212S-5213S-5213S-521S-53512S-535TYPP5.2P7.1FDFDFDFDFDFD110'-4"111'-0"110'-4"112'-10"114'-10"116'-10"110'-4"111'-7"111'-5"111'-5"111'-7"111'-3"297'-6"111'-5 3/8"TO WASH 110'-8"TO WASH 110'-8"20'-0"20'-0"1S-531TYP @ TEE 14S-531TYP @ TEE JT1S-531TYP @ TEE 14S-531TYP @ TEE JT1S-531TYP @ TEE TYP @ WALL TYP @ OPG SPSPSPSPSPSPSPSPSPSPFDFD12'-4"8'-4"10'-4"10'-4"8'-4"12'-4"18'-6"16'-6"TYP @ WALL TYP @ OPG 6'-0"6'-0"8S-521180'-9"20'-0"1'-2 1/2"57'-9 1/2"62'-0"37'-0"6'-4"14'-5 1/2"1'-11 1/2"(3) #6 CHORD STEEL TYP, EXTEND MIN 4'-0" FROM FACE OF WALL AT INTERIOR CORNERS TYP(3) #6 CHORD STEEL TYP(3) #6 CHORD STEEL TYP(3) #6 CHORD STEEL TYP(3) #6 CHORD STEEL TYP(3) #6 CHORD STEEL TYP(3) #6 CHORD STEEL TYP3" CIP CONCRETE TOPPINGREINFORCE WITH 6X6 W4X4 WWR3" CIP CONCRETE TOPPINGREINFORCE WITH 6X6 W4X4 WWR3" CIP CONCRETE TOPPINGREINFORCE WITH 6X6 W4X4 WWRS-4213S-4214S-53515S-53514S-535137'-6"(3) #6 CHORD STEELSPSP(3) #6 CHORD STEEL TYPFDSPSHEET NOTES:NOSYMBNOTE1 COORDINATE ALL DIMENSIONS, DETAILS, FINISHES, TIE HOLE LOCATIONS, AND BLOCKOUTS/SLEEVES WITH ALL OF THE PROJECT CONSULTANT DRAWINGS.2 INDICATES PLAN MATCH LINE. 3 FOR GENERAL NOTES, REFER TO SHEETS S-001 AND S-002.4 FOR EXPLANATION OF NOTATIONS AND ABBREVIATIONS, REFER TO SHEET S-002.5 100'-0" = ELEVATION RELATIVE TO DATUM6 FLOOR ELEVATIONS AS INDICATED DESIGNATE TOP OF CONCRETE SLAB AT COLUMN CENTER LINES. ELEVATIONS DO NOT INCLUDE CONCRETE WASHES, BEAMS, CURBS, ETC. FOR PLAN ELEVATION, REFER TO 1, 2, & 3/S-5517 FOR FLOOR ELEVATIONS BETWEEN POINTS INDICATED, USE STRAIGHT LINE INTERPOLATION.8 FOR COLUMN DETAILS, REFER TO SHEET S-511. ALL COLUMNS ARE CENTERED ON GRID LINES UNLESS NOTED.9 SLAB-ON-GRADE SHALL BE A MINIMUM OF 5" THICK CONCRETE OVER 6" (MIN) COMPACTED GRANULAR SUB-BASE.10 REFER TO SHEET S-501 FOR SLAB-ON-GRADE DETAILS.11 INDICATES FLOOR DRAIN, REFER TO DETAILS 6/S-501 & 12/S-551. FOR ADDITIONAL INFORMATION REFER TO MECHANICAL DRAWINGS. SLOPE SLAB TO DRAIN.12 REFER TO MECHANICAL DRAWINGS FOR DRAIN AND PIPE SIZES. NO PIPING SHALL BE INSTALLED WITH LESS THAN 8'-4" CLEARANCE UNLESS IT IS IMMEDIATELY ADJACENT TO A WALL OR COLUMN WHERE IT CANNOT BE HIT BY A VEHICLE.13 CONTRACTORS SHALL INCLUDE IN THEIR BIDS ALL NECESSARY ALLOWANCES FOR HOT AND COLD-WEATHER CONCRETING (INCLUDING BUT NOT LIMITED TO NIGHT POURS, EVAPORATION REDUCTION, HEATING, BLANKETING, CONCRETE ADMIXTURES ETC) TO COMPLETE THE PROJECT AS SCHEDULED. REFER TO SPECIFICATION SECTION 033020.14 PROVIDE 1" GAP BETWEEN ALL WALLS AND COLUMNS, REFER TO DETAIL 18/S-501 UNLESS NOTED OTHERWISE.15 FOR SEALANT, DECK COATING, AND EXPANSION JOINT DETAILS, REFER TO DRAWING S-541.16INDICATES HEAVY DUTY TRAFFIC BEARING MEMBRANE (DECK COATING) OVER OCCUPIED SPACE (ELECTRICAL, MECHANICAL, DATA STORAGE ROOMS) AS SHOWN ON THE DRAWINGS. COLOR OF DECK COATING SHALL BE GRAY, WITH OWNER SELECTING THE SHADE OF GRAY. REFER TO DETAILS 12-16/S-541 FOR ADDITIONAL INFORMATION.17 INDICATES STAND PIPE. ALL VERTICAL RISERS FOR PLUMBING, ELECTRICAL AND MECHANCIAL SYSTEMS SHALL BE PROTECTED BY STEEL PIPE GUARDS, REFER TO DETAILS 5 & 6/S-551. REFER TO MECH. DRAWINGS FOR PIPE LOCATIONS.18 REFER TO AP DRAWINGS FOR BOLLARD LAYOUT. SEE SHEET S-551 FOR BOLLARD ATTACHMENT DETAILS.19 FOR PCC TEE & BEAM NOTES & DETAILS, REFER TO SHEET S-531. FOR PCC CONNECTION DETAILS, REFER TO SHEET S-532.20 FOR PCC SHEAR WALL, LIGHT WALL, AND DOUBLE TEE LOADS AND VOLUME CHANGE DIAGRAMS, REFER TO SHEET S-621.21 ALL CONTROL AND CONSTRUCTION JOINTS IN CONCRETE TOPPING SHALL BE HAND TOOLED, REFER TO 3 & 4/S-541. TOPPING CONTROL JOINTS SHALL BE INSTALLED OVER ALL PCC JOINTS.22 ALL CRACKS THAT APPEAR IN SOG AND SUPPORTED SLAB SHALL BE ROUTED & SEALED, REFER TO DETAILS 1 & 2/S-541.23 FOR LIGHT POLE LOCATIONS AND LIGHT POLE BASE DETAILS REFER TO ELECTRICAL AND DETAILS 1/S-511 AND 6 & 7/S-535.24 PCC MFR SHALL SUPPLY ALL DIAPHRAGM REINFORCEMENT IN AREAS NOT RECEIVING CAST-IN-PLACE CONCRETE TOPPING. PCC MFR SHALL PROVIDE ADEQUATE LAP OR MECHANICAL SPLICES FOR CHORD REINFORCEMENT IN AREAS ADJACENT TO CAST-IN-PLACE CONCRETE TOPPING.True NorthMOBHOSPITALBSKYBRIDGEPARKINGGARAGEACArchitecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& AssociatesKEY PLAN10/11/2019 1:03:50 PMLEVEL 2 PLAN -STRUCTURALS-102Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURENORTH1/16" = 1'-0"1LEVEL 2 PLAN - STRUCTURALEL 100'-3"LEVEL 1EL 111'-7"LEVEL 2EL 122'-11"LEVEL 3EL 134'-3"LEVEL 4ISOMETRIC VIEWREV. DATEGarage / Bridgeal Package P1PDPCPBPAPA.3PA.2P2P3P4P5P6P7P8P7.8P1.2P4.4PE11'-3"34'-0"48'-0"36'-0"14'-11"12'-6"8'-7"6'-0"30'-0"48'-0"1'-0"34'-0"11'-3"1'-0"36'-0"36'-0"45'-3"46'-3"20'-0"1'-2 1/2"57'-9 1/2"62'-0"37'-0"6'-4"14'-5 1/2"1'-11 1/2"57'-9 1/2"UPDN1S-3011S-3012S-3012S-301FDFDFDFDP4.8122'-11"122'-7"122'-11"122'-7"122'-11"122'-9"122'-9"122'-11"122'-7"122'-10"122'-7"122'-8 1/2"122'-10"122'-7 3/4"122'-9 1/8"122'-4"121'-6"122'-4"122'-4"121'-6"121'-8"122'-4"124'-2"126'-2"128'-2"118'-10"122'-4"121'-6"122'-4"121'-6"122'-4"121'-8"122'-4"124'-2"126'-2"128'-2"118'-10"S-4014S-4114TO WASH 121'-8"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"6'-0"3'-6"6'-0"6'-0"6'-0"6'-0"6'-0"2S-5212S-5212S-5212S-5211S-521TYP1S-521TYP1S-521TYP3S-5214S-5215S-5214S-5215S-5212S-5212S-5213S-5213S-521S-53512S-535OH, TYPS-53512S-535TYP3S-521P5.2P7.1FDFDFDFDFDFD121'-8"121'-8"122'-11"122'-9"122'-9"122'-11"122'-7"180'-9"122'-9 3/8"TO WASH 122'-0"TO WASH 122'-0"20'-0"20'-0"14S-531TYP @ TEE JT1S-531TYP @ TEE 14S-531TYP @ TEE JT1S-531TYP @ TEE 14S-531TYP @ TEE JT1S-531TYP @ TEE TYP @ WALL TYP @ OPG SPSPSPSPSPSPSPSPSPSPFDFD1/8"18'-6"16'-6"12'-4"8'-4"10'-4"10'-4"8'-4"12'-4"TYP @ WALL TYP @ OPG 6'-0"6'-0"8S-521(3) #6 CHORD STEEL TYP, EXTEND MIN 4'-0" FROM FACE OF WALL AT INTERIOR CORNERS TYP(3) #6 CHORD STEEL TYP(3) #6 CHORD STEEL TYP(3) #6 CHORD STEEL TYP(3) #6 CHORD STEEL TYP(3) #6 CHORD STEEL TYP(3) #6 CHORD STEEL TYP3" CIP CONCRETE TOPPINGREINFORCE WITH 6X6 W4X4 WWR3" CIP CONCRETE TOPPINGREINFORCE WITH 6X6 W4X4 WWR3" CIP CONCRETE TOPPINGREINFORCE WITH 6X6 W4X4 WWRS-53515S-53514S-53513SPSP(3) #6 CHORD STEEL TYP297'-6"FDSPSHEET NOTES:NOSYMBNOTE1 COORDINATE ALL DIMENSIONS, DETAILS, FINISHES, TIE HOLE LOCATIONS, AND BLOCKOUTS/SLEEVES WITH ALL OF THE PROJECT CONSULTANT DRAWINGS.2 INDICATES PLAN MATCH LINE. 3 FOR GENERAL NOTES, REFER TO SHEETS S-001 AND S-002.4 FOR EXPLANATION OF NOTATIONS AND ABBREVIATIONS, REFER TO SHEET S-002.5 100'-0" = ELEVATION RELATIVE TO DATUM6 FLOOR ELEVATIONS AS INDICATED DESIGNATE TOP OF CONCRETE SLAB AT COLUMN CENTER LINES. ELEVATIONS DO NOT INCLUDE CONCRETE WASHES, BEAMS, CURBS, ETC. FOR PLAN ELEVATION, REFER TO 1, 2, & 3/S-5517 FOR FLOOR ELEVATIONS BETWEEN POINTS INDICATED, USE STRAIGHT LINE INTERPOLATION.8 FOR COLUMN DETAILS, REFER TO SHEET S-511. ALL COLUMNS ARE CENTERED ON GRID LINES UNLESS NOTED.9 SLAB-ON-GRADE SHALL BE A MINIMUM OF 5" THICK CONCRETE OVER 6" (MIN) COMPACTED GRANULAR SUB-BASE.10 REFER TO SHEET S-501 FOR SLAB-ON-GRADE DETAILS.11 INDICATES FLOOR DRAIN, REFER TO DETAILS 6/S-501 & 12/S-551. FOR ADDITIONAL INFORMATION REFER TO MECHANICAL DRAWINGS. SLOPE SLAB TO DRAIN.12 REFER TO MECHANICAL DRAWINGS FOR DRAIN AND PIPE SIZES. NO PIPING SHALL BE INSTALLED WITH LESS THAN 8'-4" CLEARANCE UNLESS IT IS IMMEDIATELY ADJACENT TO A WALL OR COLUMN WHERE IT CANNOT BE HIT BY A VEHICLE.13 CONTRACTORS SHALL INCLUDE IN THEIR BIDS ALL NECESSARY ALLOWANCES FOR HOT AND COLD-WEATHER CONCRETING (INCLUDING BUT NOT LIMITED TO NIGHT POURS, EVAPORATION REDUCTION, HEATING, BLANKETING, CONCRETE ADMIXTURES ETC) TO COMPLETE THE PROJECT AS SCHEDULED. REFER TO SPECIFICATION SECTION 033020.14 PROVIDE 1" GAP BETWEEN ALL WALLS AND COLUMNS, REFER TO DETAIL 18/S-501 UNLESS NOTED OTHERWISE.15 FOR SEALANT, DECK COATING, AND EXPANSION JOINT DETAILS, REFER TO DRAWING S-541.16 INDICATES HEAVY DUTY TRAFFIC BEARING MEMBRANE (DECK COATING) OVER OCCUPIED SPACE (ELECTRICAL, MECHANICAL, DATA STORAGE ROOMS) AS SHOWN ON THE DRAWINGS. COLOR OF DECK COATING SHALL BE GRAY, WITH OWNER SELECTING THE SHADE OF GRAY. REFER TO DETAILS 12-16/S-541 FOR ADDITIONAL INFORMATION.17 INDICATES STAND PIPE. ALL VERTICAL RISERS FOR PLUMBING, ELECTRICAL AND MECHANCIAL SYSTEMS SHALL BE PROTECTED BY STEEL PIPE GUARDS, REFER TO DETAILS 5 & 6/S-551. REFER TO MECH. DRAWINGS FOR PIPE LOCATIONS.18 REFER TO AP DRAWINGS FOR BOLLARD LAYOUT. SEE SHEET S-551 FOR BOLLARD ATTACHMENT DETAILS.19 FOR PCC TEE & BEAM NOTES & DETAILS, REFER TO SHEET S-531. FOR PCC CONNECTION DETAILS, REFER TO SHEET S-532.20 FOR PCC SHEAR WALL, LIGHT WALL, AND DOUBLE TEE LOADS AND VOLUME CHANGE DIAGRAMS, REFER TO SHEET S-621.21 ALL CONTROL AND CONSTRUCTION JOINTS IN CONCRETE TOPPING SHALL BE HAND TOOLED, REFER TO 3 & 4/S-541. TOPPING CONTROL JOINTS SHALL BE INSTALLED OVER ALL PCC JOINTS.22 ALL CRACKS THAT APPEAR IN SOG AND SUPPORTED SLAB SHALL BE ROUTED & SEALED, REFER TO DETAILS 1 & 2/S-541.23 FOR LIGHT POLE LOCATIONS AND LIGHT POLE BASE DETAILS REFER TO ELECTRICAL AND DETAILS 1/S-511 AND 6 & 7/S-535.24 PCC MFR SHALL SUPPLY ALL DIAPHRAGM REINFORCEMENT IN AREAS NOT RECEIVING CAST-IN-PLACE CONCRETE TOPPING. PCC MFR SHALL PROVIDE ADEQUATE LAP OR MECHANICAL SPLICES FOR CHORD REINFORCEMENT IN AREAS ADJACENT TO CAST-IN-PLACE CONCRETE TOPPING.True NorthMOBHOSPITALBSKYBRIDGEPARKINGGARAGEACArchitecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& AssociatesKEY PLAN10/11/2019 1:03:56 PMLEVEL 3 PLAN -STRUCTURALS-103Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURENORTH1/16" = 1'-0"1LEVEL 3 PLAN - STRUCTURALEL 100'-3"LEVEL 1EL 111'-7"LEVEL 2EL 122'-11"LEVEL 3EL 134'-3"LEVEL 4ISOMETRIC VIEWREV. DATEGarage / Bridgeal Package P1PDPCPBPAPA.3PA.2P2P3P4P5P6P7P8P7.8P1.2P4.4PE11'-3"34'-0"48'-0"36'-0"14'-11"12'-6"8'-7"6'-0"30'-0"48'-0"1'-0"34'-0"11'-3"1'-0"36'-0"36'-0"45'-3"46'-3"20'-0"1'-2 1/2"57'-9 1/2"62'-0"37'-0"6'-4"14'-5 1/2"1'-11 1/2"57'-9 1/2"UPDN1S-3011S-3012S-3012S-301P4.8134'-3"133'-11"134'-3"134'-1"134'-1"134'-3"133'-11"134'-3"133'-11"134'-3"134'-1"134'-1"134'-3"133'-11"134'-2"133'-11"134'-0 1/2"134'-2"133'-11 3/4"134'-1 1/8"133'-8"132'-10"133'-8"133'-8"133'-0"132'-10"133'-0"133'-8"134'-10"130'-2"133'-8"132'-10"133'-8"132'-10"133'-8"133'-0"133'-0"133'-8"134'-10"130'-2"S-4021S-41152S-4026S-411FDFDFDFDFDFDFDFDFDFDTO WASH 133'-0"4'-0"4'-0"4'-0"4'-0"3'-6"6'-0"6'-0"6'-0"6'-0"6'-0"2S-5212S-5212S-5212S-5211S-521TYP1S-521TYP1S-521TYP14S-531TYP @ TEE JT3S-5214S-5215S-5214S-5215S-5212S-5212S-5213S-5213S-521S-53512S-535OH, TYPS-53512S-535TYP3S-521P5.2P7.1TO WASH 133'-4"TO WASH 133'-4"134'-1 3/8"20'-0"20'-0"SKYBRIDGE14S-531TYP @ TEE JT1S-531TYP @ TEE 14S-531TYP @ TEE JT1S-531TYP @ TEE TYP @ WALL TYP @ OPG FDFD12'-4"8'-4"10'-4"10'-4"8'-4"12'-4"6'-0"6'-0"8S-52118'-6"16'-6"TYP @ OPGTYP @ WALL180'-9"(3) #6 CHORD STEEL TYP(3) #6 CHORD STEEL TYP(3) #6 CHORD STEEL TYP(3) #6 CHORD STEEL TYP(3) #6 CHORD STEEL TYP(3) #6 CHORD STEEL TYP3" CIP CONCRETE TOPPINGREINFORCE WITH 6X6 W4X4 WWR3" CIP CONCRETE TOPPINGREINFORCE WITH 6X6 W4X4 WWR3" CIP CONCRETE TOPPINGREINFORCE WITH 6X6 W4X4 WWRS-53515S-53514S-535132S-521SIMSPSP297'-6"(3) #6 CHORD STEEL TYP, EXTEND MIN 4'-0" FROM FACE OF WALL AT INTERIOR CORNERS TYP(3) #6 CHORD STEEL TYPFDSPSHEET NOTES:NOSYMBNOTE1 COORDINATE ALL DIMENSIONS, DETAILS, FINISHES, TIE HOLE LOCATIONS, AND BLOCKOUTS/SLEEVES WITH ALL OF THE PROJECT CONSULTANT DRAWINGS.2 INDICATES PLAN MATCH LINE. 3 FOR GENERAL NOTES, REFER TO SHEETS S-001 AND S-002.4 FOR EXPLANATION OF NOTATIONS AND ABBREVIATIONS, REFER TO SHEET S-002.5 100'-0" = ELEVATION RELATIVE TO DATUM6 FLOOR ELEVATIONS AS INDICATED DESIGNATE TOP OF CONCRETE SLAB AT COLUMN CENTER LINES. ELEVATIONS DO NOT INCLUDE CONCRETE WASHES, BEAMS, CURBS, ETC. FOR PLAN ELEVATION, REFER TO 1, 2, & 3/S-5517 FOR FLOOR ELEVATIONS BETWEEN POINTS INDICATED, USE STRAIGHT LINE INTERPOLATION.8 FOR COLUMN DETAILS, REFER TO SHEET S-511. ALL COLUMNS ARE CENTERED ON GRID LINES UNLESS NOTED.9 SLAB-ON-GRADE SHALL BE A MINIMUM OF 5" THICK CONCRETE OVER 6" (MIN) COMPACTED GRANULAR SUB-BASE.10 REFER TO SHEET S-501 FOR SLAB-ON-GRADE DETAILS.11 INDICATES FLOOR DRAIN, REFER TO DETAILS 6/S-501 & 12/S-551. FOR ADDITIONAL INFORMATION REFER TO MECHANICAL DRAWINGS. SLOPE SLAB TO DRAIN.12 REFER TO MECHANICAL DRAWINGS FOR DRAIN AND PIPE SIZES. NO PIPING SHALL BE INSTALLED WITH LESS THAN 8'-4" CLEARANCE UNLESS IT IS IMMEDIATELY ADJACENT TO A WALL OR COLUMN WHERE IT CANNOT BE HIT BY A VEHICLE.13 CONTRACTORS SHALL INCLUDE IN THEIR BIDS ALL NECESSARY ALLOWANCES FOR HOT AND COLD-WEATHER CONCRETING (INCLUDING BUT NOT LIMITED TO NIGHT POURS, EVAPORATION REDUCTION, HEATING, BLANKETING, CONCRETE ADMIXTURES ETC) TO COMPLETE THE PROJECT AS SCHEDULED. REFER TO SPECIFICATION SECTION 033020.14 PROVIDE 1" GAP BETWEEN ALL WALLS AND COLUMNS, REFER TO DETAIL 18/S-501 UNLESS NOTED OTHERWISE.15 FOR SEALANT, DECK COATING, AND EXPANSION JOINT DETAILS, REFER TO DRAWING S-541.16 INDICATES HEAVY DUTY TRAFFIC BEARING MEMBRANE (DECK COATING) OVER OCCUPIED SPACE (ELECTRICAL, MECHANICAL, DATA STORAGE ROOMS) AS SHOWN ON THE DRAWINGS. COLOR OF DECK COATING SHALL BE GRAY, WITH OWNER SELECTING THE SHADE OF GRAY. REFER TO DETAILS 12-16/S-541 FOR ADDITIONAL INFORMATION.17 INDICATES STAND PIPE. ALL VERTICAL RISERS FOR PLUMBING, ELECTRICAL AND MECHANCIAL SYSTEMS SHALL BE PROTECTED BY STEEL PIPE GUARDS, REFER TO DETAILS 5 & 6/S-551. REFER TO MECH. DRAWINGS FOR PIPE LOCATIONS.18 REFER TO AP DRAWINGS FOR BOLLARD LAYOUT. SEE SHEET S-551 FOR BOLLARD ATTACHMENT DETAILS.19 FOR PCC TEE & BEAM NOTES & DETAILS, REFER TO SHEET S-531. FOR PCC CONNECTION DETAILS, REFER TO SHEET S-532.20 FOR PCC SHEAR WALL, LIGHT WALL, AND DOUBLE TEE LOADS AND VOLUME CHANGE DIAGRAMS, REFER TO SHEET S-621.21 ALL CONTROL AND CONSTRUCTION JOINTS IN CONCRETE TOPPING SHALL BE HAND TOOLED, REFER TO 3 & 4/S-541. TOPPING CONTROL JOINTS SHALL BE INSTALLED OVER ALL PCC JOINTS.22 ALL CRACKS THAT APPEAR IN SOG AND SUPPORTED SLAB SHALL BE ROUTED & SEALED, REFER TO DETAILS 1 & 2/S-541.23 FOR LIGHT POLE LOCATIONS AND LIGHT POLE BASE DETAILS REFER TO ELECTRICAL AND DETAILS 1/S-511 AND 6 & 7/S-535.24 PCC MFR SHALL SUPPLY ALL DIAPHRAGM REINFORCEMENT IN AREAS NOT RECEIVING CAST-IN-PLACE CONCRETE TOPPING. PCC MFR SHALL PROVIDE ADEQUATE LAP OR MECHANICAL SPLICES FOR CHORD REINFORCEMENT IN AREAS ADJACENT TO CAST-IN-PLACE CONCRETE TOPPING.True NorthMOBHOSPITALBSKYBRIDGEPARKINGGARAGEACArchitecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& AssociatesKEY PLAN10/11/2019 1:03:59 PMLEVEL 4 PLAN -STRUCTURALS-104Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURENORTH1/16" = 1'-0"1LEVEL 4 PLAN - STRUCTURALEL 100'-3"LEVEL 1EL 111'-7"LEVEL 2EL 122'-11"LEVEL 3EL 134'-3"LEVEL 4ISOMETRIC VIEWREV. DATEGarage / Bridgeal Package Level 1100' -3"Level 2111' -7"Level 3122' -11"Level 4134' -3"P1P2P3P4P5P6P7P8P7.8P1.2P4.4P4.8TO SPANDREL 138'-0"TO SPANDREL 126'-8"TO SPANDREL 115'-4"TOW 104'-0"P5.2P7.111'-3"34'-0"48'-0"36'-0"14'-11"12'-6"8'-7"6'-0"30'-0"48'-0"1'-0"34'-0"11'-3"TOW 150'-11 1/2", TYP AT STAIR TOWERTO CHANNEL 141'-1", TYPTO WT 135'-3 1/2", TYPTO WT 123'-11 1/2", TYPTO WT 112'-7 1/2", TYPTO WT 102'-7", TYPBO CHANNEL 101'-1", TYP2'-0"3'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"2'-0"2'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"2'-0"2'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"2'-0"2'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"2'-0"2'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"2'-0"2'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"2'-0"2'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"3'-3"4'-0"4'-0"BO CHANNEL 109'-1"BO CHANNEL 109'-1"REFER TO DET 9/S-521 FOR TYP FRAMING & CONNLevel 1100' -3"Level 2111' -7"Level 3122' -11"Level 4134' -3"P1P2P3P4P5P6P7P8P4.4P4.8TO SPANDREL 138'-0"TO SPANDREL 126'-8"TO SPANDREL 115'-4"TOW 104'-0"P5.2P7.145'-3"48'-0"36'-0"14'-11"12'-6"8'-7"6'-0"30'-0"48'-0"1'-0"45'-3"TOW 150'-11 1/2", TYP AT STAIR TOWERCONT SPANDREL THRU COLUMN, TYP AT P5.2TO CHANNEL 141'-1", TYPTO WT 135'-3 1/2", TYPTO WT 123'-11 1/2", TYPTO WT 112'-7 1/2", TYPTO WT 102'-7", TYPBO CHANNEL 101'-1", TYPBO CHANNEL AT CANOPY 112'-1"REFER TO DET 10/S-521 FOR TYP FRAMING & CONNTO WT AT CANOPY 113'-7"6"4'-2"3'-0"4'-0"3'-0"4'-0"3'-0"4'-0"3'-0"4'-0"3'-0"4'-0"3'-0"2'-7"1'-7"2'-10"4'-0"3'-0"4'-0"3'-0"4'-0"3'-0"4'-0"3'-0"4'-0"3'-0"4'-0"3'-0"1'-7"2'-5"3'-0"4'-0"3'-0"4'-0"3'-0"4'-0"3'-0"4'-0"3'-0"2'-7"5"1'-10"4'-0"3'-0"4'-0"3'-0"4'-0"3'-0"4'-0"3'-0"4'-0"3'-0"4'-0"3'-0"2'-5"1'-7"2'-10"4'-0"3'-0"4'-0"3'-0"4'-0"3'-0"4'-0"3'-0"4'-0"3'-0"4'-0"3'-0"1'-7"2'-5"3'-0"4'-0"3'-0"4'-0"3'-0"4'-0"3'-0"3'-7"5"BO CHANNEL AT CANOPY 112'-1"TO WT AT CANOPY 113'-7"Level 1100' -3"Level 2111' -7"Level 3122' -11"Level 4134' -3"PDPCPBPAPA.2TO SPANDREL 138'-0"TO SPANDREL 126'-8"TO SPANDREL 115'-4"TOW 104'-0"14'-5 1/2"43'-4"62'-0"57'-9 1/2"TO CHANNEL 141'-1", TYPTO WT 135'-3 1/2", TYPTO WT 123'-11 1/2", TYPTO WT 112'-7 1/2", TYPTO WT 102'-7", TYPBO CHANNEL 101'-1", TYP8 1/2"4'-0"3'-0"4'-0"2'-9"1'-6"4'-4"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"1'-6"2'-6"4'-0"4'-0"4'-6"4'-0"4'-6"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-6"4'-6"4'-0"1'-6"3'-0"4'-0"4'-0"4'-6"4'-6"4'-0"4'-0"4'-0"4'-0"4'-6"4'-0"4'-6"4'-0"4'-0"9 1/2"BO CHANNEL 109'-1", TYPREFER TO DET 9/S-521 FOR TYP FRAMING & CONNLevel 1100' -3"Level 2111' -7"Level 3122' -11"Level 4134' -3"PDPCPBPAPA.3PA.2TO SPANDREL 138'-0"TO SPANDREL 126'-8"TO SPANDREL 115'-4"TOW 104'-0"57'-9 1/2"62'-0"37'-0"6'-4"14'-5 1/2"TOW 150'-11 1/2", TYP AT STAIR TOWERTO CHANNEL 141'-1", TYPTO WT 135'-3 1/2", TYPTO WT 123'-11 1/2", TYPTO WT 112'-7 1/2", TYPTO WT 102'-7", TYPBO CHANNEL 101'-1", TYP9 1/2"4'-0"4'-0"4'-6"4'-0"4'-6"4'-0"4'-0"4'-0"4'-0"4'-6"4'-6"4'-0"4'-0"3'-0"1'-6"4'-0"4'-6"4'-6"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-6"4'-0"4'-6"4'-0"4'-0"2'-6"1'-6"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"4'-0"2'-0"1'-6"REFER TO DET 9/S-521 FOR TYP FRAMING & CONNArchitecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& Associates10/11/2019 1:04:05 PMBUILDING ELEVATIONS -STRUCTURALS-201Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURE3/32" = 1'-0"1NORTH FRAMING ELEVATION - STRUCTURAL3/32" = 1'-0"2SOUTH FRAMING ELEVATION - STRUCTURAL3/32" = 1'-0"3WEST FRAMING ELEVATION - STRUCTURAL3/32" = 1'-0"4EAST FRAMING ELEVATION - STRUCTURALREV. DATEGarage / Bridgeal Package Level 1100' -3"Level 2111' -7"Level 3122' -11"Level 4134' -3"P1P2P3P4P5P6P7P8P4.4P4.8TOW 100'-3"TOW 106'-11"TOW 104'-11"TOW 102'-11"TOW 100'-11"4'-0" X 7'-4" OPENING, TYP UNO(5) 4'-0" X 6'-8" OPENINGS(LEVEL 1/P2-P2.6)(6) 4'-0" X 2'-7" OPENINGS (LEVEL 1/P3.7-P4.5)(6) 4'-0" X 4'-8" OPENINGS (LEVEL 1/P2.7-P/3.6)S-5216TYPTOW EL 139'-0"TOW EL 138'-0"P5.2P7.145'-3"48'-0"36'-0"14'-11"12'-6"8'-7"6'-0"30'-0"48'-0"1'-0"45'-3"WALL STEP12'-0"WALL STEP12'-0"8'-7"WALL STEPWALL STEP11'-8"TO COL = TOWTO COL = TOWPCC MFR SHALL COORD LIGHT POLE LOCATIONS W/ ELEC, REF DET 6/S-535Level 1100' -3"Level 2111' -7"Level 3122' -11"Level 4134' -3"P1P2P3P4P5P6P7P8P4.4P4.8PED BRIDGEROOF146' -9 1/2"TOW 100'-3"TOW 106'-11"TOW 104'-11"TOW 102'-11"TOW 100'-11"4'-0" X 7'-4" OPENING, TYP UNO(5) 4'-0" X 6'-8" OPENINGS(LEVEL 1/P2-P2.6)(6) 4'-0" X 2'-7" OPENINGS (LEVEL 1/P3.7-P4.5)(6) 4'-0" X 4'-8" OPENINGS (LEVEL 1/P2.7-P/3.64)S-5216TYPTOW EL 139'-0"TOW EL 138'-0"P5.2P7.145'-3"48'-0"36'-0"14'-11"12'-6"8'-7"6'-0"30'-0"48'-0"1'-0"45'-3"WALL STEP12'-0"WALL STEP12'-0"8'-7"WALL STEPWALL STEP11'-8"TO COL = TOWTO COL = TOWPCC MFR SHALL COORD LIGHT POLE LOCATIONS W/ ELEC, REF DET 6/S-535Architecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& Associates10/11/2019 1:04:11 PMBUILDING SECTIONS -STRUCTURALS-301Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURE3/32" = 1'-0"1BUILDING SECTION - GRID B - LOOKING NORTH3/32" = 1'-0"2BUILDING SECTION - GRID C - LOOKING NORTHREV. DATEGarage / Bridgeal Package PDP4P5P4.4PEP4.814'-11"12'-6"8'-7"6'-0"21'-2 1/2"4'-0"95'-1"P5.21'-9"1"1'-0"4"8"1'-10"3'-11"1"1'-8"2'-4"F99'-6"9'-6"10"1"11"9"2'-2"12'-9"12S-502F995'-1"1'-0"2"1"1'-0"9S-503F895'-1"S-50357S-503S-50362S-5031S-5032"1'-0"1'-0"2'-0"3"REF DET 3/S-5038S-5034 1/2"10"1'-0"3 1/2"2'-0" THICK MAT FTG W/ #7 @ 12" OC T&B EA WAY TOF EL 95'-1". PROVIDE STD HOOKS ON ALL EAST/WEST REINFFTG PER 12/S-502MAT FDN10S-5031'-4 1/2"FDN DRAIN CONN TO STORM SEWER, REFER TO CIVILFDN DRAIN, REFER TO CIVILPDP4P5P4.4PEP4.814'-11"12'-6"8'-7"6'-0"21'-2 1/2"100'-1"P5.2100'-1"105'-9"5'-10"8'-3"11"5'-0"10"10"19'-2"9S-5037S-5032S-5031S-5033'-8"RO6'-4"2'-6"8'-4 1/2"RO6'-0"2'-0"RO3'-4"2'-11 1/2"RO6'-7"2'-11 1/2"4S-50311S-53511S-5351'-11 1/2"RO8'-11 1/2"8S-503TO OPENING 108'-10"TOW 100'-8 1/2", TYP UNOHSS8X8X1/4TO STL 102' - 6"PCC MFR SHALL COORD ROUGH OPENING SIZE W/ ELEVATOR SUPPLIER, REFER TO 17/S-535 FOR SILL DETAILBOT OPG 103'-7"TO OPG 108'-10"4 1/2"10"12S-50210S-503PROVIDE RUBBED FINISH AT EXPOSED CIP WALL, TYP AT SOUTH TOWERPCC MFR SHALL COORD EMBEDS OR POST-INSTALLED CONNS FOR STAIR RAILING W/ RAILING SUPPLIER, RAILING NOT IN BP #41'-0"3"3"7"3"8" WIDE LEDGE, TYP17S-501SPSP13S-55113S-55111S-50311S-5035'-0"1'-1"5'-0"1"PDP4P5P4.4PEP4.814'-11"12'-6"8'-7"6'-0"21'-2 1/2"111'-5"P5.2SPAN OF 6" PCC SLAB10"10"19'-2"HSS8X6X1/2 TO STL 111'-3"111'-5"117'-1"5'-0"11"8'-3"3'-8"RO6'-4"2'-6"8'-4 1/2"RO6'-0"2'-0"RO3'-4"11S-53511S-5351'-11 1/2"RO8'-11 1/2"BOT OPG 114'-11"TO OPG 120'-2"BOT OPG 111'-10"TO OPG 120'-2"4"HSS8X8X1/4TO STL 113' - 10"4 1/2"10"1'-0"3"3"7"3"8" WIDE LEDGE, TYPPROVIDE VERT EJ, PREFORMED EXPANDING FOAM W/ FACTORY APPLIED SILICONE SEALANT ± 50% MOVEMENT, EACH SIDE OF TOWER13S-55113S-5511S-522SPSP16S-535PCC MFR SHALL COORD ROUGH OPENING SIZE W/ ELEVATOR SUPPLIER, REFER TO 9/S-535 FOR SILL DETAILPCC MFR SHALL COORD EMBEDS OR POST-INSTALLED CONNS FOR STAIR RAILING W/ RAILING SUPPLIER, RAILING NOT IN BP #45'-0"1'-1"5'-0"1"PDP4P5P4.4PEP4.814'-11"12'-6"8'-7"6'-0"21'-2 1/2"122'-9"P5.2SPAN OF 6" PCC SLABHSS8X6X1/2 TO STL 122'-7"10"10"19'-2"122'-9"128'-5"8'-3"11"5'-0"3'-8"RO6'-4"2'-6"8'-4 1/2"6'-0"RO2'-0"3'-4"11S-53511S-5351'-11 1/2"RO8'-11 1/2"BOT OPG 126'-3"TO OPG 131'-6"BOT OPG 123'-2"TO OPG 131'-6"4"4 1/2"10"3"7"3"8" WIDE LEDGE, TYPPROVIDE VERT EJ, PREFORMED EXPANDING FOAM W/ FACTORY APPLIED SILICONE SEALANT ± 50% MOVEMENT, EACH SIDE OF TOWER1'-0"3"13S-55113S-5511S-522HSS8X8X1/4TO STL 125' - 2"SPSP16S-535PCC MFR SHALL COORD ROUGH OPENING SIZE W/ ELEVATOR SUPPLIER, REFER TO 9/S-535 FOR SILL DETAILPCC MFR SHALL COORD EMBEDS OR POST-INSTALLED CONNS FOR STAIR RAILING W/ RAILING SUPPLIER, RAILING NOT IN BP #45'-0"1'-1"5'-0"1"Architecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& Associates10/11/2019 1:04:14 PMENLARGED SOUTH TOWERPLANS - STRUCTURALS-401Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURENORTH1/4" = 1'-0"1FOUNDATION PLAN - SOUTH TOWER - STRUCTURALNORTH1/4" = 1'-0"2LEVEL 1 PLAN - SOUTH TOWER - STRUCTURALNORTH1/4" = 1'-0"3LEVEL 2 PLAN - SOUTH TOWER - STRUCTURALNORTH1/4" = 1'-0"4LEVEL 3 PLAN - SOUTH TOWER - STRUCTURALREV. DATEGarage / Bridgeal Package PDP4P5P4.4PEP4.814'-11"12'-6"8'-7"6'-0"21'-2 1/2"134'-1"4S-431P5.2SPAN OF 6" PCC SLABREFER TO S-431 FOR PEDESTRIAN BRIDGE PLANSHSS8X6X1/2 TO STL 133'-11"10"10"19'-2"134'-1"3'-8"RO6'-4"2'-6"8'-4 1/2"RO6'-0"2'-0"3'-4"11S-53511S-5351'-11 1/2"RO8'-11 1/2"BOT OPG 137'-7"TO OPG 146'-5"BOT OPG 134'-6"TO OPG 146'-5"4"HSS8X8X1/4TO STL 136' - 6"4 1/2"10"6S-5623"7"3"8" WIDE LEDGE, TYPPROVIDE VERT EJ, PREFORMED EXPANDING FOAM W/ FACTORY APPLIED SILICONE SEALANT ± 50% MOVEMENT, EACH SIDE OF TOWER1'-0"3"1S-522SPSP16S-53513S-551PCC MFR SHALL COORD ROUGH OPENING SIZE W/ ELEVATOR SUPPLIER, REFER TO 9/S-535 FOR SILL DETAILPCC MFR SHALL COORD EMBEDS OR POST-INSTALLED CONNS FOR STAIR RAILING W/ RAILING SUPPLIER, RAILING NOT IN BP #45'-0"6'-2"PDP4P5P4.4PEP4.814'-11"12'-6"8'-7"6'-0"21'-2 1/2"4S-431P5.2149'-0"REFER TO S-431 FOR PEDESTRIAN BRIDGE PLANS10"10"19'-2"10"4 1/2"SPAN OF 6" PCC SLABSPAN OF 6" PCC SLABSPAN OF 6" PCC SLABRDW8X48TO STL 147' - 10 1/2"TOW 150'-11 1/2", TYP8S-5628" WIDE LEDGE, TYP8" WIDE LEDGE, COORD MAX DEPTH W/ ELEV SUPPLIER2S-5225S-5225S-5226S-5226S-522Architecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& Associates10/11/2019 1:04:15 PMENLARGED SOUTH TOWERPLANS - STRUCTURALS-402Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURENORTH1/4" = 1'-0"1LEVEL 4 PLAN - SOUTH TOWER - STRUCTURALNORTH1/4" = 1'-0"2ROOF PLAN - SOUTH TOWER - STUCTURALREV. DATEGarage / Bridgeal Package PAPA.3PA.2P8P7.84'-6"11'-3"7"2'-7 1/2"14'-5 1/2"6'-4"98'-3"F810S-50211S-50210S-5021'-0"TOF 98'-3", TYP11S-50210A11AFDN DRAIN, REFER TO CIVILPAPA.3PA.2P8P7.82'-7 1/2"14'-5 1/2"6'-4"100'-1"4'-6"11'-3"7"RO4'-0"1'-0"BOT OPG 106'-3"TO OPG 113'-7"105'-9"6'-9 1/2"RO6'-11"2'-0"RO3'-6"1'-7"5"BOT OPG 104'-0"TO OPG 108'-6"3'-0"4'-0"3'-0"5'-9"11"8'-3"5'-10"11S-50211A8" WIDE LEDGE, TYPPCC MFR SHALL COORD EMBEDS OR POST-INSTALLED CONNS FOR STAIR RAILING W/ RAILING SUPPLIER, RAILING NOT IN BP #417S-501SP13S-55113S-55110S-50211S-50210S-50210A1'-1"4'-9"9"4'-8"1"PAPA.3PA.2P8P7.8111'-5"117'-1"2'-7 1/2"14'-5 1/2"6'-4"11'-3"7"RO4'-0"1'-0"BOT OPG 117'-7"TO OPG 124'-11"6'-9 1/2"RO6'-11"2'-0"RO3'-6"1'-7"5"BOT OPG 115'-4"TO OPG 119'-10"4'-0"3'-0"3'-0"4'-0"5'-9"11"8'-3"5'-10"8" WIDE LEDGE, TYP3S-5227S-5224S-52213S-55113S-551SPPCC MFR SHALL COORD EMBEDS OR POST-INSTALLED CONNS FOR STAIR RAILING W/ RAILING SUPPLIER, RAILING NOT IN BP #41'-1"4'-9"9"4'-8"1"PAPA.3PA.2P8P7.8122'-9"128'-5"2'-7 1/2"14'-5 1/2"6'-4"11'-3"7"RO4'-0"1'-0"BOT OPG 128'-11"TO OPG 136'-3"6'-9 1/2"6'-11"RO2'-0"3'-6"RO1'-7"5"BOT OPG 126'-8"TO OPG 131'-2"4'-0"3'-0"3'-0"4'-0"5'-9"11"8'-3"5'-10"8" WIDE LEDGE, TYP3S-5227S-5224S-52213S-55113S-551SPPCC MFR SHALL COORD EMBEDS OR POST-INSTALLED CONNS FOR STAIR RAILING W/ RAILING SUPPLIER, RAILING NOT IN BP #41'-1"4'-9"9"4'-8"1"PAPA.3PA.2P8P7.8134'-1"2'-7 1/2"14'-5 1/2"6'-4"11'-3"7"RO4'-0"1'-0"6'-9 1/2"6'-11"RO2'-0"3'-6"RO1'-7"5"BOT OPG 138'-0"TO OPG 142'-6"3'-0"4'-0"4'-0"3'-0"4'-0"FF 134'-1"FF 134'-0"8" WIDE LEDGE, TYP3S-5227S-5224S-522SP13S-551PCC MFR SHALL COORD EMBEDS OR POST-INSTALLED CONNS FOR STAIR RAILING W/ RAILING SUPPLIER, RAILING NOT IN BP #46'-7"4'-8"1"PAPA.3PA.2P8P7.811'-3"7"2'-7 1/2"14'-5 1/2"6'-4"1'-0"148'-1"SPAN OF 6" PCC SLABRDTOW 150'-11 1/2", TYP8" WIDE LEDGE, TYPArchitecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& Associates10/11/2019 1:04:18 PMENLARGED EAST TOWERPLANS - STRUCTURALS-411Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURENORTH1/4" = 1'-0"1FOUNDATION PLAN - EAST TOWER - STRUCTURALNORTH1/4" = 1'-0"2LEVEL 1 PLAN - EAST TOWER - STRUCTURALNORTH1/4" = 1'-0"3LEVEL 2 PLAN - EAST TOWER - STRUCTURALNORTH1/4" = 1'-0"4LEVEL 3 PLAN - EAST TOWER - STRUCTURALNORTH1/4" = 1'-0"5LEVEL 4 PLAN - EAST TOWER - STRUCTURALNORTH1/4" = 1'-0"6ROOF PLAN - EAST TOWER- STRUCTURALREV. DATEGarage / Bridgeal Package PCPBP662'-0"1S-5023S-502TOF 94'-3"WJWJWJWJEQEQEQEQEQWJFSTOF 96'-3"WALL CONTROL JOINT, TYP. REFER TO DET 12/S-50117'-6"1'-0"4'-6"7'-2"5'-4"8"7"7"21'-0"8"13'-8"8"14'-4"8"9'-10"7"7"TOF 94'-3"4S-5023S-502TYPWJWJWJWJWJWJTOF 96'-3"TOF 94'-3"WJFS17'-6"4S-502WJWJWJWJWJWJWJPCPBP662'-0"6"21'-1"8"13'-8"8"14'-4"8"10'-5"1'-0"11'-8"5'-4"8"1S-5023S-502TD14'-8"RO6'-4"4'-0"RO3'-4"17'-8"RO3'-4"3'-8"RO3'-4"5'-8"96'-6" TYPTO FF ELTYP7S-501SIMTRENCH DRAIN, REFER TO MECH/ PLUMBING DRAWINGS3S-502PDP211S-5217'-0"7'-0"7'-0"7'-0"4'-1"2'-11"TAPERED HSS 20X8X5/16, TYP OF 6HSS10X5X1/4PDP711S-5214'-1"7'-0"7'-0"7'-0"7'-0"7'-0"TAPERED HSS 20X8X5/16, TYP OF 6HSS10X5X1/4Architecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& Associates10/11/2019 1:04:20 PMENLARGED PLANS -STRUCTURALS-421Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURENORTH1/4" = 1'-0"1FOUNDATION PLAN - ROOMS BENEATH RAMP - STRUCTURALNORTH1/4" = 1'-0"2LEVEL 1 PLAN - ROOMS BENEATH RAMP - STRUCTURALTOW EL 99'-6" TYPNORTH1/4" = 1'-0"3LEVEL 2 PLAN - WEST CANOPY - STRUCTURALNORTH1/4" = 1'-0"4LEVEL 2 PLAN - EAST CANOPY - STRUCTURALREV. DATEGarage / Bridgeal Package P4.4PEP4.812'-6"4S-4311S-5612S-5612S-561TYP UNO4S-431HSS12X8X1/2HSS12X8X1/29'-6"10'-0"10'-0"10'-0"10'-0"10'-0"10'-0"10'-0"10'-0"10'-0"10'-0"9'-6"7'-4"6 1/2"L3X3X1/2 CROSS BRACING TYP UNOHSS16X8 BOTTOM CHORDHSS16X8 BOTTOM CHORDW8X24 FLOOR BEAM, TYP UNO119'-0"REFER TO 4/S-43110"S-5621S-5621OHTYPS-5622TYP OHS-5622S-5625TYPS-5623S-5623S-5624S-5624OHOH7S-5626S-562P4.4PEP4.812'-6"4S-431HSS16X8 TOP CHORDHSS16X8 TOP CHORD1S-5612S-5612S-561TYP UNOREFER TO 4/S-431 11"9'-6"10'-0"10'-0"10'-0"10'-0"10'-0"10'-0"10'-0"10'-0"10'-0"10'-0"9'-6"7'-4" 5 1/2"119'-0"4S-431HSS12X8X1/2HSS12X8X1/2L3X3X1/2 CROSS BRACING TYP UNO7'-8" CLREQEQROOF EQUIPMENT & SUSPENDED CEILING FRAMING, REFER TO 3/S-561RDRDW10X33 ROOF BEAM, TYP UNOL6X4 ADDLL6X4 ADDLL6X4 ADDLL6X4 ADDLL6X4 ADDLL6X4 ADDL8S-5629S-562S-5621S-5621OHTYPS-5622TYP OHS-5622S-5625TYPS-5623S-5623S-5624S-5624OHOHP4.4P4.8PF5'-9"12'-6"5'-9"5'-0"5'-0"4S-561REFER TO HOSPITAL DWGS FOR MORE INFO1098H3'-0"30'-0"10'-1 1/2"1'-5 1/2"97'-6"F10X24P4.4P4.8PF12'-6"4S-5611098HREFER TO HOSPITAL DWGS FOR MORE INFO3'-0"30'-0"10'-1 1/2"1'-5 1/2"PEPF120'-9"UNO3" TYP4"6"UNO3" TYP4"8"4"6"WORKPOINT, TYPHSS6X4X1/2HSS6X4X1/2HSS6X4X1/2HSS6X4X1/2HSS6X4X1/2HSS6X4X1/2HSS8X6X1/2HSS6X4X1/2HSS8X6X1/2HSS6X4X1/2HSS6X4X1/2HSS6X4X1/2HSS12X8X1/2HSS12X8X1/2 1"5 1/2"7'-4"9'-6"10'-0"10'-0"10'-0"10'-0"10'-0"10'-0"10'-0"10'-0"10'-0"10'-0"9'-6"133'-6 1/2"TO STL EL146'-0 1/2"TO STL EL12'-6"8"8"134'-3 1/2"TO STL EL146'-9 1/2"TO STL EL12'-6"8"8"5S-4313S-4311S-5612S-5612S-561TYP UNOTRUSS SPLICE LOCATON W/ COMPLETE JOINT PENETRATION WELD TYP, GRIND SMOOTH. SPLICE LOCATIONS TO BE APPROVED BY ENGINEER.4S-5615S-561AT BRIDGESUPPORTSAT BRIDGESUPPORTS11"10 7/8"126'-4"10"1"EQEQHSS2-1/2X2-1/2X1/4 HANDRAIL POST W/ 1/4" MIN CAP PLATE, TYPHSS4X4X1/4HSS4X4X1/4HSS16X8X1/2 TOP CHORD, TYP UNOHSS16X8X1/2 BOTTOM CHORD, TYP UNOHSS6X4X1/4 TRUSS BRANCH, TYP UNOTRUSS SPLICE LOCATON W/ COMPLETE JOINT PENETRATION WELD TYP, GRIND SMOOTH. SPLICE LOCATIONS TO BE APPROVED BY ENGINEER.PROVIDE 1/4" MIN CAP PLATE ON TOP & BOT CHORDPROVIDE 1/4" MIN CAP PLATE ON TOP & BOT CHORDCONNECTION: 5/8" MIN ALL AROUND FILLET WELD (EA END)CONNECTION: 5/8" MIN ALL AROUND FILLET WELD (EA END)HSS TRUSS BRANCHES SHALL BE ORIENTED AND CONNECTED TO HSS TRUSS CHORDS VIA SHOP WELDS AS FOLLOWS:HSS4X4ORIENTATION: 4" IN PLANE OF TRUSSCONNECTION: 1/4" MIN ALL AROUND FILLET WELD (EA END) UNOHSS6X4ORIENTATION: 6" IN PLANE OF TRUSSCONNECTION: 1/4" MIN ALL AROUND FILLET WELD (EA END) UNOHSS8X6ORIENTATION: 6" IN PLANE OF TRUSSCONNECTION: 5/8" MIN FILLET WELDS @ FLATS W/ GMAW OR FCAW-G FLARE BEVEL WELDS @ SIDES (EA END) UNOHSS12X8ORIENTATION: 8" IN PLANE OF TRUSSCONNECTION: REFER TO 2/S-561Architecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& Associates10/11/2019 1:04:23 PMPEDESTRIAN BRIDGE -STRUCTURALS-431Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURENORTH1/8" = 1'-0"5PEDESTRIAN BRIDGE FLOOR PLAN - STRUCTURALNORTH1/8" = 1'-0"3PEDESTRIAN BRIDGE ROOF PLAN - STRUCTURALNORTH1/8" = 1'-0"1PEDESTRIAN BRIDGE FOUNDATION PLAN - STRUCTURALNORTH1/8" = 1'-0"2PEDESTRIAN BRIDGE LEVEL 1 PLAN - STRUCTURAL1/8" = 1'-0"4PEDESTRIAN BRIDGE ELEVATION - STRUCTURALREV. DATEGarage / Bridgeal Package REFER TO PLANTOS ELCONC SLABON GRADESAWCUT JOINTREFER TO11/S-541NOTES:1. SAW CUT JOINT AS SOON AS POSSIBLE AFTER THE CONCRETE HARDENS. THE CONCRETE IS HARD WHEN THE EDGES OF THE CUT DO NOT RAVEL AND WHEN THE BLADE DOES NOT DISLODGE THE AGGREGATE. COMPLETE SAW CUTTING BEFORE SHRINKAGE STRESSES CAUSE CRACKING.2. COORDINATE JOINT WITH SEALANT MANUFACTURER.REFER TO PLANFOR "T" DEPTH OF SLABTOOLED JOINT, REFERTO 3/S-541CONC SLAB ON GRADEPAINT DOWEL WITHBOND BREAKING COMPONENTNOTES:1. PROVIDE CHAIRS AS REQUIRED TO PROVIDE FOR HORIZONTAL ALIGMENT OVER JOINT.2. WHERE REBAR IS PRESENT IN SLAB, DO NOT TERMINATE REBAR AT JOINT.3/4"Ø x 1'-4" SMOOTH DOWEL @ 12" OC W/ SLEEVE OR PRE-ATTACHED POLYETHYLENE COVERINGREFER TO PLANTOS ELMID-DEPTHTYPCLASS BLAP SPLICEREINF SIZE &SPACING TO MATCHFOOTING REINF.TTT12TO PLANREFERREFERENCE LINEREFER TO PLANTOF ELREFER TO PLANTOF ELTYPCLASS BLAP SPLICEREINF SIZE &SPACING TO MATCHFOOTING REINF.TTT12TO PLANREFERREFERENCE LINEREFER TO PLANTOF ELREFER TO PLANTOF ELWASH LINEFLOOR DRAIN(2) #4 X 4'-0"EA SIDE, TYPSEALANT, REFERTO DET 7/S-541@LEVEL1 OR TYP7S-50112S-551..PCC COLUMNCONSTRUCTION JOINT, REFER TO 2/S-501COMPRESSIBLE JOINT FILLER WITH SEALANT. REFER TO 10/S-541CONSTRUCTION OR CONTROL JOINTREFER TO 1 & 2/S-501..PCC COLUMNCONSTRUCTION JOINT,REFER TO 2/S-501COMPRESSIBLE JOINT FILLERWITH SEALANT, REFER TO10/S-541WALL~ALT DIR OF BEND(2) #5 JAMB BARS EXTEND FULL HEIGHT OF WALL OPENING SPLICE TYP24 db LAPJAMB SHOWNAT HEAD PROVIDE (2) #5 AND EXTEND 2'-0" EITHER SIDE OF OPENINGNOTE:PROVIDE CORNER BARS AT ALL INTERSECTIONS. SAME SIZE AND SPACING AS HORIZ REINFINTERSECTIONJAMB & HEADCORNER(2) #5 JAMB BARS EXTEND FULL HEIGHT OF WALL OPENINGJAMB SHOWNAT HEAD PROVIDE (2) #5 AND EXTEND 2'-0" EITHER SIDE OF OPENINGNOTE:PROVIDE CORNER BARS AT ALL INTERSECTIONS. SAME SIZE AND SPACING AS HORIZ REINFINTERSECTIONJAMB & HEADCORNERSPLICE24 db LAPSEALANTWATERPROOFING MEMBRANE"V" GROOVE EACH FACE1/8" EARTH DAM2x4 KEYWAYSOIL SIDE OF WALLSEALANTCUT EVERY OTHER HORIZ BAR @ JOINTCONTROL JOINTCONSTRUCTION JOINT.CONC DRIVEASHPALTIC JOINT FILLERCONC SLAB ON GRADE#4 NOSING BAR(2) #4 x CONTREFER TO PLANTOS ELPAINT DOWEL W/BOND BREAKINGCOMPOUND3/4" DIA X 1'-4" SMOOTH DOWEL @ 12" OC W/ SLEEVE OR PRE-ATTACHED POLYETHYLENE COVERING1'-2 1/2"121' - 0"2'-0"x2'-0" SQUAREWASHAROUNDDRAINFLOOR DRAIN SYSTEM,REFER TO MECH(2) #4, REFERTO DET 6/S-501CONC SOGTOS ELREFER TO PLAN1/2" WASH"T"4"SEALANT, REFER TO DET 7/S-541DOWEL TO MATCH WALL FTG REINF (SIZE & SPACING)TYPICAL WALL FTG,REFER TO SECTIONSTO FTG SCHEDULECOLUMN FTG DIM - REFER3" CLRNOTE 4 (TYP)REFER TOREFER TONOTE 221REFER TO PLANTOF ELREFER TO PLANTOF ELDOWEL TO MATCH WALL FTG REINF (SIZE & SPACING)TYPICAL WALL FTG,REFER TO SECTIONSLAP SPLICECLASS BTO FTG SCHEDULECOLUMN FTG DIM - REFERLAP SPLICECLASS BNOTE 4 (TYP)REFER TOREFER TONOTE 2COLUMN & WALL FOOTING PLACED MONOLITHICALLYCOLUMN & WALL FOOTING PLACED SEPERATELYNOTES:1. THIS DETAIL IS TYPICAL UNO FOR STRIP FTG INTERSECTION W/ COLUMN FOOTING.2. EITHER METHOD OF CONSTRUCTION IS ACCEPTABLE.3. REFER TO DIVISION 31 OF GENERAL NOTES SHEET S-002 FOR PREPARATION REQUIREMENTS FOR ALL EARTH BEARING MATERIALS.4. PROVIDE DEVELOPMENT LENGTH PER TABLE ON S-002.CLR3"1.51REFER TO PLANTOF ELPCC COLUMN OR WALL,REFER TO PLANCIP FOUNDATION,REFER TO PLANLEAN CONC FILL (f'c > 2000 psi).SUITABLE BEARING SOILS PERGEOTECHNICAL REQUIREMENTS21BEYOND EDGE OF FOOTINGEXTEND FILL A MIN OF 1'-0"OVER EXCAVATION AS REQUIRED PERCONTRACTORS GEOTECHNICAL ENGINEER AND APPROVED BY GEOTECHNICAL ENGINEER OF RECORDNOTE: THIS DETAIL IS ONLY REQUIRED WHERE UNSUITABLE BEARING MATERIALS ARE ENCOUNTERED AS DETERMINED IN THE FIELD BY THE ON-SITE GEOTECHNICAL INSPECTOR.LIFT12" TYPCOMPACTEDBULBBOTTOMSHAFT LENGTHFOOTING TO BE SUPPORTED BY AGGREGATE PIER ELEMENTS30" DIA AGGREGATE PIER ELEMENT2'-6"FOOTING TO BE SUPPORTED BY AGGREGATE PIER ELEMENTSLIMITS OF DISTURBANCE:UTILITIES MUST BE OUTSIDE THIS ZONE. IF THIS IS NOT THE CASE THE DESIGNER MUST BE NOTIFIED11PCC STAIRCIP SOG(4) #5SLIDE BEARING PADREFER TO PLANTOS EL7"1'-2"2'-0"1'-2"EXTEND THICKENED SLAB 1'-0" BEYOND EA SIDE OF PCC STAIRPRECAST COLUMNPCC ORCIP WALLBACKER ROD, SEALANT AND PROTECTION BOARDTYP1" GAPBELOW GRADE DETAILPRECAST COLUMNPCC ORCIP WALLBACKER ROD AND SEALANT PER DET 9/S-541, TYPABOVE GRADE DETAILTYP1" GAPArchitecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& Associates10/11/2019 1:04:26 PMSLAB ON GRADE &FOUNDATION DETAILS -STRUCTURALS-501Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURE3/4" = 1'-0"1CONTROL JOINT DETAIL3/4" = 1'-0"2CONSTRUCTION JOINT DETAIL3/4" = 1'-0"4STEP FOOTING DETAIL3/4" = 1'-0"5STEP FOOTING DETAIL3/4" = 1'-0"6FLOOR DRAIN DETAIL3/4" = 1'-0"8COLUMN ISOLATION DETAIL3/4" = 1'-0"9COLUMN ISOLATION DETAIL3/4" = 1'-0"10CORNER BAR DETAILS3/4" = 1'-0"11CORNER BAR DETAILS3/4" = 1'-0"12CONCRETE WALL DETAIL3/4" = 1'-0"3SLAB ON GRADE DETAIL3/4" = 1'-0"7FLOOR DRAIN DETAIL1/2" = 1'-0"14WALL-COLUMN FTG INTERSECTION1/4" = 1'-0"13TYP FDN UNDERCUT DETAIL (AT FOOTING ON NATIVE SOIL)1/2" = 1'-0"15AGGREGATE PIER DETAIL1/2" = 1'-0"16AGGREGATE PIER DETAIL3/4" = 1'-0"17STAIR SLAB ON GRADE DETAILREV. DATE3/4" = 1'-0"18COLUMN/ WALL JOINT DETAILGarage / Bridgeal Package REFER TO PLANTO SOG ELREFER TO PLANTOF EL4'-6"1'-0"4'-6"2'-0"8"8"123'-0"3'-0"CONC SOG. PLACE AFTER TEES ARE IN PLACE TO MATCH CAMBER.#4 @ 12"#6 @ 12" OCCONC FTGNOTE -PROVIDE WALL BRACING UNTIL UPPER AND LOWER SLABS ARE IN PLACEPCC TEES-5022#6 @ 12" OC#4 @ 12" OC, EFREFER TO NOTE BELOWCAST TIGHT W/ BOND BREAKERCONC SOGLAP SPLICECLASS BPROVIDE INDOT NO. 53, NO. 5, OR NO. 8 COARSE AGG BACKFILL BETWEEN WALL AND LINE11(7) #5 CONT TOP & BOT#6 @ 10" OC(3) #9 CONT TOP & BOTREINF, REFER TO PLANTRAFFIC COATINGSOGCOMPRESSIBLE JOINT FILLEREXPANSION JOINT, REFER TO 17/S-541CONC WALLPCC TEE FLANGE3/4 X 4 X 8 @ 48" OC NEOPRENE BEARING PAD, EPOXY TO BOTTOM OF TEE FLANGE.GROUT SPACE UNDER BEARING PAD. HEIGHT OF SPACE VARIES W/ CAMBER2"4"REFER TO PLANTO SOG ELREFER TO PLANTOF ELREFER TO PLANTOS ELSOLID BLOCK @ TOP COURSECONC WALL W/ #5 @ 8" VERT (CENTERED) & #4 @ 12" HORIZMASONRY WALL1'-0"8"1'-0"1'-6"#5 @ 24" OC VERT#4 @ 6" OCW/ STD HOOKS(4) #5 X CONTREFER TO PLANTOW EL2'-6"#5 DOWELS @ 24" OCREFER TO DET 11/S-551PROVIDE 1" GAP BETWEENMASONRY WALLS ANDCOLUMNS, WALLS,DOUBLE TEES, ETC.LAP SPLICECLASS BCAST TIGHT W/ BOND BREAKER.REFER TO PLANTOS ELREFER TO PLANTO FOUNDATION ELCONC SOG(6) #6 CONT TOP & BOT#6 @ 6" OC TOP & BOT2'-6"2'-11"1'-2"2'-11"7'-0"REFER TO PLANTOS ELCONC SOG7"5"3"(2) #4 X CONT TYP(2) #4 X CONT TYPCAST TIGHT W/BOND BREAKER12REFER TO S-301TOW ELREFER TO PLANCONC WASH6"6"REFER TO PLANCONC WASH1'-0"CONNECTION BY PCC MFR, REFER TO DETAIL 4 OR 8/S-535LAP SPLICECLASS BPCC LIGHTWALLCIP CONC WALL W/#6 @ 12" OC EWEFREFER TO NOTE BELOWNOTE -PROVIDE WALL BRACING UNTIL UPPER AND LOWER SLABS ARE IN PLACECOVE SEALANT, REFER TO DETAIL 5/S-541#4 @ 12" OC WALL DWLS#6 @ 12" OC2'-6"REFER TO DET 1/S-502 FOR BACKFILL CONDITION BEHIND WALL.1'-2 1/2"1'-2 1/2"10"REFER TO PLANTOS ELREFER TO CIVILTO GRADE ELREFER TO PLANTOF ELREFER TO S-201TOW ELPCC GRADE WALLPCC COLUMN (BEYOND)CIP SLAB ON GRADE2'-10"1'-6"1'-0"10"1'-0"3'-6" MIN3"REFER TO PLANCONC WASHCAST TIGHT W/ BOND BREAKERCONN BY PCC MFR, REFER TO DET 4 OR 8/S-535#4 @ 6" OC W/ STD HKS(4) #5 X CONT1/2"REF DETS 9 & 10/S-521 FOR FACADE FRAMING & CONN, REF S-201FDN DRAIN, REFER TO CIVIL.REFER TO PLANTOS ELREFER TO CIVILTO GRADE ELREFER TO PLANTOF ELREFER TO S-201TOW ELPCC GRADE WALLCIP SLAB ON GRADE2'-10"1'-6"1'-0"10"1'-0"3'-6" MIN3"10"REFER TO PLANCONC WASHCAST TIGHT W/ BOND BREAKERCONN BY PCC MFR, REFER TO DET 4 OR 8/S-535#4 @ 6" OC W/ STD HKS(4) #5 X CONT1/2"1'-0"REF DETS 9 & 10/S-521 FOR FACADE FRAMING & CONN, REF S-201FDN DRAIN, REFER TO CIVIL.1'-0"REFER TO PLANTO FOUNDATION ELCONN BY PCC MFR REFER TO DETAILS 4 OR 8/S-535PCC SHEAR WALLBOND BREAKERREFER TO PLANTOS ELCONC FDN, REFER TO PLANREFER TO CIVILTO GRADE ELCIP SLAB ON GRADEREFER TO PLANCONC WASH3"FDN DRAIN, REFER TO CIVIL.1'-2 1/2"1'-2 1/2"REFER TO PLANTOS ELREFER TO CIVILTO GRADE ELREFER TO PLANTOF ELPCC GRADE WALLPCC COLUMN (BEYOND)CIP SLAB ON GRADE2'-10"1'-6"1'-0"10"1'-0"CAST TIGHT W/ BOND BREAKERCONN BY PCC MFR, REFER TO DET 4 OR 8/S-535#4 @ 6" OC W/ STD HKS(4) #5 X CONT10"LATERAL CONN AT INSIDE FACE OF SPANDREL ABOVE BY PCC MFR, CONN TO ALLOW VERT & HORZ IN-PLANE MOVEMENT & RESIST OUT-OF-PLANE FORCEREF DETS 9 & 10/S-521 FOR FACADE FRAMING & CONN, REF S-201FDN DRAIN, REFER TO CIVIL.1'-0"REFER TO PLANTOS ELREFER TO CIVILTO GRADE ELREFER TO PLANTOF ELPCC GRADE WALLCIP SLAB ON GRADE2'-10"1'-6"1'-0"10"1'-0"CAST TIGHT W/ BOND BREAKER#4 @ 6" OC W/ STD HKS(4) #5 X CONT10"LATERAL CONN AT INSIDE FACE OF SPANDREL ABOVE BY PCC MFR, CONN TO ALLOW VERT & HORZ IN-PLANE MOVEMENT & RESIST OUT-OF-PLANE FORCEREF DETS 9 & 10/S-521 FOR FACADE FRAMING & CONN, REF S-201CONN BY PCC MFR, REFER TO DET 4 OR 8/S-535FDN DRAIN, REFER TO CIVIL.10"4 1/2"2'-0"2'-1"10"2'-1"5'-0"REFER TO CIVILELCONC SOGPCC WALLCAST TIGHT W/ BOND BREAKERREFER TO PLANTOF EL#8 @ 6" OC TOP & BOT BARS CONT#6 +STD HOOKS @ 8" OC TOP & BOTREFER TO PLANTOS ELCONNECTION BY PCC MFR, REFER TO DET 4 OR 8/S-5352" @ 10ASIDEWALK/ LANDSCAPEFDN DRAIN, REFER TO CIVILREFER TO PLANCONC WASH10"2"REFER TO PLANTOF EL(8) #8 TOP & BOT BARS CONT#8+STD HOOKS @ 6" OC TOP & BOT2'-0"REFER TO PLANTOS ELREFER TO PLANTOS ELCONNECTION BY PCC MFR, REFER TO DET 4 OR 8/S-535CONC SOGPCC WALLCIP CONC SOGCAST TIGHT W/ BOND BREAKERMAT FTG @ SIM.2'-1"10"2'-1"5'-0"GRID AT CENTER OF WALL @ 11APDREFER TO PLANTOF EL#7 @ 12" OC TOP & BOT#7 @ 12" OC TOP & BOT2'-0"3'-2"1'-0"3'-2"7'-4"REFER TO PLANTOS ELCIP CONC SOGCAST TIGHT W/BOND BREAKERREFER TO PLANTOW EL2"5"5"10"CONNECTION BY PCC MFR, REFER TO DETAIL 4 OR 8/S-535LAP SPLICECLASS BPCC WALLCIP CONC WALL W/ #4 @ 12" OC HORIZ & #5 @ 12" OC VERT, EWEFREFER TO PLANTOS EL#5 @ 12" OC2'-6"Architecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& Associates10/11/2019 1:04:29 PMFOUNDATION DETAILS -STRUCTURALS-502Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURE3/4" = 1'-0"1WALL/SLAB DETAIL1 1/2" = 1'-0"2PCC JOINT DETAIL3/4" = 1'-0"3WALL DETAIL3/4" = 1'-0"4FOUNDATION WALL DETAIL3/4" = 1'-0"5FOUNDATION WALL DETAIL3/4" = 1'-0"6FOUNDATION WALL DETAIL3/4" = 1'-0"7FOUNDATION WALL DETAIL3/4" = 1'-0"8FOUNDATION WALL DETAIL3/4" = 1'-0"9FOUNDATION WALL DETAIL3/4" = 1'-0"10FOUNDATION WALL DETAIL3/4" = 1'-0"11FOUNDATION WALL DETAIL3/4" = 1'-0"12FOUNDATION WALL DETAIL11A10AREV. DATEGarage / Bridgeal Package REFER TO CIVILELPCC WALLSIDEWALK/ LANDSCAPEREFER TO PLANTOF ELP5MEMBRANE WATERPROOFINGMEMBRANE WATERPROOFINGCONN BY PCC MFR REFER TO DETAILS 4 OR 8/S-5351"1"10"1"7'-2"1"3"7"1"REFER TO PLANTOS ELCONC SOGBOND BREAKERMAT FTG, REFER TO PLANELEVATOR PITP4.8#5 @ 12" OC2'-6"WATERSTOP, TYP AT PIT1'-0" CIP CONC WALL W/ #4 @ 12" OC HORIZ & #5 @ 12 OC VERT, EWEFELEVATOR SILL ANGLE, REF TO DET 17/S-5351'-0"1'-0"FDN DRAIN, REFER TO CIVILREFER TO DET 1/S-502 FOR BACKFILL CONDITION AT PIT WALLSREFER TO CIVILELPCC WALLSIDEWALK/ LANDSCAPEREFER TO PLANTOF ELPEMEMBRANE WATERPROOFINGMEMBRANE WATERPROOFINGCONN BY PCC MFR REFER TO DETAILS 4 OR 8/S-5353 1/2"1"10"1" 19'-10"1"10"1"REFER TO PLANTOS ELCONC SOGBOND BREAKERELEVATOR PITPD#5 @ 12" OC2'-6"WATERSTOP, TYP AT PIT1'-0" CIP CONC WALL W/ #4 @ 12" OC HORIZ & #5 @ 12 OC VERT, EWEF1'-0"1'-0"MAT FTG, REFER TO PLANFDN DRAIN, REFER TO CIVILREFER TO DET 1/S-502 FOR BACKFILL CONDITION AT PIT WALLSSUMP PIT2'-0"COORDINATE WITH PLUMBING DRAWINGS1'-9"3"3"1'-9"6'-0"2'-0"2'-0"2'-0"2'-0"1 1/4 X 1 1/4 X 1/4 STEEL ANGLE W/ 1/2" DIA X 6" HEADED STUDS @ 16" OC (HOT -DIP GALV)1" STEEL GRATING (GALV)CIP CONC WALL, REFER TO PLANMAT FTG REINF, REFER TO PLAN. REFER TO FTG STEP DETAIL 5/S-50112P4.8ELEVATOR SILL ANGLE, REF TO DET 17/S-5351"1"10"1"1'-0"1'-6"LAP SPLICE2'-6"10" CMU WALL WHERE REQD W/ #4 @ 8" OC. GROUT CORES SOLID @ REINF#4 DOWELS X 5'-0" @ 8" OC AT CMU WALLSCIP CONC SOG#4 @ 12" OC3'-0"3'-0"CIP CONC WALL12P4.4PE1'-1"1"1'-0"10"10"1'-8"1"10"CONC WALL, REFER TO DETAILS(10) #6 VERT W/ STD HK IN FTG#4 TIES @ 12" OC ADDL TIES (3) @ 2" OC AT TOP OF PILASTERNOTE: WALL REINF NOT SHOWN FOR CLARITY. HORIZ WALL REINF SHALL BE CONTINUOUS THRU PILASTERP4.8PE1'-1"1"1'-0"1"11"9"10"10"11"CONC WALL, REFER TO DETAILS(10) #6 VERT W/ STD HK IN FTGNOTE: WALL REINF NOT SHOWN FOR CLARITY. HORIZ WALL REINF SHALL BE CONTINUOUS THRU PILASTER1'-4 1/2"#4 TIES @ 12" OC ADDL TIES (3) @ 2" OC AT TOP OF PILASTERPEREFER TO PLANTOS ELREFER TO CIVILTO GRADE ELREFER TO PLANTOF ELCIP CONC SOG2'-10"1'-6"LAP SPLICECLASS B1'-0"10"1'-0"10"10"GLAZING BEYOND, REFER TO ARCH1'-0"1'-0"213'-0"3'-0"#4 @ 12" OCTOOLED JOINT W/ SEALANTCIVIL SITE SLAB3/4" ⌀X 1'-4" SMOOTH DOWEL @ 12" OC W/ SLEEVE OR PRE-ATTACHED POLYETHYLENE COATING. PAINT DOWEL W/ BOND BREAKING COMPONENT. PROVIDE CHAIRS AS REQD FOR HORIZ ALIGNMENT OVER JOINT.#4 @ 6" OC W/ STD HKS(4) #5 X CONTCIP CONC WALL W/ #4 @ 12" OC HORIZ & #5 @ 12" OC VERT, EWEFREFER TO PLANTOW BEYONDFDN DRAIN, REFER TO CIVILP4REFER TO PLANTOS ELREFER TO CIVILTO GRADE ELREFER TO PLANTOF ELCIP CONC SOG2'-10"1'-6"LAP SPLICECLASS B1'-0"10"1'-0"GLAZING BEYOND, REFER TO ARCHCIVIL SITE SLAB#4 @ 6" OC W/ STD HKS T&B(5) #7 T&B CONTCIP CONC WALL W/ #4 @ 12" OC HORIZ & #5 @ 12" OC VERT, EWEFREFER TO PLANTOW EL2'-2"10"BOND BREAKERFDN DRAIN, REFER TO CIVILPEREFER TO PLANTOF EL#7 @ 12" OC EW2'-0"4'-0"4'-0"10"10"1"CONNECTION BY PCC MFR, REFER TO DETAIL 4 OR 8/S-535LAP SPLICECLASS BPCC WALLCIP CONC WALL W/ #5 @ 12" OC HORIZ & #5 @ 12" OC VERT, EWEFREFER TO PLANTOS ELREFER TO CIVILTO GRADE ELCIP CONC SOGGLAZING, REFER TO ARCHCIVIL SITE SLABREFER TO PLANTOW ELBOND BREAKER#5 @ 12" OC2'-6"FDN DRAIN, REFER TO CIVILP4.4REFER TO PLANTOS ELREFER TO PLANTOS ELREFER TO PLANTOF ELCIP CONC SOG2'-0"LAP SPLICECLASS B1'-0"1'-0"1'-0"CIP CONC SOG#4 @ 6" OC W/ STD HKS T&B(5) #7 T&B CONTCIP CONC WALL W/ #4 @ 12" OC HORIZ & #5 @ 12" OC VERT, EWEFREFER TO PLANTOW EL1"1"10"1"BOND BREAKERCONN BY PCC MFR, REFER TO DET 4 OR 8/S-535PCC WALL#5 @ 12" OC2'-6"3'-0"REFER TO PLANTOF ELREFER TO PLANTOS ELCIP CONC SOGTOOLED JOINT W/ SEALANT, REFER TO 3/S-541LAP SPLICECLASS BCIP CONC WALL W/ #4 @ 12" OC HORIZ & #5 @ 12" OC VERT, EWEF1'-0"12CIP CONC FOOTING3'-0" TYP1'-0"Architecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& Associates10/11/2019 1:04:32 PMFOUNDATION DETAILS -STRUCTURALS-503Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURE3/4" = 1'-0"1FOUNDATION WALL DETAIL3/4" = 1'-0"2FOUNDATION WALL DETAIL3/4" = 1'-0"3SUMP PIT DETAIL3/4" = 1'-0"4ELEVATOR SILL DETAIL3/4" = 1'-0"5PILASTER DETAIL3/4" = 1'-0"6PILASTER DETAIL3/4" = 1'-0"7FOUNDATION WALL DETAIL3/4" = 1'-0"9FOUNDATION WALL DETAIL3/4" = 1'-0"8FOUNDATION WALL DETAIL3/4" = 1'-0"10FOUNDATION WALL DETAILREV. DATE3/4" = 1'-0"11FOUNDATION WALL DETAILGarage / Bridgeal Package .REFER TO PLANTOCLIGHT POLESTRANDED #6 COPPER GROUNDING CABLE. EXOTHERMIC WELD TO REINFORCING BAR COORDINATE W/ ELECTRICALELECTRICAL CONDUIT, REFER TO ELECTRICAL DWGSANCHOR BOLTS FURNISHED & INSTALLED BY PCC MFR. SIZE & SPACING PER LIGHT POLE MFRADDL #4 COL TIES @ 4" OCPCC COLUMN OR LIGHT WALLLIGHT POLE BASE COVER.BM DEPTH +1 1/4"POCKETADD (3) COL TIES @ 3" OC BELOW POCKETSCORBEL REINF, WELD TO PLATEADD VERT CORNER REINFREFER TO DET 8/S-531VERT REINF6S-511.8"1'-0"8"CONDITION @ BACK TO BACK CORBELSADDED CORBEL TIESADD (3) COL TIES @ 3" OC ABOVE & BELOW CORBELSBRG PLATE, REFER TO DET 8/S-531HAUNCH REINF, WELD TO PLATE5S-511.REFER TO PLANTOFNOTE -ANCHOR BOLTS BY PCC MFR INSTALLED BY GC.GROUT BY PCC1" ø ANCHOR BOLT MINVERT REINFADD (4) COL TIES @ 4" OC 5" X 5" X 5" BLOCKOUT2" MINBASE PL1" MINCOL BASE PL X COL SIZE7S-511..1'-0"1'-0"PCC COLUMNCOLUMN TIESVERT REINF1'-2 1/2" 1'-2 1/2" 1'-0"1'-0"EXTERIOR COLUMNINTERIOR COLUMN..PCC COLUMNCOLUMN TIESLINE OF POCKET BELOWVERT REINFCORNER REINFADD TIES BETWEEN POCKETSREFER TO 5/S-511 FOR COLUMN DIMENSIONS..2" TYP2" TYPREFER TO 5/S-511 FOR COLUMN DIMENSIONSArchitecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& Associates10/11/2019 1:04:33 PMPCC COLUMN DETAILS -STRUCTURALS-511Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURE3/4" = 1'-0"1COLUMN LIGHT POLE BASE DETAIL3/4" = 1'-0"2PCC COLUMN POCKET DETAIL3/4" = 1'-0"3PCC COLUMN HAUNCH DETAIL3/4" = 1'-0"4PCC COLUMN BASE DETAIL3/4" = 1'-0"5PCC COLUMN DETAIL3/4" = 1'-0"6PCC COLUMN DETAIL3/4" = 1'-0"7PCC COLUMN BASE DETAILREV. DATEGarage / Bridgeal Package .1'-2 1/2"1'-2 1/2"10"6'-9" PCC SPANDREL8"COL CONN BY PCC MFR, REF DET 1/S-535CONC DAMBRG PAD GLUE TO COLCIP TOPPINGTOP OF COL @ TOP LEVELCOVE SEALANT, REF DET 5/S-541BEARING PADCONNECTIONBY PCC MFRPCC COLUMNPCC TEEREINF, REFER TO PLAN3'-6" MIN3"1/2"PCC BRACKETCIP WASH - REFER TO PLANS1"REFER TO DETS 9 & 10/S-521 FOR FACADE FRAMING & CONN, REFER TO S-201.CONC DAMBRG PADPCC SHEAR WALLBRG PADCIP TOPPINGREINF, REFER TO PLANTO COL @ TOP LEVELPCC BEAMPRETOPPED PCC TEECONNECTIONBY PCC MFR6'-9" PCC SPANDRELCONN BY PCC MFR, REFER TO DET 7/S-521COVE SEALANT, REF DET 5/S-5413'-6" MIN3"1/2"1'-0"1'-0"10"PCC BEARING HAUNCHREFER TO DETS 9 & 10/S-521 FOR FACADE FRAMING & CONN, REFER TO S-201.2"3'-6" MIN1/2"CIP TOPPING#4 X 11'-6" @ 12 OC(2) #4 X CONT BY PCC MFR, TYPPCC TEEPCC BEAMPCC COLUMNPCC COLUMN CORBELBRG PADSCONC DAM @ BOT OF TEE FLANGE, TYPREINF, REFER TO PLANTOOLED JT & SEALANT, REF DET 3/S-541REINF, REFER TO BEAM TYPETOP OF COL @ TOP LEVELCIP WASH - REFER TO PLANSCIP WASH - REFER TO PLANSTYP8" MIN3'-0" MAXREFER TO PLANSTOS EL.CIP TOPPINGREINF, REFER TO PLANCOVE SEALANT, REF DET 5/S-5416"6"TYPCIP WASH - REFER TO PLANSPCC LIGHT WALLPCC CORBEL, TYPPCC TEEBRG PADSPCC TEECONC DAM, TYPS-53510TYPCONNECTIONBY PCC MFR, TYP3" TYP.6"6"TYPCIP WASH - REFER TO PLANSPCC TEE CIP POUR STRIPCONC DAM BEYOND, TYPPCC LIGHT WALL BEYONDPCC TEE FENCE INFILL PANEL, REFER TO DET 6/S-5212" TYPFORM EDGES OF TOPPING SLAB AT LIGHTWALL OPENINGS REINF, REFER TO PLANLIGHT WALL OPENING SIZE VARIES, REFER TO SHEET S-301PLASTIC OR GALV DONUT SHIM1 1/2" EXP ANCHOR (4) MIN1 5/8" DIA VINYL COATED PIPE FRAME W/ FITTINGS AT EACH CORNERVINYL COATED CHAIN LINK FENCETO SPANDRELREFER TO S-2016'-9"3'-6" MINVARIES1"2'-0 1/2"1'-0" PCC SHEARWALLCONN BYPCC MFRTOP OF DBL TEE10" PCC NON-LOADBEARING SPANDRELTOP OFCIP WASHBEARING PADPCC SPANDREL BRG POCKET IN PCC SPANDREL BM1"8"1'-4"1/2"8"8"PCC WALL PANELPCC TEESEALANT, REF DET 3/S-541, SIMBEARING PAD5"5"REFER TO PLANSCIP WASHPCC BRACKETREFER TO PLANHORIZ SLOTTED CONN BY PCC MFR CIP TOPPINGREINF, REFER TO PLAN3"REFER TO DETS 9 & 10/S-521 FOR FACADE FRAMING & CONN, REFER TO S-201CONC DAM2 3/4"2 3/4"6"10 3/4"1 1/2"1 1/2"3"1 1/2"1 1/2"1 3/4"2"2"6"6"2"C6X10.5PCC SPANDREL OR COLUMNSS 1/2" ⌀HILTI KWIK BOLT TZ W/ 2" EMBEDWT10.5X41.5PLATE 3/4" X 9 1/4" X 1'-4" W/ HORIZ LONG SLOTTED HOLE AT WT3/4" ⌀A325 BOLTAT LV 2 ONLY: PROVIDE STD HOLE IN CHANNELS AND PLATESTYPICAL: PROVIDE VERT LONG SLOTTED HOLE IN CHANNEL W/ STD HOLE IN PLATES. TIGHTEN NUT TO SNUG THEN BACK OFF 1/4 TURN.VERT LONG SLOTTED HOLES IN WT. PROVIDE SLIP CRITICAL BOLT TENSION AFTER FINAL ALIGNMENT OF 3/4" PLATES.NOTE: ALL STEEL TO BE HOT-DIPPED GALVANIZED UNLESS NOTED.PLAN VIEWSECTION VIEWPLATE 1/2" X3" X 3"FACADE PANEL, REFER TO ARCH. FACADE PANEL NOT IN BP #4Tu = 2.0 KIPSVu = 4.0 KIPS (LEVEL 2 ONLY)Mu = 5.0 FT*KIPS (LEVEL 2 ONLY)TuMuVuPROVIDE ADDL ANCHORS AT LEVEL 2 ONLY2 3/4"2 3/4"6"10 3/4"1 1/2"1 1/2"3"1 1/2"1 1/2"1 3/4"2"1'-0"2"C6X10.5PCC SPANDREL OR COLUMNSS 1/2" ⌀HILTI KWIK BOLT TZ W/ 2" EMBEDWT10.5X41.5PLATE 3/4" X 9 1/4" X 1'-4" W/ HORIZ LONG SLOTTED HOLE AT WT3/4" ⌀A325 BOLTAT LV 2 ONLY: PROVIDE STD HOLE IN CHANNELS AND PLATESTYPICAL: PROVIDE VERT LONG SLOTTED HOLE IN CHANNEL W/ STD HOLE IN PLATES. TIGHTEN NUT TO SNUG THEN BACK OFF 1/4 TURN.VERT LONG SLOTTED HOLES IN WT. PROVIDE SLIP CRITICAL BOLT TENSION AFTER FINAL ALIGNMENT OF 3/4" PLATE.NOTE: ALL STEEL TO BE HOT-DIPPED GALVANIZED UNLESS NOTED.PLAN VIEWSECTION VIEWFACADE PANEL, REFER TO ARCH. FACADE PANEL NOT IN BP #4Tu = 1.0 KIPSVu = 2.0 KIPS (LEVEL 2 ONLY)Mu = 2.5 FT*KIPS (LEVEL 2 ONLY)TuMuVu6"REFER TO 2/S-201LEFTRIGHT1/2"3/162-123/162-121/4" X 5 3/4" X 1 1/2" X CONT BENT PLATE1/41/42"1'-8"2"TMV5'-7"3"PCC SPANDRELERECTION SEAT AS REQDTO STL 111'-6"HSS10X5X1/4 CONT W/ END CAPSDESIGN INTENT FOR TAPERED BEAM IS TO USE HSS20X8X5/16, CUT THEN WELD BACK TOGETHER AS INDICATEDGALV EMBED PL 24"T X 12"W BY PCC MFR, DESIGN FOR SERVICE DEAD LOADT = 0.15 KIPS (WIND)V = 0.52 KIPS (DEAD)M = 1.1 FT*KIPS (DEAD)GRINDSMOOTH1/410.83°Architecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& Associates10/11/2019 1:04:36 PMPCC FRAMING DETAILS -STRUCTURALS-521Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURE3/4" = 1'-0"1PCC TEE TO PCC SPANDREL DETAIL3/4" = 1'-0"2PCC TEE TO PCC SPANDREL DETAIL3/4" = 1'-0"3PCC TEE TO PCC BEAM DETAIL3/4" = 1'-0"4PCC TEE TO PCC LIGHT WALL DETAIL3/4" = 1'-0"5TEE EDGE DETAIL @ LIGHT WALL OPENINGS3/4" = 1'-0"6FENCE DETAIL3/4" = 1'-0"7SPANDREL TO SHEARWALL CONN DETAIL3/4" = 1'-0"8PCC TEE TO PCC WALL DETAIL1 1/2" = 1'-0"9STRUCTURAL STEEL DETAIL1 1/2" = 1'-0"10STRUCTURAL STEEL DETAIL3/4" = 1'-0"11CANOPY DETAILREV. DATEGarage / Bridgeal Package PCC WALL PANELPCC TEEWATSON-BOWMAN ME-400 EJ OR APPROVED EQUAL, PROVIDE WALL TO SLAB CONDITION BEYOND DOORWAYSLIDE BEARING5"5"PCC BRACKETREFER TO PLANCIP TOPPINGREINF, REFER TO PLANCONC DAMTOOLED JOINT W/ SEALANTPCC SLAB3"REFER TO PLAN1"10"CURTAINWALL, REFER TO ARCH4'-10"REFER TO PLANSTOW ELREFER TO PLANSTOS ELPCC WALL (BEYOND)CONN BY PCC MFRROOFING, REFER TO ARCH6" PCC SLABBEARING PADPCC LEDGEPCC BEAMPCC BRACKET (BEYOND)CIP TOPPINGSEALANT, REFER TO DET 3/S-541, SIMP7.8DIAPH REINF, REFER TO PLANREFER TO PLANSCIP WASHCONC DAMPCC WALL PANELREFER TO PLANTOS EL2"10"HORIZONTAL SLOTTED CONN BY PCC MFR3"PCC TEEPCC WALL PANELPCC TEESEALANT, REFER TO DET 3/S-541, SIMBEARING PAD5"5"REFER TO PLANSCIP WASHPCC BRACKETREFER TO PLANHORIZ SLOTTED CONN BY PCC MFR CIP TOPPINGREINF, REFER TO PLAN3"CONC DAMPCC LEDGEREFER TO PLANPCC STAIR SLABCONN BY PCC MFRREFER TO PLANTOS ELBACKER ROD & SEALANTPCC WALLPCC SLABBEARING PADROOFING, REFER TO ARCHREFER TO PLANTO STL ELSTEEL HOIST BEAMEMBED BY PCC MFR, SHEAR CONN BY STEEL FABRICATORREFER TO PLANTOS ELPCC WALLPCC SLABROOFING, REFER TO ARCHREFER TO PLANTOW ELCIP TOPPINGP7.8DIAPH REINF, REFER TO PLANREFER TO PLANSCIP WASHCONC DAMPCC WALL PANELREFER TO PLANTOS EL2"10"PCC STAIR SLABREFER TO PLANTOOLED JOINT W/ SEALANTPCC TEEArchitecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& Associates10/11/2019 1:04:38 PMPCC FRAMING DETAILS -STRUCTURALS-522Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURE3/4" = 1'-0"1PCC TEE TO PCC WALL DETAIL3/4" = 1'-0"2PCC SLAB/ BEAM DETAIL3/4" = 1'-0"3PCC TEE TO PCC WALL DETAIL3/4" = 1'-0"4PCC TEE TO PCC WALL DETAIL3/4" = 1'-0"5PCC DETAIL3/4" = 1'-0"6PCC DETAIL3/4" = 1'-0"7PCC TEE TO PCC WALL DETAILREV. DATEGarage / Bridgeal Package 10"6'-9" DEPTH1/2" SLOPEPRESTRESS REINF@ TOP (MIN 2) &MID HEIGHT (MIN 2)PRESTRESS REINF@ BOT 1/2" DIASTRANDS (MIN 2)INSIDE FACEPCC BRACKETCONT DRIPREF TO DET 13/S-531 10"6'-9" DEPTH1/2" SLOPEPRESTRESS REINF@ TOP (MIN 2) &MID HEIGHT (MIN 2)PRESTRESS REINF@ BOT 1/2" DIASTRANDS (MIN 2)INSIDE FACECONT DRIPREF TO DET 13/S-5318" 2'-0"8"2'-6" DEPTH8" MINTIE PROJECTIONINTO WASHTOPPINGROUGHENSURFACESTIRRUPSPIPE SLEEVE, COORD SIZE & LOCATION W/ ELEC & FIRE PROTECTION DWGSPRESTRESSREINFTOP BARSCONT DRIP,REF TO DET 13/S-531NOTE:FOR ADDL INFORMATION, REFERTO DETAIL 6/S-5318"1" CLHOLD1/2"MIN1"BEARING PADEPOXY TO BOTOF BEAMCHAMFERBRG PLPCC BEAMLEDGE ORCORBEL8"SPAND PKT1" CL1/2" @HOLD1/2"SPAND PKT1" CL1/2" @MIN1"PCC TEESTEMLEDGE ORCORBELBEARING PADEPOXY TO BOTOF PCC TEEBRG ANGLEBEARING PLATE,REFER TO DET?/S-???1" Ø MAX1" MINAFTER ERECTION,REMOVE ALL WATERFROM CAVITY & FILLENTIRE VOID W/SILICONE SEALANTTOP OF SPANDREL,LIGHT WALL ORCOLUMNPCC EMBEDDEDLIFTING INSERTAFTER ERECTION,REMOVE ALL WATERFROM CAVITY & FILLENTIRE VOID W/SILICONE SEALANT.SET PLUG INTOSEALANT ANDREMOVE EXCESS.TOP OF SPANDREL,LIGHT WALL ORCOLUMNPCC EMBEDDEDLIFTING INSERTAT TOPSPANDRELS ORLIGHT WALLS,6" Ø MAX ATTOP OF COLPCC PLUG TO MATCHSURROUNDING3" Ø MAX1" MINEXTERIOR FACE OF PCC SPANDREL3/4"2"3/4"CIP CONC TOPPINGSEALANT, REFER TO DET 3 &4/S-541PCC TEE FLANGE5/8" Ø SMOOTH BAR X 0'-4" (SS)#4 @ 6'-0" (SS) OR DAYTON SUPERIOR P11 SHEAR GRIP CONNECTORBACKER RODNOTE:BARS OF VARIOUS SIZES MAY BE REQD DEPENDING UPON FIELD CONDITIONS. PRE-CASTER SHALL KEEP ADEQUATE SUPPLY OF SIZES ON SITE TO FACILITATE ERECTION.1'-0"8"1'-0".. 12'-0", TYP 3'-0" 6'-0" 3'-0" 2'-4"SIDE ELEVATIONEND ELEVATION A-AAASTEM REINF, REFERTO DET 10/S-5316" WIDE x 4" HIGHBLOCKOUT, ALIGN INTOP OF TEE STEM, TYPTEEDAPPED BRG, REFER TO DET 3/S-531UNDAPPED BRG,REFER TO DET 2/S-531CG PRESTRESSINGSTRANDSWWF 16'-0" 16'-0" 3 " 2 "2"1 5 .0 0 °AshERECTION DAP ASREQUIRED BY PCCBEARING PLATEAcvAvAvf2"2"ERECTION DAP ASREQUIRED BY PCCBEARING PLATEAcvAvAvfAvhAshREINF, REFERTO PLANPCC TEECOVE SEALANTREFER TO DET 6/S-541CIP TOPPINGWWF#3 @ EATEE STEM1'-6"CONC DAM#4 X CONTSPANDREL OR WALLCONNECTIONBY PCC MFR 3 " 3 "2"Architecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& Associates10/11/2019 1:04:40 PMPCC BEAM DETAILS -STRUCTURALS-531Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURE3/4" = 1'-0"4PCC BEAM TYPE A DETAIL3/4" = 1'-0"5PCC BEAM TYPE B DETAIL3/4" = 1'-0"6PCC BEAM TYPE C DETAIL3/4" = 1'-0"7PCC BEAM TYPE D DETAIL1 1/2" = 1'-0"8BEAM BEARING DETAIL1 1/2" = 1'-0"9TEE BEARING DETAIL3" = 1'-0"11LIFTING INSERT DETAIL3" = 1'-0"12LIFTING INSERT DETAIL6" = 1'-0"13DRIP DETAIL3" = 1'-0"14PCC TEE JOINT DETAIL12" = 1'-0"1PCC FIELD-TOPPED DOUBLE TEE PROFILE3/4" = 1'-0"2PCC UNDAPPED TEE DETAIL3/4" = 1'-0"3PCC DAPPED TEE DETAIL3/4" = 1'-0"10PCC FIELD-TOPPED DETAILREV. DATEGarage / Bridgeal Package ..10"1"3 1/2"1'-2 1/2"TACK6 1/2"11"6 1/2"5"1/2"1/2"5" 1'-2 1/2"3" ⌀PIPE SLEEVEALL-THREAD ROD, W/ NUT & WASHER1/2" X 5" X 0'-5" MASTICORD PAD W/ (1) 1 1/4" ⌀HOLE, TYPTHREADED INSERT IN SPANDREL3/4" CHAMFER, TYPGROUT FLUSH W/ COL FACE & COVER W/ PLASTIC CAP, SEAL ALL SIDESTIGHTEN NUT -TACK WELD NUT TO FLAT WASHER -THEN TACK WELD FLAT WASHER TO SQUARE PL WASHER3" NTS5 1/2" SQ1/4" ±5" NTS1/4" ±NOTE:REFER TO 3/S-535 FOR ADDL INFO..10"1"3 1/2"1'-2 1/2"1'-0"1'-0"1/2"1/2" 1'-2 1/2"PCC COLUMNCONN BY PCC MFR, TYPPCC SPANDRELPCC COLUMN POCKETPCC DOUBLE TEEGROUTDOWELBASE PLATEANGLESPCC WALLMIN2" CL3 SIDESVERT WALL REINFWELDED DOWEL WALLLIGHT WALL OR FOUNDATION WALL, REFER TO FOUNDATION DWG FOR ADDL INFO NOT SHOWNBASE PLATE W/ WELDEDANCHORS, TO BE PROVIEDBY PCC & INSTALLED BY GCGROUT AND SHIMBY PCC MFRPCC WALL PANELREFER TO SECTIONTOW EL5S-535REFER TO SECTIONTOW ELPLANSECTION A-AAAGALV BASE PLATE W/ WELDED ANCHORS TO BE PROVIDED BY PCC MFR & INSTALLED BY GC FOR FOUNDATION WALLGROUT SOLID AFTERERECTION BY PCC MFRPRECAST LIGHT WALLGALV ANGLES, TYPLIGHTWALL OR FOUNDATIONWALL, REFER TO FOUNDATIONDWG FOR ADDL INFO NOTSHOWN2" @ CIP1" @ PCCCL1"10" 6" 6"6"8"8"1'-4"1/2"1/2" 9 " 1 "A.B. A.B. PCCLIGHT WALLNOTE: 1. REFER TO DET 1/S-511 FOR ADDL INFORMATION2. COORDINATE POLE BASE LOCATION W/ELECTRICAL.ANCHOR BOLTS, COORD W/ LIGHT POLE SUPPLIER FOR BOLT SIZE, LENGTH, AND PATTERN.PB6S-535PC 1'-0" 6"4'-6"6" 1'-0"PCC LIGHT WALLCONN BYPCC MANUFACTURER, TYP#5 @ CORNERS#4 TIES @ 12" OC, TYPW (3) ADDL @ 3" OCTOP & BOTTOMPBS-51117S-535PC*** = DIMENSIONS BY ELEVATOR SUPPLIERSILL ANGLE BY ELEVATOR SUPPLIEREMBED BY PCC MFR1 1/2"3"1 1/2"6"8"8" MIN8"BEARING PLATEBY PCC MFRCORBEL REINF WELD TO PLATECORBEL TIESADD'L (3)TIES @ 4" O.C.ABOVE & BELOWCORBEL, TYPICALGRID1"COIL INSERTSHIM PADHAIRPINSCOIL ROD W/ NUT& PL WASHERGROUT POCKET OR PLASTIC CONNECTION COVERPIPE SLEEVE & PLGALV EMBED PLATE 1/2X10X10 W/ (4) 1/2" Ø X 4" HSA. EMBED PLATE INSTALLED BY PCC MFR.3/8" CAP PLATE WELDED TO TUBE(2) 3/4" Ø A325 THRU BOLTS(2) 3/8" CONNECTION PLATE ONE ON EACH SIDE OF TUBEPCC WALL1/4"12S-535TO STL ELREFER TO PLANGALV HSS BEAMGALV EMBED PLATE 1/2X10X10 W/ (4) 1/2" Ø X 4" HSA. EMBED PLATE INSTALLED BY PCC MFR.3/8" CAP PLATE WELDED TO TUBE(2) 3/4" Ø A325 THRU BOLTSGALV. HSS BEAM(2) 3/8" CONNECTION PLATE ONE ON EACH SIDE OF TUBEPCC WALL1/4TYP. EACHPLATEEMBED PLATE BY PCC MFR, DESIGN FOR REVERSIBLE ULTIMATE HORIZ SHEAR OF 4.0KIPS (EAST-WEST)1/41/42"2"1"REFER TO PLANTO STLREFER TO PLANTOS1"8"SECTION A-AAAPCC WALL (BEYOND)PCC STAIR SLABPCC LEDGE (BEYOND)CURTAIN WALL, REFER TO ARCH. COORD LATERAL CONNS TO HSSPLATE 1/2" X 5" X 6"HSS W/ END CAPS, PROVIDE NORTH-SOUTH LONG SLOTTED HOLES AT ONE END ONLY3/4" ⌀THRU-BOLTL5X3-1/2X1/2" LLH X 6"..1'-2 1/2"3 1/2"1"10"2'-5"1'-0"1"1"10"2'-0"PCC SPANDREL BEAM, TYPPCC COLUMN1'-2 1/2"3 1/2"1"10"2'-5"1'-0"1"1"10"2'-0"PCC SPANDREL BEAM, TYPPCC COLUMN..1'-2 1/2"3 1/2"1"10"2'-5"1'-0"1"1"10"2'-0"PCC SPANDREL BEAM, TYPPCC COLUMN..SILL ANGLE PROVIDEDBY ELEVATOR SUPPLIERGALV. PLATE 1/2"X 6" X 0'-6" W/(2)5/8"Ø HSA @24" O.C. MAX.0' - 1 1/2"0' - 3"0' - 1 1/2"CONC WALL OR BEAM*** = DIMENSIONS BYELEVATOR SUPPLIERNOTE - COORD. ALL REQUIREMENTSWITH ELEVATOR MANUFACTURERArchitecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& Associates10/11/2019 1:04:43 PMPCC WALL & CONNECTIONDETAILS - STRUCTURALS-535Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURE3/4" = 1'-0"1PCC CONNECTION DETAIL3/4" = 1'-0"2PCC CONNECTION DETAIL1 1/2" = 1'-0"5PCC LIGHT WALL BASE DETAIL1 1/2" = 1'-0"4PCC CONNECTION DETAIL1" = 1'-0"8PCC CONNECTION DETAIL3/4" = 1'-0"7LIGHTWALL LIGHT POLE BASE DETAIL3/4" = 1'-0"6LIGHT POLE BASE DETAIL1 1/2" = 1'-0"9ELEVATOR SILL DETAIL1 1/2" = 1'-0"10PCC LIGHT WALL DETAIL1 1/2" = 1'-0"3PCC CONNECTION DETAIL1 1/2" = 1'-0"11STRUCTURAL DETAIL1 1/2" = 1'-0"12STRUCTURAL DETAIL1 1/2" = 1'-0"16STRUCTURAL DETAIL3/4" = 1'-0"13PCC COLUMN/BEAM DETAIL3/4" = 1'-0"15PCC COLUMN/BEAM DETAIL3/4" = 1'-0"14PCC COLUMN/BEAM DETAILREV. DATE1 1/2" = 1'-0"17ELEVATOR SILL DETAILGarage / Bridgeal Package 1/2"1/2"1/16" - 1/8"SEALANTGRIND EDGESAW CUT AT CENTER OF CRACK OR CONTROL JOINTBOND BREAKERCRACK OR CONTROL JOINT1/2"SEALANTGRIND EDGESAW CUT AT CENTER OF CRACK OR CONTROL JOINTBOND BREAKERCRACK OR CONTROL JOINTDECK COATING WHERE REQD1/2"1"1/2"1/16"-1/8" URETHANE3/16"-1/4" SILICONETOOLED JOINTGRIND EDGESEALANTBACKER ROD1/2"1"TOOLED JOINTSEALANTBACKER RODGRIND EDGEDECK COATING 1/2"1/2"3/4"3/4"MIN THROAT1/2"BOND BREAKERSEALANT1/4"1/4"1/2"1/2"1/16" - 1/8"SEALANTGRIND EDGEBOND BREAKERFLOOR DRAINTOOL OR SAWCUT AROUND GRAIN PERIMETER1/2"SEALANTGRIND EDGEBOND BREAKERFLOOR DRAINTOOL OR SAWCUT AROUND GRAIN PERIMETER1/2"DECK COATING WHERE REQD3/4"3/4"MIN THROAT1/2"BOND BREAKERSEALANT1/4"1/4"DECK COATING WHERE REQDNOM1/2"1/2"SEALANTTOOL OR GRIND EDGECOMPRESSIBLE JOINT FILLER OR BACKER ROD1/16" - 1/8" URETHANE3/16" - 1/4" SILICONENOM1/2"1/2"SEALANTTOOL OR GRIND EDGECOMPRESSIBLE JOINT FILLER OR BACKER ROD1/2".1/4"1/8"t/4"1/16" - 1/8"SEALANTBACKER RODSAW CUT JT ON 1ST PASS WITHOUT RAVELING EDGES OF CONCRETEROUT JT EDGE ON 2ND PASSNOTES:1. PERFORM 1ST PASS SAW CUT AS SOON AS CONCRETE IS CAPABLE OF CARRYING THE LOAD OF EQUIPMENT, AND WITHIN 6 HOURS OF INITIAL PLACEMENT OF CONCRETE.2. 2ND PASS WITH ROUTER MAY OCCURE AT ANY TIME AFTER 1ST PASS SAW CUT.4"1"LIMITS OF SURFACE PREPARATIONCOVE SEALANTREFER TO DET 6/S-541DECK COATINGNOTE: PROVIDE STRAIGHT TERMINATION LINES2"2"DECK COATINGDETAIL COAT EQUAL THICKNESS OF MEMBRANE COATSSEALANT, REFER TO DET 2 OR 4/S-541CRACKSTEEL SLEEVEDECK COATINGCOVE SEALANT,REFER TO DET 6/S-541ELECTRICAL OR MECHANICAL PENETRATIONPRIME PER MANUFACTURERCONC SLABDECK COATINGSAWCUT AND TOE DECK COATING IN AT EDGEGRIND EDGE1/8" - 1/4"1/4".WALL OR BEAMCONC COLUMNLIMITS OF SURFACE PREPARATIONCONC SLAB DECK COATINGNOTES:1. REFER TO 18/S-541 FOR DETAIL AT PIPE/CONDUIT PENETRATION.2. REFER TO 15/S-541 FOR DETAIL AT CRACK OR JOINT.S-54113S-541143 1/2"3 1/2"*1/8"POLYMERIC CONCRETE NOSINGEXTRUDED THERMOPLASTIC GLANDTOOL OR GRIND EDGEENLARGED SECTIONNOTES:1.JOINT WIDTH (*) IS DEPENDENT ON TEMPERATURE & SHOULD BE REVIEWED BY MANUFACTURER2.REFER TO DETAIL 18/S-541 FOR TERMINATION3.PROVIDE WATSON-BOWMAN ME-300 OR APPROVED EQUAL.3/4"2" NOM*CONCRETE SLAB BEYONDEXPANSION JOINT GLAND. CUT OFF WINGS, SPLICE AND TURN DOWN FLUSH W/ BOTTOM OF SLABDETAIL A-ASCALE 3" = 1'-0"AAArchitecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& Associates10/11/2019 1:04:45 PMWATERPROOFING DETAILS- STRUCTURALS-541Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURE12" = 1'-0"1SEALANT DETAIL12" = 1'-0"2SEALANT DETAIL12" = 1'-0"3SEALANT DETAIL12" = 1'-0"4SEALANT DETAIL12" = 1'-0"5SEALANT DETAIL12" = 1'-0"7SEALANT DETAIL12" = 1'-0"8SEALANT DETAIL12" = 1'-0"6SEALANT DETAIL12" = 1'-0"9SEALANT DETAIL12" = 1'-0"10SEALANT DETAIL12" = 1'-0"11SEALANT DETAIL3" = 1'-0"13DECK COATING DETAIL12" = 1'-0"15DECK COATING DETAIL3" = 1'-0"16DECK COATING DETAIL12" = 1'-0"14DECK COATING DETAIL3/4" = 1'-0"12DECK COATING DETAIL3" = 1'-0"17EXPANSION JOINT3/4" = 1'-0"18EXPANSION JOINT TERMINATION DETAILREV. DATEGarage / Bridgeal Package SEALANT, REFER TO 10/S-541PCC SPANDRELBEAMPCC TEECOVE SEALANT, REFER TO 5/S-541PCC COLUMNSEALANT, REFER TO DET 3/S-541CONC WASHPCC COLUMNCONC WASHPCC TEESEALANT,REFER 9/S-541PCC SPANDRELBEAMCOVE SEALANT, REFER TO DET 5/S-541CONC WASH PCC TEESEALANT, REFER TO DET 3/S-541PCC LIGHTWALLSEALANT, REFER TO DET 9/S-541PCC TEESEALANT, REFER TO DET 3/S-541SEALANT, REFER TO DET 3/S-541PCC BEAMSEALANT, REFER TO DET 3/S-541Architecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& Associates10/11/2019 1:04:46 PMWATERPROOFING DETAILS- STRUCTURALS-542Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURE12" = 1'-0"1INTERIOR SEALANT ISOMETRIC DETAIL12" = 1'-0"2EXTERIOR SEALANT ISOMETRIC DETAIL12" = 1'-0"3INTERIOR SEALANT ISOMETRIC DETAIL12" = 1'-0"4SEALANT ISOMETRIC AT INVERTED TEE BEAMREV. DATEGarage / Bridgeal Package .STRAIGHT LINE EXTENSIONPLAN ELEVATION LOCATION.STRAIGHT LINE EXTENSIONPLAN ELEVATION LOCATIONSTRAIGHT LINE EXTENSIONPLAN ELEVATION LOCATION.STRAIGHT LINE EXTENSIONPLAN ELEVATION LOCATION2" MIN(4) #4x2'-8"PVC SLEEVE W/ EMBEDDED COUPLER AS ANCHORAGESEALANT, REFER TO DETAIL 5/S-541FLOOR SLABSST COLLARSTANDPIPE W/ PIPE CLAMP..MIN6"1 1/2" TYPMIN6"TYP2" CLCONC COLUMNREFER TO MECH DWGS FOR PIPE SIZE AND LOCATIONGALV BENT PLATE 1/4"x1'-0" W/ (4)-1/2" DIA EXP ANCHORS. MOUNT BOTTOM EDGE OF GUARD 1'-2" ABOVE FINISHED FLR LEVELNOTE:1.ACTUAL CONFIGURATION OF PLATE GUARD WITH VARY WITH FIELD CONDITIONS.2.LOCATE DRAIN CLEANOUTS ABOVE OR BELOW PIPE GUARDS.PLAN VIEWREFER TO MECH DWGS FOR PIPE SIZE AND LOCATIONGALV BENT PLATE 1/4"x1'-0" W/ (4)-1/2" DIA EXP ANCHORS. MOUNT BOTTOM EDGE OF GUARD 1'-2" ABOVE FINISHED FLR LEVELPLAN VIEWCONC WALLTYP2" CLNOTE:1.ACTUAL CONFIGURATION OF PLATE GUARD WITH VARY WITH FIELD CONDITIONS.2.LOCATE DRAIN CLEANOUTS ABOVE OR BELOW PIPE GUARDS.VERTICAL REINFORCING#5 VERT AT CORNERS,OPENINGS, CONTRACTIONJOINTS, AND AT 24" OCMAX IN WALL. PROVIDEDOWEL AT FOOTING. BEND2'-0" INTO U-BLOCK AT TOP.SEE SPECS FOR PLACINGINSTRUCTIONS.VERTICAL CONTRACTIONJOINT. PAINT JOINT WITHMASTIC BEFORE PLACINGCONC.CONTRACTION JOINTS AT 24'-0" ±SOLID MASONRYTOP COURSEL 3 X 3 X 1/4" X CONT WITH 1/2" Ø x 0'-3" EXPANSION BOLTS @ 4'-0" OCCONC SLABFIRE SAFING (IF REQUIRED), REFER TO ARCH FOR ADDITIONAL INFORMATION1"MASONRY ORCONC WALLSEALANT, REFERTO DET 10/S-541MASONRY WALLFLEXIBLEMASONRYANCHORFIRE SAFING (IF REQUIRED), REFER TO ARCH FOR ADDITIONAL INFORMATION1 1/2"AROUND DRAIN1'-0" WASHWASH1/2"SEALANT, REFER TO DET 7/S-541REMOVE BACKER ROD AFTER STRIPPING FORMCONC TOPPINGPCC TEEFLOOR DRAIN SYSTEM, REFER TO MECH(2) #4, REFER TO DET 6/S-5012'-6" TYP2'-0" TYP(1) #5 VERT IN CONC FILLED CELL(1) #5 VERT IN CONC FILLED CELLBEND VERT BAR DOWNINTO U-BLOCK(2) #5 IN CONC FILLED U-BLOCK DISCONT AT CONTRACTION JOINT(2) #5 IN CONC FILLED U-BLOCK @ THIRD COURSE FROM TOP OF WALLLADDER TYPE HORIZWALL REINF EVERYOTHER COURSEHORIZONTAL REINFORCINGREFER TO PLANTO LANDINGREFER TO PLANTO LANDING10"10"ARCH DWGSREFER TOREFER TO PLAN10"2" CL1" CLPCC STAIRALUM NOSING W/#4 NOSING BAR, TYP(2) #4 EALANDING, TYPNOTE:DETAIL SHOWS REQUIRED REINF LAYOUT.SIZE AND SPACING OF REINF TO BE DETERMINED BY PRECAST MFRPCC MFR TO PROVIDESLIP RESISTANT FINISHON LANDINGS, TYP3'-6"2'-0"2'-0"1'-0"1'-0"6"1'-0"6"NOTE:ALL CORNERS 3/4" CHFRDAYTON SUPERIOR B16 3/4" ⌀x 4" COIL LOOP INSERT W/T21 PLASTIC PLUG. (PROVIDE JOB SITE W/(3) T12 LIFTING PLATES & B14 3/4" ⌀ 4" COIL BOLTS)CONC BOLLARD W/ (4) #4 VERT & (5) #3 TIES EQ SPACED. (PAINTED TRAFFIC YELLOW)8"3"3"1'-4"11/2"WALL812812THICKLINTELHEIGHT881616REINF.2-#52-#52-#62-#52-#52-#84'-0"SPANMAX. CLEAR4'-0"7'-0"10'-0"7'-0"10'-0"TYPE ATYPE ATYPE BTYPE BSECTIONLINTEL SCHEDULEBLOCK NON-BEARING WALLSNOMINAL BLOCK DIMENSIONFILL BOTH UNITSW/GROUT AT THESAME TIMEBREAK WEBSOUT TO ALLOWPLACEMENT OF2-#4REINFORCE PERSCHEDULETYPE "B"REINFORCEPER SCHD.TYPE "A"USE SUPPORTS TO HOLD BARSIN PROPER POSITION.. . . . ......UNLESS OTHERWISE NOTED ON THE BUILDING ELEVATIONS.1.2.USE LINTEL SECTION THAT CONCIDES WITH OPENING CLEAR SPANTHE SCHEDULE ABOVE APPLIES ONLY TO LINTELS SUPPORTINGMASONRY IN RUNNING BOND.2-#4FOR ALL OPENINGS AND RECESSES IN BOTH INTERIOR AND EXTERIOR NON-LOAD BEARING WALLS NOT SHOWN ON STRUCTURAL DRAWINGS, PROVIDE THE FOLLOWING LINTELS:GENERAL LINTEL NOTES:FILL WITH CONCRETE OR GROUT (NOT MORTAR).REINFORCE LINTEL BLOCK AS INDICATED IN THE "CONCRETE BLOCK LINTEL SCHEDULE" FOR THE WALL THICKNESS AND CLEAR SPAN.1. CONCRETE BLOCK LINTELJOINTING SHALL BE SAME AS ADJACENT WALL.MINIMUM BEARING ON MASONRY IS 8" EACH END BUT NOT LESS THAN 1" OF BEARING PER FOOT WIDTH OF OPENING SPAN.LINTEL SHALL BE SHORED FOR 28 DAYS.FOR LINTELS WITH A CLEAR SPAN OPENING OF 6'-0" OR LARGER, PROVIDE 100 PERCENT GROUT FILL FROM FOOTING (OR FLOOR BELOW) TO LINTEL BEARING.FOR LINTELS WITH A CLEAR SPAN OPENING LESS THAN 6'-0" PROVIDE SOLID OR GROUTED MASONRY TO A MINIMUN DEPTH OF 2'-0" BELOW THE BEARING.B.A.C.D.E.F.G.. . . . .6" Ø STEEL BOLLARD, SCHEDULE 40 PIPE GALV FILLED W/ CONC SHIM PIPE TO VERTICAL PRIOR TO POURING BASECONC SLAB ON GRADE1'-6" ØCONCRETE BASE1/2" COMPRESSIBLE FILLER WITH JOINT SEALANT, REFER TO DETAIL 10/S-5413'-6" MINPAINT TRAFFIC YELLOWROUNDED CONCRETEArchitecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& Associates10/11/2019 1:04:48 PMSTANDARD &MISCELLANEOUS DETAILS -STRUCTURALS-551Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURE3/8" = 1'-0"1PLAN ELEV KEY3/8" = 1'-0"2PLAN ELEV KEY3/8" = 1'-0"3PLAN ELEV KEY1" = 1'-0"4PIPE SLEEVE SUPPORT DETAIL3/4" = 1'-0"5PIPE GUARD DETAIL3/4" = 1'-0"6PIPE GUARD DETAIL12" = 1'-0"9MASONRY WALL VERT REINF1 1/2" = 1'-0"11MASONRY WALL BRACE DETAIL1 1/2" = 1'-0"10MASONRY WALL JOINT DETAIL (PLAN VIEW)3/4" = 1'-0"12FLOOR DRAIN DETAIL12" = 1'-0"8TYP MASONRY HORIZ REINF3/8" = 1'-0"13PCC STAIR DETAIL3/4" = 1'-0"14CONCRETE BOLLARD DETAIL3/4" = 1'-0"7MASONRY BOND BEAM LINTEL SCHEDULE3/4" = 1'-0"15PIPE BOLLARDREV. DATEGarage / Bridgeal Package 13'-10"8"8"2'-8"8'-6"6"2"8"1"2"4"4"1"11'-8"1"4"4"2"1"13'-2"REFER TO 4/S-431TO STL ELREFER TO 4/S-431TO STL ELCURTAIN WALL, REFER TO ARCH. COORD CONNECTION LOCATIONS W/ TRUSS CHORDS, TYP. CURTAIN WALL NOT IN BP #43N 18GA GALV METAL ROOF DECK, NO HANGING LOADS TO BE APPLIED TO DECK WITHOUT ENGINEER APPROVALROOF BEAM, REFER TO 3/S-431TRUSS BRANCH,REFER TO 4/S-431FLOOR BEAM W/ (3) 1/2" ⌀HSA X 4", REFER TO 5/S-431CLADDING, REFER TO ARCH3" 20 GA GALV COMPOSITE METAL DECK + 2 1/2" OF CIP CONC (5 1/2" SYSTEM)2 1/2"3"EQ2"2"EQEQ2"2"EQP4.4P4.82"2"HANDRAIL, REFER TO SPEC. RAILING NOT IN BP #4HANDRAIL POST, REFER TO 4/S-431CONT L6X4X3/8 LLH, SPLICE AS REQDSUSPENDED CEILING, REFER TO ARCHGUSSET CONNECTION, REFER TO 3/S-431SUSPENDED CEILING FRAMING, REFER TO 3/S-431CONT L6X4X3/8 LLH (BETWEEN GUSSET CONNECTIONS)GUSSET CONNECTION, REFER TO 5/S-431TOP CHORD, REFER TO 4/S-431± 3'-3"± 3'-0"± 3'-0"± 3'-3"BOTTOM CHORD, REFER TO 4/S-4311/42-12TYP2-12TYP1/4TYP @POSTSHEAR CONNECTION BY STEEL FABRICATOR, Vu = 20.0K TYP6 X 6 -W2.9 X W2.9 WWF CONT ON #4 @ 12" OC CONT ON 3 1/2" SUPPORT SYSTEM. SPLICE REINF AT DECKING MIDSPAN AS REQD:12" MIN LAP FOR WWF24" MIN LAP FOR #41/42-12TYPSHEAR CONNECTION BY STEEL FABRICATOR, Vu = 20.0K TYPROOFING, REFER TO ARCH13'-10"8"8"2'-8"8'-6"4"4"8"1"6"12'-6"6"1"13'-6"EQ4"4"EQEQ4"4"EQP4.4P4.8BO STL ELREFER TO 4/S-561 @ GRID PFREFER TO 5/S-561 @ GRID PEREFER TO 4/S-431TO STL ELREFER TO 4/S-431TO STL EL2"2"NOTE: REFER TO 1/S-561 FOR TYPICAL INFORMATIONMITER HSS W/ COMPLETE JOINT PENETRATION WELD, GRIND SMOOTHMITER HSS W/ COMPLETE JOINT PENETRATION WELD, GRIND SMOOTHHIGH-PERFORMANCE COATING, REFER TO SPEC 0996002'-6"2'-6"1/2TYP @ CHORD ENDS, FIELD WELD AT CONTRACTORS OPTION1/23-SIDES TYP @ CHORD ENDS, FIELD WELD AT CONTRACTORS OPTIONGMAW OR FCAW-G TYP @ CHORD ENDS, FIELD WELD AT CONTRACTORS OPTIONGMAW OR FCAW-G TYP 1/21/2TYPP4.4P4.8TOB EL128'-11"BO STL EL129'-1 1/4"HSS COLUMN(4) 1 1/4" Ø GALV ANCHOR RODS (ASTM F1554 GR55) W/ HEAVY HEX NUTS & 3 1/2" Ø 1/2" PLATE WASHERS W/ 1 5/16" Ø HOLE TYP UNO, TACK WELD BOTTOM NUT2" GROUT BED1/4" GALV LEVELING PLATE & ANCHOR TEMPLATE, SEE ASIDE FOR ADDL INFO1 1/2" BASE PLATE, SEE ASIDE FOR ADDL INFO. PROVIDE ZRC ON BOTTOM OF PLATE PRIOR TO BRIDGE ERECTION1/4(4) #9 TOP W/ STD HOOK EA END@ MIDSPANCLASS B LAP SPLICE(4) #9 BOT W/ STD HOOK EA END(2) #5 EFCIP CONC BEAM1'-3"12'-6"1'-3"CIP CONC COLUMN, TYPPAVING, REFER TO CIVIL1/2" JOINT WITH COMPRESSIBLE FILLER, TYPTOF ELREFER TO PLANTO GRADE/PAVING ELREFER TO CIVIL6" MAXBAL @ 12" STIRRUP SPACING AT SUPPORT2"STIRRUP SPACING AT EA END3 @ 2", BAL @ 6"2"BAL @ 12" STIRRUP SPACING AT SUPPORT6" MAX2'-8"2'-2"1'-0"2'-2"2'-8"(1'-4" MIN LAP)2'-2"8" MAXSPACING @ BEAMBAL @ 8" - TIE3"TIE SPACING EA END3 @ 3", BAL @ 10"3"6" MAXSPACING AT FTGBAL @ 24" TIE1'-0" MAX2'-6"PFTYP3"3"4"4"3"3"7"7"3"TYP2" CLR#4 STIRRUPS6"1'-0"1'-0"6"5"7"7"5"1'-0"1'-0"TYP2" CLR#4 TIES, TYP(12) #9 VERT* W/ STD HOOK IN FDN & ERICO LENTON TERMINATOR OR APPROVED EQUAL AT TOPSECTION A-A*VERT REINF TO BE CONTINUOUS OR MECHANICALLY SPLICED W/ SPLICES ABLE TO DEVELOP 125%Fy IN TENSION & COMPRESSIONBBAAAASECTION B-B+P4.81'-0"1'-0"1'-0"1'-0"CIP CONC FOOTINGBASE PLATELEVELING PLATEBASE PLATEMATCHBASE PLATEMATCH1 5/16" ⌀HOLE, TYP2 1/16" ⌀HOLE, TYP2'-8"(1'-4" MIN LAP)2'-2"P4.42 3/4"1 1/2"1/4"2"1/4TYP2 1/4"REFER TO CANOPY DWGS FOR CANOPY CONNECTIONPE10"SECTION A-AHSS COLUMNPCC WALL/COLUMN W/ CORBELP4.4P4.81'-0"1'-0"10'-6"1'-0"1'-0"12'-6"TOC EL129'-7 1/2"BO STL EL129'-9 3/4"2 3/4"1 1/2"1/4"2"1'-3 1/4"2 1/4"1/2"6"PCC WALL/COLUMN BEYONDAA1"3"7"7"3"3"1'-0"HSS COLUMN(4) 1 1/4" Ø GALV ANCHOR RODS (ASTM F1554 GR55) W/ HEAVY HEX NUTS & 3 1/2" Ø 1/2" PLATE WASHERS W/ 1 5/16" Ø HOLE TYP UNO, TACK WELD BOTTOM NUT2" GROUT BED1/4" GALV LEVELING PLATE & ANCHOR TEMPLATE, SEE ASIDE FOR ADDL INFO1 1/2" GALV BASE PLATE, SEE ASIDE FOR ADDL INFO1/4PCC CORBELPCC WALL/COLUMN BEYONDPCC CORBEL6"6"6"6"6"6"6"6"3"4"4"3"BASE PLATELEVELING PLATEBASE PLATEMATCHBASE PLATEMATCH1 5/16" ⌀HOLE, TYP2 1/16" ⌀HOLE, TYPPCC CORBEL DESIGN LOADS FROM BRIDGE HSS COLUMNS:X-AXIS (+EAST/-WEST)D: 0.0kL: 0.0kS: 0.0kT: 0.0kW: +/-20.0kE: +/-5.0kY-AXIS (+NORTH/-SOUTH)D: 2.0kL: 0.5kS: 0.3kT: +/-0.5kW: +/-5.0kE: +/-10.0kZ-AXIS (+UP/-DOWN)D: -90.0kL: -50.0kS: -25.0kT: 0.0kW: +/-30.0kE: +/-10.0k1/4TYP 10'-0" MAXTYP STEEL ROOF BEAMTYP STEEL ROOF BEAML6X4X3/8 LLVL6X4X3/8 LLV7'-8" CLRL6X4X3/8 LLVL6X4X3/8 LLVAANOTE:PROVIDE ADDL FRAMING AS SHOWN FOR OPENINGS 12" SQUARE OR LARGER. VERIFY SIZE AND LOCATION OF OPENINGS WITH ARCH & MECH.SECTION A-A1/41/41/41/42" MINL6X4X3/8 LLV X 6"PROVIDE 1/4" STIFFENER PLATES ON ALL W-SECTION ROOF BEAMS AT FRAME BEARING POINTS6" MIN1"1 1/2" CLR MAX3/4" CLR MINL6X4X3/8 LLV ADDL AS REQD FOR ROOFTOP EQUIPMENT, REFER TO 3/S-431L/3 UNOL/3 UNOL/3 UNO8"Architecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& Associates10/11/2019 1:04:52 PMPEDESTRIAN BRIDGEDETAILS - STRUCTURALS-561Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURE1/2" = 1'-0"1PEDESTRIAN BRIDGE SECTION1/2" = 1'-0"2PEDESTRIAN BRIDGE SECTION3/4" = 1'-0"4PEDESTRIAN BRIDGE SUPPORT3/4" = 1'-0"5PEDESTRIAN BRIDGE SUPPORTNOT TO SCALE3TYPICAL ROOF EQUIPMENT & SUSPENDED CEILING FRAMINGREV. DATEGarage / Bridgeal Package 1/4" MIN1/4" MIN θ1ROOF/FLOOR BEAMCROSS BRACINGJOINT ECCENTRICITY0" MIN3" MAXTRUSS CHORDPu1*sin(θ1)Pu1 = 32.0k1/4" MIN GUSSET PLATE, REFER TO 1-2/S-561 FOR GUSSET ALIGNMENT TO ROOF/FLOOR BEAMS. PROVIDE MINIMUM OF (2) 3/4" Ø MINIMUM A325 BOLTS AT EACH CONNECTING PART W/ 2" MIN EDGE DISTANCE TYP. FREE CORNERS OF PLATE TO BE CUT AT 45°.NOTE:CONNECTION DETAIL IS CONCEPTUAL. FINAL DESIGN OF CONNECTION TO BE BY STEEL FABRICATOR.Pu1*cos(θ1)1/4" MIN θ2ROOF/FLOOR BEAMCROSS BRACINGJOINT ECCENTRICITY0" MIN3" MAXTRUSS CHORDPu2*sin(θ2)Pu2 = 32.0k1/4" MIN GUSSET PLATE, REFER TO 1-2/S-561 FOR GUSSET ALIGNMENT TO ROOF/FLOOR BEAMS. PROVIDE MINIMUM OF (2) 3/4" Ø MINIMUM A325 BOLTS AT EACH CONNECTING PART W/ 2" MIN EDGE DISTANCE TYP. FREE CORNERS OF PLATE TO BE CUT AT 45°.NOTE:CONNECTION DETAIL IS CONCEPTUAL. FINAL DESIGN OF CONNECTION TO BE BY STEEL FABRICATOR.Pu1*sin(θ1) Pu1 = 32.0kθ1Pu1*cos(θ1)ORPu2*cos(θ2) θ2JOINT ECCENTRICITY0" MIN3" MAXTRUSS CHORD θ1Pu1*cos(θ1)ORPu2*cos(θ2) JOINT ECCENTRICITY5" MIN7" MAX1/4" MINCROSS BRACING1/4" MIN1/4" MIN GUSSET PLATE, REFER TO 1-2/S-561 FOR GUSSET ALIGNMENT TO ROOF/FLOOR BEAMS. PROVIDE MINIMUM OF (2) 3/4" Ø MINIMUM A325 BOLTS AT EACH CONNECTING PART W/ 2" MIN EDGE DISTANCE TYP. FREE CORNERS OF PLATE TO BE CUT AT 45°.Pu2*sin(θ2)Pu2 = 5.0kNOTE:CONNECTION DETAIL IS CONCEPTUAL. FINAL DESIGN OF CONNECTION TO BE BY STEEL FABRICATOR.Pu1*sin(θ1)Pu1 = 32.0kROOF/FLOOR BEAM1/4" MINROOF/FLOOR BEAMCROSS BRACINGJOINT ECCENTRICITY5" MIN7" MAXTRUSS CHORDGUSSET PLATE TO BE PROVIDED WITH ADDL EXTENSION AND VERTICAL BENT LEG TO MATCH ANGLE PER 7/S-562, PROVIDE AT BRIDGE FLOOR ONLY (OMIT ADDL EXTENSION AT ROOF)NOTE:CONNECTION DETAIL IS CONCEPTUAL. FINAL DESIGN OF CONNECTION TO BE BY STEEL FABRICATOR.Pu1*sin(θ1) Pu1 = 5.0kθ1Pu1*cos(θ1) 1/4" MIN GUSSET PLATE, REFER TO 1-2/S-561 FOR GUSSET ALIGNMENT TO ROOF/FLOOR BEAMS. PROVIDE MINIMUM OF (2) 3/4" Ø MINIMUM A325 BOLTS AT EACH CONNECTING PART W/ 2" MIN EDGE DISTANCE TYP. FREE CORNERS OF PLATE TO BE CUT AT 45°.CROSS BRACING, TYP1/4" MIN GUSSET PLATE. PROVIDE MINIMUM OF (2) 3/4" Ø MINIMUM A325 BOLTS AT EACH CONNECTING PART W/ 2" MIN EDGE DISTANCE TYP. PROVIDE (1) ADDL BOLT AT MEMBER INTERSECTION.NOTE:CONNECTION DETAIL IS CONCEPTUAL. FINAL DESIGN OF CONNECTION TO BE BY STEEL FABRICATOR.Pu, REFER TO END CONNECTION FOR LOAD MAGNITUDEPu, REFER TO END CONNECTION FOR LOAD MAGNITUDEPu, REFER TO END CONNECTION FOR LOAD MAGNITUDEPu, REFER TO END CONNECTION FOR LOAD MAGNITUDEPEREFER TO PLANTOS EL2"3 1/2"1/2"10"11"EQEQ3 1/2" SUPPORT SYSTEMTOOLED JOINT W/ SEALANT, REFER TO 3/S-5414" SUPPORT SYSTEMPCC SLABPCC BEAMFLOOR BEAMCOMPOSITE METAL DECK & SLAB SYSTEML6X4X3/8 LLV X 10'-8" W/ (11) 1/2" Ø SS HILTI KWIK BOLT TZ @ 12" OC W/ 2" EFFECTIVE EMBEDMENT#4 @ 12" OC x4'-0" DOWEL BAR SUBSTITUTE, COORD W/ COMPOSITE METAL DECK TO ALIGN OVER DECK RIBS BUT AVOID FLOOR BEAM STUD ANCHORSVu = 0.5K/FTH133'-4"TOS EL6 1/2"4"HOSPITAL DWGS1'-11" COORD W/ EXPANSION JOINT , REFER ARCHTERMINATE MILDREINF W/ STD HOOK,ORIENT HOOK AS REQDFLOOR BEAMCONT L6X4X3/8 LLH, COORD ANGLE ENDS W/ GUSSET PLATE, REFER TO 4/S-562HOLD TOS EL FLAT @ 133'-4"3'-0"1/4 2-12COMPOSITE METAL DECK & SLAB SYSTEM1/4 2-12REFER TO HOSPITAL DWGSPEREFER TO PLANTOS EL10"11 7/8"PCC SLAB10" PCC SPANDRELROOF BEAMMETAL ROOF DECKL6X4X3/8 LLV X 12'-4" W/ (10) 1/2" Ø SS HILTI KWIK BOLT TZ @ 16" OC W/ 2" EFFECTIVE EMBEDMENT144'-2 1/2"BO SPANDREL EL2"2"ROOFING, REFER TO ARCHVu = 0.5K/FTH5 1/2"4"HOSPITAL DWGS1'-11" COORD W/ EXPANSION JOINT , REFER ARCHROOF BEAMCONT L6X4X3/8 LLH, MITER @ CORNERS1/4 2-12METAL ROOF DECK1/4 2-12REFER TO HOSPITAL DWGSROOFING, REFER TO ARCHArchitecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& Associates10/11/2019 1:04:54 PMPEDESTRIAN BRIDGEDETAILS - STRUCTURALS-562Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURE1 1/2" = 1'-0"1CONNECTION DETAIL1 1/2" = 1'-0"2CONNECTION DETAIL1 1/2" = 1'-0"3CONNECTION DETAIL1 1/2" = 1'-0"4CONNECTION DETAIL1 1/2" = 1'-0"5CONNECTION DETAIL3/4" = 1'-0"6CONNECTION DETAIL3/4" = 1'-0"7CONNECTION DETAIL3/4" = 1'-0"8CONNECTION DETAIL3/4" = 1'-0"9CONNECTION DETAILREV. DATEGarage / Bridgeal Package FOOTING SCHEDULEMarkSize B x D x TREINFORCINGF6 6'-0" x 6'-0" x 2'-0" (9) #6 BOT EACH WAY F8 8'-0" x 8'-0" x 2'-0" (9) #7 BOT EACH WAY F9 9'-0" x 9'-0" x 2'-6" (11) #7 BOT EACH WAY F11 11'-0" x 11'-0" x 2'-6" (11) #8 BOT EACH WAYF13 13'-0" x 13'-0" x 3'-0" (15) #8 BOT EACH WAYF5X16 16'-0" x 5'-0" x 2'-0" #7 @ 10" OC T&B EA WAY *F10X24 24'-0" x 10'-0" x 2'-6" #7 @ 12" OC T&B EA WAYF10X35 35'-0" x 10'-0" x 3'-0" #8 @ 12" OC T&B EA WAY *** PROVIDE STD HOOKS AT ENDS ON NORTH/SOUTH REINF** PROVIDE STD HOOKS AT ENDS ON NORTH/SOUTH REINF & PROVIDE FULLY ENCLOSED HOOP FOR EAST/WEST REINF (SIM TO 1/S-502)..F-XXXX'-XX"FOOTING MARKTOP OF FOOTING ELEVATIONC COLUMN AND FTG TYP UNOLPCC COLUMNFOOTINGTO FOUNDATIONREFER TO PLANSCHEDULETREFER TOREFER TO SCHEDULEB X DPCC COLUMN(4)#3 TIES @ 3" OCREFER TO SCHEDULEFOR REINFCOLUMN & FOOTINGCENTERLINE (UNO)CONNECTION BY PCC MFR,REFER TO 4/S-511Architecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& Associates10/11/2019 1:04:55 PMFOUNDATIONS SCHEDULE& TYPICAL DETAILS -STRUCTURALS-601Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURE1/2" = 1'-0"1TYPICAL FOUNDATION KEY PLAN3/4" = 1'-0"2COLUMN FOOTING DETAILREV. DATEGarage / Bridgeal Package NOTES:1. MAXIMUM VOLUME CHANGE MOVEMENTS, + = SHORTENING, -= LENGTHENING.2. VOLUME CHANGES INDICATED ARE DUE TO CREEP, SHRINKAGE AND THERMAL EFFECTS, BASED ON PCI HANDBOOK, 7TH ED. MAXIMUM SEASONAL CLIMATIC CHANGE OF 65°, (DESIGN AID 4.11.11) AND 70% RELATIVE HUMIDITY (DESIGN AID 4.11.12).3. USE LINEAR INTERPOLATION TO DETERMINE VOLUME CHANGE AT INTERMEDIATE COLUMNS.4. DISPLACEMENTS INDICATED HAVE BEENREDUCED BY Kl = 4, Kt = 1.5 IN ACCORDANCE WITH PCI HANDBOOK, CHAPTER 4.5. XX" ± XX" THE FIRST NUMBER INDICATES THE AMOUNT OF CREEP AND SHRINKAGE MOVEMENT. THE SECOND NUMBER INDICATES THE AMOUNT OF TEMPERATURE CHANGE MOVEMENT.LEVEL 4LEVEL 3LEVEL 2LEVEL 1TOFEAST-WEST DIRECTIONP1P3P5P4P6P7P7.8P8P2P1.20.10" ± 0.34"0.09" ± 0.31"0.07" ± 0.24"0.03" ± 0.12"0.01" ± 0.04"0.01" ± 0.05"0.04" ± 0.13"0.07" ± 0.24"0.09" ± 0.32"0.10" ± 0.35"11'-3" 34'-0" 48'-0" 36'-0" 36'-0" 36'-0" 48'-0" 34'-0" 11'-3" NOTES:1. MAXIMUM VOLUME CHANGE MOVEMENTS, + = SHORTENING, -= LENGTHENING.2. VOLUME CHANGES INDICATED ARE DUE TO CREEP, SHRINKAGE AND THERMAL EFFECTS, BASED ON PCI HANDBOOK, 7TH ED. MAXIMUM SEASONAL CLIMATIC CHANGE OF 65°, (DESIGN AID 4.11.11) AND 70% RELATIVE HUMIDITY (DESIGN AID 4.11.12).3. USE LINEAR INTERPOLATION TO DETERMINE VOLUME CHANGE AT INTERMEDIATE COLUMNS.4. DISPLACEMENTS INDICATED HAVE BEENREDUCED BY Kl = 4, Kt = 1.5 IN ACCORDANCE WITH PCI HANDBOOK, CHAPTER 4.5. XX" ± XX" THE FIRST NUMBER INDICATES THE AMOUNT OF CREEP AND SHRINKAGE MOVEMENT. THE SECOND NUMBER INDICATES THE AMOUNT OF TEMPERATURE CHANGE MOVEMENT.LEVEL 4LEVEL 3LEVEL 2LEVEL 1TOFNORTH-SOUTH DIRECTIONPA.3PCPBPDPA.2PA0.06" ± 0.21"0.05" ± 0.17"0.05" ± 0.16"0.02" ± 0.07"0.02" ± 0.07"0.06" ± 0.21"15'-0" 5'-0" 37'-9" 62'-0" 57'-9" Level 1100' -3"Level 2111' -7"Level 3122' -11"Level 4134' -3"P2P3P4P5P6P7E: ± 203kE: ± 155kE: ± 85kNOTE:-LIGHT WALL DEPICTION IS SCHEMATIC ONLY-LOADS SHOWN ARE SEISMIC LOADS (E) PER IBC 2012-THESE LOADS REPRESENT THE CONTROLLING LATERAL LOAD CASE FOR THE LIGHT WALL IN EACH OF 2 LOCATIONSP5.2P7.1Level 1100' -3"Level 2111' -7"Level 3122' -11"Level 4134' -3"PBE: ± 84kE: ± 67kE: ± 36kNOTE:-SHEAR WALL DEPICTION IS SCHEMATIC ONLY-LOADS SHOWN ARE SEISMIC LOADS (E) PER IBC 2012-THESE LOADS REPRESENT THE CONTROLLING LATERAL LOAD CASE FOR THE SHEAR WALL IN EACH OF 4 LOCATIONSNOTE:-SHEAR WALL DEPICTION IS SCHEMATIC ONLY-LOADS SHOWN ARE SEISMIC LOADS (E) PER IBC 2012-THESE LOADS REPRESENT THE CONTROLLING LATERAL LOAD CASE FOR THE SHEAR WALL-OPENINGS ARE NOT SHOWNE: ± 18kE: ± 10kE: ± 8kE: ± 6k149'-0"ROOF134'-3"LEVEL 4122'-11"LEVEL 3111'-7"LEVEL 2100'-3"LEVEL 1P4P4.4P4.8P5NOTE:-SHEAR WALL DEPICTION IS SCHEMATIC ONLY-LOADS SHOWN ARE SEISMIC LOADS (E) PER IBC 2012-THESE LOADS REPRESENT THE CONTROLLING LATERAL LOAD CASE FOR THE SHEAR WALL IN EACH OF 2 LOCATIONS-OPENINGS ARE NOT SHOWNE: ± 9kE: ± 5kE: ± 4kE: ± 3k149'-0"ROOF134'-3"LEVEL 4122'-11"LEVEL 3111'-7"LEVEL 2100'-3"LEVEL 1P4P4.4P4.8P5E: ± 18kE: ± 10kE: ± 8kE: ± 6k149'-0"ROOF134'-3"LEVEL 4122'-11"LEVEL 3111'-7"LEVEL 2100'-3"LEVEL 1PDPENOTE:-SHEAR WALL DEPICTION IS SCHEMATIC ONLY-LOADS SHOWN ARE SEISMIC LOADS (E) PER IBC 2012-THESE LOADS REPRESENT THE CONTROLLING LATERAL LOAD CASE FOR THE SHEAR WALL IN EACH OF 2 LOCATIONS-OPENINGS ARE NOT SHOWNArchitecture | Engineering | Interior Design1715 Magnavox WayFort Wayne, IN 46804260.432.9337930 North MeridianIndianapolis, IN 46204317.917.1190www.msktd.comSHEET TITLESHEET NUMBERSET DESCRIPTIONBP #4 - Garage /Canopy / BridgeStructural PackagePROJECT NO. DATEMSKTD& Associates10/11/2019 1:05:00 PMLOADING DIAGRAMS -STRUCTURALS-621Carmel, IndianaFranciscan OrthopedicCenter of Excellence7382 10/11/2019NEW PARKING STRUCTURE1/2" = 1'-0"4VOLUME CHANGE DIAGRAM1/2" = 1'-0"3VOLUME CHANGE DIAGRAM3/32" = 1'-0"2GRID PB & PC LIGHT WALL LATERAL LOAD DIAGRAM3/32" = 1'-0"1GRID 1 AND 8 SHEAR WALL LATERAL LOAD DIAGRAMPC3/32" = 1'-0"5GRID PD SHEAR WALL LATERAL LOAD DIAGRAM3/32" = 1'-0"6GRID PE SHEAR WALL LATERAL LOAD DIAGRAM3/32" = 1'-0"7GRID P4.4 & P4.8 SHEAR WALL LATERAL LOAD DIAGRAMREV. DATEGarage / Bridgeal Package