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HomeMy WebLinkAboutS001GENERAL NOTES 1. The Contractor shall be responsible for complying with all safety precautions and regulations during the work. The SER will not advise on, nor issue direction as to safety precautions and programs. A. Concrete Mix Design(s). 2. The Structural Drawings herein represent the finished structure. The Contractor shall provide all temporary guying and bracing required to erect and hold the structure in proper alignment until all Structural Work and connections have been completed. The investigation, design, safety, adequacy and inspection of the bracing, shoring, temporary supports, etc. is the sole responsibility of the Contractor. 3. The SER shall not be responsible for the methods, techniques and sequences of procedures to perform the Work. The supervision of the Work is the sole responsibility of the Contractor. 4. The Drawings indicate general and typical details of construction. Where conditions are not specifically shown, similar details of construction shall be used, subject to approval of the SER. 5. All structural systems which are to be composed of components to be field erected shall be supervised by the Supplier during manufacturing, delivery, handling, storage, and erection in accordance with the Supplier's instructions and requirements. 6. Loading applied to the structure during the process of construction shall not exceed the safe load- carrying capacity of the structural members. The live loads used in the design of this structure are indicated in the "Design Criteria Notes." Do not apply any construction loads until structural framing is properly connected together and until all permanent bracing is in place. 7. All ASTM and other referenced standards and codes are for the latest editions of these publications, unless noted otherwise. 8. Shop drawings and other items shall be submitted to the SER for review prior to fabrication. All Shop Drawings shall be reviewed by the Contractor before submittal. The SER's review is to be for conformance with the design concept and general compliance with the relevant Contract Documents. The SER's review does not relieve the Contractor of the sole responsibility to review, check, and coordinate the Shop Drawings prior to submission. The Contractor remains solely responsible for errors and omissions assocated with the preparation of Shop Drawings as they pertain to member sizes, details, dimensions, etc. 9. Submit Shop Drawings in the form of blueline/blackline prints (min. 2 sets/ max. 5 sets), unless the use of electronic submittals has been addressed in the Specifications or approved by the SER in writing. In no case shall reproductions of the Contract Documents be used as Shop Drawings. As a minimum, submit the following items for review. B. Reinforcing Steel Shop Drawings. E. Structural Steel Shop Drawings. F. 11. When calculations are included in the submittals for components of work designed and certified by a Specialty Structural Engineer, the review by the Structural Engineer of Record (SER) shall be for conformance with the relevant Contract Documents. The SER's review does not relieve the Specialty Structural Engineer from responsiblity for the design of the system(s) and the coordination with the elements of the structure under the certification of the Engineer of Record, or other Specialty Structural Engineer. The SER's review does not constitute a warranty of the accuracy or completeness of the Specialty Structural Engineer's design. 12. Contractors shall visit the site prior to bid to ascertain conditions which may adversely affect the work or cost thereof. 13. No structural member may be cut, notched, or otherwise reduced in strength without written direction from the SER. 14. When modifications are proposed to structural elements under the design and certification of a Specialty Engineer, written authorization by the Specialty Engineer must be obtained and submitted to the SER for review, prior to performing the proposed modifications. Cold-Formed Steel Framing Systems. 10. Resubmitted Shop Drawings: Resubmitted shop drawings are reviewed only for responses to comments made in the previous submittal. D. Masonry Wall Reinforcing Steel Shop Drawings. C. Post-Tensioning Tendons. G. Pre-Manufactured Wood Truss and Wall Panel Systems. H. CTS System Shop Drawings. I. Aggregate Pier Ground Improvement. DESIGN CRITERIA 1. DESIGN STANDARDS: The intended design standards and/or criteria are as follows: General The 2014 Indiana Building Code (2012 International Building Code [IBC] with Indiana Amendments) Concrete ACI318 Masonry ACI 530 Steel AISC Manual, Allowable Stress Design (ASD) Cold-Formed Metal AISI-ASD Wood Framing NDS All referenced standards and codes, as well as ASTM numbers are for the latest editions of these publications, unless otherwise noted. 2. DEAD LOADS: Gravity Dead Loads used in the design of the structure are as computed for the materials of construction incorporated into the building, including but not limited to walls, floors, ceilings, stairways, fixed partitions, finishes, cladding and other similar architectural and structural items, as well as mechanical, electrical and plumbing equipment and fixtures, and material handling and fixed service equipment, including the weight of cranes. 3. LIVE LOADS: Gravity Live Loads used in the design of the structure meet or exceed the following table (IBC 2012, 1607.1): OCCUPANCY OR USE: Uniform (PSF): Concentrated (LBS): 8. ROOF LIVE / SNOW LOADS: Gravity Live Loads used in the design of the roof structure meet or exceed the following table: A. Snow Load Ground Snow Load, Pg 20 PSF Flat Roof Snow Load, Pf Snow Exposure Factor, Ce 1.0 Risk Category (IBC 2012, Table 1604.5) Importance Factor, I Thermal Factor, Ct 1.0 B. Minimum Roof Live Load 20 PSF C. Overhanging Eaves, Canopies & Projections 30 PSF 1. Drift loads calculated in accordance with Section 7.7, ASCE 7. Specialty Engineers must consider snow drift loads in the design of pre-engineered trusses, frames, skylights, curtain walls, cold-formed metal framing, canopies, etc. 9. HANDRAILS AND GUARDS: A. Handrail Assemblies and Guards 50 PLF applied in any direction 200 LB concentrated load applied in any direction (non-concurrent with 50 PLF load). B. Components, Intermediate Rails, 50 LBS horizontally applied normal load on an area not to exceed 1 SF, not superimposed with those of handrail assemblies. Balusters, Fillers, Etc. 10. LATERAL LOADS: Lateral loads were computed using the following criteria: A. Wind Load Ultimate Design Wind Speed, Vult 115 MPH Exposure Category B Internal Pressure Coefficient, GCpi +/-0.18 B. Seismic Load Site Class C Spectral Response Acceleration Parameter (Short Period), Sds 0.118g Analysis Procedure Equivalent Lateral Force Seismic Force-Resisting System Ordinary Reinf. Conc. Shearwalls Seismic Design Category, SDC B Response Modification Coefficient, R Apartments: Light frame walls with shear panels = Podium: Ordinary reinf. concrete shear walls = 6.5 5 Seismic Response Coefficient, Cs Apartments: Garage/ Podium: 11. SAFETY FACTORS: This structure has been designed with 'Safety Factors' in accordance with accepted principles of structural engineering. The fundamental nature of the 'Safety Factor' is to compensate for uncertainties in the design, fabrication, and erection of structural building components. It is intended that 'Safety Factors' be used such that the load-carrying capacity of the structure does not fall below the design load and that the building will perform under design load without distress. While the use of 'Safety Factors' implies some excess capacity beyond design load, such excess capacity cannot be adequately predicted and SHALL NOT BE RELIED UPON. 14 PSF II 1.0 Risk Category (IBC 2012, Table 1604.5) II Risk Category (IBC 2012, Table 1604.5) Importance Factor, I II 1.0 A. Residential a. Residential Units b. Public Stairs, Lobbies, & Public Areas c. 1 & 2-Family Dwellings (Int. To Units) d. Balconies 1 & 2-Family Dwellings Not To Exceed 100 Square Feet e. Amenities Courtyard B. Parking Garage a. Parking b. Stairs, Lobbies, & Public Areas 40 100 40 60 150 (min.) 40 100 - 300 on A = 4 in² 300 on A = 4 in² - - - - 4. LIVE LOAD REDUCTION: Live load reductions in accordance with IBC 1607.9 have been used with the following exceptions: A. Heavy live loads in excess of 100 PSF have not been reduced except for members supporting 2 or more floors have been reduced by a max. of 20%. B. Live loads for roof members have not been reduced. 5. IMPACT DESIGN: The live loads listed in the table above include allowance for impact. Impact has been considered in the design of the following elements: A. Members supporting elevator loads have been increased by 100% for impact. 6. PARTITION ALLOWANCE: A uniform partition allowance of 20 PSF has been used to account for the load of all floors where partition locations are subject to change, unless the specified live load exceeds 80 PSF. 7. COLLATERAL LOAD: Unless otherwise noted, a minimum uniform collateral load of 10 PSF has been used to account for ductwork, ceilings, sprinklers, lighting, etc. The collateral load is in addition to the weight of mechanical units, larger piping (greater than 4" diameter) and suspended fixtures or equipment that have been specifically accounted for in the design. Spectral Response Acceleration Parameter (1-Second Period), Sd1 0.093g Wood Trusses TPI Glu-Lam Construction AITC Low Slope Minimum Roof Snow Load, Pm 20 PSF Nominal Design Wind Speed, Vasd 89 MPH COORDINATION WITH OTHER TRADES 1. 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 in the area under question. 2. The Structural Drawings shall be used in conjunction with the Drawings of all other disciplines and the Specifications. The Contractor shall verify the requirements of other trades as to sleeves, chases, hangers, inserts, anchors, holes, and other items to be placed or set in the Structural Work. 3. There shall be no vertical or horizontal sleeves set, or holes cut or drilled in any beam or column unless it is shown on the Structural Drawings or approved in writing by the Structural Engineer of Record. 4. Mechanical and electrical openings through supported slabs and walls, 8" diameter or larger, not shown on the Structural Drawings must be approved by the Structural Engineer of Record (SER). Openings less than 8" in diameter shall have at least 1'-0" clear between openings, unless approved in writing by the SER. 5. Verify locations and dimensions of mechanical and electrical openings through supported slabs and walls shown on the Structural Drawings with the Mechanical and Electrical Contractors. 6. Do not install conduit in supported slabs, slabs on grade, or concrete walls unless explicitly shown or noted on the Structural Drawings. 7. Do not suspend any items, such as ductwork, mechanical or electrical fixtures, ceilings, etc. from steel roof deck or wood roof sheathing. 8. The Mechanical Contractor shall verify that mechanical units supported by the steel framing are capable of spanning the distance between the supporting members indicated on the Structural Drawings. The Mechanical Contractor shall supply additional support framing as required. 9. If drawings and specifications are in conflict, the most stringent restrictions and requirements shall govern. AGGREGATE PIER SYSTEM 1. Soil supporting foundations shall be improved using aggregate piers to provide soil characteristics as follows: Allowable Bearing Capacity: 6,000 PSF Estimated Total Long-Term Settlement: 1.0 inch maximum Estimated Differential Settlement: 0.5 inch maximum 2. The Aggregate Piers shall be constructed by augering a 20-inch to 36-inch diameter cavity to the design depth and compacting thin lifts of aggregate using the specially designed tamper head and high-energy densification equipment to create the compacted aggregate piers. 3. The General Contractor shall coordinate all foundation and slab bearing elevations and site grading requirements with the aggregate pier installer prior to commencement of aggregate pier installation. 4. The as-built center of each pier shall be within six inches of the location indicated on the reviewed shop drawing/delegated design submittal. The top of each pier shall be not more than 1 inch above and not more than 3" below the design bearing elevation. Piers installed outside of these tolerances and deemed not acceptable by the Structural Engineer shall be rebuilt at no additional expense to the Owner. 5. Aggregate Piers installed beyond the maximum allowable tolerances shall be abandoned and replaced with new piers, unless the Engineer approves other remedial measures. 6. The General Contractor shall engage an Independent Testing Agency to continuously monitor the installation and required testing of all Aggregate Piers. 7. The Aggregate Pier Installer shall provide on a daily basis, complete and accurate records of all aggregate pier installations to the General Contractor. The records shall indicate the pier location, length, volume of aggregate used or number of lifts, densification forces during installation, and final elevations and depths of the base and top of piers. The record shall also indicate the type and size of the equipment used, and the type of aggregate used. The Installer shall immediately report to the General Contractor, the Structural Engineer and Independent Testing Agency, any unusual conditions encountered during installation. 8. The General Contractor shall coordinate all excavations made subsequent to the aggregate pier installation so that excavations do not encroach on the piers. Protection of the completed aggregate pier elements is the responsibility of the General Contractor. In the event that utility excavations are required in close proximity to the installed aggregate piers, the General Contractor shall immediately contact the Aggregate Pier delegated design professional to develop construction solutions to minimize the impact on the installed piers. FOUNDATIONS 1. Proofroll slab on grade areas with a medium -weight roller or other suitable equipment to check for pockets of soft material hidden beneath a thin crust of better soil. Any unsuitable materials thus exposed should be removed and replaced with compacted, engineered fill as outlined in the specifications. Proofrolling operations shall be monitored by the Geotechnical Testing Agency. 2. All engineered fill beneath slabs and over footings should be compacted to a dry density of at least 95% of the Modified Proctor maximum dry density (ASTM D1557). All fill which shall be stressed by foundation loads shall be approved granular materials compacted to a dry density of at least 95% (ASTM D1557). Coordinate all fill and compaction operations with the Specifications and the Subsurface Investigation. 3. Compaction shall be accomplished by placing fill in approx. 8" lifts and mechanically compacting each lift to at least the specified minimum dry density. For large areas of fill, field density tests shall be performed for each 3,000 square feet of building area for each lift as necessary to insure adequate compaction is being achieved. 4. 5. Place footings the same day the excavation is performed. If this is not possible, the footings shall be adequately protected against any detrimental change in condition, such as from disturbance, rain and freezing. 6. It is the responsibility of the Contractor and each Sub-Contractor to verify the location of all utilities and services shown, or not shown, and establish safe working conditions before commencing work. 7. The Contractor shall lay out the entire building and field verify all dimensions prior to excavation. 8. For information regarding subsurface conditions, refer to the Subsurface Investigation Report prepared by Alt & Witzig Enineering, Inc., A&W Project No. 18IN0783, dated December 27, 2018. Unless noted otherwise on the plan, all column and wall footings shall bear on soil improved by the installation of an aggregate pier system designed and installed by a specialty foundation contractor. The foundation sizes shown are based on an allowable bearing pressure of 6,000 psf. Refer to the geotechnical report for additional information. CONCRETE REINFORCING 1. Reinforcement, other than cold drawn wire for spirals and welded wire fabric, shall have deformed surfaces in accordance with ASTM A305. 2. Reinforcing steel shall conform to ASTM A615, Grade 60, unless noted. 3. Welded wire fabric shall conform to ASTM A1064, unless noted. 4. Where hooks are indicated, provide standard hooks per ACI and CRSI for all bars unless other hook dimensions are shown on the plans or details. 5. Reinforcement in footings, walls and beams shall be continuous. Lap bars a minimum of 40 diameters, unless noted otherwise. 6. Reinforcement shall be supported and secured against displacement in accordance with the CRSI 'Manual of Standard Practice'. 7. Details of reinforcing steel fabrication and placement shall conform to ACI 315 'Details and Detailing of Concrete Reinforcement' and ACI 315R 'Manual of Engineering and Placing Drawings for Reinforced Concrete Structures', unless otherwise indicated. 8. Spread reinforcing steel around small openings and sleeves in slabs and walls, where possible, and where bar spacing will not exceed 1.5 times the normal spacing. Discontinue bars at all large openings where necessary, and provide an area of reinforcement, equal to the interrupted reinforcement, in full length bars, distributing one-half each side of the opening. Where shrinkage and temperature reinforcement is interrupted, add (2) #5 x opening dimension + 4'-0" on each side of the opening. Provide #5 x 4'-0" long diagonal bars in both faces, at each corner of openings larger than 12" in any direction. 9. Provide standees for the support of top reinforcement for footings, pile caps, and mats. 10. Provide individual high chairs with support bars, as required for the support of top reinforcement for supported slabs. Do NOT provide standees. 11. Provide snap-on plastic space wheels to maintain required concrete cover for vertical wall reinforcement. 12. Where walls sit on column footings, provide dowels for the wall. Dowels shall be the same size and spacing as the vertical wall reinforcement, unless noted otherwise, with lab splices as shown on the application sections. Install dowels in the footing forms before concrete is placed. Do NOT stick dowels into footings after concrete is placed. 13. Field bending of reinforcing steel is prohibited, unless noted on drawings. 14. Minimum concrete cover over reinforcing steel shall be as follows, unless noted otherwise on plan, section or note: MINIMUM COVER FOR REINFORCEMENT SUSPENDED SLABS AND JOISTS MINIMUM COVER TOP & BOTTOM BARS FOR DRY CONDITIONS: #11 BARS & SMALLER #14 & #18 BARS 3/4" 1 1/2" FORMED CONCRETE SURFACES EXPOSED TO EARTH, WATER, OR WEATHER, AND OVER OR IN CONTACT WITH SEWAGE AND FOR BOTTOMS BEARING ON WORK MAT, OR SLABS SUPPORTING EARTH COVER: #5 BARS & SMALLER #6 THROUGH #18 BARS 2" 1 1/2" BEAMS & COLUMNS, FORMED FOR DRY CONDITIONS: STIRRUPS, SPIRALS & TIES PRINCIPAL REINFORCEMENT 1 1/2" 2" EXPOSED TO EARTH, WATER, SEWAGE, OR WEATHER: STIRRUPS & TIES PRINCIPAL REINFORCEMENT 2" 2 1/2" WALLS FOR DRY CONDITIONS: #11 BARS & SMALLER #14 & #18 BARS 3/4" 1 1/2" FORMED CONCRETE SURFACES EXPOSED TO EARTH, WATER, SEWAGE, WEATHER, OR IN CONTACT WITH GROUND 2" FOOTINGS & BASE SLABS AT FORMED SURFACES & BOTTOMS BEARING ON CONCRETE WORK MAT 2" 3"AT UNFORMED SURFACES & BOTTOMS IN CONTACT WITH EARTH TOP OF FOOTINGS SAME AS SLABS OVER TOP OF PILES 2" CAST IN PLACE CONCRETE 1. Details of fabrication of reinforcement, handling and placing of the concrete, construction of forms and placement of reinforcement not otherwise covered by the Plans and Specifications, shall comply with the ACI Code requirements of the latest revised date. A. Floor Slabs 2. Cold weather concreting shall be in accordance with ACI 306. Cold weather is defined as a period when for more than 3 successive days the average daily air temperature drops below 40F and stays below 50F. The Contractor shall maintain a copy of this publication on site. 3. Hot weather concreting shall be in accordance with ACI 305. Hot weather is defined as any combination of the following conditions that tends to impair the quality of the freshly mixed or hardened concrete: high ambient temperature, high concrete temperature, low relative humidity, wind speed, or solar radiation The Contractor shall maintain a copy of this publication on site. 10. Unless specifically noted on the Plans, composite and non-composite supported slabs on metal deck, and supported cast-in-place concrete slabs do not require sawn control joints. 4. A certified Testing Agency shall be retained to perform industry standard testing including measurement of slump, air temperature, concrete cylinder testing, etc. to ensure conformance with the Contract Documents. Submit reports to Architect/Engineer. 5. Finishing of Slabs: After screeding, bull floating and floating operations have been completed, apply final finish as indicated below, and as described in the Division 3 Cast In Place Concrete Specification of the Project Manual. B. Ramps, Stairs, & Sidewalks Trowel Finish Broom Finish C. Surfaces to Receive Topping Slab Float Finish D. Surfaces to receive thick-set mortar beds or similar cementitious materials Float Finish E. Driving Surfaces Rough Swirl Finish Sample Finishes: See Specifications for sample and mockup requirements, if any. Floor Tolerances: See the Specifications for specified Ff and Fl tolerances. Ff and Fl testing shall be performed by the Testing Agency in accordance with ASTM E-1155. Results, including acceptance or rejection of the work will be provided to the Contractor and the Architect/Engineer within 48 hours after data collection. Remedies for out-of-tolerance work shall be in accordance with the Specifications. When approved by the Structural Engineer of Record, measurement of the gaps beneath a 10-foot straight edge may be used in lieu of Ff and Fl testing. Approval must be obtained in writing prior to the beginning of concrete operations. 6. Finishing of Formed Surfaces: Finish formed surfaces as indicated below, and as described in the Division 3 Cast In Place Concrete Specification of the Project Manual. A. Sides of Footings & Pile Caps B. Sides of Grade Beams Rough Form Finish Rough Form Finish C. Surfaces not exposed to public view Rough Form Finish D. Surfaces exposed to public view Smooth Form Finish 7. The Contractor shall consult with the Structural Engineer of Record before starting concrete work to establish a satisfactory placing schedule and to determine the location of construction joints so as to minimize the effects of shrinkage in the floor system. 8. Sawn or tooled control/contraction joints shall be provided in all slabs on grade. For a framed structure, joints shall be located on all column lines. If the column spacing exceeds 20'-0", provide intermediate joints. Exterior slabs, and interior slabs without column shall have joints spaced a maximum of 15'-0" apart. Layout joints so that maximum aspect ratio (ratio of long side to short side) does not exceed 1.5. 14. Refer to the Architectural Drawings for exact locations and dimensions of recessed slabs, ramps, stairs, thickened slabs, etc. Slope slabs to drains where shown on the Architectural and Plumbing Drawings. 11. Joints in slabs to receive a finished floor may remain unfilled, unless required by the finish flooring contractor. All exposed slabs shall be filled with sealant specified in Division 7, or as follows: All slabs in industrial, manufacturing, or warehouse applications subject to wheeled traffic shall be filled with specified epoxy resin sealant, all other joints shall be filled with specified elastometric sealant. Defer filling of joints as long as possible, preferably a minimum of 4 to 6 weeks after the slab has been cured. Prior to filling, remove all debris from the slab joints, the fill in accordance with the manufacturer's recommendations. 12. Refer to the Architectural Drawings for locations and details of reveals (1" maximum depth) in exposed walls. 13. Refer to the Architectural Drawings for chamfer requirements for corners of concrete. Where not indicated, provide 3/4" chamfers on exposed corners of concrete, except those abutting masonry. 15. Sidewalks, drives, exterior retaining walls, and other site concrete are not indicated on the Structural Drawings. Refer to the Site/Civil and Architectural Drawings for locations, dimensions, elevations, jointing, and finish details. 9. Where vinyl composition tile, vinyl sheets goods, thin-set epoxy terrazzo, or other similar material is the specified finish floor material, the Contractor shall coordinate the locations of control/contraction and construction joints with the Finish Flooring Contractor. Submit a dimensioned plan showing joint locations and proposed sequence of floor pours. CONCRETE MIX SCHEDULE FOOTINGS COMPRESSIVE STRENGTH 3000 PSI MAXIMUM WATER/CEMENT RATIO 0.58 AIR CONTENT 0 -3 PERCENT WATER -REDUCING ADMIXTURE OPTIONAL SLUMP 4" +/-1" INTERIOR CONCRETE SLABS ON GRADE COMPRESSIVE STRENGTH 4000 PSI MINIMUM CEMENTITIOUS MATERIAL CONTENT 517 LB/CU YD AIR CONTENT 0 -3 PERCENT WATER -REDUCING ADMIXTURE REQUIRED SLUMP EXTERIOR CONCRETE SUBJECT TO FREEZE-THAW COMPRESSIVE STRENGTH 4000 PSI MINIMUM CEMENTITIOUS MATERIAL CONTENT 564 LB/CU YD AIR CONTENT 6 +/-1 PERCENT WATER -REDUCING ADMIXTURE REQUIRED SLUMP 5" +/-1" COARSE AGGREGATE CRUSHED STONE LEAN CONCRETE FILL COMPRESSIVE STRENGTH 2000 PSI MAXIMUM WATER/CEMENT RATIO 0.65 AIR CONTENT OPTIONAL WATER -REDUCING ADMIXTURE OPTIONAL SLUMP 4" +/-1" 1. SLUMP: MIXES CONTAINING TYPE A WRDA 5" MAXIMUM MIXES CONTAINING MID-RANGE WRDA 5 -6 1/2" MIXES CONTAINING HIGH-RANGE WRDA 5 -8" 2. SPECIFIED MINIMUM CEMENTITIOUS MATERIAL CONTENTS ARE BASED ON THE USE OF WATER REDUCING ADMIXTURES. 3. INCLUDE AN AIR -ENTRAINING ADMIXTURE FOR ALL CONCRETE EXPOSED TO FREEZING AND THAWING IN SERVICE AND FOR ALL CONCRETE EXPOSED TO COLD WEATHER DURING CONSTRUCTION, BEFORE ATTAINING ITS SPECIFIED DESIGN COMPRESSIVE STRENGTH. REF. ACI 306 FOR DEFINITION OF COLD WEATHER. 4. CLASS C OR F FLY ASH MAY BE USED AS A CEMENT SUBSTITUTE WITH A MAXIMUM 20% SUBSTITUTION RATE ON A POUND-PER -POUND BASIS. 5. PROPORTION CONCRETE MIXES TO PROVIDE WORKABILITY AND CONSISTENCY TO PERMIT CONCRETE TO BE WORKED READILY INTO THE CORNERS AND ANGLES OF THE FORMS AND AROUND REINFORCEMENT BY THE METHODS OF PLACEMENT AND CONSOLIDATION TO BE EMPLOYED, WITHOUT SEGREGATION AND EXCESSIVE BLEEDING. 6. ADJUSTMENTS TO THE APPROVED MIX DESIGNS MAY BE REQUESTED BY THE CONTRACTOR WHEN JOB CONDITIONS, WEATHER, TEST RESULTS, OR OTHER CIRCUMSTANCES WARRANT. THESE REVISED MIX DESIGNS SHALL BE SUBMITTED TO THE ARCHITECT/ENGINEER FOR APPROVAL PRIOR TO USE. FOUNDATION WALLS, RETAINING WALLS, PIERS, GRADE BEAMS & TIE BEAMS COMPRESSIVE STRENGTH 4000 PSI MAXIMUM WATER/CEMENT RATIO 0.50 AIR CONTENT 0 -3 PERCENT WATER -REDUCING ADMIXTURE REQUIRED SLUMP 4" +/-1" 4" +/-1" ELEVATED POST-TENSIONED SLABS COMPRESSIVE STRENGTH 5000 PSI MAXIMUM WATER/CEMENT RATIO 0.65 AIR CONTENT 0-3 PERCENT WATER -REDUCING ADMIXTURE REQUIRED SLUMP 4" +/-1" MINIMUM CEMENTITIOUS MATERIAL CONTENT 517 LBS/CU YD USE DIRECT CORROSION INHIBITING IN WEST BUILDING SECOND FLOOR PARKING LEVEL STRUCTURE BUILDING COLUMNS, WHERE NOTED COMPRESSIVE STRENGTH 5000 PSI AIR CONTENT 0-3 PERCENT WATER -REDUCING ADMIXTURE HIGH RANGE REQ'D. SLUMP 5" TO 8" MINIMUM CEMENTITIOUS MATERIAL CONTENT 708 LBS/CU YD ADD ELEMENT E5 TO ALL PT FLATWORK LINTEL SCHEDULE A) Brick: 1) For 6" thick block: Where lintels are not specifically shown or noted on the Structural or Architectural Drawings, provide the following lintels over all openings and recesses in both interior and exterior non-load-bearing walls. Masonry Opening Angle Size Up to 5'-0" L4x4x5/16 Over 5'-1" & up to 7'-0" L6x4x5/16 Over 7'-1" & up to 12'-0" L7x4x3/8 All angles are LLV (long leg vertical), unless noted otherwise. Provide 1" of bearing per foot of span each end with minimum 8". B) Block: For openings up to 8'-0" long exposed in the finished room, use lintel block filled with grout. Grout all exposed joints and reinforce as follows: 1 -#5 bar 2) For 8" thick block: 2 -#5 bars 3) For 10" thick block: 2 -#6 bars 4) For 12" thick block: 2 -#6 bars C) Block: For openings over 8'-0" & up to 12'-0" long exposed in the finished room, use lintel block filled with grout. Grout all exposed joints and reinforce per the "Long Masonry Lintel Detail" on the Typical Masonry Detail Drawing. 1. Over 12'-0" Contact EOR REINFORCED MASONRY NOTES 1. All construction of reinforced masonry walls to be in accordance with the Building Code Requirements for Concrete Masonry Structures (TMS 402 ACI 530) and Commentary. A) f'm = 2000 PSI B) Maximum height of masonry lift: 5'-0" C) Maximum height of grout lift: 5'-0" D) See Specifications for additional masonry wall information. 2. CONCRETE BLOCK: Minimum compressive test strength on the net cross-sectional area: 2800 PSI. 3. MORTAR: Type S required. 4. GROUT: ASTM C476, 3000 PSI with a slump of 8" min. and 10" max. All CMU to be fully grouted. 5. REINFORCING: fy = 60000 PSI with a min. lap of 48 bar diameters. As a minimum there shall be (1) # 5 vertical @ 24" o.c. with additional bars at jambs of all openings. Add a #7 bar in each of the first (2) cells at all corners and wall ends of all CMU. 6. Reference plans and sections for atypical requirements. 7. Provide bond beams above and below all openings and at the top of all CMU walls U.N.O. Provide bond beams in each of the two courses immediately below each floor line. 8. TESTING/QUALITY ASSURANCE: Provide Level B Quality Assurance in accordance with ACI 530.1. POST-INSTALLED DOWELS & ANCHOR BOLTS/RODS 1. All reinforcing steel and threaded rod anchors to be installed in a 2-part chemical anchoring system shall be treated as follows: A. Drill holes larger than bar or rod to be embedded. Coordinate hole diameter with Manufacturer's recommendations. B. Holes must be cleaned and prepared in accordance with Manufacturer's recommendations. C. When reinforcing steel is encountered during drilling for installation of anchors; stop drilling, use a sensor to locate the reinforcing in the surrounding area and install anchor(s) as close as possible to the original location. Contact the Structural Engineer of Record (SER) for direction when the revised location is more than 2" from the original location, or when the original function of the anchorage is significantly altered. When in doubt, contact the SER for direction. D. Drill the hole a minimum of 15 bar diameters or as shown on the plans. E. Use a 2-part adhesive anchoring system, Hilti HY-200, or approved equal. F. For anchorage into hollow substrate, use Hilti HY -270, or approved equal. G. Reinforcing steel dowels shall be ASTM A615, Grade 60, unless noted. H. Anchor rods shall be ISO 898 5.8 (Hilti HAS-E), unless noted. Provide finish as noted on the Drawings. If not noted, provide hot-dip galvanized finish for interior applications. Provide stainless steel finish for all exterior applications, unless noted. 2. When column anchor bolts have been omitted, or damaged by construction operations, the Contractor must obtain the written approval of the Structural Engineer of Record prior to repair or replacement. A. As a precaution, the affected column must be guyed and braced after repair for the balance of the erection period. B. As an alternate to guying and bracing, the Contractor may at his option, employ a testing agency to perform a tensile pull test to confirm the strength for the repaired or replaced anchor bolt. The tensile proof load must exceed 1.33 x the design load of the original anchor without causing distress of the anchor bolt or the surrounding concrete. Reference the following table for the minimum proof loads: 3/4" diameter: 11.6 kips 7/8" diameter: 16.0 kips 1" diameter: 20.9 kips Note: Values listed above are for ASTM F-1554, Grade 36 material. When higher grade or strength materials are specified, refer to the AISC Manual of Steel Construction for minimum allowable loads to be multiplied by 1.33. C. When affected anchor bolts are part of a fixed moment resisting column base, such as those in moment-resisting space frames, canopies, or fixed-base installations, the repaired anchor bolts must be proof-loaded, or the affected column footing and/or pier replaced in its entirety. D. When affected anchor bolts are 1-1/8" diameter or larger, the affected column footing and/or pier must be replaced in its entirety. E. When affected anchor bolts are part of a braced frame the affected column footing and/or pier must be replaced in its entirety. F. Prior to erection, the controlling Contractor must provide written notification to the Steel Erector if there has been a repair, replacement or modification of the anchor bolts for that column. SPECIALTY STRUCTURAL ENGINEERING (SSE) 1. A Specialty Structurally Engineer (SSE) is defined as a Professional Engineer licensed in the State of Indiana, not the Structural Engineer of Record (SER), who performs Structural Engineering functions necessary for the structure to be completed and who has shown experience and/or training in the specific speciality. 2. It is the SSE's responsibility to review the Construction Drawings and Specifications to determine the appropriate scope of engineering. 3. It is the intent of the Drawings and Specifications to provide sufficient information for the SSE to perform his design and analysis. If the SSE determines there are details, features, or unanticipated project limits which conflict with the engineering requirements as described in the project documents, the SSE shall in a timely manner contact the SER for resolution of conflicts. 4. The SSE shall forward documents to the SER for review. Such documents shall bear the stamp of the SSE and include: A. Temporary and Permanent Retention Systems, if required. D. Structural Steel Connections. E. PT Tendons. G. Cold-Formed Steel Framing. H. Curtain Wall Systems. 6. When modifications are proposed to elements under the design and certification of the SSE, written authorization by the SSE must be obtained and submitted to the SER for review prior to performing the proposed modification. A. Drawings introducing engineering input, such as defining the configuration or structural capacity of structural components and/or their assembly into structural systems. B. Calculations. C. Computer printouts which are an acceptable substitute for manual calculations provided they are accompanied by sufficient design assumptions and identified input and output information to permit their proper evaluation. Such information shall bear the stamp of the SSE as an indication that said SSE has accepted responsibility for the results. 5. Contractors are referred to the specific technical specification sections and the structural drawings for those elements requiring Specialty Structural Engineering. Examples of components requiring Specialty Structural Engineering include, but are not limited to the following: C. B. Shoring and Bracing Systems, if required. F. Steel Stairs. I. CTS Holdown System. J. Pre-Manufactured Wood Trusses. Aggregate Pier Ground Improvement. 1. Project shall conform to all requirements of ACI 423, and ACI 301 Chapter 9, latest edition, published by the American Concrete Institute, Farmington Hills, Michigan, except as modified by these contract documents. 2. The post-tensioning supplier shall be responsible for the detailed design of the post-tensioning system, including required tendons, anchorage, coupling systems, special reinforcement, tendon supports, and tendon stressing. The post-tensioning supplier shall provide a minimum number of tendons equivalent to the effective force shown on the drawings divided by 26.7 and rounded to the nearest whole tendon. 3. Field Foreman: the field foreman responsible for the placement of all post-tensioning shall have a minimum of three (3) years in this capacity for this type of construction. 4. PT steel quality: one sample of each reel or heat shall be tested by an approved laboratory. Test results or mill certificates shall be submitted to the engineer before stressing of tendons. Post-tensioning tendons shall be stress-relieved or be of low -relaxation quality, and shall conform to the following: • Seven wire strand ASTM designation.......A -416 1/2" diameter tendon area..............0.153 in sq. ultimate strength........270 KSI • Tendon stresses shall conform to the following: • Maximum jacking stress.....................216 KSI maximum stress immediately • After prestress transfer.......................200 KSI • Maximum anchorage stress immediately • After prestress transfer.......................189 KSI • Post-tension system shall be fully encapsulated per PTI specifications u.n.o. 5. Effective force: effective force shall be 24 kips per stress-relieved, and per low -relaxation tendon, 26.8 kips when tendon length is less than 100 feet. For variance from this value, contractor shall provide friction and long-term loss calculations for the engineer's approval. 6. PT hardware quality: All anchorages, couplers and miscellaneous hardware shall be standard and approved by governing agencies and the engineer. 7. Tendons: Unbonded strands shall be encased in slippage sheathing which shall consist of a sealed durable waterproof plastic tubing capable of preventing the penetration of moisture and cement paste, and which will contain a rust-inhibiting grease coating. tears in the sheathing shall be repaired to restore the watertightness of the sheathing. Heat-sealed sheathing shall not be used unless the watertightness of the sheathing is guaranteed by the contractor. 8. Shop drawings: The contractor shall submit shop drawings showing tendon layout, dead-end and stressing- end locations, and tendon support layouts with details necessary for installation for the engineer's approval. A set of approved shop drawings must be filed with the city engineer by the contractor. 9. Review of the shop drawings and calculations by the structural engineer does not relieve the post-tensioning supplier of responsibility for detailed design as specified herein. 10. Tendon placement: Care shall be taken that tendons are located and held in their designed positions. Tolerances for the location of the prestressing steel shall not be more than ± 1/8" vertically, except as noted or approved by the engineer. Access to stressing ends shall be maintained where shown. 11. Tendon adjustments: Slight deviations in the horizontal spacing of the slab tendons will be permitted when required to avoid openings, inserts, and dowels which are specifically located. Where locations of tendons seem to interfere with each other, one tendon may be moved horizontally in order to avoid the interference. 12. Twisting: Twisting or entwining of individual wires or strands within a bundle or a beam shall not be permitted unless approved by the engineer. 13. Strand bundles: The maximum allowable number of strands per bundle is four (4) for slabs, u.n.o. and six (6) for beams. 14. Profiles: Profiles shall conform to controlling points shown on the drawings and should be in an approximate parabolic drape between supports, unless noted otherwise. Low points are at midspan unless noted otherwise. Harped tendons shall be straight between high and low point controls. 15. Prestress cover: All dimensions showing the location of prestressing tendons are to the center of gravity of the tendon (CGS) unless noted otherwise. 16. Minimum chairing: Tendons shall be secured to a sufficient number of positioning devices to ensure correct location during and after the placing of the concrete, and shall be supported at a maximum of 3'-0" on center. Chairs greater than 2.5" in size shall be stapled to the formwork. 17. Anchorages shall be recessed a minimum of two anchors: (2) inches. Place two (2) continuous #4 bars behind all anchorages, unless noted otherwise. Rebar splices shall be 24" minimum and staggered 5'-0" minimum. 18. Blockouts: All pockets or blockouts required for anchorage shall be adequately reinforced so as not to decrease the strength of the structure. All pockets should be waterproofed to eliminate water leakage through or into the pocket. 19. Pipes: Plastic or metal conduits may be embedded in slab providing that the following criteria are met: A. Pipes and electrical conduits shall not be embedded in structural concrete except where specifically approved by the engineer. Maximum pipe size shall not exceed the larger of one third of slab thickness or 2" dia. locate pipes within the middle third of the slab. review and approval. B. Conduits must not interrupt the post-tensioned cables. C. Column areas should be avoided. D. It is undesirable to have excess amounts of conduit entering the slab from one location. If this condition exists, the conduits must be fanned out immediately. 20. Penetrations: Penetrations shall not be permitted in beams except as shown in p.t. drawings or typical details. 21. Inserts: All inserts and sleeves shall be cast in place whenever possible. Drilled and power-driven fasteners will be permitted only when it can be shown that the inserts will not spall the concrete and are located to avoid the tendons and anchorages. The contractor must locate tendons on the surface and soffit of the slab. 22. Chlorides: Grout or concrete containing chlorides shall not be used. 23. Pumped concrete: If concrete is placed by the pump method, then horses shall be provided to support the hose. The hose shall not be allowed to ride on the tendons. 24. Concrete consolidation: The contractor shall take precautions to assure complete consolidation and densification of concrete behind all post-tensioning anchorages. 25. At transfer of concrete strength at stressing: Prestress, concrete shall be 2,900 psi minimum for any given cylinder compression test. For more information, see notes on plans. 26. Tendon stressing: Tensioning shall be done by jacking under immediate control of a person experienced in t his type of work. continuous inspection and recording of elongations is required during all stressing operations. 27. Calibration: The ram and attendant gauge used shall have been calibrated within sixty (60) days of their use. 28. Stressing sequence: Uniformly distributed tendons shall be stressed before concentrated beam strip (banded) tendons, and slab tendons shall be stressed before beam tendons. 29. Elongations: Individual tendon field readings of elongations and/or stressing forces shall not vary by more than ±7% from calculated required values shown on the shop drawings. If the measured elongations vary from calculated values by more than ±7%, the contractor shall provide friction calculations and/or other justification to the satisfaction of the engineer. 30. Member forces: The post-tensioned force provided in the field for each structural member shall not be less than the values noted on the structural drawings. In this context, structural members are beams or slabs, whether with banded or distributed tendons, each serving their respective tributary. 31. Tendon ends: Do not burn off tendon ends until the entire floor system has been satisfactorily stressed and the engineer's approval is obtained. The stressing end anchors and wedges shall be spray painted with rust- oleum or a similar coating for corrosion protection. Install grease caps within the following 24-hour period. 32. Grouting of stressing pockets: Stressing pockets shall be filled with non-shrink grout after stressing, painting & grease-capping to stop moisture penetration. 33. De-shoring: Slabs or beams may be de-shored when all tendons have been satisfactorily stressed and the engineer's approval is obtained, unless shoring is required to carry floors on above levels. POST-TENSIONING ABBREVIATION LEGEND ABBR ABBR AB ANCHOR BOLT DEFINITION ACI AMERICAN CONCRETE INSTITUTE AFF ABOVE FINISHED FLOOR AISC AMERICAN INSTITUTE OF STEEL CONSTR'N. ARCH ARCHITECT(URAL) BFF BELOW FINISHED FLOOR B/'X' BOTTOM OF REFERENCED ITEM BLW BELOW CIP CAST IN PLACE CJ CONTROL JOINT CNJ CONSTRUCTION JOINT CL CENTERLINE CLR CLEAR(ANCE) CMU CONCRETE MASONRY UNIT COL COLUMN CONC CONCRETE CONSTR CONSTRUCTION CONT CONTINUOUS DIA DIAMETER DL DEAD LOAD EA EACH EIFS EXTERIOR INSULATION & FINISH SYSTEM EJ EXPANSION JOINT EL ELEVATION ELEC ELECTRICAL ELEV ELEVATOR EQ EQUAL EQUIV EQUIVALENT EW EACH WAY EX EXISTING EXT EXTERIOR FDN FOUNDATION FF FINISHED FLOOR FS FAR SIDE FTG FOOTING FV FIELD VERIFY GA GAGE (GAUGE) GALV GALVANIZED GC GENERAL CONTRACTOR GRAN GRANULAR H HIGH (HEIGHT) HK HOOK HAS HEADED ANCHOR STUD INFO INFORMATION INT INTERIOR INV INVERT JBE JOIST BEARING ELEVATION JST JOIST JT JOINT KO KNOCK OUT KSI KIPS PER SQUARE INCH L LONG (LENGTH) Ld TENSION DEVELOPMENT LENGTH LB 'L' BEAM DBA DEFORMED BAR ANCHOR LL LIVE LOAD COLL COLLATERAL LLH LONG-LEG HORIZONTAL LLO LONG-LEG OUTSTANDING LLV LONG-LEG VERTICAL LONG LONGITUDINAL LWC LIGHTWEIGHT CONCRETE MAX MAXIMUM MC MOMENT CONNECTION MECH MECHANICAL MFR MANUFACTURER MIN MINIMUM MISC MISCELLANEOUS MO MASONRY OPENING MTL METAL NIC NOT IN CONTRACT NO NUMBER NS NEAR SIDE NTS NOT TO SCALE NWC NORMAL WEIGHT CONCRETE OC ON CENTER OD OUTSIDE DIAMETER IBC INTERNATIONAL (INDIANA) BUILDING CODE OF OUTSIDE FACE PAF POWDER-ACTUATED FASTENER PCF POUNDS PER CUBIC FOOT PDF POWER-DRIVEN FASTENER PL PLATE PLF POUNDS PER LINEAL FOOT PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PPT PRESSURE PRESERVATIVE TREATED KSF KIPS PER SQUARE FOOT QTY QUANTITY REF REFER TO (REFERENCE) REQD REQUIRED RO ROUGH OPENING RTU ROOF TOP UNIT SCHED SCHEDULE SDI STEEL DECK INSTITUTE SHT SHEET SIM SIMILAR SJI STEEL JOIST INSTITUTE SOG SLAB ON GRADE SPECS SPECIFICATIONS STRUCT STRUCTURAL T&B TOP AND BOTTOM THK THICK(NESS) T/'X' TOP OF REFERENCED ITEM TRANSV TRANSVERSE TYP TYPICAL UNEXC UNEXCAVATED VERT VERTICAL W WIDE (WIDTH) WP WORKING POINT WWF WELDED WIRE FABRIC PCI PRECAST CONCRETE INSTITUTE HC HOLLOW CORE PC PRECAST CONCRETE ABV ABOVE ADDL ADDITIONAL ADJ ADJUSTABLE BRDG BRIDGING BB BOND BEAM BLDG BUILDING AISI AMERICAN IRON & STEEL INSTITUTE ALT ALTERNATE ASTM AMERICAN SOCIETY FOR TESTING & MATLS. AWS AMERICAN WELDING SOCIETY BRG BEARING BS BOTH SIDES AGG AGGREGATE BM BEAM BOT BOTTOM BP BASE PLATE BTWN BETWEEN CANT CANTILEVER C/C CENTER TO CENTER CB CONCRETE BEAM CC CONCRETE COLUMN CFS COLD-FORMED STEEL CTR CENTER CTRD CENTERED DIAG DIAGONAL DIM DIMENSION DN DOWN DTL DETAIL DWG DRAWING DWL DOWEL EF EACH FACE ENG ENGINEER ES EACH SIDE EQ SPA EQUALLY SPACED (EQUAL SPACING) FD FLOOR DRAIN FIN FINISH FLG FLANGE ABBR FT FOOT (FEET) GB GRADE BEAM HD HOLD DOWN HORIZ HORIZONTAL ID INSIDE DIAMETER ISO ISOLATION KIP 1,000 POUNDS LP LOW POINT SW SHORT WAY LGSF LIGHT GAUGE STEEL FRAMING HP HIGH POINT LW LONG WAY LVL LAMINATED VENEER LUMBER MOM MOMENT OA OVERALL OH OPPOSITE HAND OPNG OPENING OPP OPPOSITE OSB ORIENTED STRAND BOARD PLYWD PLYWOOD PSL PARALLEL STRAND LUMBER PNL PANEL PROJ PROJECTION PTD PAINTED PRTN PARTITION R RADIUS REV REVISION (REVISED) CW CONCRETE WALL RTN RETURN RF ROOF RW RETAINING WALL SE SLAB EDGE SECT SECTION SL SLOPE SPA SPACE (S)(D)(ING) SQ SQUARE SS STAINLESS STEEL STD STANDARD STL STEEL STR STRENGTH SW SHEAR WALL (OCCASSIONAL) PT POST TENSIONED SYMM SYMMETRICAL TEMP TEMPERATURE TOPG TOPPING WF WALL FOOTING W/ WITH WD WOOD SSE SPECIALTY STRUCTURAL ENGINEER D DEEP (DEPTH) ACIP AUGERED CAST IN PLACE PILE DP DRILLED PIER IF INSIDE FACE INDOT INDIANA DEPARTMENT OF TRANSPORTATION CRSI CONCRETE REINFORCING STEEL INSTITUTE SER STRUCTURAL ENGINEER OF RECORD NDS NATIONAL DESIGN SPEC'N. FOR WOOD ADDM ADDENDUM ANCH ANCHORAGE APPROX APPROXIMATE ASSY ASSEMBLY AVG AVERAGE BLKG BLOCKING CAIS CAISSON CAPY CAPACITY DEG DEGREE ECC ECCENTRIC EXC EXCAVATE (EXCAVATION) FABR FABRICATE (FABRICATOR) GWB GYPSUM WALL BOARD INCR INCREASE INSUL INSULATE (INSULATION) LNTL LINTEL MATL MATERIAL MEZZ MEZZANINE NOM NOMINAL NRC NOISE REDUCTION COEFFICIENT PARTN PARTITION PERIM PERIMETER PLBG PLUMBING PREFAB PREFABRICATED PSC PRESTRESSED CONCRETE PVMT PAVEMENT QTR QUARTER SCT STRUCTURAL CLAY TILE STIFF STIFFENER T&G TONGUE & GROOVE TD TRENCH DRAIN UNO UNLESS NOTED OTHERWISE TF TRENCH FOOTING GLULAM GLUE LAMINATED WOOD TB TIE BEAM DT DOUBLE TEE LBS POUNDS IT INVERTED TEE BEAM RB RECTANGULAR BEAM (PRECAST) APA AMERICAN PLYWOOD ASSOCIATION O/O OUT TO OUT SBCA STRUCTURAL BUILDING COMPONENTS ASSN. TPI TRUSS PLATE INSTITUTE ANSI AMERICAN NATIONAL STANDARDS INSTITUTE WTCA WOOD TRUSS COUNCIL OF AMERICA DEFINITION DEFINITION WRDA WATER REDUCING ADMIXTURE AESS ARCHITECTURALLY EXPOSED STRUCT. STL. WPS WELD PROCEDURE SPECIFICATION MAT FOUNDATION SCHEDULE MAT MARK MAT SIZE WIDTH x LENGTH x DEPTH REINFORCING -TOP AND BOTTOM (EACH WAY) U.N.O. MAT 1 8'-0" 24'-0" 2'-6" #6 AT 8" o.c. NOTES: 1. SUPPORT BOTTOM REINFORCING WITH CONCRETE BRICKS, TYP. 2. PROVIDE STANDARD HOOKS AT THE ENDS OF ALL BARS, TYP. 3. PROIVDE STANDEES AS REQUIRED BY CRSI TO PREVENT DISPLACEMENT OF REINFORCING. PROVIDE DIAGONAL AND LONGITUDINAL BRACING AS REQUIRED FOR STABILITY. SHORT REBAR STRUTS TO SIDES / FORMWORK AT TOP REINFORCING IS ACCEPTABLE. MAT 2 8'-0" 24'-0" 3'-3" #6 AT 6" o.c. MAT 3 #7 AT 6" o.c. MAT 4 #7 AT 6" o.c. #6 AT 8" o.c.MAT 5 17'-8 3/4" 31'-4 3/8" 2'-6" MAT 6 #6 AT 8" o.c.10'-0" 27'-0" 2'-6" #7 AT 6" o.c.3'-6" SEE PLAN MAT 7 3'-3"TB 1 #6 AT 8" o.c.4'-0" SEE PLAN MAT 8A (14) #5 x 10'-6" w/ HOOKS -B11'-0" 5'-0" 3'-6" MAT 9 #5 AT 12" o.c.1'-4"SEE PLAN (31) #5 x 4'-6" w/ HOOKS -B (14) #5 x 10'-6" -T (8) #5 x 4'-6" -T MAT 8B (10) #5 x 10'-6" w/ HOOKS -B11'-0" 5'-0" 2'-4" (23) #5 x 4'-6" w/ HOOKS -B (10) #5 x 10'-6" -T (8) #5 x 4'-6" -T 3'-3"SEE PLAN 3'-3"SEE PLAN CONCRETE COLUMN / PIER SCHEDULE COLUMN REINFORCINGCOL / PIER MARK COL / PIER SIZE VERTICALS TIES-SIZE & SPA. DETAIL C24 2' -0" 2' -0" (12) #8 #3 @ 16" o.c. A NOTES: 1. PROVIDE MIN. 1 ½" CLEAR TO PIER TIES. 2. REF. 'TYPICAL CONCRETE COLUMN' DETAIL ON SHEET S560 FOR FURTHER INFORMATION ON TIE SPACING. 3. DOWELS FROM FOUNDATION TO MATCH COLUMN VERTIAL REINFORCING. SPLICE WITH CLASS 'A' LAP SPLICES OR MECHANICAL BUTT SPLICE. DETAIL "A" (3) SETS 3 P-20 1' -8" 1' -8" #3 @ 8" o.c. (TOP (4) @ 4" o.c.) B(8) #7 DETAIL "B" (3) SETS 2 C18x27.5 1' -6" 2'-3 1/2" (10) #9 #3 @ 16" o.c. C2 DETAIL "C" (2) SETS DETAIL "D" (3) SETS (10) #9 #3 @ 16" o.c. DC18x38 1' -6" 3' -2" P-10x14 0' -10" 1' -2" #3 @ 4" o.c. E(4) #6 DETAIL "E" (1) SET C18 1' -6" 1' -6" (12) #8 #3 @ 16" o.c. A2 2 B 50 South B.B. King Blvd. Suite 600 Memphis, TN 38103 901.521.1440 Drawing Name: Client: Drawn By: Checked By: Project Name: Seal Issued / RevisedDate # Issues and Revisions ©2020 LRK Inc. Drawings, written material, and design concepts shall not be used or reproduced in whole or part in any form or format without prior written consent of LRK Inc. Do not scale drawings. Use given dimensions only. If not shown, verify correct dimensions with the Architect. Contractor shall check and verify all dimensions and conditions at job site. LHB Project Number: 20097 8/20/2021 12:07:22 PM C:\Users\plock.LHB\Documents\18066-Corner Carmel-Structural_Central-19_plock.rvt LRK Project Number: 01.18066.00 S001 STRUCTURAL NOTES & SCHEDULES The Corner Carmel, IN SAC PRL 116th Street & Rangeline Carmel, INThe Corner Carmel, IN • 01.18066.00 30 South Meridian Street, Suite 1100 Indianapolis, IN 46204 COLUMN FOOTING SCHEDULE FOOTING MARK LENGTH WIDTH DEPTH REINFORCING EA. WAY (U.N.O.) F4-4x8 4' - 4" 8' - 0" 2' - 4" (5) #5 x 7'-6" L.W. / (7) #7 x 3'-10" S.W. F4.0 4' - 0" 4' - 0" 1' - 2" (5) #5 x 3'-6" F4.5X5-10 5' - 10" 4' - 6" 2' - 4" (6) #5 x 4'-2" S.W. / (5) #5 x 5'-4" L.W. F5.0 5' - 0" 5' - 0" 1' - 2" (6) #5 x 4'-6" F5.0-EX. 5' - 0" 5' - 0" 2' - 4" (6) #5 x 4'-6" F6.0 6' - 0" 6' - 0" 2' - 0" (8) #5 x 5'-6" F7.0 7' - 0" 7' - 0" 2' - 0" (8) #6 x 6'-6" F8.0 8' - 0" 8' - 0" 2' - 2" (7) #7 x 7'-6" F9.0 9' - 0" 9' - 0" 2' - 7" (9) #7 x 8'-6" F10.0 10' - 0" 10' - 0" 1' - 10" (9) #7 x 9'-6" F11.0 11' - 0" 11' - 0" 2' - 10" (10) #8 x 10'-6" F12.0 12' - 0" 12' - 0" 3' - 1" (12) #8 x 11'-6" F13.0 13' - 0" 13' - 0" 3' - 3" (11) #9 x 12'-6" 06.16.21 Permit Set A 07.15.21 Addendum A B 08.20.21 IFC Set 11/01/21