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HomeMy WebLinkAboutS001-GENERAL-NOTES-Rev.0GENERAL NOTES 1. The Contractor shall be responsible for complying with all safety precautions and regulations during the work. The Structural Engineer of Record 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 erection bracing, shoring, temporary supports, etc. is the sole responsibility of the Contractor. 3. The Structural Engineer of Record (SER) shall not be responsible for the methods, techniques and sequences are not specifically shown, similar details of construction shall be used, subject to approval of the SER. 4. 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 Structural Engineer of Record. 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 loading 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 temporary bracing is in place. 7. All ASTM and other referenced standards and codes are for the latest editions of these publications, unless otherwise noted. 8. Shop drawings and other items shall be submitted to the Structural Engineer of Record (SER) for review prior to fabrication. All Shop Drawings shall be reviewed by the Contractor before submittal. The SER's review is to be fore 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 associated 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) and one reproducible blackline or sepia copy. 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. C. Structural Steel Shop Drawings. E. Steel Deck Shop Drawings. Cold-Formed Steel Framing Systems.I. 11. When calculations are included in the submittals for components of work designed and certified by a Specialty Structural Engineer (SSE), 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 SSE from responsibility for the design of the system(s) and the coordination with the elements of the structure under the certification of the SER, or other SSE's. The SER's review does not constitute a warranty of the accuracy or completeness of the SSE'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 Structural Engineer of Record. 14. When modifications are proposed to structural elements under the design and certification of a Specialty Structural Engineer (SSE), written authorization by the SSE must be obtained and submitted to the Structural Engineer of Record for review, prior to performing the proposed modification. K. Specialty Foundation Systems. 10. Resubmitted Shop Drawings: Resubmitted shop drawings are reviewed only for responses to comments made in the previous submittal. SPECIALTY STRUCTURAL ENGINEERING (SSE) 1. A Specialty Structural Engineer is defined as a Professional Engineer licensed in the State of Indiana, not the Structural Engineer of Record, who performs Structural Engineering functions necessary for the structure to be completed and who has shown experience and/or training in the specific speciality. A) Specialty Foundation Systems. 2. It is the Specialty Structural Engineer'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 Specialty Structural Engineer (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 Structural Engineer of Record for resolution of conflicts. 4. The Specialty Structural Engineer (SSE) shall forward documents to the Structural Engineer of Record for review. Such documents shall bear the stamp of the SSE and include: B) Underpinning Systems. C) Shoring and Bracing Systems. D) Structural Steel Connections. E) Steel Stairs. F) Cold-Formed Steel Framing. G) Curtain Wall Systems. 6. When modifications are proposed to elements under the design and certification of the Specialty Structural Engineer (SSE), written authorization by the SSE must be obtained and submitted to the Engineer of Record 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 Specialty Engineer as an indication that said engineer 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: EXISTING CONSTRUCTION 1. The contractor shall field verify the dimensions, elevations, etc. necessary for the proper construction and alignment of the new portions of the work to the existing work. The Contractor shall make all necessary measurements for fabrication and erection of the structural members. Any discrepancy shall be immediately brought to the attention of the Structural Engineer of Record. A. Fire Hazard -Due to the existing construction and building contents. 2. Before proceeding with any work within the existing facility, the Contractor shall familiarize himself with existing structural and other conditions. Any shoring shown or noted on the Plans is a partial and schematic representation of that required. It shall be the Contractor's responsibility to provide all necessary bracing, shoring, and other safeguards to maintain all parts of the work in a safe condition during the progress of demolition and construction, and to protect from damage those portions of the existing work which are to remain. Shoring shall remain in place until the structural work is complete, has been inspected by the Testing Agency, and is certified to be in substantial compliance with the Contract Documents. 3. When required by the Specifications or by Plan Note, the Contractor shall submit for the Structural Engineer of Record's review, a "Proposed Shoring Plan," including, but not limited to: plans, sections, details, notes, description of proposed sequence of work, and calculations prepared by, or under the supervision of a Specialty Structural Engineer (SSE). The SSE shall be registered in the State where the project is located. 4. Welding to and within an existing facility presents potential hazards including: B. Structural Liquefaction -Due to welding across the full section of the structural members. Recommendations to prevent these hazards include: A. Fire Hazard -Protect existing combustibles prior to welding. Keep a separate watchman and several fire extinguishers on hand. B. Structural Liquefaction -weld in small increments. Allow welds to harden before continuing to the next increment. C. Do not leave the site until satisfied that no fire hazard exists. D. Preference should be given to the use of beam clamps, mechanical fasteners, or bolted connections in lieu of welding within existing facilities, whenever possible. Do not field-drill existing structural members without the written permission of the Structural Engineer of Record. 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 ACI 318 Masonry ACI 530 Steel AISC Manual, Allowable Stress Design (ASD) Steel Joists/Girders Steel Joist Institute Steel Deck Steel Deck Institute Cold-Formed Metal AISI-ASD Wood Framing NDS Wood Trusses TPI Glu-Lam Construction AITC All referenced standards and codes, as well as ASTM numbers, are for the editions of these publications referenced in the Building Code listed above, 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 (LB) [Note #1] A. Offices 1. Lobbies & First Floor Corridors 100 2000 2. Offices 50 2000 3. Corridors Above 1st Floor 80 2000 B. Stairs & Exits 1. All Other 100 300 on A=4in2 2. 1 & 2 Family Dwellings 40 300 on A=4in2 Note #1: Unless otherwise noted, the indicated concentrated load has been assumed to be uniformly distributed over an area of 30" x 30". Note "b": In addition to the vertical live loads, horizontal swaying forces parallel and normal to the length of the seats shall also be considered by the Specialty Structural Engineer, where appropriate. Design in accordance with ICC "Standard on Bleachers, Folding and Telescopic Seating and Grandstands." Note "c": Other uniform loads in accordance with an approved method which contains provisions for truck loadings have also be considered where appropriate. Note "d": The concentrated wheel load has been applied on an area of 20 sq. in. 1. LIVE LOAD REDUCTION: Live load reductions in accordance with IBC 1607.9 have been used with the following exceptions: A. Live loads of 100 PSF or less for public assembly occupancies have not been reduced. B. Live loads for roof members have not been reduced. C. Live loads for the design of one-way slabs have not been reduced. 2. PARTITION ALLOWANCE: a uniform partition allowance of 15 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. 3. 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. 4. COLLATERAL LOAD ABOVE CORRIDORS & MECHANICAL ROOMS: A minimum uniform collateral load of 20 PSF has been used to account for large ductwork, sprinkler mains, concentrations of piping, and electrical distribution above corridors and mechanical rooms. The collateral load is in addition to the weight of mechanical units and larger piping (greater than 4" diameter) and suspended fixtures or equipment that have been specifically accounted for in the design. 5. 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 Balusters, Fillers, Etc. on an area not to exceed 1 square foot not superimposed with those of handrail assemblies. 6. 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 14 PSF Low Slope Minimum Snow Load, Pm 20 PSF Exposure Factor, Ce 1.0 Risk Category (IBS Table 1604.5) II Snow Importance Factor, Is 1.0 Thermal Factor, Ct 1.0 B. Minimum Roof Live Load 20 PSF C. Overhang Eaves & Projections 28 PSF 1. Sloped roof snow loads calculated in accordance with Section 7.4, ASCE 7. 2. Unbalanced roof snow loads calculated in accordance with Section 7.6, ASCE 7. Specialty Structural Engineers must consider unbalanced snow loads in the design of pre-engineered trusses, frames, skylights, curtain walls, cold-formed metal framing, canopies, etc. 3. Drift loads calculated in accordance with Section 7.7, ASCE 7. 4. Roofs used for roof gardens or assembly purposes have been designed for a minimum live load of 100 PSF. 7. LATERAL LOADS: Lateral loads were computed using the following criteria: A. Wind Load Ultimate Design Wind Speed, Vult 115 MPH Nominal Design Wind Speed, Vasd 89 MPH Wind Exposure Category C Risk Category (IBC Table 1604.5) III Internal Pressure Coefficient, GCpi +/-0.18 B. Seismic Load Site Classification C Risk Category (IBC Table 1604.5) III Seismic Importance Factor, Ie 1.25 Mapped Spectral Response Acceleration, Ss 0.146g Mapped Spectral Response Acceleration, S1 0.081g Design Spectral Response Acceleration, Sds 0.117g Design Spectral Response Acceleration, Sd1 0.092g Seismic Design Category, SDC B Response Modification Coefficient, R 3 Seismic Response Coefficient, Cs 0.049 Design Base Shear, V 0.049W kips Analysis Procedure Equivalent Lateral Force Base Seismic Force-Resisting System Structural Steel Systems Not (ASCE 7-10, Table 12.2-1) Specifically Detailed for Seismic Resistance 8. 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. 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. 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 Standard Proctor maximum dry density (ASTM D-698). All fill which shall be stressed by foundation loads shall be approved granular materials compacted to a dry density of at least 100% (ASTM D-698). Coordinate all fill and compaction operations with the Specifications and the Subsurface Investigation. 3. Compaction shall be accomplished by placing fill in approximate 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. Column footings and wall footings to bear on firm natural soils or well-compacted engineered fill with allowable bearing pressures of 2,500 PSF and 1,900 PSF for column and wall footings respectively, as outlined in the Subsurface Investigation Report. It is essential that the foundations be inspected to insure that all loose, soft, or otherwise undesirable material (such as organics, existing uncontrolled fill, etc.) is removed and that the foundations will bear on satisfactory material. The Geotechnical Testing Agency shall inspect the subgrade and perform any necessary tests to insure that the actual bearing capacities meet or exceed the design capacities. The Geotechnical Testing Agency shall verify the bearing capacity at each spread column footing and every 10 feet on center for strip footings prior to placement of concrete. 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, or 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 layout the entire building and field verify all dimensions prior to excavation. 8. For information regarding subsurface conditions, refer to the Report of Geotechnical Engineering Investigation prepared by Patriot Engineering & Environmental, Inc., Project No. 19-1503-01G, Dated October 17, 2019. 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 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" 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 supported slabs on metal deck 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 Hard 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 specified elastomeric sealant specified in Division 7. 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 CLASSES CLASS A CONCRETE: FOOTINGS, FOUNDATION WALLS, PIERS COMPRESSIVE STRENGTH 4000 PSI MAXIMUM WATER/CEMENT RATIO 0.45 AIR CONTENT 0 -3 PERCENT WATER-REDUCING ADMIXTURE REQUIRED SLUMP 5" TO 6 1/2" CLASS B CONCRETE: INTERIOR CONCRETE SLABS COMPRESSIVE STRENGTH 4000 PSI MINIMUM CEMENTITIOUS MATERIAL CONTENT 517 LB/CU YD AIR CONTENT 0 -3 PERCENT WATER-REDUCING ADMIXTURE REQUIRED SLUMP 5" TO 6 1/2" CLASS E CONCRETE: 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" TO 6 1/2" COARSE AGGREGATE CRUSHED STONE INCREASE COMPRESSIVE STRENGTH TO 4500 PSI FOR EXTERIOR REINFORCED CONCRETE SUBJECT TO THE USE OF DE-ICERS. CLASS LC CONCRETE: LEAN CONCRETE FILL COMPRESSIVE STRENGTH 2000 PSI MAXIMUM WATER/CEMENT RATIO 0.65 AIR CONTENT OPTIONAL WATER-REDUCING ADMIXTURE NOT REQUIRED SLUMP 4" TO 7" 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 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. REINFORCED MASONRY NOTES 1. All construction of reinforced masonry walls to be in accordance with the Building Code Requirements for Concrete Masonry Structures (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, 2500 PSI with a slump of 8" min. and 10" max. 5. REINFORCING: fy = 60000 PSI with a min. lap of 48 bar diameters. 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'-0" & up to 7'-0" L6x4x5/16 Over 7'-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. STEEL STAIRS 1. Refer to the Design Criteria notes for live load and handrail requirements. 2. All stair designs shall be provided by the Stair Manufacturer/Fabricator's Specialty Structural Engineer and shall be stamped by a Professional Engineer registered in the State of Indiana. Stair designs shall be in accordance with all applicable code provisions of the IBC. 3. The Stair Manufacturer/Fabricator's Specialty Structural Engineer shall provide the Structural Engineer of Record with drawings showing location, direction and magnitudes of all stair load reactions on the building structure for approval, prior to fabrication. 4. The Stair Manufacturer/Fabricator shall coordinate the transition between the supported structural floor slab and the stair structure with the Structural Steel Fabricator, prior to fabrication. 5. Refer to the Architectural Drawings for stair width, rise, run, tread and riser geometry, handrail and guardrail design, shaft wall construction, etc. STRUCTURAL STEEL NOTES 1. Structural steel construction shall conform to the American Institute of Steel Construction "Specification for Structural Steel Buildings". 2. All structural wide flange members shall be ASTM A992, Fy=50 ksi. 3. All plates, channels, bars, angles, and rods shall be ASTM A36, unless noted. 4. All structural pipe members shall be ASTM A53,Grade B, Fy=35 ksi unless noted.5. All structural tube members shall ASTM A500, Grade B, unless noted. 6. Details for design, fabrication and erection of all structural steel shall be in accordance with the latest AISC Standards, unless otherwise noted or specified. 7. Provide temporary erection guying and bracing as required. 8. Unless otherwise shown or noted on the Drawings, provide 8" minimum bearing each end for all loose lintels and beams. 9. For loose lintels, masonry shelf angles and other such items generally not shown on the Structural Drawings, refer to the Architectural Drawings. See general notes on lintels this sheet for sizes, reinforcing, etc. 10. Steel columns below grade shall be encased in a minimum of 4" concrete or painted with 2 coats of asphaltum paint, unless otherwise shown. 11. Fabricate simple span beams not specifically noted to receive camber so that after erection, any minor camber due to rolling or shop assembly be upward. 12. Refer to the Division 5 Structural Steel Specification of the Project Manual for structural steel surface preparations and prime painting requirements. 13. The Erector shall shim between parallel roof beams and joists with differential mill and induced cambers for level deck bearing. 14. Provide cap plates/end plates to close off exposed, open ends of all tubular members, unless noted. Seal weld with partial penetration square groove welds for watertight condition. STEEL CONNECTION NOTES 1. Typical beam-to-beam and beam-to-column connections shall be bearing type using A325 bolts, unless noted otherwise. 2. Shop connections unless otherwise shown, may be either bolted or welded. All field connections shall be bolted unless otherwise shown on the Structural Drawings. 3. Connections shall be designed by the Steel Fabricator to support the reactions shown on the framing plan(s). Simple span connections without reactions listed on the Structural Drawings shall be designed by the Steel Fabricator in accordance with Table 3-6 of the AISC "Manual of Steel Construction, 14th Edition". For composite beams where reactions are not indicated, design connections for 75% of the Maximum Total Uniform Load ASD value for the applicable beam size and span given in Table 3-6. For non-composite beams, design connections for 50% of the tabulated ASD value. 5. All beam-to-beam connections shall be double angle, unless shown or noted otherwise. 6. All beam-to-column connections shall be at the column centerline, unless noted otherwise. Shear tab connections to tubes are permitted unless otherwise noted or detailed. 7. Typical beam-to-beam, and beam-to-column field-bolted connections may be tightened to the snug- tight condition, unless otherwise shown or noted. 11. All welding shall be in conformance with AWS D1.1, using E70XX electrodes, unless shown or noted otherwise. Welding, both shop and field, shall be performed by welders certified for the weld types and positions involved according to the current edition of AWS D1.1. Perform all AESS welds with care to provide a clean, uniform appearance. 12. Backup bars required for welded connections shall be continuous. 13. Holes in steel shall be drilled or punched. All slotted holes shall be provided with smooth edges. Burning of holes in structural steel shall not be allowed without approval of the Structural Engineer of Record. 14. The minimum thickness of all connection material shall be 5/16" unless noted. 15. Continuous bent plate and angle closures, roof edges, diaphragm chords, etc. around perimeter of the floor and roof, as well as around openings shall be welded with a minimum 1/4" fillet weld x 3" long at 12" o.c., top & bottom, unless noted otherwise. Butt weld joints in continuous diaphragm chord for continuity. Continuous angle and bent plate closures may be shop-applied to the supporting structural members only when requested and approved by Structural Engineer of Record. 16. A qualified independent Testing Agency shall be retained to perform inspection and testing of structural steel field weldaments as follows: Submit calculations for connections not detailed on the Structural Drawings and not covered by the AISC Tables, including but not limited to: 4. 8. Bolted connections in moment frames, bracing connections, hangers and stub columns, and those designated PT (pretensioned) on the Drawings shall be pretensioned joints utilizing tension-control (TC) bolts or direct tension indicators. Holes for PT bolts shall be 1/16" larger than the bolt diameter. All pretensioned joints must be inspected by the Testing Agency. 9. Connect bracing members for two components of stress unless otherwise approved by the Structural Engineer of Record. Provide a minimum 2-bolt or welded field connection. 10. Locate centerlines of all vertical bracing members on column centerlines in vertical plane and on column and beam centerlines in horizontal plane, unless otherwise shown on the Structural Drawings. WELD INSPECTION SCHEDULE COMMENTS ROOT PASS AND FINISHED WELD REFERENCE NOTE 'E' BELOW ALL FULL PENE- TRATION WELDS WELD TYPE FILLET (SINGLE PASS) FILLET (MULTIPLE PASS) FLARE BEVEL/ FLARE V GROOVE (PARTIAL PENETRATION) GROOVE (FULL PENETRATION) VT MT UT PT CRT 25% - - - - 50% - - - 25% - - - - 100% - - - 100% - - - 100% 100% 25% A) Test procedures: VT = Visual Test (inspection) MT = Magnetic Particle Test: ASTM E109, cracks or incomplete fusion or penetration not acceptable. UT = Ultrasonic Test: ASTM E164. PT = Penetrant Test: ASTM E165. RT = Radiographic Test: ASTM E94 and ASTM E142, min. quality level 2-21. B) Acceptance standards in AWS D1.1 shall be followed for each test procedure. C) Test procedures may be substituted to meet feasibility requirements of test based upon weld geometry or other factors with the approval of the Structural Engineer of Record. D) Samples shall occur at random locations; additional tests may be required at locations noted on the Drawings. E) Groove welds include square, bevel, V, U, and J grooves including single and double pass types. Partial penetration square groove welds at end seal plates of tubular members do not require inspection.F) Weld Procedure Specifications (WPS) shall be produced and maintained in accordance with AWS D1.1.G) The independent Testing Agency shall have access to all WPS's during the course of testing and For highly-restrained welded joints, especially in thick plates and/or heavy structural shapes, details theH) welds so that shrinkage occurs as much as possible in the direction the steel was rolled. Refer to the AISC Manual for preferred welded-joint arrangements that reduce the possibility for lamellar tearing. Members scheduled to receive highly-restrained connections shall be tested by the independent Testing Agency by Ultrasonic Testing prior to commencing welding. In addition to inspection requirements for fillet welds in Table above, 100% of field welding of diagonalI) bracing members to gusset plates shall be visually inspected (VT). inspection. A) B) Moment Connections. C) Bracing Connections including Collectors and Drag Struts. Skewed Shear Connections. STEEL DECK NOTES 1. All steel deck material, fabrication and installation shall conform to the Steel Deck Institute "SDI SPECIFICATIONS AND COMMENTARY" and "CODE OF RECOMMENDED STANDARD PRACTICE," current edition, unless noted. 2. Provide members for deck support at all deck span changes. Provide L3x3x3/16 deck support at all columns where required. 3. All deck shall be provided in a minimum of 3-span lengths where possible. 4. All welding of steel deck shall be in conformance with AWS Specification D1.3. Provide welding washers for all floor decks less than 22 gauge in thickness. 5. Mechanical fasteners may be used in lieu of welding, providing fasteners meet, or exceed the strength of specified welds. Submit fastener design data to the Structural Engineer of Record for review. 6. Substitution of fiber secondary reinforcement for welded wire fabric on supported slabs is prohibited. 7. Do not suspend any items, such as ductwork, mechanical and electrical fixtures, ceilings, etc. from steel deck. 8. Roof deck sidelaps shall be attached at ends of cantilevers and at a maximum spacing 12" o.c. from cantilevered roof deck ends. The roof deck must be completely fastened to the supports and at the sidelaps before any load is applied to the cantilever. 9. Submit shop drawings for review of general conformance to design concept in accordance with Specifications in the Project Manual. Erection drawings shall show type of deck, shop finish, accessories, method of attachment, edge details, deck openings and reinforcement, and sequence of installation. 10. Installation holes shall be sealed with a closure plate 2 gauges thicker than deck and mechanically fastened to deck. Steel deck holes visible from below will be rejected. Deck units that are bent, warped, or damaged in any way which would impair the strength and appearance of the deck shall be removed from the site. 11. Where gauge metal pourstops are indicated, supply pourstops designed to meet, or exceed the gauges listed in the SDI Pourstop Selection Table (min. 18 ga.) as required for slab depth, concrete weight, and cantilever distance, unless noted otherwise. 12. The Erector shall shim between parallel roof beams and joists with differential mill and induced cambers for level deck bearing. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL (AESS) -KEY PROCESS STANDARD CATEGORY 2 CATEGORY 1 FABRICATION & ERECTION CLASSIFICATIONS -REFER TO DEFINITIONS BELOW FOR FURTHER CLARIFICATION AISC CODE OF STD. PRACTICE SECTION 10 FOR AESS HIGH PROFILE COND'NS. THAT ARE OUT OF REACH TO TOUCH AND CAN BE VIEWED IN CLOSE PROXIMITY WITHIN 20 FEET HIGH PROFILE COND'NS. THAT ARE WITHIN REACH TO TOUCH & CAN BE VIEWED IN CLOSE PROXIMITY SPECIAL CARE IN PROCESSING AESS TOLERANCES ONE-HALF STANDARD WELDS GROUND SMOOTH WELDS CONTOURED & BLENDED CONTINUOUS WELDS WELD SHOW THROUGH MINIMIZED COPING & BLOCKING TOLERANCES MINIMIZED JOINT GAP TOLERANCES MINIMIZED PIECE MARKS HIDDEN SURFACE DEFECTS MINIMIZED MILL MARKS REMOVED GRINDING OF SHEARED EDGES ROLLED MEMBERS: MINIMIZE DISTORTION SEAL WELDS TO CLOSE OPEN GAPS BOLT HEAD ORIENTATION DICTATED FIELD WELDING AIDS REMOVED CLOSE WELD ACCESS HOLES AT FULL PENETRATION WELDS X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X NOTES: DEFINITIONS: 1. REFERENCE DIVISION 5 SPECIFICATIONS "STRUCTURAL STEEL" & "ARCHITECTURALLY EXPOSED STRUCTURAL STEEL" FOR ADDITIONAL REQUIREMENTS. 2. REFERENCE THE FOUNDATION & FRAMING PLAN(S) & DETAILS FOR ITEMS SCHEDULED TO BE AESS. EXPOSED COLUMNS & BASE PL'S SHALL BE CONSIDERED CATEGORY 1. BEAMS, UPPER PORTIONS OF COLUMNS, CHANNEL LINTELS & FRAMES SHALL BE CONSIDERED CATEGORY 2. ALL OTHER AESS SHALL BE CONSIDERED STANDARD, UNLESS NOTED OTHERWISE. 3. REFERENCE THE FRAMING PLAN(S), SECTIONS, DETAILS, ELEVATIONS & ARCHITECTURAL DRAWINGS FOR ADDNL. DEFINITION OF EXTENT OF AESS. 1. "FABRICATION TOLERANCE": FABRICATE STEEL TO ONE HALF THE NORMAL TOLERANCE AS SPEC'D IN THE "CODE OF STD. PRACTICE," SECTION 10. 2. "WELDS GROUND SMOOTH": FABRICATOR (ERECTOR FOR FIELD WELDS) SHALL GRIND WELDS OF AESS SMOOTH. FOR GROOVE WELDS, THE WELD SHALL BE MADE FLUSH TO THE SURFACES EACH SIDE AND BE WITHIN +/-1/16", -0" OF PLATE THICKNESS. 3. "CONTOURING & BLENDING OF WELDS": WHERE FILLET WELDS ARE INDICATED TO BE GROUND-CONTOURED, OR BLENDED, OVERSIZE WELDS AS REQUIRED AND GRIND TO PROVIDE A SMOOTH TRANSITION AND TO MATCH PROFILE ON APPROVED MOCKUP. 4. "CONTINUOUS WELDS": WHERE WELDING IS NOTED ON THE DRAWINGS, PROVIDE CONTINUOUS WELDS OF A UNIFORM SIZE AND PROFILE. 5. "MINIMIZE WELD SHOW THROUGH": AT LOCATIONS WHERE WELDING ON THE FAR SIDE OF AN EXPOSED CONNECTION OCCURS, GRIND DISTORTION AND MARKING OF THE STEEL TO A SMOOTH PROFILE WITH ADJACENT MATERIAL. 6. "COPING AND BLOCKING TOLERANCE": MAINTAIN A UNIFORM CAP OF 1/8" +/-1/32" AT ALL COPES AND BLOCKS. 7. "JOINT GAP TOLERANCE": MAINTAIN A UNIFORM GAP OF 1/8" +/-1/32". 8. "PIECE MARKS HIDDEN": FABRICATE SUCH THAT PIECE MARKS ARE FULLY HIDDEN IN THE FINAL STRUCTURE OR MADE WITH SUCH MEDIA TO PERMIT FULL REMOVAL AFTER ERECTION. 9. "MILL MARK REMOVAL": FABRICATOR SHALL DELIVER STEEL WITH NO MILL MARKS (STENCILED, STAMPED, RAISED, ETC.) IN EXPOSED LOCATIONS. MILL MARKS SHALL BE OMITTED BY CUTTING OF MILL MATERIAL TO APPROPRIATE LENGTHS WHERE POSSIBLE. WHERE NOT POSSIBLE, THE FABRICATOR CAN FILL AND/OR GRIND TO A SURFACE FINISH CONSISTENT WITH THE APPROVED MOCKUP. 10. "GRINDING OF SHEARED EDGES": FABRICATOR SHALL GRIND ALL EDGES OF SHEARED, PUNCHED, OR FLAME-CUT STEEL TO MATCH APPROVED MOCKUP. 11. "ROLLED MEMBERS": MEMBER SPECIFIED TO BE ROLLED TO A FINAL CURVED SHAPE SHALL BE FULLY SHAPED IN THE SHOP AND TIED DURING SHIPPING TO PREVENT STRESS RELIEVING. DISTORTION OF THE WEB OR STEM, AND OF OUTSTANDING FLANGES OR LEGS OF ANGLES SHALL BE VISIBLY ACCEPTABLE TO THE ARCHITECT FROM A DISTANCE OF 20' UNDER ANY LIGHTING CONDITION DETERMINED BY THE ARCHITECT. TOLERANCES FOR THE VERTICAL AND HORIZONTAL WALLS OF RECTANGULAR HSS MEMBERS AFTER ROLLING SHALL BE THE SPECIFIED DIMENSION OF +/-1/2". 12. "SEAL WELD TO CLOSE OPEN GAPS": SEAL WELD OPEN ENDS OF ROUND & RECTANGULAR HOLLOW STRUCTURAL SECTIONS WITH 3/8" CLOSURE PLATES. PROVIDE CONTINUOUS SEALED WELDS AT ANGLE TO GUSSET PLATE CONNECTIONS AND SIMILAR LOCATIONS WHERE AESS IS EXPOSED TO WEATHER. 13. "BOLT HEAD ORIENTATION": ALL BOLT HEADS SHALL BE ORIENTED AS INDICATED ON THE CONTRACT DOCUMENTS. WHERE BOLT-HEAD ALIGNMENT IS SPECIFIED, THE ORIENTATION SHALL BE NOTED FOR EACH CONNECTION ON THE ERECTION DRAWINGS. WHERE NOT NOTED, THE BOLT HEADS IN A GIVE CONNECTION SHALL BE ORIENTED TO ONE SIDE. 14. "REMOVAL OF FIELD-WELDING AIDS": RUN-OUT TABS, ERECTION BOLTS, TEMPORARY SEATS, AND OTHER STEEL MEMBERS ADDED TO CONNECTIONS TO ALLOW FOR ALIGNMENT, FIT-UP, AND WELDING IN THE FIELD SHALL BE REMOVED FROM THE STRUCTURE. FIELD GROOVE WELDS SHALL BE SELECTED TO ELIMINATE THE NEED FOR BACKING BARS OR TO PERMIT THEIR REMOVAL AFTER WELDING. WELDS AT RUN-OUT TABS SHALL BE REMOVED TO MATCH ADJACENT SURFACES AND GROUND SMOOTH. HOLES FOR ERECTION BOLTS SHALL BE PLUG WELDED AND GROUND SMOOTH. 15. "FILLING OF WELD ACCESS HOLES": WHERE HOLES MUST BE CUT IN THE WEB AT THE INTERSECTION WITH FLANGES ON W SHAPES AND STRUCTURAL TEES TO PERMIT FIELD WELDING OF THE FLANGES. THEY SHALL BE FILLED. FILLING SHALL BE EXECUTED WITH PROPER PROCEDURES TO MINIMIZE RESTRAINT AND ADDRESS THERMAL STRESSES IN GROUP 4 & 5 SHAPES. DRAWING TITLE: CERTIFIED BY: DRAWING NUMBER PROJECT NUMBER REVISIONS: SCOPE DRAWINGS:PROJECT: These drawings indicate the general scope of the project in terms of architectural design concept, the dimensions of the building, the major architectural elements and the type of structural, mechanical and electrical systems. The drawings do not necessarily indicate or describe all work required for full performance and completion of the requirements of the Contract. On the basis of the general scope indicated or described, the trade contractors shall furnish all items required for the proper execution and completion of the work. ISSUE DATE DRAWN BY CHECKED BY © 2018 CSO Architects, Inc. All Rights ReservedPARISH LIFE CENTER PROJECTOUR LADY OF MT. CARMEL14598 OAK RIDGE RD, CARMEL, IN 4603209/17/21 JRO MDL 19038 S001 GENERAL NOTESCATHOLIC CHURCHNOTE ALL INFORMATION ON THIS DRAWING IS PROVIDED FOR BIDDING OF ALL STRUCTURAL ELEMENTS EXCEPT STRUCTURAL STEEL AND METAL DECK. ANY INFORMATION SHOWN RELATING TO CONSTRUCTION NOT RELATED TO THIS PACKAGE (I.E. STRUCTURAL STEEL AND METAL DECK) IS SHOWN FOR CONTEXT ONLY AND HAS BEEN COVERED IN A PREVIOUS DRAWING RELEASE. 12/13/21