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HomeMy WebLinkAboutS101 General Structural NotesCOORDINATION 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 Engineer of Record. Verify locations and dimensions of mechanical and electrical openings through supported floors and walls shown on the Structural Drawings with the Mechanical and Electrical Contractors. 5. Do not install conduit in slabs on grade or concrete walls unless explicitly shown or noted on the Structural Drawings. 6. Do not suspend any items, such as ductwork, mechanical or electrical fixtures, ceilings, etc. from wood deck. 7. The Mechanical Contractor shall notify the Engineer of Record of any Mechanical Unit supported by the structure not shown on the Structural Drawings, whose weight is greater than 500 lbs. 8. If drawings and specifications are in conflict, the most stringent restrictions and requirements shall govern. GENERAL NOTES The Contractor shall be responsible for complying with all safety precautions and regulations during the work. The Engineer will not advise on, nor issue direction as to safety precautions and programs. 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 responsiblity of the Contractor. 3. The Engineer 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. 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 Engineer. 5. All structural systems which are to be composed of components to be field erected shall be supervised by the Supplier during manu- facturing, 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 Engineer for review prior to fabrication. All Shop Drawings shall be reviewed by the Contractor before submittal. The Engineer's review is to be for conformance with the design concept and general compliance with the relevant Contract Documents. The Engineer'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: A. Concrete Mix Design(s). B. Reinforcing Steel Shop Drawings. 10. Contractors shall visit the site prior to bid to ascertain conditions which may adversely affect the work or cost thereof. 11. No structural member may be cut, notched, or otherwise reduced in strength without written direction from the Engineer of Record. 12. 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 Engineer of Record for review, prior to performing the proposed modification. 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 Engineer of Record. 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 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 Professional Engineer (Specialty Engineer). The Specialty Engineer shall be registered in the State where the project is located. 4. Welding to and within an existing facility presents potential hazards including: A. Fire Hazard Due to the existing construction and building contents. 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 Liquifaction 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 Engineer of Record. 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 Testing Agency. 2. All engineered fill beneath slabs and over footings should be compacted to a dry density of at least 93% of the Modified Proctor maximum dry density (ASTM D- 1557). All fill which shall be stressed by foundation loads shall be approved granular materials compacted to a dry density of at least 95% (ASTM D- 1557). 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 3000 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 an assumed allowable bearing pressure of 1,500 psf. It is essential that the foundations be inspected to ensure that all loose, soft or otherwise undesirable material (such as organics, existing fill, etc.) is removed and that the foundation will bear on satisfactory material. The 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 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 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 layout the entire building and field verify all dimensions prior to excavation. REINFORCED MASONRY NOTES 1. All construction of reinforced masonry walls to be in accordance with the Building Code Requirements For Concrete Masonry Structures (A.C.I. 530 -05) and commentary. A) f'm 2000 p.s.i. 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: 2500 p.s.i. 3. MORTAR: Type S required. 4. GROUT: A.S.T.M. C476, 2500 p.s.i. with a slump of 8" min. and 10" max. 5. REINFORCING: fy 60,000 p.s.i. with a min. lap of 48 diameters. CONCRETE REINFORCING 1. Reinforcement, other than cold drawn wire for spirals and welded wire fabric, shall have deformed surfaces in accordance with A.S.T.M. A305. 2. Reinforcing steel shall conform to ASTM A615, Grade 60, unless noted. 3. Welded wire fabric shall conform to ASTM A185, unless noted. 4. Where hooks are indicated, provide standard hooks per A.C.I. and C.R.S.I. 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 36 diameters, unless noted otherwise. 6. Reinforcement shall be supported and secured against displacement in accordance with the Concrete Reinforcing Steel Institute's "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. Provide standees for the support of top reinforcement for footings, pile caps, and mats. 9. Provide individual high chairs with support bars, as required for the support of top reinforcement for supported slabs. Do not provide standees. 10. Field bending of reinforcing steel is prohibited, unless noted on drawings. 11. Minimum concrete cover over main reinforcing steel shall be as follows: 3" at foundations, 2" at all dirt faces of walls and beams exposed to the weather, 1 -1/2" at all pier and column ties, and 3/4" at other wall faces and in structural slabs unless shown or noted otherwise. DRILLED -IN DOWELS ANCHOR BOLTS/RODS 1. All reinforcing steel and threaded rod anchors to be installed in 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 reinfocing in the surrounding area and install anchor(s) as close as possible to the original location. Contact the Engineer of Record 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 Engineer of Record for direction. D) Drill the hole a minimum of 15 bar diameters or as shown on the plans. F) Use a two -part adhesive anchoring system, Hilti HY -150, or approved equal. G) For anchorage into hollow substrate, use Hilti HY -20 system, or approved equal. H) Reinforcing steel dowels shall be ASTM A615, Grade 60, unless noted. I) 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. DESIGN CRITERIA 1. The building was designed in accordance with the 2008 Indiana Building Code, for Seismic Design Catagory B. Wind pressures were computed using 90 mph Basic Wind Speed, Exposure B. 2. The following live loads were used in the design of this structure: A. Roof: 25 psf drift loads 3. If drawings and specifications are in conflict, the most stringent restrictions and requirements shall govern. 4. All Contractors are required to coordinate their work with all disciplines to avoid conflicts. The mechanical, electrical and plumbing aspects are not in the scope of these drawings. Therefore, all required materials and work may not be indicated. CONCRETE NOTES 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 A.C.I. Code Requirements of the latest revised date. 2. Cold weather concreting shall be in accordance with ACI 306. 3. Hot weather concreting shall be in accordance with ACI 305. 4. Unless otherwise noted in the schedules or details, the minimum 28 day compressive strength of the concrete shall be 4000 p.s.i. for all parts of the structure except for column and wall footings which shall be 3000 p.s.i. All concrete shall be regular weight concrete, unless otherwise noted. 5, 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. 6. All concrete exposed to the weather shall be air entrained. All other concrete may be air entrained or non air entrained at the contractor's option. For surface finishes and other requirements, refer to the specifications. 7. Finishing of Slabs: After screeding, bull floating and floating operations have been completed, apply final finish as indicated below, and as described in Specification Section 03300 of the Project Manual. A. B. C. D. Floor Slabs Ramps, Stairs Sidewalks Surfaces to Receive Topping Slab Surfaces to receive thick set mortar beds or similar cementitious materials Hard Trowel Finish Broom Finish None -Float Finish None -Float Finish 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 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. 8. Finishing of Formed Surfaces: Finish formed surfaces as indicated below, and as described in Specification Section 03300 of the Project Manual. A. Sides of Footings Pile Caps B. Sides of Grade Beams C. Surfaces not exposed to public view D. Surfaces exposed to public view LINTEL SCHEDULE 1. 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. A) Brick: Masonry Opening Angle Size Upto5' -0" L4x4x5/16 5-1" to 7'-0" L6 x 4 x 5/16 Over 7'-1" L7 x 4 x 3/8 All angles are LLV (long leg vertical) unless noted otherwise. Provide 1" bearing per foot of span each end, min. 8 Rough Form Finish Rough Form Finish Rough Form Finish Smooth Form Finish 9. The Contractor shall consult with the Engineer 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. 10. 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 columns 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. 11. Where vinyl composition tile, thin -set epoxy terrazzo, or other similar material is the specified finish floor material, the Contractor shall coordinate the location of control /contraction and construction joints with the finished floor contractor. Submit a dimensioned plan showing joint locations and proposed sequence of floor pours. 12. See 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. 13. 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 Divison 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 elastomeric 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, then fill in accordance with the manufacturer's recommendations. 14. 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. WOOD STRUCTURAL DATA 1. All interior exterior wall studs shall be #2 Spruce Pine Fir Northern per N.L.G.A. or better: Fb 875 psi Ft 450 psi Fv 70 psi Fc (PER) 425 psi Fc (PAR) 1,150 psi E 1,400,000 psi 2. All rafters, ceiling joists, ridge and valley boards, headers and misc. blocking shall be #2 Hem -Fir, or better: (alternate: Southern Yellow Pine). Fb Ft Fv Fc I Fc I E PER PAR 1,000 psi 575 psi 75 psi 370 psi 1,450 psi 1,600,000 psi 3. All laminated veneer lumber (L.V.L.) shall be manufactured by Trus -Joist McMillan, Alpine Structures, Inc., Or Mitek Wood Products: Fb 2,900 psi Fv 285 psi E 2,000,000 psi NOTES: 1. Refer to specifications for additional information. 2. Alternate grades and species may be proposed. Any substitution must be approved in writing by the architect engineer. 3. Allowable stresses for dimensional lumber listed above are for 2' -4" thick x 2" wider. Size adjustment factors (Cf), repetitive member factor (Cr), duration of load factor (Cd), etc. have been applied in the design of structural elements. PLYWOOD SHEATHING NOTES 1. All plywood construction shall be in accordance with the American Plywood Association (APA) specifications. 2. All roof panel sheathing shall be 19/32" Exposure 1 APA -rated sheathing. Suitable edge support shall be provided by use of panel clips or blocking between framing unless otherwise noted. Connect roof sheathing with 8d common nails spaced 6" o..c. at supported edges and 12" o.c. at intermediate supports. 3. All wall panel sheathing shall be 7/16" Exposure 1 APA -rated sheathing, unless otherwise indicated. Connect wall sheathing with 8d common nails spaced 6" o.c. at supported panel edges and 12" o.c. at intermediate supports, unless otherwise noted. 4. Unless otherwise noted or shown, install plywood sheathing with the long dimension of the panel across supports and with panel continuous over two or more spans. Stagger panel end joints. Allow 1/8" spacing at panel ends and edges unless otherwise recommended by the sheathing manufacturer. 5. All nailing shall be carefully driven and not overdriven. The use of staples and pnuematic nail guns are prohibited from use. 6. Provide 2X blocking at unsupported panel edges as follows: Roofs and floors only where indicated on plans /sections. Walls only where indicated on plans /sections. CSO Arc] ARCHITECTURE IN7 on m. (a 11 g 00 io' G Carmel Redevelopment Commission 111 West Main Street Cannel, Indiana 46032 317.571 -2787 (ARTS) IJE( El Scope Drawings: 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. Revisions: Issue Date 01/16/09 Drawn By M.D.L. Checked By M.D.L. Drawing Title: General Structural Notes Certified By: Drawing Number: S 1 0 1 Project Number: 28133 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 Engineer of Record. Verify locations and dimensions of mechanical and electrical openings through supported floors and walls shown on the Structural Drawings with the Mechanical and Electrical Contractors. 5. Do not install conduit in slabs on grade or concrete walls unless explicitly shown or noted on the Structural Drawings. 6. Do not suspend any items, such as ductwork, mechanical or electrical fixtures, ceilings, etc. from wood deck. 7. The Mechanical Contractor shall notify the Engineer of Record of any Mechanical Unit supported by the structure not shown on the Structural Drawings, whose weight is greater than 500 lbs. 8. If drawings and specifications are in conflict, the most stringent restrictions and requirements shall govern. GENERAL NOTES The Contractor shall be responsible for complying with all safety precautions and regulations during the work. The Engineer will not advise on, nor issue direction as to safety precautions and programs. 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 responsiblity of the Contractor. 3. The Engineer 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. 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 Engineer. 5. All structural systems which are to be composed of components to be field erected shall be supervised by the Supplier during manu- facturing, 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 Engineer for review prior to fabrication. All Shop Drawings shall be reviewed by the Contractor before submittal. The Engineer's review is to be for conformance with the design concept and general compliance with the relevant Contract Documents. The Engineer'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: A. Concrete Mix Design(s). B. Reinforcing Steel Shop Drawings. 10. Contractors shall visit the site prior to bid to ascertain conditions which may adversely affect the work or cost thereof. 11. No structural member may be cut, notched, or otherwise reduced in strength without written direction from the Engineer of Record. 12. 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 Engineer of Record for review, prior to performing the proposed modification. 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 Engineer of Record. 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 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 Professional Engineer (Specialty Engineer). The Specialty Engineer shall be registered in the State where the project is located. 4. Welding to and within an existing facility presents potential hazards including: A. Fire Hazard Due to the existing construction and building contents. 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 Liquifaction 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 Engineer of Record. 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 Testing Agency. 2. All engineered fill beneath slabs and over footings should be compacted to a dry density of at least 93% of the Modified Proctor maximum dry density (ASTM D- 1557). All fill which shall be stressed by foundation loads shall be approved granular materials compacted to a dry density of at least 95% (ASTM D- 1557). 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 3000 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 an assumed allowable bearing pressure of 1,500 psf. It is essential that the foundations be inspected to ensure that all loose, soft or otherwise undesirable material (such as organics, existing fill, etc.) is removed and that the foundation will bear on satisfactory material. The 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 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 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 layout the entire building and field verify all dimensions prior to excavation. REINFORCED MASONRY NOTES 1. All construction of reinforced masonry walls to be in accordance with the Building Code Requirements For Concrete Masonry Structures (A.C.I. 530 -05) and commentary. A) f'm 2000 p.s.i. 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: 2500 p.s.i. 3. MORTAR: Type S required. 4. GROUT: A.S.T.M. C476, 2500 p.s.i. with a slump of 8" min. and 10" max. 5. REINFORCING: fy 60,000 p.s.i. with a min. lap of 48 diameters. CONCRETE REINFORCING 1. Reinforcement, other than cold drawn wire for spirals and welded wire fabric, shall have deformed surfaces in accordance with A.S.T.M. A305. 2. Reinforcing steel shall conform to ASTM A615, Grade 60, unless noted. 3. Welded wire fabric shall conform to ASTM A185, unless noted. 4. Where hooks are indicated, provide standard hooks per A.C.I. and C.R.S.I. 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 36 diameters, unless noted otherwise. 6. Reinforcement shall be supported and secured against displacement in accordance with the Concrete Reinforcing Steel Institute's "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. Provide standees for the support of top reinforcement for footings, pile caps, and mats. 9. Provide individual high chairs with support bars, as required for the support of top reinforcement for supported slabs. Do not provide standees. 10. Field bending of reinforcing steel is prohibited, unless noted on drawings. 11. Minimum concrete cover over main reinforcing steel shall be as follows: 3" at foundations, 2" at all dirt faces of walls and beams exposed to the weather, 1 -1/2" at all pier and column ties, and 3/4" at other wall faces and in structural slabs unless shown or noted otherwise. DRILLED -IN DOWELS ANCHOR BOLTS/RODS 1. All reinforcing steel and threaded rod anchors to be installed in 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 reinfocing in the surrounding area and install anchor(s) as close as possible to the original location. Contact the Engineer of Record 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 Engineer of Record for direction. D) Drill the hole a minimum of 15 bar diameters or as shown on the plans. F) Use a two -part adhesive anchoring system, Hilti HY -150, or approved equal. G) For anchorage into hollow substrate, use Hilti HY -20 system, or approved equal. H) Reinforcing steel dowels shall be ASTM A615, Grade 60, unless noted. I) 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. DESIGN CRITERIA 1. The building was designed in accordance with the 2008 Indiana Building Code, for Seismic Design Catagory B. Wind pressures were computed using 90 mph Basic Wind Speed, Exposure B. 2. The following live loads were used in the design of this structure: A. Roof: 25 psf drift loads 3. If drawings and specifications are in conflict, the most stringent restrictions and requirements shall govern. 4. All Contractors are required to coordinate their work with all disciplines to avoid conflicts. The mechanical, electrical and plumbing aspects are not in the scope of these drawings. Therefore, all required materials and work may not be indicated. CONCRETE NOTES 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 A.C.I. Code Requirements of the latest revised date. 2. Cold weather concreting shall be in accordance with ACI 306. 3. Hot weather concreting shall be in accordance with ACI 305. 4. Unless otherwise noted in the schedules or details, the minimum 28 day compressive strength of the concrete shall be 4000 p.s.i. for all parts of the structure except for column and wall footings which shall be 3000 p.s.i. All concrete shall be regular weight concrete, unless otherwise noted. 5, 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. 6. All concrete exposed to the weather shall be air entrained. All other concrete may be air entrained or non air entrained at the contractor's option. For surface finishes and other requirements, refer to the specifications. 7. Finishing of Slabs: After screeding, bull floating and floating operations have been completed, apply final finish as indicated below, and as described in Specification Section 03300 of the Project Manual. A. B. C. D. Floor Slabs Ramps, Stairs Sidewalks Surfaces to Receive Topping Slab Surfaces to receive thick set mortar beds or similar cementitious materials Hard Trowel Finish Broom Finish None -Float Finish None -Float Finish 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 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. 8. Finishing of Formed Surfaces: Finish formed surfaces as indicated below, and as described in Specification Section 03300 of the Project Manual. A. Sides of Footings Pile Caps B. Sides of Grade Beams C. Surfaces not exposed to public view D. Surfaces exposed to public view LINTEL SCHEDULE 1. 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. A) Brick: Masonry Opening Angle Size Upto5' -0" L4x4x5/16 5-1" to 7'-0" L6 x 4 x 5/16 Over 7'-1" L7 x 4 x 3/8 All angles are LLV (long leg vertical) unless noted otherwise. Provide 1" bearing per foot of span each end, min. 8 Rough Form Finish Rough Form Finish Rough Form Finish Smooth Form Finish 9. The Contractor shall consult with the Engineer 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. 10. 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 columns 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. 11. Where vinyl composition tile, thin -set epoxy terrazzo, or other similar material is the specified finish floor material, the Contractor shall coordinate the location of control /contraction and construction joints with the finished floor contractor. Submit a dimensioned plan showing joint locations and proposed sequence of floor pours. 12. See 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. 13. 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 Divison 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 elastomeric 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, then fill in accordance with the manufacturer's recommendations. 14. 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. WOOD STRUCTURAL DATA 1. All interior exterior wall studs shall be #2 Spruce Pine Fir Northern per N.L.G.A. or better: Fb 875 psi Ft 450 psi Fv 70 psi Fc (PER) 425 psi Fc (PAR) 1,150 psi E 1,400,000 psi 2. All rafters, ceiling joists, ridge and valley boards, headers and misc. blocking shall be #2 Hem -Fir, or better: (alternate: Southern Yellow Pine). Fb Ft Fv Fc I Fc I E PER PAR 1,000 psi 575 psi 75 psi 370 psi 1,450 psi 1,600,000 psi 3. All laminated veneer lumber (L.V.L.) shall be manufactured by Trus -Joist McMillan, Alpine Structures, Inc., Or Mitek Wood Products: Fb 2,900 psi Fv 285 psi E 2,000,000 psi NOTES: 1. Refer to specifications for additional information. 2. Alternate grades and species may be proposed. Any substitution must be approved in writing by the architect engineer. 3. Allowable stresses for dimensional lumber listed above are for 2' -4" thick x 2" wider. Size adjustment factors (Cf), repetitive member factor (Cr), duration of load factor (Cd), etc. have been applied in the design of structural elements. PLYWOOD SHEATHING NOTES 1. All plywood construction shall be in accordance with the American Plywood Association (APA) specifications. 2. All roof panel sheathing shall be 19/32" Exposure 1 APA -rated sheathing. Suitable edge support shall be provided by use of panel clips or blocking between framing unless otherwise noted. Connect roof sheathing with 8d common nails spaced 6" o..c. at supported edges and 12" o.c. at intermediate supports. 3. All wall panel sheathing shall be 7/16" Exposure 1 APA -rated sheathing, unless otherwise indicated. Connect wall sheathing with 8d common nails spaced 6" o.c. at supported panel edges and 12" o.c. at intermediate supports, unless otherwise noted. 4. Unless otherwise noted or shown, install plywood sheathing with the long dimension of the panel across supports and with panel continuous over two or more spans. Stagger panel end joints. Allow 1/8" spacing at panel ends and edges unless otherwise recommended by the sheathing manufacturer. 5. All nailing shall be carefully driven and not overdriven. The use of staples and pnuematic nail guns are prohibited from use. 6. Provide 2X blocking at unsupported panel edges as follows: Roofs and floors only where indicated on plans /sections. Walls only where indicated on plans /sections.