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HomeMy WebLinkAboutS001 Structural Notes & SchedulesCOORDINATION 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. GENERAL 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. D. Pre-Manufactured Wood Truss and Wall Panel Systems. Cold-Formed Steel Framing Systems.E. 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. 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. 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: A) Steel Stairs. B) Cold-Formed Steel Framing. C) Prefabricated Wood Trusses. E) Glue-Laminated Wood Arches, Trusses & Framing 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: D) Prefabricated Wood Wall Panels. DESIGN CRITERIA 1.DESIGN STANDARDS: The intended design standards and/or criteria are as follows: a. Private Rooms & Corridors 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) 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) A. Residential Multifamily Dwellings 40 ---- b. Public Rooms & Corridors 100 ---- B. Stairs & Exits 1.All Other 100 300 on A=4 sq. in. 4.COLLATERAL LOAD BEANEATH THE PODIUM: 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. Reference the Wood Truss Notes for Loads. 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 Exposure Factor, Ce 1.0 Risk Category (IBC Table 1604.5) II Snow Importance Factor, Is 1.00 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. 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 on an area not to exceed 1 square foot not superimposed with those of handrail assemblies. Balusters, Fillers, Etc. 8. LATERAL LOADS: Lateral loads were computed using the following criteria: A. Wind Load Wind Exposure Category B Risk Category (IBC Table 1604.5)II Internal Pressure Coefficient, GCpi ± 0.18 B. Seismic Load Seismic Design Category, SDC B Site Classification B Risk Category (IBC Table 1604.5) II Seismic Importance Factor, Ie 1.00 Analysis Procedure Equivalent Lateral Force Response Modification Coefficient, R 9.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. Ultimate Design Wind Speed, Vult 115 MPH Nominal Design Wind Speed, Vasd 89 MPH Design Spectral Response Acceleration, Sds 0.094g Design Spectral Response Acceleration, Sd1 0.074g Mapped Spectral Response Acceleration, Ss 0.0117g Mapped Spectral Response Acceleration, S1 0.065g Seismic Response Coeff., Cs 0.019 Base Seismic Force-Resisting System (ASCE 7-10, Table 12.2-1) Ordinary Reinforced Concrete Shear Walls 5.0 [Note #1] Low Slope Minimum Snow Load, Pm 20 PSF Analysis Procedure Equivalent Lateral Force Response Modification Coefficient, R Seismic Response Coeff., Cs 0.014 Base Seismic Force-Resisting System (ASCE 7-10, Table 12.2-1) Light Frame Wood Walls With Wood Structural Shear Panels 6.5 ANCHORED MASONRY VENEER 1. Reference architectural drawings and specifications for additional masonry veneer notes and/or requirements. 2. Mortar shall comply with ASTM C 270, Type N. 3. Provide a minimum 1" air space between an anchored masonry veneer and any backing wall or wall sheathing. Reference Architectural Drawings for specific dimensions. 4. Masonry anchor minimum W1.7 (9 Gauge, MW11) adjustable wire anchors, Hot-dipped galvanized, two-piece per ASTM A-153, Class B-2. 5. Unless otherwise noted, provide minimum one veneer anchor per 2.67 FT² of wall area. Maximum vertical spacing is 18" o/c. maximum horizontal spacing is 32" o/c. 6. Every narrow anchored masonry veneer pilaster, such as those between openings or adjacent to expansion joints, shall have a minimum of (2) vertical columns of anchors to the backing wall. 7. Laying an anchored masonry veneer tight to penetrating elements such as cantilevered balcony beams, signage supports, sleeves, etc. is strictly prohibited. Allowance for the differential movement between the veneer and any veneer penetrations thru proper flashing and/or caulking details is essential and required. 8. Where a wood-framed stud wall backs up a non-structural anchored masonry veneer, ties must be fastened to the wood framing members using screws meeting the requirements of the tie manufacturer. Where the tie manufacturer allows the use of nails, ring shank nails must be used. Smooth shank nails may never be used to attach masonry ties to wood framing. Even if the tie manufacturer allows the use of nails, for brick over 30' in height, screws must be used to fasten ties to the wood framing for the full height of the veneer. Anchors must be attached to wood studs through the sheathing, not to the sheathing alone. 9. In accordance with ACI 530, anchored masonry veneer, that exceeds the 30' limit (38' at a gable) in height of the prescriptive requirements of ACI 530 6.2.2, has been designed in accordance with the Rational Method of ACI 530 6.2.1. Where the Rational Method of ACI 530 6.2.1 has been used, the following additional requirements apply: 9.1. Ties are to be a minimum 14 gauge adjustable wire anchors, hot-dipped galvanized, two-piece anchors that allow for a minimum 3" of vertical movement/adjustability. Install ties near bottom of slot to accommodate the combined effect of wood shrinkage and clay masonry expansion. 9.2. Ties are to be no more than 16" o/c vertically and 24" o/c horizontally with no more than two square of feet tributary area per tie. 9.3. All flashing and caulking details for doors and windows and all penetrations thru the veneer shall be done in a way that takes into consideration the differential movement between the shrinkage of the framing and the expansion of the anchored masonry veneer. For a backing of light wood framing, see the Wood Shrinkage Notes. 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 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 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 2,000 PSF and 1,600 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 Subsurface Investigation & Foundation Recommendation Report prepared by Patriot Engineering and Environmental, Inc., Project No. 1-15-0689, Dated April 30, 2021. 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 A185, 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: REINFORCED MASONRY NOTES 1.All construction of reinforced masonry walls to be in accordance with the Building Code Requirements for Concrete Masonry Structures (TMS 402ACI 530) and Commentary. A) f'm = 2000 PSI B) Maximum height of masonry lift: 5'-0" C) Maximum height of grout lift: 5'-0" D) See Specifications for additional masonry wall information. 2. CONCRETE BLOCK: Minimum compressive test strength on the net cross-sectional area: 2800 PSI. 3. MORTAR: Type S required. 4. GROUT: ASTM C476, 3000 PSI with a slump of 8" min. and 10" max. All CMU to be fully grouted. 5.REINFORCING: fy = 60000 PSI with a min. lap of 48 bar diameters. As a minimum there shall be (1) #5 vertical @ 24" o.c. with additional bars at jambs of all openings. Add a #7 bar in each of the first (2) cells at all corners and wall ends of all CMU. 6. Reference plans and sections for atypical requirements. 7.Provide bond beams above and below all openings and at the top of all CMU walls U.N.O. Provide bond beams in each of the two courses immediately below each floor line. 8. TESTING/QUALITY ASSURANCE: Provide Level B Quality Assurance in accordance with ACI 530.1. MINIMUM COVER FOR REINFORCEMENT SUSPENDED SLABS AND JOISTS MINIMUM COVER TOP & BOTTOM BARS FOR DRY CONDITIONS: #11 BARS & SMALLER #14 & #18 BARS 3/4" 1 1/2" FORMED CONCRETE SURFACES EXPOSED TO EARTH, WATER, OR WEATHER, AND OVER OR IN CONTACT WITH SEWAGE AND FOR BOTTOMS BEARING ON WORK MAT, OR SLABS SUPPORTING EARTH COVER: #5 BARS & SMALLER #6 THROUGH #18 BARS 2" 1 1/2" BEAMS & COLUMNS, FORMED FOR DRY CONDITIONS: STIRRUPS, SPIRALS & TIES PRINCIPAL REINFORCEMENT 1 1/2" 2" EXPOSED TO EARTH, WATER, SEWAGE, OR WEATHER: STIRRUPS & TIES PRINCIPAL REINFORCEMENT 2" 2 1/2" WALLS FOR DRY CONDITIONS: #11 BARS & SMALLER #14 & #18 BARS 3/4" 1 1/2" FORMED CONCRETE SURFACES EXPOSED TO EARTH, WATER, SEWAGE, WEATHER, OR IN CONTACT WITH GROUND 2" FOOTINGS & BASE SLABS AT FORMED SURFACES & BOTTOMS BEARING ON CONCRETE WORK MAT 2" 3"AT UNFORMED SURFACES & BOTTOMS IN CONTACT WITH EARTH TOP OF FOOTINGS SAME AS SLABS OVER TOP OF PILES 2" CAST IN PLACE CONCRETE 1.Details of fabrication of reinforcement, handling and placing of the concrete, construction of forms and placement of reinforcement not otherwise covered by the Plans and Specifications, shall comply with the ACI Code requirements of the latest revised date. A. Floor Slabs 2.Cold weather concreting shall be in accordance with ACI 306. Cold weather is defined as a period when for more than 3 successive days the average daily air temperature drops below 40F and stays below 50F. The Contractor shall maintain a copy of this publication on site. 3.Hot weather concreting shall be in accordance with ACI 305. Hot weather is defined as any combination of the following conditions that tends to impair the quality of the freshly mixed or hardened concrete: high ambient temperature, high concrete temperature, low relative humidity, wind speed, or solar radiation The Contractor shall maintain a copy of this publication on site. 10.Unless specifically noted on the Plans, composite and non-composite supported slabs on metal deck, and supported cast-in-place concrete slabs do not require sawn control joints. 4.A certified Testing Agency shall be retained to perform industry standard testing including measurement of slump, air temperature, concrete cylinder testing, etc. to ensure conformance with the Contract Documents. Submit reports to Architect/Engineer. 5.Finishing of Slabs: After screeding, bull floating and floating operations have been completed, apply final finish as indicated below, and as described in the Division 3 Cast In Place Concrete Specification of the Project Manual. B. Ramps, Stairs, & Sidewalks 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 sealant specified in Division 7, or as follows: All slabs in industrial, manufacturing, or warehouse applications subject to wheeled traffic shall be filled with specified epoxy resin sealant, all other joints shall be filled with specified elastometric sealant. Defer filling of joints as long as possible, preferably a minimum of 4 to 6 weeks after the slab has been cured. Prior to filling, remove all debris from the slab joints, the fill in accordance with the manufacturer's recommendations. 12. Refer to the Architectural Drawings for locations and details of reveals (1" maximum depth) in exposed walls. 13.Refer to the Architectural Drawings for chamfer requirements for corners of concrete. Where not indicated, provide 3/4" chamfers on exposed corners of concrete, except those abutting masonry. 15.Sidewalks, drives, exterior retaining walls, and other site concrete are not indicated on the Structural Drawings. Refer to the Site/Civil and Architectural Drawings for locations, dimensions, elevations, jointing, and finish details. 9.Where vinyl composition tile, vinyl sheets goods, thin-set epoxy terrazzo, or other similar material is the specified finish floor material, the Contractor shall coordinate the locations of control/contraction and construction joints with the Finish Flooring Contractor. Submit a dimensioned plan showing joint locations and proposed sequence of floor pours. POST-INSTALLED DOWELS & ANCHOR BOLTS/RODS 1.All reinforcing steel and threaded rod anchors to be installed in a 2-part chemical anchoring system shall be treated as follows: A.Drill holes larger than bar or rod to be embedded. Coordinate hole diameter with Manufacturer's recommendations. B. Holes must be cleaned and prepared in accordance with Manufacturer's recommendations. C.When reinforcing steel is encountered during drilling for installation of anchors; stop drilling, use a sensor to locate the reinforcing in the surrounding area and install anchor(s) as close as possible to the original location. Contact the Structural Engineer of Record (SER) for direction when the revised location is more than 2" from the original location, or when the original function of the anchorage is significantly altered. When in doubt, contact the SER for direction. D. Drill the hole a minimum of 15 bar diameters or as shown on the plans. E. Use a 2-part adhesive anchoring system, Hilti HY-200, or approved equal. F. For anchorage into hollow substrate, use Hilti HY-70, or approved equal. G. Reinforcing steel dowels shall be ASTM A615, Grade 60, unless noted. H.Anchor rods shall be ISO 898 5.8 (Hilti HAS-E), unless noted. Provide finish as noted on the Drawings. If not noted, provide hot-dip galvanized finish for interior applications. Provide stainless steel finish for all exterior applications, unless noted. 2.When column anchor bolts have been omitted, or damaged by construction operations, the Contractor must obtain the written approval of the Structural Engineer of Record prior to repair or replacement. A.As a precaution, the affected column must be guyed and braced after repair for the balance of the erection period. B.As an alternate to guying and bracing, the Contractor may at his option, employ a testing agency to perform a tensile pull test to confirm the strength for the repaired or replaced anchor bolt. The tensile proof load must exceed 1.33 x the design load of the original anchor without causing distress of the anchor bolt or the surrounding concrete. Reference the following table for the minimum proof loads: 3/4" diameter: 11.6 kips 7/8" diameter: 16.0 kips 1" diameter: 20.9 kips Note: Values listed above are for ASTM F-1554, Grade 36 material. When higher grade or strength materials are specified, refer to the AISC Manual of Steel Construction for minimum allowable loads to be multiplied by 1.33. C.When affected anchor bolts are part of a fixed moment resisting column base, such as those in moment-resisting space frames, canopies, or fixed-base installations, the repaired anchor bolts must be proof-loaded, or the affected column footing and/or pier replaced in its entirety. D.When affected anchor bolts are 1-1/8" diameter or larger, the affected column footing and/or pier must be replaced in its entirety. E.When affected anchor bolts are part of a braced frame the affected column footing and/or pier must be replaced in its entirety. F.Prior to erection, the controlling Contractor must provide written notification to the Steel Erector if there has been a repair, replacement or modification of the anchor bolts for that column. 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 1. CONCRETE MIX CLASSES FOOTINGS, FOUNDATION WALLS, PIERS, & GRADE BEAMS 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" 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" BUILDING FRAME MEMBERS & WALLS COMPRESSIVE STRENGTH 5000 PSI MINIMUM CEMENTITIOUS MATERIAL CONTENT 564 LB/CU YD AIR CONTENT 0 - 3 PERCENT WATER-REDUCING ADMIXTURE HIGH RANGE REQ'D. SLUMP 5" TO 8" BUILDING COLUMNS, WHERE NOTED COMPRESSIVE STRENGTH 6000 PSI MINIMUM CEMENTITIOUS MATERIAL CONTENT 705 LB/CU YD AIR CONTENT 0 - 3 PERCENT WATER-REDUCING ADMIXTURE HIGH RANGE REQ'D. SLUMP 5" TO 8" 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. 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.SLAG CEMENT MAY BE USED AS A SUBSTITUTE FOR PORTLAND CEMENT WITH A MAXIMUM 50% SUBSTITUTION RATE ON A POUND-PER-POUND BASIS WITH THE EXCEPTION OF CLASS E CONCRETE, WHICH SHALL BE LIMITED TO 30%. 6.WHEN SLAG CEMENT AND FLY ASH ARE USED IN THE SAME CONCRETE MIX, THE MAXIMUM SUBSTITUTION RATES SHALL COMPLY WITH THE FOLLOWING: PORTLAND CEMENT/SLAG/FLY ASH RATIO: CLASS E EXTERIOR CONCRETE 70% / 20% / 10% ALL OTHER CLASSES 50% / 30% / 20% 7.FOR CONCRETE TO BE CAST DURING COLD WEATHER, THE MAXIMUM SUBSTITUTION RATE FOR SLAG CEMENT SHALL BE 30%. IF SLAG CEMENT AND FLY ASH ARE USED IN THE SAME MIX, THE MAXIMUM SUBSTITUTION RATES SHALL COMPLY WITH A RATIO OF PORTLAND CEMENT/SLAG/FLY ASH OF 70% / 20% / 10%. 8.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. 9.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. STEEL EMBED SCHEDULE EP-1 EP-2 EMBED MARK EP-1 1. COORD. LOCATIONS AROUND PERIMTER W/ TENDON ANCHORAGES. 2. DIMENSIONED LAYOUT FOR HOLDDOWN EMBEDS WILL BE FURNISHED IN A FUTURE NOTES: PLATE/ANGLE SIZE NO. OF HAS STUDS 1½" DRAWING ISSUE. REMARKS 3. HEADED ANCHOR STUDS, DEFORMED BAR ANCHORS, ETC. SHALL BE AUTOMATICALLY END-WELDED USING NELSON STUD WELDING EQUIPMENT OR APPROVED EQUAL. HAND WELDING IS NOT ACCEPTABLE. ½x12x1'-0 (4) 1/2" DIA. x 8" EP-2 ¾x12x1'-8 (6) 3/4" DIA. x 8" 1½"9"1½" 1½"9" EP-1A 1½" 8½" 5½" 4½"9"1½" 1½" EP-1A ½x12x1'-4 (4) 1/2" DIA. x 8" 1½"1½"9"6"1½" 4½" COLD-FORMED (LIGHT GAUGE) METAL FRAMING NOTES 1.All cold-formed steel framing members, their design, fabrication, and erection shall conform to the "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS" of the latest edition of the AISI. A) Design Loads: Reference the Design Criteria Notes. 1.Wall Framing: Horizontal deflection of 1/240 of the wall height for walls with flexible finishes, e.g. metal siding, wood siding, EIFS, etc. 2.All framing members shall be formed from steel conforming to ASTM A653, with a minimum yield strength as follows: 3.All framing members shall be galvanized with a G60 coating meeting the requirements of ASTM A653, unless otherwise indicated. 12, 14 & 16 gauge members: Fy=50ksi Fy=33ksi 4.Members shall be the Manufacturer's standard 'C'-Shaped studs/joists of the size, flange width, and gauge indicated. All members shall have a minimum flange lip return of 1/2" and satisfy the minimum properties in accordance with the Steel Stud Manufacturers Association (SSMA). 5. The gauge of all tracks shall match the gauge of the associated stud or joist, unless otherwise noted. 6.All welding shall be in accordance with AWS Specification D1.3. No welding of members less than 14 gauge in thickness is permitted without the approval of the SER. All welding shall be performed by certified welders. All welds shall be touched up with zinc rich paint in accordance with ASTM A780. 7. Provide bridging for all load-bearing studs at a maximum spacing of 48" on center. 8.Provide bridging for all non load-bearing curtain wall studs at a maximum spacing of 54" o.c. Locate one row of bridging within 18" of the top track when a single deep-leg deflection track is utilized. 9.Provide bridging for joists and rafters at midspan and at a maximum spacing of 6'-0" o.c., unless noted otherwise. All bridging shall be installed prior to the application of any loading. Connect bridging to each member by clip angles, or other approved method per the Manufacturer's requirements. 10. Provide web stiffeners at joist and rafter bearings in accordance with the Manufacturer's requirements. 11.All axially-loaded studs shall have full bearing against the track web, prior to stud and track alignment. Splices in axially loaded studs are not permitted. 12.Provide the Manufacturer's standard track, clip angles, bracing, reinforcement, fasteners, and accessories as recommended by the Manufacturer for the application indicated and as needed to provide a complete framing system. Unless otherwise indicated, install the metal framing system in accordance with the Manufacturer's shop drawings, written instructions and recommendations. 13.Install supplementary framing, blocking, and bracing in metal framing system wherever walls or partitions are indicated to support fixtures, equipment, services, casework, heavy trim and furnishings, and similar work requiring attachment to the wall or partition. Where type of supplementary support is not otherwise indicated, comply with the stud manufacturer's recommendations and industry standards in each case, considering weight or loading resulting from the item supported. 14.All field-cutting of studs must be done by sawing or shearing. Torch-cutting of cold-formed members is not allowed. 15.No notching or coping of studs is allowed, unless explicitly shown on the design or shop drawings. All field-cut holes must be reinforced. 16.The Framing Contractor is to ensure punch out alignment when assembling lateral bracing/bridging and field-cutting studs to length. Lateral bracing/bridging must be installed at the time the wall is erected. 17. Temporary bracing shall be provided and remain in place until work is completely stabilized. 18. Use a minimum of three studs at the corners of all exterior walls. 19. Use a minimum of three studs at the intersections and corners of all load-bearing walls. 20.All headers and built-up beams must be constructed of UNPUNCHED material only. Install insulation in built-up exterior framing members, such as headers, sills, boxed joists, and multiple studs at openings, that are inaccessible on completion of framing work. 21.Shop drawings: Show layout, spacings, sizes, thicknesses, types of cold-formed metal framing, and fastening and anchorage details, including mechanical fasteners. Show reinforcing channels, opening framing, supplemental framing, strapping, bracing, bridging, splices, accessories, connection details, and attachment to adjoining work. 22.For cold-formed metal framing indicated to comply with design loads, include structural analysis data signed and sealed by the qualified professional engineer (SSE) responsible for their preparation. 23.Structural Performance: Provide cold-formed metal framing capable of withstanding design loads within limits and under conditions indicated. B)Deflection Limits: Design framing systems to withstand design loads without deflections greater than the following: 2.Wall Framing: Horizontal deflection of 1/360 of the wall height for walls with cementitious finishes, e.g. cement plaster. 3.Wall Framing: Horizontal deflection of 1/600 of the wall height for walls with masonry veneer finishes. 4.Floor Joist Framing: Vertical deflection of 1/480 of the span under live load. Limit deflection under total load (dead + live) to 1/360 of the span. 5.Roof Framing: Vertical deflection of 1/360 of the span under live/snow load. Limit deflection under total load (dead + live/snow) to 1/240 of the span. 24.Design framing systems to provide for movement of framing members without damage or overstressing, sheathing failure, undue strain on fasteners and anchors, or other detrimental effects when subject to an ambient temperature change of not less than 120 degrees F. 25.Design framing system to maintain clearances at openings, to allow for construction tolerances, and to accommodate live load deflection of primary building structure as follows: Upward and downward movement of 3/4 inch. 26.Design exterior non load-bearing curtain wall framing to accommodate horizontal deflection without regard for contribution or sheathing materials. B) 18, 20 gauge members: A) Engineer: By: Developer:WINDSOR BUILDING800 West Monon Green Blvd.Carmel, IN 46032COPYRIGHT & OWNERSHIP DOCUMENTS THIS DOCUMENT IS AN INSTRUMENT OF SERVICES AND IS THE SOLE PROPERTY OF THE ARCHITECT AND PEDCOR DESIGN GROUP, LLC. ALL INFORMATION CONTAINED HEREIN IS CONFIDENTIAL. ITS SUBMISSION AND DISTRIBUTION TO OTHER PARTIES IS NOT TO BE CONSTRUED AS PUBLICATION IN DEROGATION OF COMMON LAW COPYRIGHT, INTELLECTUAL PROPERTY RIGHTS OR OTHER RESERVED RIGHTS. ALL INFORMATION CONTAINED HEREIN CONSTITUTES THE ORIGINAL AND PUBLISHED WORK OF THE ARCHITECT, JAMES R. STUTZMAN, AND PEDCOR DESIGN GROUP, LLC. NO PART OR WHOLE OF THIS DESIGN, THESE DRAWINGS, OR THE RESULTING BUILDING OR BUILDINGS, OR PORTIONS OF THE RESULTING BUILDING OR BUILDINGS MAY BE DUPLICATED, COPIED, EXHIBITED, PHOTOGRAPHED, PUBLISHED, MODIFIED OR OTHERWISE DISTRIBUTED IN ANY WAY WITHOUT THE SPECIFIC AND PRIOR WRITTEN CONSENT OF THE ARCHITECT, JAMES R. STUTZMAN AND PEDCOR DESIGN GROUP, LLC. © COPY RIGHT 2018 JAMES R. STUTZMAN, AIA, Carmel, Indiana. Set Issue Date Sheet Issue Date Drawn By Checked By Sheet Title: Sheet Number: Revision ID Issue Date Issue Name 7/28/217/28/21 S001 STRUCTURAL NOTES & SCHEDULES BID PACKAGE 1 - FOUNDATIONS GARAGE AND PODIUM STRUCTURE