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HomeMy WebLinkAboutS401 - GENERAL NOTESDESIGN TABLE Model Building Code:2012 International Building Code Local Building Code:Indiana Building Code 2014 Model Code Standard:ASCE 7-10 Steel Standard:AISC 360-10 Steel Seismic Standard:AISC 341-10 Concrete Standard:ACI 318-11 Masonry Standard:ACI 530-11 Wood Standard:AITC/APA/NDS Current Ed. Risk Category:II Normal Risk ROOF DESIGN LOADS Dead Live Snow Main 17.0 psf 20.0 psf 20.0 psf Occupied 40.5 psf 60.0 psf 20.0 psf Retail 0.0 psf 0.0 psf FLOOR DESIGN LOADS Dead Live Partition Upper Apartments 32.0 psf 40.0 psf 15.0 psf Apartment Balconies 9.0 psf 60.0 psf Podium Apartments 147.5 psf 40.0 psf 15.0 psf Retail 77.0 psf 100.0 psf 20.0 psf Apartment Corridors 36.0 psf 100.0 psf 0.0 psf SOILS Spread Wall Improved Allow. Bearing Pressure, qa:7000 psf 7000 psf Soil Density, γt:125 pcf Minimum Foundation Bearing Depth:36 in (PATRIOT ENGINEERING GEOTECH REPORT DATED NOVEBMER 4, 2015, PROJECT NUMBER 1-15-0688) SLAB ON GRADE Compacted Fill Thickness:8 in Compaction Specification:100% Standard Proctor D-698 LATERAL EARTH PRESSURES Active:40 psf At-Rest:60 psf Passive:400 psf GROUNDWATER Design Elev. Below SOG:14.00 ft Saturated Soil Density:125 pcf DEEP FOUNDATIONS Type:Helical Piles ASD Capacity (Compression):70.00 k ASD Capacity (Tension):-20.00 k ASD Capacity (Lateral):0.00 k SNOW DESIGN CRITERIA Ground Snow Load, Pg:20 psf Flat Roof Snow Load, Pf:20 psf Importance Factor, Is:1.0 Exposure Factor, Ce:1.0 Partially Thermal Factor, Ct:1.0 Heated Warm Slope Factor, Cs:1.0 WIND DESIGN CRITERIA Ultimate Wind Speed, Vult:115 mph Design Wind Speed, VASD:90 mph Enclosure Class:Enclosed Internal Pressure Coefficient, GCpi:0.18 SEISMIC DESIGN CRITERIA Importance Factor, Ie:1.00 Mapped Spectral Response, SS:0.167 Mapped Spectral Response, S1:0.081 Site Class:C Design Spectral Response, SDS:0.134 Design Spectral Response, SD1:0.092 Seismic Design Category, SDC:B Overstrength Factor, Ω:3 Seismic Response Coefficient, CS:0.041 Response Modification Coeff., R:3 Unfactored Design Base Shear, V:4.1% W Analysis Procedure:ELFA Basic Seismic-Force-Resisting System:H. Steel Systems not Specifically Detailed for Seismic Resistance 1. Steel Systems, R=3 G1.Reactions and forces indicated are unfactored, Allowable Strength Design (ASD) loads. G2.If Drawings and specifications are in conflict, the most stringent restrictions and requirements shall govern. Contractor shall bring all discrepancies to the attention of the engineer immediately. G3.Verify all existing conditions prior to any construction or fabrication. If different than shown, noti fy engineer/architect immediately for modification of drawings. G4.All contractors are required to coordinate their work with all disciplines to avoid conflicts. The architectural, mechanical,electrical and plumbing aspects are not in the scope of these drawings. Therefore, all required materials and work may not be indicated. It is the contractor's responsibility to coordinate these drawings with all other construction documents. Refer to architectural drawings for all dimensions not shown on these drawings. Locations, sizes and numbers of all openings may not be completely indicated in the structural drawings. The respective contractor shal l verify their work with all other disciplines. G5.The contract documents represent the structure only . They do not indicate the method of construction. The contractor shall pr ovide all measures necessary to protect the structure during construction. Such measures shall include, but not limited to, bracing, shoring, underpinning, etc. the Engineer of Record is not responsible for the contractor's means, methods, techniques, sequences or safety procedures during construction. G6.Notes and details shall take precedence over general structural notes. Where no details or sections are shown, construction shall conform to similar work on the project. Typical sections and details may not be cut on the plans, but apply unless noted otherwise. G7.Provisions for future expansion: Vertical:None Horizontal:None GENERAL NOTES ES1.The actual existing structure configuration, member sizes, etc. has not been field verified. ES2.All existing structure indicated is for reference only. ES3.Field verify existing structure. If existing structure varies from configuration, sizes, etc. from drawings, notify engineer of record immediately. ES4.Existing structural information has been obtained from drawings prepared by McComas Engineering Inc, dated 01/01/2006. 010002 EXISTING STRUCTURE NOTES SSE1.A Specialty Structural Engineer (SSE), registered in the state of the project, shall be responsible for the structural design of the following products and systems comply ing with specific performance and design criteria indicated. 1. Steel Joists, joist girders, bridging and accessories. 2. Metal sheathing at upper apartment floors. 3. Structural Steel Connections, except as shown on drawings. AISC Option 2 (Detailer): Simple shear connections. AISC Option 3 (SSE): All other connections not shown. 4. Cold-Formed Steel CFS trusses, CFS girders, CFS bracing and accessories. 5. Cold-Formed Steel CFS wall studs, CFS floor joists, CFS beams and accessories. 6. CFS Hold down and CFS Shear wall design 7. Precast Prestressed Concrete elements and accessories. 014000 DELEGATED DESIGN G1.All shoring shall be in place before demolition begins. G2.It is the Contractor's responsibility to select the appropriate shoring system for the loads and work indicated. G3.Reactions and forces indicated for shoring are actual, working loads. G4.If Drawings and specifications are in conflict, the most stringent restrictions and requirements shall govern. Contractor shall bring all discrepancies to the attention of the engineer immediately. G5.Verify all existing conditions prior to any demolition, construction or fabrication. If different than shown, notify engineer/architect immediately for modification of drawings. G6.All contractors are required to coordinate their work with all disciplines to avoid conflicts. The architectural, mechanical, electrical and plumbing aspects are not in the scope of these drawings. Therefore, all required materials and work may not be indicated. It is the contractor's responsibility to coordinate these drawings with all other construction documents. Refer to architectural drawings for all dimensions not shown on these dr awings. Locations, sizes and numbers of all openings may not be completely indicated in the structural drawings, the respective contractor shall verify their work with all other disciplines. G7.The contract documents represent the structure only. They do not indicate the method of demolition, shoring or construction. The contractor shall provide all measures necessary to protect the structure during demolition and construction. The Engineer of Record is not responsible for the contractor's means, methods, techniques, sequences or safety procedures during construction. 017900 DEMOLITION NOTES SF1.Soil to be stripped, compacted and tested in accordance with the recommendations of the soils engineer and project specifications. SF2.Footings shall be placed on firm, undisturbed soil or on engineered fill. Engineered Fill: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 2940; with at least 90 percent passing a 1-1/2-inch sieve and not more than 12 percent passing a No. 200 sieve. SF3.Slabs shall be placed on compacted, free-draining, frost-free drainage course. Drainage Course: Narrowly graded mixture of washed crushed stone, or crushed or uncrushed gravel; ASTM D 448; coarse-aggregate grading Size 57; with 100 percent passing a 1-1/2-inch sieve and 0 to 5 percent passing a No. 8 sieve. All fill shall be compacted to a minimum dry density of 95% of the modified Proctor maximum dry density (ASTM- D1557), placed in 6" to 8" lifts. Pea gravel may not be used as fill. Utility trenches and excavations under the foundations or slabs shall meet the same requirements. See soils investigation report for further recommendations. SF4.Undercutting of the soil for foundation and/or slab placement may be required. These drawings do not indicate the entire scope of undercutting, fill or bad soil removal that may be required to attain the design soil bearing pressures. It is the responsibility of the contractor to obtain a soils investigation report, before bidding, to assess the extent of excavation and compaction that may be required to meet the design criteria. The contractor shall retain the services of a soils engineer to monitor all backfilling operations and to inspect footing bearing material. A report certified by the soils engineer shall be furnished to the architect/engineer verifying that all foundations were placed on a material capable of sustaining the design bearing pressures. SF5.If dewatering is required, sumps shall not be placed within the foundation excavation. SF6.Maintain a maximum slope between adjacent footing bearing elevations of 2 horizontal to 1 vertical. Maintain a 2 horizontal to 1 vertical slope next to existing foundations to avoid undermining foundations. SF7.No horizontal joints are permitted in any foundation. Vertical joints are permitted only in wall footings. SF8.Shallow foundations may be earth-formed where the excavation permits. If earth-forming is used, add 2" to the width and length of all foundations. SF9.The bottom of all foundations shall be a minimum of local frost depth below final grade. 020000 SHALLOW FOUNDATION AND SLAB ON GRADE NOTES RC1.All concrete shall have the following 28 day compressive strengths: STRENGTH LOCATION 3000 psi-0% AE All foundations and footings 4000 psi-6% AE Exterior slabs, piers, walls, columns, grade beams and concrete exposed to freezing 4000 psi-0% AE Interior slabs, fill for metal deck and all other interior concrete RC2.All reinforcing shall conform to the following concrete cover: COVER LOCATION 3"Foundations & Footings: All surfaces; Exterior Slabs: Bottom; Grade Beams & Trench Footings: All surfaces; All concrete cast against soil 2"Exterior Walls, All Piers & All Pilasters: All surfaces; Exterior Slabs: Top; All exterior concrete 1 1/2"Interior beams, columns & walls: All surfaces; All concrete not exposed to weather or in contact with ground 3/4"Interior slabs & Walls RC3.Welded Wire Fabric (WWF) for slabs and fill for metal deck shall be placed in the upper-third of the slab or fill. See details. RC4.All reinforcing steel shall be detailed, supplied and placed in accordance with ACI 315, ACI 318 and CRSI MSP-1. RC5.All reinforcing steel shall be shop fabricated and, where applicable, shall be wired together and conform to ASTM A-615, Grade 60. RC6.Chamfer edges of exposed concrete 3/4", unless noted otherwise. RC7.Contractor shall make four, 6"x12" test cylinders for each 50 cubic yards of concrete poured for each days operation. Break 1 at 7 days, 2 at 28 days and retain spare. RC8.All welded wire fabric shall conform to ASTM A185, Fy(min) of 65 ksi. All welded wire fabric laps shal l be 8". RC9.All finished concrete, concrete formwork and falsework shall be in accordance with ACI 301. Contractor is solely responsible for the design and construction of all formwork, falsework and shoring. RC10.Provide sleeves for all openings in grade beams or walls to totally separate pipe from concrete. RC11.Foundations may be earth-formed where the excavation permits. If earth-forming is used, add 2" to the width, length & thickness of all foundations. RC12.Plastic Vapor Retarder: ASTM E 1745, Class A, not less than 10 mils (0.25 mm) thick, see specifications. Include manufacturer's recommended adhesive or pressure-sensitive joint tape. RC13.Fiber Reinforcement, if indicated on drawings, shal l be 100% virgin polypropylene in collated, fibrill ated form, complying with ASTM C 1116, minimum length of 3/4". Minimum dosage = 1.5 pounds per cubic yard. RC14.Adhesive Anchors and Adhesives Used for Reinforcing Anchorage: 1.The adhesive anchor system used for post-installed anchorage to concrete shall conform to the requirements of the most recently published ACI 355.4. 2.Adhesive anchors indicated are the Basis -of-Design. Approved equal meeting ACI 355.4 is permitted. 3.Bulk-mixed adhesives are not permitted. 4.Anchors shall be supplied as an entire system with manufacturer's recommendations adhered to. 5.Adhesive anchors shall be installed by qualified personnel trained to install adhesive anchors. 6.Installation of adhesive anchors horizontally or upwardly inclined shall be performed by personnel certified by the ACI/CRSI Adhesive Anchor Installer Certification program. 7.Adhesive anchors installed in horizontal or upwardl y inclined orientations shall be continuously inspected during installation by an inspector specially approved for that purpose. RC15.Bonding agent for bonding fresh concrete to hardened concrete: ASTM C 1059/C 1059M, Type II, nonredispersible, acrylic emulsion or styrene butadiene. 033000 CAST IN PLACE CONCRETE NOTES (Foundations, Slabs, & Walls) M1.Minimum 28 day compressive strength of concrete masonry units shall be 2800 p.s.i. based on net area of the unit. Specified design compressive strength of masonry shall be f'm = 2000 p.s.i. All units for exterior walls, load-bearing walls and shear walls shall be normal weight block. M2.All mortar shall be Type S. No admixtures may used unless approved by architect/engineer. Mortar shall not be used for grouting cores or filling bond beams. M3.All block shall be laid in a running bond pattern. M4.Course grout shall be used were grouting is required. Slump shall be 8" +/-1". Minimum grout compressive strength shall be 3000 p.s.i. M5.All reinforcing shall be ASTM A615 Grade 60 (Fy=60 ksi). Lap all reinforcing a minimum of 48 bar diameters. M6.Center vertical reinforcing in block cores, unless noted otherwise. M7.See architectural and specifications for all control joint locations. Reinforcing in bond beams shall be discontinuous at control joints. M8.Provide ladder type horizontal joint reinforcement at 16" o.c. Side rods and cross rods shall be #9 wi re, galvanized, see specifications. Cut joint reinforcement at control joints. M9.Provide "L" bars at all bond beam corners as required. M10.Fill cores of block solid with grout two full courses below the bearing of all beams or lintels supported on masonry. M11.All attachments to block shall be made with Hilti H LC 1/2" diameter x 3" sleeve anchors, unless noted otherwise. Anchors shall be installed per manufacturer's recommendations. M12.See typical schedules for masonry and steel lintels not indicated on plans. M13.All masonry units below grade to be grouted solid. M14.Provide ties to all structural steel. M15.All interior, non-load bearing masonry walls over 12'-0" high, shall be supported on thickened slab as per typical detail. Wall vertical reinforcing shall be #5 @ 48" OC full height. Unless noted otherwise. M16.All cores with reinforcing steel shall be grouted solid, full height of wall. 042000 MASONRY AND REINFORCED MASONRY NOTES M1.All attachments to masonry shall be made with Hilti anchors as scheduled below unless noted otherwise. Anchors shall be installed per manufacturer's recommendations. M2.At steel connections to masonry construction, provide the following hole diameters in steel elements to accommodate field tolerances: 1/2" anchors: 9/16" dia std, 13/16" dia w/ 1/4"x2"x2" weld washer where noted. 3/4" anchors:13/16" dia std, 1" dia w/ 3/8"x3"x3" w eld washers where noted. M3.Where weld washers are indicated, do not weld until epoxy adhesives have fully cured. Do not apply exc essive heat which may adversely affect epoxy adhesives. Weld two opposite edges of weld washer typically with 3/16" fillet weld. M4 Type 1-A: Grout Filled Concrete Block. 3/4"x6 5/8" embedment HIT, or A36 threaded rod, sec ured with Hilti HY200 epoxy. Design values: 3740lb T, 2020lb V. Type 1-B:Hollow Concrete Block (NW or LW). 1/2"x2"embedment Hilti HIT-A rod w/screen tube and Hilti HY20 epoxy. Design values: 525lb T, 1230 lb V. Type 1-C:Hollow Concrete Block Through-bolt. 3/4"x8" or 13" Hilti HIT, or A36 threaded rod, w/ H ilti HY20 epoxy, screen tube, steel sleeve, 3/8"x6"x6" plate washer. Design values: 1400lb T, 1800lb V. Type 1-D:Grout Filled Concrete Block. 3/4"x4-3/4" embedment Hilti Kwik Bolt 3 expansion bolt. Design values: 1620 T, 3110 V (>16" from edges) M5.Type 2-A:Hollow Brick and Clay Tile. 1/2"x3-3/8" embedment Hilti HIT-A, or A36 threaded rod, w/ Hilti HY20 epoxy and screen tube. Design values: 775lb T, 1375lb V (Brick) 150lb T, 500lb V (Clay tile) Type 2-B:Hollow Brick and Clay Tile. 1/2"x3-3/8" embedment Hilti HIT-A, or A36 threaded rod, w/ Hilti HIT-I insert, Hilti HY20 epoxy, screen tube. Design values:1160lb T, 1635lb V (Hollow Brick) 185lb T, 500lb V (Clay Tile) Type 2-C:Multiwythe Brick through-bolt. 3/4"x8"embedment Hilti HIT, or A36 threaded rod, w/ Hilti HY20 epoxy, screen tube, steel sleeve, 3/8"x 6"x6" plate washer. Design values: 1400lb T, 1800lb V. Type 2-D: Multiwythe Brick, voided wythes. 3/4"x8"embedment Hilti HIT, or A36 threaded rod, w/ Hilti HY20 epoxy, screen tube, steel sleeve. Design values: 800lb T, 1400lb V. 042001 MASONRY ANCHORAGE NOTES SS1. All structural steel shall conform to the following: W Shapes ASTM A992, Grade 50. Angles, Channels, Plates, Bars ASTM A36 (Fy=36 ksi) HSS Tubes ASTM A500, Grade C (Fy=50 ksi) HSS Pipes ASTM A500, Grade C (Fy=46 ksi) Anchor Rods ASTM F1554, Grade 36 SS2. All steel shall be detailed, fabricated and erected in accordance with: AISC 360 "Specification for Structural Steel Buildings", Allowable Strength Design (ASD) AISC 303 "Code of Standard Practice" SS3. If beam reaction is not indicated, design connection for minimum 15 k reaction. SS4 All bolted connections shall be made with 3/4" diameter, A325 bolts with nuts and washers, unless otherwise noted. All connections shall be shear bearing connections tightened to snug-tight condition, unless otherwise noted. SS5. All shop and field welds shall be made using E70 electrodes or equivalent. SS6. All headed concrete anchors shall be ASTM A108 (Fy=50 ksi), 3/4" diameter x 1" less than slab thickness after welding, unless noted otherwise. SS7. Steel fabricator shall obtain the size and location of all openings for grilles, louvers, etc. before proceeding with the fabrication and erection of any required frames. SS8. Provide Heckman #129 and #130 channel slot and channel slot anchors at all columns that abut masonry walls, unless noted. SS9. Provide temporary bracing of the structure until all permanent lateral support is in place. SS10. RD = Roof Drain location. Provide steel frame for drains. See other drawings for actual drain type, number, size, etc. Coordinate with drain contractor. SS11. Structure and Erection Stability: During erection, the structure is a non-self-supporting system. Temporary erection bracing is required. The entire roof and/or floor decking materials must be fully erected and connected to the supporting structure before temporary erection bracing is removed. Base plates and anchor rods are not designed as self-supporting. Base plates must be grouted before any material, other than structural steel and metal deck, are placed or erected. SS12. Baseplates: Leveling plates or double leveling nuts may be used to support baseplates. All baseplates shall be promptly grouted upon installation or completion of the steel frame. Baseplates and anchor rods are not designed to support any additional loading. 051200 STRUCTURAL STEEL NOTES CB1.All shear connectors, indicted as (x) on drawings, shall be ASTM A108, 3/4" diameter. Provide shear connector length of (slab thickness-1") after welding. All connectors shall be installed using a "stud gun". Shear connectors shall not be placed using "stick welding." CB2. Composite metal deck shall be furnished in minimum 3-span condition, where possible. All simple span conditions shall be shored for 14 days. CB2.See typical details for construction joints. Contractor shall have a conference with McComas Engineeri ng prior to construction of the floors. The contractor shall employ a testing agency to verify that shear connectors have been placed according to the drawings and that the welds are in conformance with the design. The fabricator shall submit shop drawings detailing the placement of the shear connectors. CB3.Where no camber is designated, erect beam with mill camber up. CB4.See typical details for stud placement. CB5.All composite beam reactions given on drawings are unfactored and are actual reactions. CB6.Composite beam design is based on AISC 360 "ALLOWABLE STRENGTH DESIGN FOR STRUCTURAL STEEL BUILDINGS" and AISC 303 "CODE OF STANDARD PRACTICE", Thirteenth Edition. CB7.Do not prime paint top of beam flanges that recieve studs. 051202 STEEL COMPOSITE BEAMS NOTES MD1.All metal deck material, fabrication and installation shall conform to Steel Deck Institute "SDI SPECIFICATIONS AND COMMENTARY" and "CODE OF RECOMMENDED STANDARD PRACTICE", Current edition, unless noted. MD2.FASTENING DECK 1. Roof deck shall be welded using 5/8" diameter puddle welds, 36/4 pattern with (1) # 10 TEK sidelap fastener unless otherwise shown in typical detail or indicated on drawings. 2. Floor deck shall be welded using 3/4" diameter puddle welds, 36/4 pattern unless otherwise shown in typical detail or indicated on drawings MD3.Provide TS 2 1/2x 2 1/2x 1/8 deck support, field welded to joist or beam at all deck span changes. MD4.Provide L3x3x1/4 deck support at all columns where required, unless noted. MD5.Provide 20 gauge cover plate at all roof deck span changes. MD6.Provide L3x3x1/4 at all unsupported edges of deck and around roof perimeter, unless otherwise noted. MD7.All deck shall be provided in a minimum of 3-span lengths where possible. 053100 STEEL DECK NOTES SF1.All light gage, cold formed steel (CFS) members shall conform to the following unless otherwise indicated on drawings, and AISI S100 current edition: TYPE SIZE SPACING GRADE Exterior Wall Studs 600 S 162-54 16" oc, u.n.o.ST33H (33 ksi) Interior Load-Bearing Studs 600 S 162-54 16" oc, u.n.o.ST33H (33 ksi) SF2.All sheet steel shall comply with ASTM A1003. Coati ng shall be G90 galvanizing. SF3.Provide steel tracks complying with ASTM C955, thickness to match studs, 2" flange width. SF4.Provide 1/2" ASTM F1554, Grade 36 hooked anchor bol ts at all steel tracks, u.n.o. Anchor bolt spacing = 48" OC, u.n.o. Provide anchor bolt at 8" from the ends of all walls, u.n.o. SF5.All cold formed steel members shall comply with the requirements of the latest AISI Specification. SF6.Field welding is not permitted. Provide screwed connections. SF7.For all non-load bearing studs, provide deflection clips isolating the stud from the primary structure. SF8.Provide 5/8" plywood sheathing on outside face of all exterior wall studs. 054000 COLD FORMED STEEL FRAMING NOTES SM1.Modify soil bearing capacity using Rammed Aggregate Pier (RAP) techniques. SM2.Soil shall be modified to achieve the minimum allowable bearing capacity stated. SM3.See Gravity Column Reaction and Bracing Column Reaction tables for design reactions. If reactions are not indicated use spread footing size * allowable bearing pressure stated. SM4.Rammed Aggregate Piers shall be designed by approved contractor. 312010 SOIL MODIFICATION RAMMED AGGREGATE PIER NOTE S ACP1.EXISTING Capacities shown are ASD (working): Soils report by:Patriot Engineering, Inc Diameter:18 in Compression:240 k Tension:100 k Lateral:15 k 316330 AUGER CAST PILES NOTES SPP1.All piles/anchors shall meet or exceed the following minimum criteria, unless noted. Capacities shown are ASD (working): Soils report by: Patriot Engineering Compression:70 k Tension:-20 k Lateral:0 k Base bid length:25 ft below existing ground surface SPP2.All Helical piles and anchors shall have galvanized steel shafts. SPP3.All piles shall be designed and installed by a spec ialty engineer to provide the resistance indicated on the pile layout plan, or, as indicated above. Submit calculations for rev iew to the architect and engineer. SPP4.Contractor shall have a soils engineer on site to keep placement logs and verify pile capacities. All logs and reports shall be certified by the soils engineer and copies provided to the architect and engineer. SPP5.Extend helical piles and anchors into bottom of caps, grade beams, as shown in typical details. Provide manufacturers standard pile head suitable to transfer reactions. Notify EOR immediately if dimensions vary from size indicated. SPP6.Basis of Design Product: Pile spacing and anchorage based on the following: Manufacturer:A.B. Chance Shaft:SS 200 Bolts and Welds Match capacity of shaft and cap SPP7.All bolted connections field modified to field welded connections: See specifications for requirements . 316217 HELICAL PILE-ANCHOR NOTES SPC1.All lateral moment resisting frame connections are designed by SidePlate. SPC2.Refer to SidePlate drawing sheets for all project s pecific data and instructions for retrieving electr onic files. SPC3.Refer to structural plans and elevations for locations of SidePlate connections. SPC4.If conflicts occur between SidePlate and other connections, notify Engineer to discuss options for remedy. 051203 STRUCTURAL STEEL SIDEPLATE CONNECTION NOTES SF1.Delegated Design: All cold formed steel framing shall be by Specialty Structural Engineer (SSE), registered in the state of the project. The SSE shall be responsible for the structural design of all cold-formed-steel design, products and systems complying with specific performance and design criteria indicated SF2.All design and construction of cold formed steel shall comply with the contract documents, referenced codes, standards, notes, layouts and the applicable edition of the following American Iron and Steel Institute (AISI) documents, including all AISI referenced documents therein: S100 Specification S200 General Provisions S201 Product Data S210 Floor & Roof Systems S211 Wall Stud Design S213 Lateral Design with Supplement No. 1 S212 Header Design S214 Truss Design SF3.Unless noted otherwise, provide the following minimum member sizes, unless larger size or lesser spacing is required: TYPE SIZE Exterior Wall Studs 600 S 162-54 Interior Load-Bearing Studs 600 S 162-43 SF4.All members and systems shall conform to the following maximum movements: TYPE LIVE INDEX MAXIMUM Exterior Wall Studs L/600 1/2" Interior Wall Studs L/240 1/2" Exterior cantilevered parapets L/300 1/2" Floor trusses and joists L/480 1" Roof trusses and joists L/360 1 1/2" SF5.The most stringent requirements shall govern in conflicts between specified codes and standards. SF6.All products shall have four-part identification code which identifies size, style and material thickness of each member. SF7.All materials shall conform with ASTM A1003, structural grade 33 or structural grade 50. SF8.Corrosion protection for all materials shall comply with ASTM A653. Minimum, hot-dipped galvanized coating weight: Roof elements:G90. All other materials:G60. SF9.Provide factory punchouts in all wall studs where r equired. SF10.Provide standard color coding for all products. SF11.Provide 1/2" ASTM F1554, Grade 36 hooked anchor rods at all steel tracks, u.n.o. Anchor rod spacing = 48" OC, u.n.o. Provide anchor rods at 8" from the ends of all walls, u.n.o. SF12.For all non-load bearing studs, provide deflection clips isolating the stud from the primary structure. SF13.All track butt joints shall be anchored to a common structural element. SF14.Horizontal bracing of wall studs shall be provided at 6 feet on center maximum. SF15.Place joists and trusses directly over wall studs. SF16.Fastening of elements shall be self-drilling screws or welding of sufficient size to transfer required loads. All welding of galvanized steel shall be touched up with zinc-rich paint. Minimum thickness of material for welding is 54 mil. SF17.All screws shall be non-corrosive, No. 12-14 or larger. SF18.See architectural drawings for all non-structural stud requirements. SF19.All floor and roof trusses shall have a minimum flange width of 1 5/8". SF20.Floor and roof truss bottom chords shall be designed for 10 psf dead load, not in addition to design loading. SF19.Lateral Force Resisting System (LFRS) shall comply with forces indicated. Shearwalls shall be steel sheet straps. Coordinate shearwalls with holdowns and ties shown on wall framing plans. 054000 COLD FORMED STEEL FRAMING NOTES (Delegated Design)O'DONNELL & NACCARATO, INC.1717 EAST 116th STREET I SUITE 200 I CARMEL, IN 46032(317) 580-0402 I WWW.O-N.com I SS ROC PROFE.AI GNNIOLAE RERSASTATE OF 860325 NNID No.AENIR M I ED EG N TS E Y MOC DE c MEI 19126 Sheet Number: Sheet Title: Set Issue Date Last Revision Date: Drawn By: Sheet Issue Date Checked By: 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 RIG HT 2018 JAMES R. STUTZMAN, AIA, Carmel, Indiana. COPYRIGHT & OWNERSHIP OF DOCUMENTS Project Number: Engineer: PEDCOR DESIGN GROUP LLC Architecture / Project Management: 355 City Center Drive Carmel Indiana 46032 317.705.7979 (phone) 317.705.7980 (fax) M/O&N 7080.0001.00 By: Developer: Project:Project No. 7080.0001.00BUILDING SHELL BID PHASE III 11/24/21 No.Date Description GENERAL NOTES S401WREN BUILDING750 Veterans WayCarmel, IN 46032CONSTRUCTION DOCUMENTS KLS JRH 11/24/21 11/26/19 O/O OUT TO OUT OA OVERALL OC ON CENTER OD OUTSIDE DIAMETER OF OUTSIDE FACE OH OVER HEAD OPNG OPENING OPP OPPOSITE OPP HD OPPOSITE HAND OSB ORIENTED STRAND BOARD OSL OUTSTANDING LEG OVS OVERSIZE HOLE PAF POWDER ACTUATED FASTENER PC PRECAST PL PLATE PLF POUNDS PER LINEAR FOOT PLYWD PLYWOOD PNL PANEL PROJ PROJECTION PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PSL PARALLEL STRAND LUMBER PT PRESSURE TREATED PTN PARTITION R RADIUS RD ROOF DRAIN REF REFERENCE REINF REINFORCE(D) (ING) (MENT) REQ'D REQUIRED REV REVISION/REVISED RO ROUGH OPENING RRD ROOF RELIEF DRAIN RTN RETURN RTU ROOF TOP UNIT RW RETAINING WALL SCHED SCHEDULE SECT SECTION SHT SHEET SIM SIMILAR SJ SAWCUT JOINT SJI STEEL JOIST INSTITUTE SL SLOPED SPA SPACE(S) SPECS SPECIFICATIONS SQ SQUARE SS STAINLESS STEEL SSL SHORT SLOTTED HOLES STD STANDARD STIFF STIFFENERS STL STEEL STRUCT STRUCTURAL SYMM SYMMETRICAL T&B TOP AND BOTTOM T&G TONGUE AND GROOVE TB TIE BEAM TC TOP CHORD TCX TOP CHORD EXTENSION TEMP TEMPERATURE TF TRENCH FOOTING THK THICK THKS THICKENED SLAB THR'D THREADED TL TOTAL LOAD TOP'G TOPPING TRANS TRANSVERSE TYP TYPICAL UNO UNLESS NOTED OTHERWISE VERT VERTICAL VIF VERIFY IN FIELD w/WITH WD WOOD WO WINDOW OPENING (MASONRY) WP WORKING POINT WT WEIGHT WWF WELDED WIRE FABRIC ELEVATION TOP AND BOTTOM OF LIST T/"ELEVATION, TOP OF" B/"ELEVATION, BOTTOM OF" T/BB TOP OF BOND BEAM T/BM TOP OF BEAM T/CONC TOP OF CONCRETE T/F TOP OF FOOTING T/LDG TOP OF LEDGE T/MAS TOP OF MASONRY T/P TOP OF PIER T/SLAB TOP OF SLAB T/STL TOP OF STEEL T/W TOP OF WALL T/GB TOP OF GRADE BEAM T/CAIS TOP OF CAISSON B/PL BOTTOM OF PLATE B/F BOTTOM OF FOOTING SPECIAL CHARACTERS °DEGREE ±PLUS OR MINUS ELEVATION Ø DIAMETER AR ANCHOR RODS ABV ABOVE ACI AMERICAN CONCRETE INSTITUTE ADD'L ADDITIONAL ADH ADHESIVE ADJ ADJACENT AESS ARCHITECTURALLY EXPOSED STRUCTURAL STEEL AFF ABOVE FINISHED FLOOR AGGR AGGREGATE AHU AIR HANDLING UNIT AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION AISI AMERICAN IRON AND STEEL INSTITUTE ALUM ALUMINUM ALT ALTERNATE APPROX APPROXIMATE ARCH ARCHITECT ARCH'L ARCHITECTURAL ASTM AMERICAN SOCIETY OF TESTING MATERIALS AWS AMERICAN WELDING SOCIETY L ANGLE BAL BALANCE BB BOND BEAM B/B BACK TO BACK BC BOTTOM CHORD BD BOARD BLDG BUILDING BLK BLOCK BLW BELOW BM BEAM BOTT BOTTOM BP BEARING PLATE BRDG BRIDGING BRG BEARING BRK BRICK BS BOTH SIDES BSMT BASEMENT BTWN BETWEEN BUC BUILT UP COLUMN c CAMBER C/C CENTER TO CENTER CANT CANTILEVER CAIS CAISSON CFS COLD FORMED STEEL CJ CONTROL AND/OR CONSTRUCTION JOINT CL CENTERLINE CLR CLEAR CMU CONCRETE MASONRY UNIT COL COLUMN COORD COORDINATE COMP COMPACTED CONC CONCRETE CONN CONNECTION CONST CONSTRUCTION CONT CONTINUOUS CONTR CONTRACTOR CTR CENTER CTR'D CENTERED DIA DIAMETER DIAG DIAGONAL DIM DIMENSION DL DEAD LOAD DLT DEEP LEG TRACK DO DITTO DN DOWN DTL DETAIL DWG DRAWING DWL DOWEL EA EACH EE EACH END EF EACH FACE EJ EXPANSION JOINT ENG ENGINEER ELEV ELEVATION ELECT ELECTRICAL EOD EDGE OF DECK EOS EDGE OF SLAB EQ EQUAL EQUIV EQUIVALENT ES EACH SIDE EW EACH WAY EXIST EXISTING EXP EXPANSION EXT EXTERIOR F/FACE OF FD FLOOR DRAIN FDN FOUNDATION FIN FINISH FLR FLOOR FLG FLANGE FS FARSIDE FTG FOOTING GA GAUGE GALV GALVANIZED GB GRADE BEAM GC GENERAL CONTRACTOR GL GLULAM GR GRADE HC HOLLOW CORE HD HOLD DOWN HGT HEIGHT HI HIGH HK HOOK HORIZ HORIZONTAL HP HIGH POINT HS HEADED STUD HSS HOLLOW STRUCTURAL SECTION ID INSIDE DIAMETER IF INSIDE FACE INFO INFORMATION INT INTERIOR INV INVERT JST JOIST JT JOINT K KIP KO KNOCK OUT LB POUND LDG LEDGE LG LONG LL LIVE LOAD LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LNTL LINTEL LSL LONG SLOTTED HOLES LONG LONGITUDINAL LP LOW POINT LVL LAMINATED VENEER LUMBER MAS MASONRY MAT'L MATERIAL MAX MAXIMUM MBM METAL BUILDING MFR MCJ MASONRY CONTROL JT MECH MECHANICAL MEZZ MEZZANINE MFR MANUFACTURER MIN MINIMUM MISC MISCELLANEOUS MO MASONRY OPENING MOM MOMENT MSW MASONRY SHEAR WALL MSL MEAN SEA LEVEL MTL METAL NO NUMBER NS NEAR SIDE NTS NOT TO SCALE ABBREVIATIONS LIST