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Home My WebLink AboutS401 - 190204ABBREVIATIONS LIST AR ANCHOR RODS LNTL LINTEL ABV ABOVE LSL LONG SLOTTED HOLES ACI AMERICAN CONCRETE INSTITUTEONG LONGITUDINAL ADD'L ADDITIONAL LP LOW POINT All ADHESIVE LVL LAMINATED VENEER LUMBER ADJ ADJACENT MAS MASONRY AESS ARCHITECTURALLY EXPOSED MAT'L MATERIAL STRUCTURAL STEEL MAX MAXIMUM AFF ABOVE FINISHED FLOOR MBM METAL BUILDING MFR AGGR AGGREGATE MCJ MASONRY CONTROL JT AHU AIR HANDLING UNIT MECH MECHANICAL AISC AMERICAN INSTITUTE OF MEZZ MEZZANINE STEEL CONSTRUCTION MFR MANUFACTURER AISI AMERICAN IRON AND MIN MINIMUM STEEL INSTITUTE MISC MISCELLANEOUS ALUM ALUMINUM MO MASONRY OPENING ALT ALTERNATE MOM MOMENT APPROX APPROXIMATE MSW MASONRY SHEAR WALL ARCH ARCHITECT MCI MEAN SEA LEVEL ARCH'L ARCHITECTURAL MTL METAL ASTM AMERICAN SOCIETY OF NO NUMBER TESTING MATERIALS NS NEARSIDE AWS AMERICAN WELDING SOCIETY NTS NOT TO SCALE L ANGLE 010 OUT TO OUT BAL BALANCE CA OVERALL BB BOND BEAM OC ON CENTER BB BACK TO BACK OD OUTSI DE DIAMETER BC BOTTOM CHORD OF OUTSIDE FACE BD BOARD OH OVERHEAD BLDG BUILDING OPNG OPENING SICK BLOCK OPP OPPOSITE BLW BELOW OPP HD OPPOSITE HAND BM BEAM OSB ORIENTED STRAND BOARD BOTT BOTTOM OSL OUTSTANDING LEG BP BEARING PLATE OVS OVERSIZE HOLE BRDG BRIDGING PAF POWDER ACTUATED FASTENER BRG BEARING PC PRECAST BRK BRICK PL PLATE BS BOTH SIDES PLF POUNDS PER LINEAR FOOT BSMT BASEMENT PLYWD PLYWOOD BTWN BETWEEN PNL PANEL BUD BUILT UP COLUMN PROJ PROJECTION c CAMBER PSF POUNDS PER SQUARE FOOT GC CENTER TO CENTER PSI POUNDS PER SQUARE INCH CANT CANTILEVER PSL PARALLEL STRAND LUMBER CAIS CAISSON PT PRESSURE TREATED CFS COLD FORMED STEEL PTN PARTITION CJ CONTROLANDIOR R RADIUS CONSTRUCTION JOINT RD ROOF DRAIN CL CENTERLINE REF REFERENCE CLR CLEAR REINF REINFORCE(D) (ING) (MENT) CMU CONCRETE MASONRY UNIT REQD REQUIRED COL COLUMN REV REVISIONIREVISED CHORD COORDINATE RO ROUGH OPENING COMP COMPACTED RRD ROOF RELIEF DRAIN LONG CONCRETE RTN RETURN CONN CONNECTION RTU ROOF TOP UNIT CONST CONSTRUCTION RW RETAINING WALL CONT CONTINUOUS SCHED SCHEDULE CONTR CONTRACTOR SECT SECTION CTR CENTER BHT SHEET CTRD CENTERED SIM SIMILAR CIA DIAMETER SJ SAINCUT JOINT DIAG DIAGONAL SJI STEEL JOIST INSTITUTE DIM DIMENSION SL SLOPED OL DEAD LOAD SPA SPACE(S) DLT DEEP LEG TRACK SPECS SPECIFICATIONS DO DITTO SQ SQUARE DN DOWN SS STAINLESS STEEL DTL DETAIL SSL SHORT SLOTTED HOLES DWG DRAWING STD STANDARD CWL DOWEL STIFF STIFFENERS EA EACH STL STEEL EE EACH END STRICT STRUCTURAL EF EACHFACE SYMM SYMMETRICAL EJ EXPANSION JOINT T&B TOP AND BOTTOM END ENGINEER T&G TONGUE AND GROOVE ELEV ELEVATION TB TIE BEAM ELECT ELECTRICAL TC TOPCHORD EOD EDGE OF DECK TCX TOP CHORD EXTENSION EOS EDGE OF SLAB TEMP TEMPERATURE EQ EQUAL TF TRENCH FOOTING EQUIV EQUIVALENT THK THICK ES EACH SIDE THKS THICKENED SLAB EW EACH WAY THRD THREADED EXIST EXISTING TL TOTALLOAD EXP EXPANSION TOP'G TOPPING EXT EXTERIOR TRANS TRANSVERSE FI FACE OF TYP TYPICAL FD FLOOR DRAIN UNO UNLESS NOTED OTHERWISE FDN FOUNDATION VERT VERTICAL FIN FINISH VIF VERIFYINFIELD FUR FLOOR wl WITH FUG FLANGE WD WOOD FS FARSIDE WO WINDOWOPENING(MASONRY) FINE FOOTING WP WORKING POINT GA GAUGE VW WEIGHT GALV GALVANIZED WWF WELDED WIRE FABRIC GB GRADE BEAM GC GENERAL CONTRACTOR ELEVATION TOP AND B070M OF LIST GL GLULAM OR GRADE TI 'ELEVATION, TOP OF' HC HOLLOW CORE BI 'ELEVATION, BOTTOM OF' HD HOLD DOWN TIES TOP OF BOND BEAM HGT HEIGHT TIBM TOP OF BEAM HI HIGH TICONC TOP OF CONCRETE HK HOOK TIF TOP OF FOOTING HORIZ HORIZONTAL TILDE TOP OF LEDGE HP HIGH POINT TIMPS TOP OF MASONRY HS HEADED STUD TIP TOP OF PIER HSS HOLLOW STRUCTURAL SECTIONTBLAB TOP OF SLAB ID INSIDE DIAMETER TBTL TOP OF STEEL IF INSIDE FACE TAW TOP OF WALL INFO INFORMATION TIBB TOP OF GRADE BEAM INT INTERIOR TICAIS TOP OF CAISSON INV INVERT ERIC BOTTOM OF PLATE JST JOIST BIF BOTTOM OF FOOTING JT JOINT K KIP SPECIAL CHARACTERS KO KNOCKOUT LB POUND DEGREE LDG LEDGE t PLUS OR MINUS LG LONG ELEVATION LL LIVE LOAD 0 DIAMETER LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL SPK1. 'Support'= Hangers, brackets, etc ."Structure'= Building structure indicated on tlrawings. SPK2, It is the contractors responsibility to inform McComas Engineering of all sprinkler support locations, if not indicated on drawings, RELEASED FOR CONSTRUCTION Subject to compliance with all regulations of State and Local Codes City of Carmel DATE: 06/17/19 MD7, 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 5B' diameter puddle were, 3614 pattern with (1) # 10 TEK sidelap fastener unless otherwise shown in typical detail or indicated on drawings, 2. Floor deck shall be welded using N' diameter cuddle welds, 3614 pattern unless otherwise shown in typical detail or indicated on drawings MW. Provide TS 212x 212x 118 deck support, field welded to joist or beam at all deck span changes. MCA. Provide L3x3xll4 deck support at all columns where required, unless noted. MD5, Provide 20 gauge cover plate at all roof deck span changes. MOB. ProvideL3x3x114 at all unsupported etlges of deck and around roof perimeter, unless otherwise noted. MW. All deck shall be provided in a minimum of 3-span lengths where possible. PIA1. Except where indicated on the drawings, post -installed anchors shall consist of the Following anchor types. PIA2 Anchorage to concrete a. Adhesive anchors for cracked and uncracked concrete use: i. Hilti hit -fry 200 safe set system with the hiiti hit-z rod per icc esr-3707 ii. Hill hit-hy 200 safe set system with hilt hollow drill bit (teed or teyd) and vc 150800 vacuum (vc 150 or vc 300) system with hose threaded rod per icc esr-3187 iii. Hit hit -re 500 0 safe set system with hilti hollow drill bit Qectl or te-ytl) and vc 15CIWC vacuum (vc 150 or vc 300) with hose threaded had per icc esr-3814 iv, Hilti hit -re 500 v3 safe set system with hiiti roughening tool de-yrt) with hale threaded rod per icc esrd814 for diamond cored holes, h Medium duty mechanical anchors for cracked and moral concrete use: i. Hilti kwik bus ez and kw bus ez-1 screw anchors per icc esr$027 ii. Hilti kwik boh-tz expansion anchors per icc esr-1917 iii. Hilti kwik not 3 expansion anchors Uncricked concrete only) per icc esr-2302 c. Heavy duty mechanical anchors for cracked and uncacked concrete use: i. Hilti as undercut anchors per icc ear 1546 ii. Hill hi expansion anchors per icc esr 1545 d, Reber doweling into concrete i. Adhesive anchors for cracked and uorracked concrete use: 1. Hilt hit -fry 200 safe set system w o hilt i hollow drill bit (tecd or to-yrt) and vc 1501300 vacuum (W 150 or vc 300) system with continuously deformed most per icc esr-3107 2. Hilt hit-hy 500 v3 safe set system with hiiti hollow drill bit (tecd or a-yd) and vc 15NMO vacuum (vc 1SO or vc 300) system w o continuously deformed saber per icc esr-3814 3. Hilt hit -re 500 v3 safe set system with hilt i roughening tool de-yrt) with continuously deformed rebar per icc esr-3074 in diamond cored holes e. Anchorage to Sol id grouted masonry i. Adhesive anchors use: 1. HIL hit -fry 70 masonry adhesive anchoring system (icc pending). 2. Steel anchor element shall be hilt i hose continuously threaded rod or continuously deformed steel radar ii. Mechanical anchors use: 1. Hilt kwik bolt-3 expansion anchors per icc Sir 1385 f. Anchorage to hollow I multi-wythe masonry i. Adhesive anchors use: 1. Hilt hit-hy 70 masonry adhesive anchoring system per icc esr-Ko12. 2. Steel anchor element shall be hiiti hose continuously threaded had or continuously deformed steel rebar 3. The appropriate size screen Woe shall be used per adhesive manufacturers recommendation 061000 SAWN LUMBER NOTES Wf. Size,species and grade for sawn lumber shall be as follows. Al l lumber shall be gradesfamped: Design Design Aternate Alternate Size Species Grade Species Grade 2x4, 2x6 Spruce -Pine-Fir(SPF) No.1/No.2 Douglas Fir-Larch(North) No.1/No.2 2x0, 2x10, 2xl2 Southern Pine (SP) No. 1 Douglas Fir -Larch No & Better 4x4 and Larger Southern Pine (SP) No. 1 Douglas Fir -Larch No & Better W2. All mod, connections accessones, and erection shall be in conformance with the current edition of NFPA National Design Specification. W3. All connectors shall be Simpson Strung-Tie,galvanized, unless otherwise approved by the Engineer of Record. MIS All Potts, washers and nms shall be carbon steel, unless noted. Wis. All nails to be common type. W16. All sill plates shall be treated with preservative treatment. W7. All exterior lumber permanently exposed to weather shall be pressure -treated, WB. Attach all sill plates to studs with (4) Bd common nails (toenail) or (2)16d common nails (end nail). WS Attach all top plates to studs with (2)16d nails. W10. Comply with International Building Cape Table 2304.9. 1 for all fasteners not indicated, Wf 1. See Wood Framed Wall Schedule and Shear Wall Schedule for additional fastening requirements. W12. Piece double gists under all drill bearing walls. W13. Provide double lists and headers at all floor or roof openings exceed ing typical sheathing span. Provide single headers to support sheathing at edges of openings less than typical sheathing span. 061101 ENGINEERED WOOD NOTES EWi. All manufactured engineered mod listed as been designed using product data from Weyerhaeuser Corporation. Engineered wood members supplied by other manufacturers shal I meet or exceed the criteria for the designated Weyerhaeuser CDmDb ion product for the span,spacing, and loads indicated in the construction documents. EW2, All properties listed are for dry -use conditlons EW3. All connectors shall be manufacturer by Simpson Scrol ie Company. EW4. Contractor shall provide a complete installation of Manufactured engineered wood members, including but not limited to, all blocking, stiffeners, and similar items, EW5. Manufacturer engi neered mind shall be designed by the supplier to meet the project requirements indicated in the constructor documents. Layout and design of members shall be signed and sealed by an Engineer licensed to practice in the project state, and submitted to the Engineer of Record for review. EW6. All engineered mod shall be commercial grade. EMO All engineered mod permanently exposed to weather shall be pressure -treated, coated or sealed. Comply with manufactures recommendations. LVL7. Manufactured Laminated Veneer Lumber designated as LVL shall be supplied with the following minimum material propertiesfor 12'depths: Extreme Fiber Stress in Bending, Edgewise: 2,600 psi Extreme Fiber Stress in Shear, Horizontal: 285 psi Modulus of Elasticity, Edgewise: 1,900,000 psi PSL7. Manufactured Parallel Strand Lumber designated as PSL shall be supplied with the following minimum material properties, for 12'depths: Extreme Fiber Stress in Bending, Edgewise: 2,900 psi (Beam - 2.0E Parallam PSL) Extreme Fiber Stress in Bending, Edgewise: 2,400 psi (Column -1.BE Parallam PSL) Modulus of Elasticity, Edgewise: 2,000,000 psi (Beam 2.LEI Modulus of Elasticity, Edgewise: 1,800,000 psi (Column 1 BE) Extreme Fiber Stress in Shear, Horizontal: 290 psi (Beam) PSL2. For all PSL members permanently or partially exposed to exterior conditions, provide the fullmving: PSL Parallam Plus Service Level SL2 AWPA Use Category UC33 OWN Manufactured Word Open Web Trusses designated as Open Web Trusses shall be supplied to meet the minimum loading and depth requirements as indicated on the drawings, and the following: Floor Maximum Total Deflection Span 1360 Floor Maximum Live Deflection Span 1480 Roof Maximum Total Deflection Span 1240 Roof Maximum Live Deflection Span 1360 WTI. Shop -fabricated, meat-plate-conneetl wood roof trusses shall be assigned for the following gravity loads (allowable stress design), in addition to other loads indicated: Top Chord Dead & Top Chord Live See General Notes Bottom Chord Dead 10 psf (Local Load, not added to Top Chord) Wind: Net Uplift 15 psf Wind: On End Verticals 20 psf WT2. All bolts, washers and nuts shall be carbon steel. WT3. All trusses connector plates shall be galvanized. WT4. All trusses shall be soared at 24' o. c., unless noted otherwise. WTS. All standard, hip, valley,scissor, girder and other misttrusses a ad supplemental roof framing not shown, shall be designed and provided by the truss manufacturer and contractor. Truss manufacturer and contractor shall be responsible for the final truss layout. WT6. All truss layouts, profiles and configurations are conceptual Final layout and design shall be by truss manufacWrensupplier. MIT . Girder truss design load ing shall take into account add rural concentrated loads from other trusses. WTO, See architectural drawings for actual I mansions, roof overhangs, fascia heigfah, etc WT9. All connectors shall be Simpson Strong -Tie Company, galvanized . All connectors not shown on d rawings shall be tlesignetl by the truss manufacturer, except the following: Truss Wood to Wood Connections'. End of Single Truss to Double Top Plate: Al (5451b uplift 1351b shear) End of girder truss to perpendicular top plate: LGT2 2 ply girder truss(20501 b uplift) LGT3-SDS2,5 3-ply girder truss(3605b uplift) LGT4-SD53 4-ply girder truss(40601b uplift) End of girder truss to non -perpendicular top plate: MST12 Each side of girder truss Truss Wood to Masonry Connections: End of Single Girder Truss to Double Top Plate: Hi6-28(14701b uplift, Provide additional tiedowns it truss is wider than 3') 033000 CAST IN PLACE CONCRETE NOTES (Foundations. Slabs. &Walls RCi. All concrete shall have the following 28 day compressive strengths STRENGTH LOCATION 3000 psi-C%AE All foundations and footings 4000 psi6%AE Exterior slabs, piers, walls, columns, grade beams and concrete exposed to freezing 4000 psi-C%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 mil 2' Exterior Walls, All Piers&All Pilasters: All surfaces; Exterior Slabs: Top; All extedor concrete 1112' Interior beams, columns & walls: All surfaces; All concrete not exposed to weather or in contact with ground 314' Interior slabs &Walls RC3. Welded Wire FabrL(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 wAth ACI 315, ACI 318 and CRSI Mi RC5. All reinforcing steel shall be shop ISbricated and, where applicable, shall be wiretl together and conform an ASTM A-615, Grade60. RCS. Cha rater edges of exposed concrete 3l4', unless noted otherwise. RC7. Contractor shall make four,6'k12' test cylinders for each W cubic yards of concrete poured for each days operation. Break 1 at 7 days, 2 at 20 days and retain spare Fact All welded wire fabric shall conform an ASTM A185, Fy(min) of 65 ksi. All welded wire hard laps shall be 8'. RC9. All finished concrete, concrete formwork and ftsework shall be in accordance with ACI 301. Contactor is solely responsible for the design and constructor of all formwork, falsework and shoring, RC70. Providesleeves for all openings in gradebeams or walls to totally separate pipe from concrete. RC11. Foundations may be earth -formed where the excavation permits. If eaM-forming is used, add 2' to the width, length & thickness of all foundations. RC12. Plastic Vapor Better'. ASTM E 1745, Class A, not less than 10 mils C Z mm) thick, see specifications. Include manufacturer's recommended adhesive or pressure -sensitive joint tape. RC13, Fiber Reinforcement, if indicated on drawings, shall be 100% Nrgin polypropylene in collated, fibrillated form, complying with ASTM C 1116, minimum length of 3I4". Minimum tlosage =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 manufacturers recommendations adhered to. 5. Adhesive anchors shall be Installed by qualified personnel Tined to install adhesive anchors. 6. Installation of adhesive anchors horizontally or upwardly inclined shall be performed by personnel cors ed by the ACIICRSI Adhesive Anchor Installer Certification program. 7. Adhesive anchors installed in horizontal or upwardly 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 105WC 1 C59M, Type 11, nomedispersible, acrylic emulsion or styrene bummers PC7, Delegated Design: A Specurty StrucOral Engineer (SSE), reglatered In the state of the project, shall be responsible for the structural design of all precast concrete design, products and systems complying with specific performance and design I indicated. PC1. The minimum 28 day compressive strength of all precast elements shall be 5000 psi. PC2. Soo architectural drawings for all architectural finishes, textures, reveals, etc. All embeds may not be indicated on structural drawings, See other trade drawings for required embeds, PC3. Coordinate with Architectural, Mechanical, Electrical, Plumbing, Cosl plans for openings and penetrations to be cast into precast elements. PC4. The layout and arrangement of all precast elements is schematic in nature and is intended to show the scope of the precast system. The precast manufldureris responsible for the final layout, size, spacing etcof all precast elements and connections. PC5. Precast connections shown are schematic in nature. Final detail and design is the responsibility of the precast manufacturer. PC6. The precast manufacturer or erector is responsible for all temporary bracing that may be required until the lateral load resisting systems for the building are complete and has attained their design capacity. PC7. All precast elements shall be capable of supporting their win weight as well as specified loadings and reactions indicated, PCB. If applicable, camber all beam elements per PCI standards. PC9. HOLLOW CORE PLANK 1. Hollow core planks shall be designed for non -composite interaction with appall 2. Nominal width of planks shall be 4'-C'typical. 3. Manufacturer shall revew structural support conditions and report any requested modifications for supports or restraints to the FOR prior to submiWng HCP shop drawings, 4. Manufacturer is an pri bearing pads for HCP on structure. M1. Mini mum 28 day compressive strength of concrete masonry units shall be 2800 p a i. based on net area of the unit. Specified design compressive strength of masonry shall be Pm=2000 p.s.l. All units for exterior walls, (cad -bearing walls and shear walls shall be normal weight black. M2. All mortar shall be Type S. No admixtures may used unless approved by architectlengi near. Mortar shall not be used for grouting cores or filling bond beams. MIS All block shall be laid in a running bond patter. M4. Course grout shall be used were grouting is required. Slump shall be V N- 1'. Minimum grout compressive strength shall be 3000 psi, M5. All reinforcing shall be ASTM A615 Grade 60 (Fy-60 ksi). Lap all nenforang a minimum of 48 bar diameters. M6, Center vertical reinforcing in block cores, unless noted otherwise, M7. See achitectural and specifications for all control joint locations. Reinforcing in bond beams shall be discontinuous at control lints. M0, Provide ladder type horizontal joint reinforcement at 16"o,o. Side rods and cross rods shall be#9 wire, galvanized,see specifications. Cut joint reinforcement at control joints. M9. Pravda 1bars at all bond beam corners as required. M70, Fill cores of black solid with grout two full courses below the ban nng of all beams or lintels supported on masonry. M71. All attachments to block shall be made with Hilt HLC 12"diameter x Y sleeve anchors, unless noted otherwise. Anchors shall be installed per manufacturers recommendations. M12. See typal schedules for masonry and steel lintels not indicated on plans. M13, All masonry units below grade to be grouted solid. M14, Pmvide ties to all structural steel, M15. All intetlor,non -load bearing masonry walls war 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 Loth reinforcing steel shall be grated solid, full height of wall. 051200 STRUCTURAL STEEL NOTES 551. All structural steel shall conform to the following: W Shapes ASTM A992, Grade 50. Angles, Channels, Plates, Bare ASTM A36 (Fy-36 ks) HISS Tubes ASTM A500, Grade B (Fy=46 ksi) HSS Pipes ASTM AMC, Grade B (Fy-42 ksi) Anchor Rods ASTM F1554, Grade 36 SS2. All steel shall be detailed, fabricated and erected in accordance with: AISC 360'Speofication for Structural Steel Buildings', Allowable Strength Design (ASD) AISC 303 "Code of Standard Practice" SS3. If beam reaction is not indicated, tlesign connection for minimum 10 k reaction. SS4 All bolted connections shall be made with 3W diameter, A325 bolts with nuts and washers, unless otherwise noted. All connections shall be shear beanng connections tightened to snug -fig fat condition, unless otherwise noted, SS5. All shop and field were shall be made using E70 electrodes or equivalent. SS6. All headed concrete anchors shall be ASTM At 08(Fy=Wkd), 3W diameter 4" after welding, unless noted otherwise, SS7. Steel fabricator shall obain the size and location of all openings for gales, covers, etcbefore proceeding with the fabrication and erection of any required fames. SSO, PmvideHeckman #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. SS70, Structure Stability: The entire roof and/or floor decking materials must be fully erected and connected to the supporting steel before temporary, erection bral is removed SS71. RD= Roof Drain location. Provide steel fame Bur . See other drawings for actual drain type, number, size, etc. Coordinate with drain control SJI. Provide all joists, bridging and accessories for the complete erection of joists in accordance with the current Steel Joist Institute'STANDARD SPECIFICATIONS AND LOAD TABLES FOR OPEN WEB STEEL JOISTS AND JOIST GIRDERS"and Undemdters Laboratories "STANDARD, FIRE TESTS OF BUILDING CONSTRUCTION AND MATERIALS'. SJ2. Bridging shall be completely erected and lists aligned before any construction leads are placed on joists. SJ3. Do not weld bottom chord of joists to columns unless noted on drawings. SJ4. Install erection bolts at all joist girder to column and joist an column connections. SJ5. Where ballasted roofing is not shown on architectural drawings, provide uplift bridging at all joists as per "STANDARD SPECIFICATIONS AND LOAD TABLES FOR OPEN WEB STEEL JOISTS AND JOIST GIRDERS' for a net uplift load of 20 psf, unless noted or shown otherwise. GENERAL NOTES DESIGN TABLE Model Building Code. 312 International Building Code Local Building Cade: Indiana Building Cade 2014 Model Code Standard. ASCE 7-10 Steel Standard AISC 360-10 ASD Steel Seismic Standard: AISC 341-10 ASD Concrete Standard ACI 319-11 Masonry Standard: ACI 530-11 Wood Standard: AITGAPAINDS Current Ed. Risk Category: II Normal Risk ROOF DESIGN LOADS Dead Live Snow Main a3.0 psf a3.0 psf 20.0 psf Gym 20.0 psf 20.0 psf 20.0 psf FLOOR DESIGN LOADS Dead Live Paoton Floor 67.0 psf SOILS Spread Wall Allowable Bearing Pressure, qa: 2000 psf 2000 psf Sod Density, yC 120 par Minimum Foundation Bearing Depth: N in SLAB ON GRADE Computed Fill Thickness: 6 in Compaction Specification: 95% Modified Proctor D-1557 SNOW DESIGN CRITERIA Ground Snow Load, Pic 20 psf Flat Roof Snow Lead, Pf: 2ll psf Importance Factor, Is: 1.0 Exposure Factor, Ce: 1,0 Partially Thermal Factor, CC 1.0 Heated Warm Slope Factor, Cs: 1.0 WIND DESIGN CRITERIA Ultimate Wind Speed, VulC 115 mph Design Wind Speed, VASD: 90 mph Enclosure Class: Enclosed Internal Pressure Coeffiuent, EDE: D.10 SEISMIC DESIGN CRITERIA Importance Factor, IS: 100 Mapped Spectral Response, SS: 0.187 Mapped Spectral Response, S1: 0.091 Site Class: D Design Spectral Response, SOS: 0.199 Design Spectral Response, SDI: 0.130 Seismic Design Category, SDG B Overstrength Factor, 0: 3 Seismic Response Coeffiaent, CS: 0.031 Response Modification Coeff., R: 6.5 Unfachred Design Base Shear, V: 3.1% W Analysis Procedure: ELFA Basic Seismic -Force -Resisting System: A. Bearing Wall Systems 15. Light -frame (wood) walls sheathed with wood structural panels rated for shear resistance G0. Reactions and forces indicated are unfactored, Allowable Strength Design( ASD) leads. 09. If Drawings and speafications are in conflict, the most stringent restrictions and requirements shall govern. Contractor shall bring all discrepan res to the attention of the engineer immediately. G10. Verity all existing conditions prior to any construction or fabricator If different than shown, notify engineerlarohitect immediately for modification of tlrawings. Bit All contradors are required to coordinate their work with all disciplines to amid 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 shall verify their work with all other disciplines, G12. The contract documents represent the structure only. They do not indicate the method of construction. The contractor shall provide all measures necessary to protect the structure during construction. Such measures shall include, but not limited tobracing, shoring, underpinning, eta, the Engineer Of Record Is not responsible for the contractors means, methods, techniques, sequences Or safety proced Loss during construction. G13. Notes and details shall take precedence over general structural notes. Where no details or sectors are shown, construction shall conform to similar work on the project Typical sectlons and details may not be cut on the plans, but apply unless noted otherwise, G14. Provisions for Wture expansion'. Vertical: None Horizontal: None ES1, The actual existing structure configuration, member sizes, eta has not been field verified, ES2. All existing structure indicated is for reference only. ES3. Field verity existing structureif existing structure varies tram configuration,sizes, etc from drawings, notify engineer of record immediately. 014000 DELEGATED DESIGN SSE1. A Specialty Structural Engineer (SSE), red !stereo In the state of the project, shall be responsible for the structural design of the following products and systems complying with specific performance and design criteria indicated, 1. Steel Joists, joist gliders, bridging and accessories. 2, Structural Steel Connections, except as shown on drawings. AISC Option 2 (Oetailerr Simple shear connections. AISC Option 3 (SSE): All other connections not shown. 3, Shop Fabricated Woad trusses, wood girders, woad bracing and accessories, 4. Precast Pres ossed Concrete elements and accessories. 020000 SHALLOW FOUNDATION AND SLAB ON GRADE NOTES SF1. Soil an be stripped, compacted and tested in accordance with the recommendations of the soils engineer and project speclfcatons. SF2. Footings shall beplaced on film, undisturbed soil or on engineered fill. Engineered Fill: Naturallyorahifiaally graded mixture of all or crashed gravel, crashed 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, freedraining,frost-free drainage course. Drainage Course:Narrowly graded mixture of washer crashed stone, or crushed or uncrushed gavel'. ASTM D 448; crime aggregate grading Size 57; with 100 percent passing a 1-1l2-inch sieve and 0 to 5 percent passing a No Sears Alfill 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 gavel may not be used as fill. Utility trenches and excavations under the foundations or slats shall meet the same requirements, See soils investigator 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 beating 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 architectlengineer vedtying 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 l vertical Maintain 2 honz00tal to 1 vertical slope not to existing foundations t0 avoid undermining foundations. SF7, No horizontal joints are permitted in any foundation. Vertical joints are permitted only in wall footings, SFB. Shallow foundamns may be eaM-formed where the excavation permitsif earth -forming is used, add 2'h the width and length of all foundations. SF9. The bottom of all foundations shad l be a minimum of local frost depth below final grade. CURRAN ARCRITEOTRRE 6925 EAST 96TH ST., SUITE 105 INDIANAPOLIS, IN 46250 O :: 317. 288. 0681 F :: 317. 288. 0753 McCOMAS ENGINEERING Structural Engineers 1717 East 1 l6th Street, Suite 200 Carmel, Indiana 46032 317-580-0402 Www,mccomaseng.com MEI 18263 No. 860325 STATE Be THIS DRAWING AND THE IDEAS. DESIGNS AND CONCEPTS CONTAINED HEREIN ARE THE EXCLUSIVE INTELLECTUCAL PFC>P Y OF CURRAN ARCHITECTURE. AND ^RF NOT TO BE USED OR REPRCIT) O. WHOLE OR IN PART. WrHOLIT T N CONSFNT DF CURRAN ARCHITECTUi c®PrRICFIT 2013. cLri .sac HITECTURE PROJECT INFORMP PLAYSCHOOL A-F LEGACY GYM ADDITION 14454 COMMUNITY DRIVE CARMEL, INDIANA 46032 REVIEW SET 11.16.18 BID SET 11,26.18 PERMIT SET 02.04.19 S401 18263-MEI