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Home My WebLink About06020015 Carmel Arts Building Structural Plans (18in x 13in reduce prints) issue date 3/10/06T :3. r4. a CT M Ia) N P-1. (D M Ca 5* CD CD =! 01 Cil COORDINATION WITH OTHER TRADES The Contractor shall coordinate and check all d'mensions relating to Architectural finishes, mechanical equipment and openings, elevator shafts and overrides, etc. and notify the Architect /Engineer of any discrepancies before proceeding with cry work in the area urder question. 2. The Structurcl Drewings shall be used in conjunction with the Dr-wings of all other disciplines and the Specifications. The Contractor shad verify the requirements of other trades es to sleeves, chases, hangers, inserts, anchors, hoies, and other items to be placed or set in the Structural Work. 3. There shall be no vertical or horizontal sleeves set, or holes cut or drilled in any beam or column unless it is shown on the Structural Drawings or approved in writing by the Engineer of Record. 4. Mechanical cnd electrical openings through supported slabs Ord walls, 8" diameter, or larger not shown on the Structural Drewings must be cpproved by the Engineer of Record. Openings less than 8" in diameter shall have et least 1' -0" clear between openings, unless approved in writing by the Engineer of Record. 5. Verify locations and dimensions of mechanical and electrical openings through supported slobs and walls shown on the Structural Drewings with the Mechanical and Electrical Contractors. 6. Do not install conduit in supported slabs, subs on grade, or concrete walls unless explicitely 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. 8. The Mechanical Contractor shall notify the Engineer of Record of any Mechanical Unit supported by the structure not shown on the Structural Drow'ngs, whose weight is greater than 500 lbs. 9. The Mechanical Contractor shell 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. 10. If drawings and specifications are in conflict, the most stringent restrictions crd requirements shall govern. GENERAL NOTES 1. The Contractor shall be responsible for complying with all safety precautions and regulations during the work. The Engineer will not advise on, nor issue direction as to safety precautions and programs. 2. The Structural Drawings herein represent the finished structure. The Contractor shall provide all temporary guying and bracing required to erect and hold the structure in proper alignment until all Structural Work cnd 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 Engineer shall not be responsible for the methods, techniques and sequences of procedures to perform the Work. The supervision of the Work is the sole responsibility of the Contractor. 4. Drawings indicate general and typical details of construction. Where conditions are not specifically shown, similar details of construction shall be used, subject to approval of the Engineer. 5. All structural systems which are to be composed of components to be field erected shall be supervised by the Supplier during manu- facturing, delivery, hcndlirg, storage, and erection in accordance with the Supplier's instructions Ord 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. S. Shop Drawings and other items shall be submitted to the Engineer for review prior to fabrication. All Shop Drewings shall be reviewed by the Contractor before submittal. The Engineers review is to be for conformance with the design concept and jeneral compliance with the relevant Contract Documents. The Engineers review does not relieve the Contractor of the sole responsibility to review, check, and coordinate the Shop Drawings prior to submission. The Contractor remairs solely responsible for errors and omissions associated with the preparation of Shop Drawings as they pertain to member sizes, details, dimensions, etc. 9. Submit Shop Drawings in the form of blueline /blackline prints (min. 2 sets/ max. 5 sets) and one reproducible blackline or sepia copy. In no case shall reproductions of the Contract Documents be used as shop drawings. As a minimum, submit the following items for review: A. Concrete Mix Design(s). B. Reinforcing Steel Shop Drawings. C. Structural Steel Shop Drawings. D. Steel Joists and Joist Girder Shop Drawings. E. Steel Deck Shop Drawings. F. Cold- Farmed (Light Gauge) Framing. 10. When calculations are included in the submittals for components of work designed end certified by a Specialty Structural Engineer, the review by the Structural Engineer of Record shall be for conformance with the relevant Contract Documents. The SER's review does not relieve the Specialty Structural Engineer from responsibility for the design of the their system(s) and the coordination with the elements of the structure under the certification of the Engineer of Record, or other Specialty Structural Engineers. The SER's review does not constitute a warranty of the accuracy or completeness of the Specialty Structural Engineer's design. 11. Contractors shall visit the site prior to bid to ascertain conditions which may adversely affect the work or cost thereof. 12. No structural member may be cut, notched; or otherwise reduced in strength without written direction from the Engineer of Record. 13. When modifications are proposed to structural elements under the design and certification of a Specialty Engineer, written authorization by the Specialty Engineer must be obtained and submitted to the Engineer of Record for rev ew, prior to performing the proposed modification. DESIGN CRITERIA . DESIGN STANDARDS: The intended des :gn standards and /or crier's are as follows: General The 2003 Indiana Bui!dirg Code Concrete ACI 318 Masonry ACI 530 Steel AISC Manual, AI'owcb'e Stress Design (ASD) Steel Joists /Girders Steel Joist Institute Steel Deck Steel Deck Institute Cold- Formed Metcl AISI -ASD All referenced standards and codes, as Weil as ASTM numbers ore for the latest editions of these publications, unless otherwise noted. 2. DEAD LOADS: Gravity Dead Loads used in the design of the structure ere as computed for the materials of construction incorporated into the bui ding, including but not limited to walls, floors, roofs, ceilings, stairways, bunt -in partitions, finishes, clodd'rg, and other similarly crchitecturcl and structural items, as well as mechanical, electrical end plumbing equipment Ord fixtures, crd material hcrdiirg and fixed service equipment, including the weight of crones. 3. LIVE LOADS: Gravity Live Loads used in the des'gr of the structure meet, or exceed the following table (iBC 2003, 1607.1): OCCUPANCY OR USE LN'FORM (PSF) CONCENTRATED (LES) Same as Occu- 1. Qecks panty Served 2. Corridors (expect es 100 - -- otherwise indicated) 3. Residential A. A'I Arecs except Ba ccI 40 - -- 4. Stairs & Exits A. Typical 100 300 on area of 4 sq. in. 5. Stores & Commercial Buildings A. Retail 1. First Floor 10C 1000 2. Upper Floors 75 1000 4. LIVE LOAD REDUCTION: Live load reductions in eccordence with !BC 1067.9, have been used with the following exceptions: A. Live loads for roof members have rot been reduced. 5. PARTITION ALLOWANCE: a uniform pertitior allowance of 20 PSF Inds been used to account for the load of all floors where partition locations are subject to change, unless the specified live load exceeds 80 PSF, se noted, a minimum u r., 'arm co u ate r I load 6. COLLATERAL LOAD. Unless otherwise ' of 10 PSF has been used to account for ductwork, ceilirgs, sprinklers, lighting, etc. The collateral load is in addition to the weight of rrechanical units, larger piping (greater than 4" diameter) and suspended fixtures or equipment that have been specifically accounted for in the design. H) Reirforcing steel dowels shall be ASTM A615, Grade 60, unless noted. 7. ROOF LIVE /SNOW LOADS: Gravity Live Locds used in the design of the roof structure meet or exceed the following table: 1) Anchor rods shall be ISO 898 5.8 (Hilt! HAS-E), unless rated. Provide fnlsn cs noted on the Drewings. If not noted, provide hot -dip goivanized A. Snow Load fnisn for interior applications. Provide stainless steel finish for all exterior Ground Snow Locd, Pg 20 PSF Fiat Roof Snow Load, Pf 20 PSF Snow Exposure Factor, Ce 1.0 Building Clcssification Category I (lBC 2003, Table 1604.5) Importance Factor, I 1,0 Thermal Factor, Ct 1.0 B. Minimum Roof Live Load 20 PSF 1. Drift loads calculated in accordance with Section 7.7, ASCE 7. Specialty Engineers must consider unbalanced snow loads in the design of pre - engineered trusses, frames, skylights, curtain walls, cold - formed metal framing, carop'es, etc. S. LATERAL LOADS: Lateral loads were computed using the following criteria: A. Wind Load 3/4" diameter: 11.6 kips Bcsic Wind Speed 90 MPH Wind Exposure Factor B Building Classification Category I (IBC 2003, Table 1604.5) Importance Factor, Iw 1.00 B. Seismic Load multiplied by 1.33. Seismic Use Group I Site Classification C Building Classification Category I (IBC 2003, Table 1604.5) Importance Factor, le 1.00 Spectral Response Cceff., Scs 0.190g Spectral Response Ceeff,, Sd1 0.142g 9. SAFETY FACTORS: This structure has been designed with "Safety Factors" in accordance with accepted principals of structural ergireerrg. The fundcmertal nature of the Safety Fcctor Is to compersote for urcerta�nties in the design, fabrication and erection of structural building comporents. It is intended that "Safety Factors" be used such that the load - carrying ccpaaty of the structure does not fall below the design load cnd that the building will perform under design load without distress. While the use of Safety Factors Implies some excess capacity beyond cosign load, such excess capacity cannot be adequately predicted and SHALL NOT BE RELIED UPON. STAIRS 1. See Design Criteria for live load and hcrdreil requirements. 2. All stair designs shall be provided by the Stair Manufacturer and shall be stamped by a Professional Ergireer registered in the State of Indiana. Stair design shall be in accordance with all applicable code provisions of the Indiana Building Code. 3. Provide the Engineer of Record with drawings showing locction, direction and magnitudes of all stair loci reactions on the Budding, for approval, prior to fabrication. 4. The Stair Designer sha11 coordinate the transition between tre supported structural floor slab and the stair struct.res wit? the Structural Steel Fabricator, prior to fabricator. FOUNDATIONS 1. Strip a total of two feet from existing grade as described in the Subsurface Investigation. Replace with suitable fill material. Procfroll slob on grade cress with a medium- weight roller or other su :table equipment to check for pockets of soft material hidden beneath a thin crust of better soil. Any unsuitable mctericls this exposed should be removed and replaced with compacted, erg'reered fill as outl red in the specifications. Proofrollirg operations shad be monitored by the Testing Agency. footings should 2. A,! erg'nee,r ed fit benecth slobs and over octing be compacted to a dry density of ct least 93% of the Modified Proctor maximum dry density (ASTM D- 1557). All fill which shall be stressed by foundation loads shall be cpproved groeular mctericls compacted to a dry dersity of ct least 95% (ASTM D- 1557). Coordinate all fT and compaction operations with the Spec'ficctiens crd the Subsurface Investigction. 3. Compaction shall be accomplished by placing fill in approx. 8" Efts Ord mechanically compacting ecch lift to et least the S pecified minimum dy density. For large areas of fill, field density tests shall be performed for ecch 3000 square feet of building area for each lift cs necessary to insure adequate compaction is being achieved. 4. Ccl.,mn footings and wail footings to bear on pre - strained soils or well - compacted engineered fill with allowable bearing pressures of 5,000 psf for columns and wall footings, as outlined in the letter entitled "Preliminary Geopier Foundation Recommendctiors" prepared by Gecpier Foundation Company, project number P05PGLOO479, dated February 16, 2006. It ha is essential that the foundations be inspected to insure tt all !ease, soft or otherwise undesirable material (such as organics, existing Fill etc.) is removed and that the foundation will beer on satisfactory material. The Testing Agency shall inspect the subgrcde and perform cry necessary tests to insure that the actual bearing capacities meet or exceed the design ccpccitles. The Testing Agency shall verify the bearing capacty at each spread column footing and every 10 feet on center for strip footings prior to placement of concrete. - Place footings the some dcy the excavation is performed. If this is not possible, the footings sha'I be adequately protected egoinst any detrimental change in condition, such as from disturbcnce, rain and freezing. 6. It is the responsibility of the Contractor and each Sub - Contractor to verify the location of all utilities and services sncwn, or not shown; crd establish safe working conditions before commencing work. 7. The Contrcctor shall layout the entire building and field verify all d'mersiors prior to excovcticr:. 8. For information regarding subsurface conditions, refer to the Subsurface Investigction & Foundation Recommerdation Report prepared by Ai, & Witzig Engineering, Inc., Project No. 061N0090, Doted February 21, 2006 DRILLED -IN DOWELS & ANCHOR BOLTS/RODS 1. All reinforcing steel chid threaded rod anchors to be installed in 2 -part cdnesive anchoring system shall be treated cs follows: A) Drill hoes larger than bar or rod to be embedded. Coordinate hole diameter with Marufacturer's recommendations. B) Hoes must be cleoned and prepared in accordance with Manufacturer's recommendations. C) When reinforcing steel is encountered during drilling for installation of anchors; stop drillirg, use a sensor to locate the reinfocing in the surrounding cried and install anchcr(s) cs close cs possible to the original location. Contact the Ergireer of Record for direction when the revised location is more than 2" from the original locction, or when the original function of the anchorage is significantly altered. When in doubt, contact the Engineer of Record for direction. D) Drill the hole a minimum of 15 bcr diameters or as shown on the plars. CONCRETE REINFORCING 1. Reinforcement, other than cold drawn wire for spirals crd welded wire fabric, shall have deformed surfaces in accordance with A.S.T.M. A305. 2. Reinforcing steel shall conform to ASTM A615, Grade 60, unless noted. 3. Welded wire fabric shall conform to ASTM A185, unless noted. 4. Where hooks are indicated, provide standard hooks per A.C.I. and C.R.S.I. for all bars unless other hook dimensions are shown on the plans or details. 5. Reinforcement in footings, walls and beams shall be continuous. Lap bars a minimum of 36 diameters, unless noted otherwise. 6. Reinforcement shcll be supported and secured against displacement in accordance with the Concrete Reinforcing Steel Institute's "Manual of Standard Practice ". 7. Details of reinforcing steel fabrication and placement shall conform to ACI 315 - "Details and Detailing of Concrete Reinforcement" and ACI 3158 - "Mcrual of Engineering crd Placing Drawings for Reinforced Concrete Structures ", unless otherwise indicated. 9. Provide sterdees for the support of top reinforcement for footings, pile cops, and mots. 10. Provide individual high chairs with support bars, as required for the support of top reinforcement for supported slabs. Do rot 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 lap splices es shown on the applicable 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. 14. Minimum concrete cover over main reinforcing steel shall be cs follows: 3" at foundations, 2" at all dirt faces of walls and beams exposed to the weather, 1 -1/2" at all pier and column ties, and 3/4" at other wall faces and in structural slabs unless shown or noted otherwise. CONCRETE NOTES 1. Details of fabrication of reinforcement, handling and placing of the concrete, construction of forms and placement of reinforcement not otherwise covered by the Plans and Specifications, shall comply with the A.C.I. Code Requirements of the latest revised date. 2. Cold weather concreting shall be in accordance with ACI 306. 3. Hot weather concreting shall be in accordance with ACI 305. 4. Unless otherwise noted in the schedules or details, the minimum 28 day compressive strength of the concrete shall be 4000 p.s.i. for all ports of the structure except for column and wall footings which shall be 3000 p.s.i. All concrete shall be regular weight concrete, unless otherwise noted. 5. A certified Testing Agency shall be retained to perform industry standard testing including measurement of slump, air temperature, concrete cylinder testing, etc. to ensure conformance with the Cortract Documents. Submit reports to Architect /Engineer. 6. All concrete exposed to the weather shall be air - entrained. All other concrete may be air - entrained or non - air- entrained at the contractor's option. For surface finishes and other requirements, refer to the specifications. 7. Finishing of Stabs: After screeding, bull floating and floating operations have been completed, apply final finish as indicated below, and as described in Specification Section 03300 of the Project Manual. A. Floor Slabs Hard Trowel Finish B. Ramps, Stairs & Sidewalks Broom Finish Scmple Finishes: See the Specifications for sample and mockup requirements, if any. Floor Tolerances: See the Specifications for specified Ff and FI tolerances. Ff and FI testing shall be performed by the Testing Agency in accordarce with ASTM E -1155. Results, including acceptance or 11 'd d t th C t t d 4 F) Use a two -part adhesive anchoring system, 111i HY -150, or cpproved equal. refection of the work wl be prove e o e on roc or an e Architect /Engineer within 48 hours after data collection. Remedies lintels over all openings and recesses in both interior and for out -of- tolerance work shall be in accordance with the Specifications. G) For anchorage into hollow substrate, use Hilti HY -20 system, or cpproved equal. When approved by the Engineer of Record, measurement of the gaps H) Reirforcing steel dowels shall be ASTM A615, Grade 60, unless noted. beneath a 10 fact straight edge may be used in lieu of Ff and FI testing, Approval must be obtained in writing prior to the beginning of L3 1/2 x 3 1/2 x 5/16 concrete operations. 1) Anchor rods shall be ISO 898 5.8 (Hilt! HAS-E), unless rated. Provide fnlsn cs noted on the Drewings. If not noted, provide hot -dip goivanized 8. Finishing of Formed Surfaces: Finish formed surfaces as indicated below, fnisn for interior applications. Provide stainless steel finish for all exterior and as described in Specification Section 03300 of the Project Manual. applications, unless noted, A. Sides of Footings &Pile Cops Rough Form Finish 2. Weer column anchor bolts hove been emitted, or damaged by construction C. Surfaces not exposed to public view Rough Form Finish D. Surfaces exposed to view Smooth Form Finish operations, the Contrcctor must obtain the written approval of the Engineer of Record prior to repair or replacement. public 9. The Contractor shall consult with the Engineer before starting A) As a precaution, the effected column must be guyed Ord braced after concrete work to establish a satisfactory placing schedule and to to repair for the balance of the erection period. determine the location of construction points so as minimize the effects of shrinkage in the floor system. B) As an cltemale to guying and bracing, the Contractor racy at his 10. Sawn or tooled control /contraction joints shall be provided in option, employ a Testing Agency to perform a tensile pull test to all slabs on grade. For a framed structure, joints shall be conf rm the strength of the repaired or replcced anchor bolt, The located on all column lines. If the column spacing exceeds tensile proof load must exceed 1.33 x the desgn load of the original 20' -0 ", provide intermediate joints. Exterior slabs, and interior anchor without causing distress of the anchor bolt or the surrounding slabs without columns shall have joints spaced a maximum of concrete. Reference the following table for the minimum proof loads: 15' -0" apart. Lcyout joints so that maximum aspect ratio 3/4" diameter: 11.6 kips (ratio of long side to short side) does not exceed 1.5. 78" diameter: 16.0 kips 1 ' diameter: 20.9 kips 11. Where vinyl composition tile, thin -set epoxy terrazzo, or other similar material is the specified finish floor material, the Contractor shall Note: Values listed above are for ASTM F -1554, Grade 36 mcter'el. coordinate the location of control /contraction and construction joints with the finished floor contractor. Submit a dimensioned plan When higher grade or strength materiels ere specified, refer to the AISC Manacl of Steel Construction for minimum allowable locos to be showing joint locations and proposed sequence of floor pours. multiplied by 1.33. 12. Unless specifically noted on the Plans, composite and non- composite C) Wher affected anchor bolts are part of a fixed moment resisting column supported slobs on metal deck, and supported cast -in -place concrete base, such as those in moment- resisting space frames, canopies, or slabs do not require sawn control joints. fixed base instolatiens, the repaired anchor belts must be proof - loaded, 13. See Architectural Drawings for exact locations and dimensions of or the effected column footing crd/or pier replaced in its entirety. recessed slabs, romps, stairs, thickened slabs, etc. Slope slabs D) When affected anchor bolts are 1 -1/8" d`ameter or larger, the affected to drains where shown on the Architectural and Plumbing Drawings. column footing and /or pier must be replaced in its entirety. 14. Joints in slabs to receive a finished floor may remain unfilled, unless E) When affected anchor bolts are part of a braced frame the affected required by the finish flooring contractor. All exposed slabs shall be filled with sealant specified in Divison 7, or as follows: All slabs column footing end /or pier must be replcced in its entirety. in industrial, manufacturing, or warehouse applications subject to F) Prior to erection, the controlling Contractor must provide written wheeled traffic shall be filled with specified epoxy resin sealant, all other joints shall be filled with specified elastomeric sealant. notification to the Steel Erector if there has been a repair, replacement Defer filling of joints as long as possible, preferably a minimum of or modification of the anchor bolts for that column. 4 to 6 weeks after the slab has been cured. Prior to filling, remove All debris from the slob joints, then fill in accordance with the manufacturer's recommendations. 15. See Architectural Drewings for locations and details of reveals (1" maximum depth) in exposed walls. 16. See 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. 17. 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. REINFORCED MASONRY NOTES 1. All construction of reinforced masonry walls to be in accordance With the Building Code Requirements For Concrete Masonry Structures (A.C.I. 530 -92) and commentary. A f'm = 1500 p.s.i. B Maximum height of masonry lift: 5'- 0" C Maximum height of grout lift: 5'- 0" D See specifications for additional masonry wall information. 2. CONCRETE BLOCK: Minimum compressive test strength on the net cross - sectional area: 1900 p.s.1. 3. MORTAR: Type S required. 4. GROUT: A.S.T.M. C476, 2500 p.s.i. with a slump of 8" min. and 10" max. 5. REINFORCING: fy = 60,000 p.s.i. with a min, lap of 48 diameters. STRUCTURAL STEEL NOTES 1. Structural steel construction shall conform to the American Institute of Steel Construction "Specification for Structural Steel Buildings, Allowable Stress Design and Plastic Design". 2. All structural wide flange shapes shall be ASTM A -992, Fy =50 ksi. 3. All plates, channels, bars, angles, and rods shall be ASTM A36, unless noted otherwise. 4. All pipe shapes shall be ASTM A53, Type E, Grade B. 5. All square and rectangular shapes shall be ASTM A500, Grade B. 6. Details for design, fabrication and erection of all structural steel shall be in accordance with the latest A.I.S.C. Standards unless otherwise noted or specified. 7. Provide temporary erection guying and bracing as required. 8. Unless otherwise shown or noted on the Plans, provide 8" bearing each end for all loose lintels and beams. 9. For loose lintels, masonry shelf angles and other such items generally not shown on the Structural Plans, see the Architectural Plans. See general notes on lintels this sheet for sizes, reinforcing, etc. 10. Steel columns below grade shall be encased in a minimum of 4" concrete, unless otherwise shown. 11. Fabricate simple span beams not specifically noted to receive camber so that after erection, any minor camber due to rolling or shop I shall be a assembly ward. s a p 12. Reference Specification Section 05120 - Structural Steel of the Project Manual for structural steel shop painting requirements. 13. The Erector shall shim between parallel roof beams crd joists with differential mill and induced cambers for level deck bearing. 14. Provide cep plates /end plates to close off exposed, open ends of all tubular members, unless noted. STEEL CONNECTION NOTES 1. Typical beam -to -beam and beam -to- column connections shall be bearing type using A325 -N bolts, unless noted otherwise. 2. Shop connections unless otherwise shown, may be either bolted or welded. All field connections shall be bolted unless otherwise shown on the Structural Drawings. 3. Connections shall be designed by the Steel Fabricator to support the reactions shown on the framing plan. Connections not shown shall be designed by the Steel Fabricator in accordance with the AISC "Manual of Steel Construction ". Simple span connections shall be designed for one -half the load capacity as given in the AISC "Uniform Load Constants for Beams Laterally Supported" tables. 4. All becm -to -beam connections shall be double angle, unless shown or noted otherwise. 5. All beam -to- column connections shall be at the column centerline, unless noted otherwise. Shear tab connections to tubes are permitted. 6. Typical becm -to -beam, and beam -to- column field - bolted connections may be tightened to the snug -tight condition, unless otherwise shown or noted. Bolted connections in moment frames, bracing connections, and those designated P.Tr (fully- tensioned) on the Plans shall be fully- tensioned connections utilizing load-Indicating washers, or twist -off bolts. 7. All welding shall be in conformance with AWS D1.1, using E70XX electrodes, unless shown or noted otherwise. 8. Backup bars required for welded connections shall be continuous. 9. Holes in steel shall be drilled or punched. All slotted holes shall be provided with smooth edges. Burning of holes in structural steel shall not be allowed without approval of the Architect /Engireer. 10. Permanent machine bolts, using an approved type of self- anchoring hex nut, may be used for minor connections as closures, etc.. 11. Minimum thickness of all connection material to be 5/16" unless noted. 12. Grout beneath base plates and under preset bearing plates shall be non - shrink, non - metallic grout (8,000 psi, minimum). Provide double nuts for adjustment of column base plates, unless noted otherwise. 13. Continuous bent plate and angle closures. clip angles, etc. around perimeter of the floor and roof, as well as around openings shall be welded with a minimum 1/4" fillet weld, 3" at 12" c.c., top & bottom, unless noted otherwise. For continuous perimeter angles and bent plates perpendicular to, Ord connected to the top chords of joists, provide a minimum of 3" of 1/4" weld et each joist. Continuous angle and bent plate closures may be shop - applied when requested and approved by engineer of record. 14. A qualified independent Testing Agency shall be retained to per- form testing of field welds as follows: A) All field welds shall be visually inspected. 8) 100% of all moment and bracing connections shall be inspected. C) 10% of bolted bearing type connections. D) All testing shall be done in accordance with the latest A.W.S. and A.I.S.C. standards. STEEL DECK NOTES 1. All steel deck material, fabrication and installation shall conform to the Steel Deck Institute "SDI SPECIFICATIONS AND COMMENTARY" and "CODE OF RECOMMENDED STANDARD PRACTiCE ", current edition, unless noted. 2. Provide members for deck support at all deck span changes. Provide L3x3x3/16 deck support at all columns where required. 3. All deck shall be provided in a minimum of 3 -span lengths where possible. 4. Ail welding of steel deck shall be in conformance with AWS Specification 01.3. Provide welding washers for all floor decks less than 22 gauge in thickness. 5. Mechanical fasteners may be used in lieu of welding, providing fasteners meet, or exceed the strength of specified welds. Submit fastener design data to the Engineer of Record for review. 6. Substitution of fiber secondary reinforcement for welded wire fabric on supported slabs is prohibited. 7. Do not suspend cry items, such as ductwork, mechanical or electrical fixtures, ceilings, etc. from steel roof deck. 8. Roof deck sideleps shall be attached at ends of cantilevers and at a maximum spacing of 12" o.c. from cantilevered roof deck ends. The roof deck must be completely fastened to the supports and at the sidelaps before any load is applied to the cantilever. 9. Submit shop drawings for review of general conformance to design concept in accordance with Specifications in the Project Manual. Erection drawings shall show type of deck, shop finish, accessories, method of attachment, edge details, deck openings and reinforcement, and sequence of installation. 10. Installation holes shall be sealed with a closure plate 2 gauges thicker than deck and mechanically fastened to deck. Steel deck holes visible from below will be rejected. Deck units that are bent, warped, or damaged in any way which would impair the strength and appearance of the deck shall be removed from the site. 11. Where gauge metal pourstops are indicated, supply pourstops designed to meet, or exceed the gauges listed in the SDI Pourstop Selection Table (min. 18 ga.) as required for slab depth, concrete weight, and cantilever distance, unless noted otherwise. 12. The Erector shall shim between parallel roof beams and joists with differential mill and induced cambers for level deck bearing. S TEEL JOIST NOTES TES 1. All steel joists shall be designed, fabricated and erected in accordance with SJI Standard Specifications. 2. Joist bridging shown is schematically indicated. Provide all bridging necessary to conform to SJI Specifications. 3. The ends of all bridging lines terminating at walls or beams shall be anchored to the wall or beam. 4. Joist bridging and connections shall be completely installed prior to placing any construction loads on the joists. Construction loading shall not exceed the joist design load. 5. All roof joists shall be capable of resisting the net uplift as noted on the Structural Drawings (min. 15 psf net). Provide an additional row of continuous horizontal bottom chord bridging at the first panel point location at each end of all roof joists. 6. Special joists shall be designed for the load designations specified on the Structural Drawings. Designs shall properly account for the distribution of concentrated loads, live loads and for the effect of openings. Designs are to meet the requirements of SJI. 7. Joists shall meet the following deflection criteria per SJI. Maximum live load deflection shall not exceed: L/240 for roofs and L/360 for floors, where L denotes the span length, center to center of bearing. 8. The Joist Manufacturer shall submit calculations for all special joists to the Engineer of Record for record purposes prior to fabrication. These calculations shall bear the seal and signature of a Professional Engineer registered in the State of Indiana. 9. Joists on column centerlines shall have extended bottom chord connections for erection stability, unless otherwise noted. Do not connect bottom chord extensions, unless otherwise noted or shown. 10. Joists on, or near column centerlines shall have field - bolted connections for erection stability, unless otherwise noted. 11. The Joist Manufacturer shall coordinate with the Structural Steel Fabricator for the design of all connections to supporting columns, beams, bearing seats, etc. prior to submittal of shop drawings. 12. All steel joists shall be furnished with standard SJI camber, unless noted otherwise. 13. All joists shall be shop primed in accordance with SJI requirements. Color to match structural steel primer, unless approved in writing. 14. Provide sloped bearing ends where joist slope exceeds 1/4" per foot. 15. Do not field cut or alter joists without the written approval of the Joist Manufacturer. LINTEL SCHEDULE 1. Where lintels are not specifically shown or noted on the Structural or Architectural Drawings, provide the following lintels over all openings and recesses in both interior and exterior non -load- bearing walls. Ii A) Brick: Masonry Opening Angle Size UP to 4' -0' L3 1/2 x 3 1/2 x 5/16 4 -1' to 5' -10" L4 x 3 1/2 x 5/16 5' -1" to 6' -0" L5 x 3 1/2 x 5/16 6' -1" to 7' -0" L6 x 3 1/2 x 5/16 7 " -0" to 10' -0" L7 x 4 x 3/8 All angles are LLV (long leg vertical) unless noted otherwise. Provide 1" bearing per foot of span each end, min. 8 ". N W E--4 UJ = Ii 1"' N 43 g1. °s r� Z r LLI .J M 5 ter'. Q♦ N OC t•-a W AI CS N , Z �7J� „ 3 W f w Z to I U U.I I F 0 (n U Structural Engineers LYNCH, HARRISON, BRUMLEVE SSO VkOU Awn* b1.Tm&.�xoa Scope Drawings: Thee drawlnR* Indicate the general *cope of the project m In ter" of architectural design concept, the dimensions of the building, the major architectural elements and the type of etnictural, mechanical and electrical yetehu. The drawings do not necessarily Indcate or describe all work required for full performance and completion of the requirement* of the Contract. On the basis of the general "cope Indicated or described. the trade contractor* shall furnish all Rem* required for the proper execution and completion of the work Drawing Title: GENERAL NOTES 11 I Revisions: Issue Date W ca UJ = 11.-_ 0 1"' N 43 a w ill J0:: LIJ LLI .J M 5 ter'. Q♦ N OC cc C0 Q [[_ M Scope Drawings: Thee drawlnR* Indicate the general *cope of the project m In ter" of architectural design concept, the dimensions of the building, the major architectural elements and the type of etnictural, mechanical and electrical yetehu. The drawings do not necessarily Indcate or describe all work required for full performance and completion of the requirement* of the Contract. On the basis of the general "cope Indicated or described. the trade contractor* shall furnish all Rem* required for the proper execution and completion of the work Drawing Title: GENERAL NOTES 11 I Revisions: Issue Date Drawn By Checked By 3/10/06 JRO Certified By: ````%�%t« 6RUr1 /* %%`, P ..... "... ` /., `�Q, •� ljp%STFR ' � F �i I � �° = 1 No. 890277 i -.0 ' STATE OF e 0% �, '� .n •.•; No l ik01►;.• � �-. pes. 1 `%, 4wa,X ''i izs / O N L �- ��% "!4411 t� Drawing Number: 5001 Project Number: 25429 1 SPECIALTY ENGINEERING 1. A Specialty Engineer is defired as a Professional Engineer licensed in the Stcte 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 specialty. 2. It is the Specialty 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 Engineer to perform his design and analysis. If the Specialty Engineer determines there are details, features, or unanticipated project limits which conflict with the engineering require- ments as described in the project documents, the Specialty Engineer shall in a timely manner, contact the Engineer of Record for resolution of conflicts. 4. The Specialty Engineer shall forward documents to the Engineer of Record for review. Such documents shall bear the stamp of the Specialty Engineer and include: 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 ore on 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 on 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 Engineering. Examples of components requiring Specialty Engineering include, but are not limited to the following: A. Specialty Foundation Systems. B. Temporary Retention Systems. C. Shoring and Bracing Systems. D. Structural Steel Connections. E. Steel Joists. F. Steel Stairs. G. Cold- Formed and Light -Gauge Steel Framing. 6. When modifications are proposed to elements under the design and certification of the Specialty Engineer, written authorization by the Specialty Engineer must be obtained and submitted to the Engineer of Record for review, prior to performing the proposed modification. CD EY M a) N r« CD M co CD CD :3 COLD - FORMED (LIGHT GAUGE) METAL FRAMING NOTES 1. Ail 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 A.I.S.I. (2001 Edition). 2. Ail framing members shall be formed from steel conforming to ASTM A653, with a minimum yield strength as follows: 12, 14, & 16 gauge members: Fy =50 ksi 18, 20 gauge members: Fy=33 ksi 3. All framing members shall be galvanized with a G -60 coating meeting the requirements of ASTM A653, unless otherwise indicated. 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 pro erties in accordance with the Steel Stud Manufacturer's Association (SSMA� 5. The gauge of all tracks shall match the gouge of the associated stud or joist, unless otherwise noted. 6. All welding shall be in conformance with AWS Specification D1.3. No welding of members less than 14 gauge in thickness is permitted without the approval of the Engineer of Record. All welding shall be performed by certified welders. All welds shall be touched up with zinc rich point 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 exterior curtain wall studs at a maximum spacing of 54" on center. Locate one row of bridging within 18" of the top track when a single deep -leg deflection track is utilized. 12. Provide the Manufacturer's standard track, clip angles, bracing, reinforcements, fasteners, and accessories as recommended by the Manufacturer for the application indicated and as need 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 indiccted 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 rot allowed. 15. No notching or coping of studs is allowed, unless explicitely shown on the design or shop drawings. All field -cut holes must be reinforced. 16. Framing contractor is to ensure punch out alignment when assembling lateral bracing and field- cutting studs to length. Lateral bracing 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, and types of cold- formed metal framing; and fastening and anchorage details, including mechanical fasteners. Show reinforcing channels, opening framing, supple- mental framing, stropping, bracing, bridging, splices, accessories, connection details, and attachment to adjoining work. 22. For cold - formed metal framing indiccted to comply with design loads, include structural analysis data signed and sealed by the qualified professional engineer responsible for their preparation. 23. Structural Performance: Provide cold- formed metal framing capable of withstanding design loads within limits and under conditions indicated. A. Design Locds: Reference Design Criteria Notes B. Deflection Limits: Design framing systems to withstand design loads without deflections greater than the following: 1. Wall Framing: Horizontal deflection of 1/240 of the wall height for walls with flexible finishes, e.g. metal siding, EIFS. 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 1/360 of the span under Live Load. Limit deflection under Total Load to 1/240 pf the span. 5. Roof Framing: Vertical deflection of 1/360 of the span under Live Load. Limit deflection under Total Load to 1/240 pf 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: A. Upward cnd downward movement of 3/4 inch. 26. Design exterior non load- bearing curtain wall framing to accommodate horizontal deflection without regard for contribution of sheathing materials. N W H LU JRO Co g o . J 0 �= W N m V W a$ C8 M Z X V) 2fn F U Stmcu ral Engineers LYNCH, HARRISON, BRUMLEVE sso via. A.mu (317) 7 &M31 Scope Drawings: These drawings Indicate the general scope of the project In terms of orcntectural design concept, the dimensions of the building, the major architectural elements and the type of structural, mechanical and electrical systems. The drawings do not necessarly Indicate or describe all work required for full performonce and completion of the requirements of the Contract. Cn the basis of the yenercl scope Indicated or described, the trade contractors ,hall tumleh all Rome required for the proper execution and completion of the work Drawing Title: GENERAL TOTES Revisions: Issue Date W c LU JRO Co W . J 0 �= W N m V 0 co Scope Drawings: These drawings Indicate the general scope of the project In terms of orcntectural design concept, the dimensions of the building, the major architectural elements and the type of structural, mechanical and electrical systems. The drawings do not necessarly Indicate or describe all work required for full performonce and completion of the requirements of the Contract. Cn the basis of the yenercl scope Indicated or described, the trade contractors ,hall tumleh all Rome required for the proper execution and completion of the work Drawing Title: GENERAL TOTES Revisions: Issue Date Drawn By Checked By 3/10/06 JRO Certified By: 11 fill,, BR UM el N QQ • e• ,Zr%STFR�•.�• No. 890277 - STATE OF • c� G ��is`S�ON L F- �� fa 'rh riN Drawing Number: soot Project Number: 25429 r-�e• a M a) W CD M co 5' (D CD co 01 CA) 4" CONCRETE SLAB w/ 6x6 W1.4 W1.4 W W.F. ON VAPOR RETARDER OVER COMPACTED GRANULAR FILL T /SLAB EL 1)0'-0' NORTH 4 FOUNDATION PLAN 1/851 = 1' -0" 1� I--- — — H APPROXIMATE LAYOUT OF RAMMED AGGREGATE PIER SOIL REINFORCEMENT, INDICATED FOR GRAPHIC PURPOSES ONLY (TYPICAL). DESIGN AND LAYOUT OF PIERS SHALL BE BY PIER CONTRACTOR. Q S501 -2 11 1 I I � Q� S501 -1 ( Q� �I ►I !a FTG STEP ' FOUNDATION PLAN NOTES: 1. SEE SHEETS S001 & S002 FOR STRUCTURAL NOTES. 2. ALL CONTRACTORS ARE REQUIRED TO COORDINATE THEIR WORK WITH ALL DISCIPLINES TO AVOID CONFLICTS. THE MECHANICAL, ELECTRICAL, AND PLUMBING ASPECTS ARE NOT IN THE SCOPE OF THESE DRAWINGS. THEREFORE, ALL REQUIRED MATERIALS AND WORK MAY NOT BE INDICATED. 3. COORDINATE EXACT SIZE & LOCATION OF ALL MECHANICAL OPENINGS IN SLABS (INCL'G. FLOOR & ROOF DRAINS) WITH THE MECHANICAL CONTRACTOR. 4. ALL ELEVATIONS ARE REFERENCED FROM THE FLOOR ELEVATION = 100' -0 ". SEE ARCH. & CIVIL DWGS, 5. ALL WALLS SHALL BE LAUD OUT FROM ARCH. DWGS.. 6. SEE SHEETS S401 AND S402 FOR TYPICAL FOUNDATION DETAILS. 7. Nn PERIMETER WALL AND COLUMN FOOTINGS SHALL BE LOWERED TO PASS UNDER PLUMBING LINES (I.E. SANITARY SEWER, STORM SEWER, WATER LINES, ETC.) SHOWN ON PLUMBING DRAWINGS. PROVIDE FOOTING STEPS AS REQUIRED PER TYPICAL DETAIL ON S401. 8. GROUT ALL CORES OF CMU BELOW F.F. ELEVATION SOLID. .. a r DRAWINGS. COORDINATE DEPTHS OF ALL SLAB RECESSES WITH ARCH. DRAWINGS AND /OR FLOORING SUPPLIER. 10. PROVIDE CONTROL AND CONSTRUCTION JOINTS IN SLAB ON GRADE PER SPECIFICATIONS (SEE TYP. DETAILS ON SHEET S401). ALL JOINTS IN SLABS TO RECEIVE TERRAllO COVERING, TILE OR PORCELAIN SHALL BE CAREFULLY COORDINATED WITH FLOORING SUPPLIER. CONTRACTOR SHALL SUBMIT SLAB JOINT LAYOUT TO ARCHITECT/ ENGINEER FOR REVIEW PRIOR TO PLACING SLABS. 11. MASONRY WALLS TO BE REINFORCED W/ #5 0 32" O.C. WHERE NOT CALLED OUT ON THE PLANS OR DETAILS. PROVIDE ADDNL. VERT'S. AT ALL JAMBS. 12. PLAN LEGEND: F.F .............DENOTES FINISH FLOOR T / "X" ..........DENOTES TOP OF FTG., SLAB, ETC. V.I.F . .......... DENOTES ITEMS TO BE VERIFIED IN FIELD F6.0 97' -4" ....DENOTES COLUMN FOOTING SIZE & TOP OF FOOTING ELEV. (SEE SCHEDULE BELOW). P1 99' -4" .............DENOTES COLUMN PIER MARK & TOP OF - -T - -�— PIER ELEV. (PIER SCHEDULE BELOW). _ SEE S401 FOR TYP. STEP DTLS. ® ...........DENOTES AREAS TO SLOPE SLAB TO FLOOR DRAIN. COORDINATE WITH ARCH. & W PLUMBING W — ........ DENOTES FDN. WALL HELD DOWN FOR CIO EXTERIOR DOORS. '... 1- QZ =� COLUMN FOOTING SCHEDULE Q MARK SIZE REINFORCING N F4.0 4' -0' x 4' -0" x 20" (5) J5 EACH WAY m Q F5.0 5' -0" x 5' -0" x 20" (6) #5 EACH WAY Q C9 F6.0 6' -0" x 6' -0" x 20" (7) #5 EACH WAY F7.0 7' -0" x 7' -0" x 20" (7) #5 EACH WAY Scope Drawings: " ., (3) #5 LONGITUDINAL Thew drowi a Indicate the general .cope of the project F2.5 1 —6 x 5'-0 x 20 In terme of architectural design concept, the dimension. of (6) #5 TRANSVERSE the building, the major architectural elemeft and the type of structural, mechon" and electrical "ems. The droeirig do not necessarily Indicate or describe all work required far full performance and completion of the requirements of the Contract. CONCRETE PIER SCHEDULE On the basis of the pQ«,.rol .cape Indicated or dacrfbed, the trade contractors sh. furnish all item required for the proper execution and completion of the work. PIER PIER REINFORCING MARK PIER SIZE Drawing Tide: VERTICALS TIES DETAIL P1 2' -0 x 2' -0 {8} #6 #3 TIES A Foundation Plan P2 1' -6 x 1' -6 (4) #6 #3 TIES B NOTES: 1. PROVIDE MIN. 1 1/2" CLEAR TO PIER TIES. 2. HOLD TOP TIE AT 2" BELOW T /PIER. SPACE NEXT (3) TIES C 4" O.C., W/ SAL. ® 10" O.C. 3 PROVIDE HOOKED ENDS AT TOP OF VERTICAL BARS 1 DETAIL "A" DETAIL "B" WALL FOOTING SCHEDULE FOOTING SIZE REINFORCING MARK WIDTH DEPTH TRANSVERSE LONGINTUDINAL ®® 1' � :N ' • e � I Issue Date Drawn By Checked By 3/10106 JRO FAB Cerdfled By: BR UM ��``QQJ�•' F,GISTERn_b No. 890277 ' STATE OF .• (mss •••.....••• G?`�� v L A `�i etc Drawing Number: 5101 Project Number: 25429 - I "U a M W En CD CD :3. Ca CJ1 N I C) S601 -1 VERTICAL BRACING BELOW I 0 M to 1 2 3 4 5 6 7 8 9 22' 0" 1 221-0" I 22' 0" 18' -8" 14' -8" I I I I I I I a" 7 1 i3 ' -6" 1111 rr I I I I I 1� ,r 7' -4" 18' -4" 7' -4" NORTH THIRD FLOOR FRAMING PLAN 1/8" = 1' -0" - ---1@ N I M - - E ° I 5601 -1 le"NIPP"' NOTES 1. T /STL EL 128' -3 1/2" U.N.O. 2. --(D— DENOTES SPAN OF 1 1/2 "x20 -GA. CCMPOSITE STEEL FLOOR DECK w/ 3" CONCRETE TOPPING w/ 6x6 - W1.4xW1.4 W.W.F. (4 1/2" TOTAL SLAB THICKNESS) F.F. EL 128' -8" 3. ►-• DENOTES BEAM MOMENT CCNENCTICN. SEE DRAWING S402 FOR TYPICAL MOMENT CONNECTION DETAIL. 4. ALL UNLABELED BEAMS SHALL BE W1Cx12 WITH NO SHEAR STUDS 1 2 3 4 5 6 P(22- 9 22 0" 11-4 0" 22'--0" 18' -8" 14' -8" 1 N I 0 �NO�pg to - H W16x31 (11) w16x26 (0) W1601 (11) N I I I N N w12x16 12 N 3 5601 -1 5' -7" 5-7" 5' -5" 5' -5" 5' -8" 5-8" 5' -5" 5' -6" 5' -8" or 27k W1 6x36 22 27k W16x26 0 34k W16x36 22 26k _ G 5' -7" 5' -7" 5' -5" 5' -5" 6' -3" 6' -2" I 6� -3" 4' -10" 4' -10" 5' -0" e rn N CN C M :2 N 12x14 10 Q, o o x 3 I I I 3 I W12x19 I 8 1 YOPEN 26k W16x31 22 26k 21k W16x26 1 ` 21k VERTICAL I VERTICAL I BRACING a„ BRACING Ln ABOVE & r3 ABOVE & o BELOW 5 BELOW i 1 If 5601 -10 a' i 1N 12x14 10 ` 2x19 (8).2 �r - I N I� I I I N I 91" Ln 13 31: I i I I N I o o I c 3 3 LO 26k I W16x31 22 26k 21k IW16x26 1 21k I W 6x26 0 — E % I I i I I I I 6'- " 4' -2" 4' -2" I'd � I ��-VERTICAL I I BRACING 1 W10x 4 1 ABOVE & 1 l I BELOW i0 12x14 10 d, OPEN xl N 3 31 S6® o VERTICAL 1 6" BRACING L�;'2` W10xl2 4 1 ABOVE & I ta ^i BELOW 1 26k W16x31 22 1 26k W16x26 1�i I 21k I W1 26 0 i 2 HSS8x8x5 16 `4 '�`� p T/S 109'-6 3/4" o W12x, 14 T/S 112' -2 3/4" LAD S601-1 o 5601 -1 5'- " 9' -2" On ©S��' OPEN W8x24* N W1 2x 10 a, 1' -8" W8x15* TYP ® x N CANOPY U.N.O. 3 3 1- N 6.. �J *0)1- S\ io 6 W12x14 4 _ 28k W16x36 22 30k 26k W16x26 1 25k 19k W 6x26 (0 )1 13k S601-14 C WSx24* c° 8.9 5' -7" 5' -7" 7' -4" 6' -1" 6' -2" 6 -1" 7' -4" 5' -7" 5' -7" HSS12x4x5 /16 ** 01 op 10 10 4 .0 10 4o 10 " ROLLED TO 5' -0" CENTERLINE RADIUS 1W12x14 (10 ) ° 6' -8" N N N 4 I x x x x x x sf N N N N ° W�OX�� N N �, Ln 4 9 W12x14 8k W14x22 16 . - IF 18k 12x 4 4 �, 9 _ 8 I 1 — �,� C,� — ' _ W1 (26 W16 26 _ — A Li W8x24* W8<24* 8x24' 2 W12x14 I X10* I 1c, 0 2 un ��, 00 I N 3 x tb -T4 ' I 3 S 01 -12 0 $r %r -b 3 3 i° sIO HSS1 x4x5 16 3 1/2" LONG 4' -10" 4' -7 4' -7" 4' -7" ' -7" 4' -101 SPACED UNIFORMLY ' -9" 7 -1° OF BEAM I I 3' -6" I 11' -4" ( 3' -6" I ' -10" 13' -6" 7' -4" 18' -4" 7'-4" 11' -2" 10 33' -O" 11' -2" 1 2 3 4 GX 6 (D( 8 9 NOTES 1. T /STL EL 114' -11 1/2" U.N.O. NORTH 2. —0— DENOTES SPAN OF 1 1/2 "x20 -GA. COMPOSITE STEEL FLOOR DECK w/ 3" CONCRETE TOPPING w/ 6x6 - W1.4xW1.4 W.W.F. (4 1/2" TOTAL SLAB THICKNESS) F.F. EL 115' -4" SECOND FLOOR & CANOPY FRAMING PLAN 3. ►- DENOTES BEAM MOMENT CONENCTION. SEE DRAWING S403 FOR TYPICAL MOMENT CONNECTION DETAILS. 1/8" = 1' -0" 4. ALL UNLABELED BEAMS SHALL BE W10x12 WITH NO SHEAR STUDS 5. r-a— DENOTES SPAN OF 1 1/2 "x22 -GA. GALV. WIDE -RIB STEEL ROOF DECK. 6. * DENOTES BEAMS WITH BOTTOM OF STEEL EL 108' -10 3/4" ** DENOTES BEAMS WITH BOTTOM OF STEEL EL 108' -9 1/2" N F— W H 340/06 CC N r40 M toll S W 44 x CSW g� r z� w � Iti v1 . n F H V swwanrai En LYNCH, HARRISON, BRUMLEVE SSO VhWmk Avow Ql'n 7b6Er'", Scope Drawings: Thep drawings Indicate the general scope of the project in tsrrm of architectural design concept. the dimension" of the buliddng. the major architectural elements and the type of structural. mechanical and electrical systems. TM drmeings do not necemrlly indicate or describe all rock required for full performance and completion of the requirements of the Contract on the basle of the general scope indicated or described, the trade contractors shall furnish all Rams required for the proper executlon and camplstlon of the work Drawing Title: Second and Third Floor Framing Plans Revisions: Issue Date F— W Checked By 340/06 CC N w a M W J Q W 44 C Scope Drawings: Thep drawings Indicate the general scope of the project in tsrrm of architectural design concept. the dimension" of the buliddng. the major architectural elements and the type of structural. mechanical and electrical systems. TM drmeings do not necemrlly indicate or describe all rock required for full performance and completion of the requirements of the Contract on the basle of the general scope indicated or described, the trade contractors shall furnish all Rams required for the proper executlon and camplstlon of the work Drawing Title: Second and Third Floor Framing Plans Revisions: Issue Date Drawn By Checked By 340/06 ]RO PAB Certified By: BR li4f f No. 890277 - 13 STATE OF •. 4, — uti p0' •n'•.� AL �N* \ �\ l�aJlq � � 51 02 Project Number 25429 v B T :3. r-r a Cr IG 0) Cn CD IM CD (D CD (D CA n n (4) n nn n Ul NORTH ROOF FRAMING PLAN 1/8" = 1' -0" G i N - o U0 NOTES 1. T /STL EL AS NOTED. 2. --(D— DENOTES SPAN OF 1 1/2 "x22 -GA. PTD. WIDE -RIB STEEL ROOF DECK 3. ►- DENOTES BEAM MOMENT CONENCTION. SEE DRAWING S402 FOR TYPICAL MOMENT CONNECTION DETAIL. 4. ALL BEAMS ORIENTED PERPENDICULAR TO DECK SPAN SHALL BE UPSET 2 1/2" TO PROVIDE DECK SUPPORT. 1 2 4 5 7 8 9 Y11 11' -4" I 22 -0" 22' 0" 5' -7' 5' -7" 5' -5" 5' -5" 5' -8" 5' -8" 5' -5" ' -5" i 5' -7" 5' -7" N Ln �� Ilk 1� W1 430 (11) w1422 (0) W1400 (11) o I I 1 VERTICAL BRACING ABOVE D S601- VERTICAL BRACING 1 BELOW R 0 S601 -1 VERTICAL — BRACING BELOW VERTICAL- - BRACING In ABOVE c�D 1' -8" 3' -9" -5" 5 5 J. ' -8' 5' -8" '- 3' 9" 1' -8" J. V31- 6" 3' -6��6�11' -4" 3' -6�� 7' -4" i 1R' -4" I 7'_d" -GH i — G — �a, , VERTICAL i 0 I�BRACING BELOW I I I ►' I ° I V) I I I v 9k 0L� e _ 7" i I I 1 o ( CI VERTICAL C1.4 BRACING 3 I ABOVE I I I V I NOTES 1. T /STL EL 140' -3 1/2" U.N.O. NORTH ' *' DENOTES BEAMS WITH T /STL EL 139' -1 1/2 ". 2. &— DENOTES SPAN OF 1 1 /2 "x20 -GA. COMPOSITE STEEL FOURTH FLOOR FRAMING PLAN FLOOR DECK w/ 3" CONCRETE TOPPING w/ 6x6 - W1.4xW1.4 W.W.F (4 1/2" TOTAL SLAB THICKNESS) F.F. EL 140' -8" U.N.O. 1/8" = 1' -0" 3. ►— DENOTES BEAM MOMENT CONENCTION. SEE DRAWING S402 FOR TYPICAL MOMENT CONNECTION DETAIL. 4. ALL UNLABELED BEAMS SHALL BE W1002 WITH NO SHEAR STUDS 5. VERIFY REQUIRED FLOOR OPENING SIZES WITH LIFT MANUFACTURER N Ilesses H W JRO FAB 22' O" 11' -4" I 0E 22; 0" op 100 1 22' II "1 10„ I 18' -8" 1 14' -8" CS►� A CA � 5n o E.O.D. Q V) E.0. D. 1 /S 151' I =RT ►CAL I RACING -LOW I I I LL -7 1/2' T/S 151 -7 112" /S 151' -7 112" I I I I I I I I CN of 14K4 N C11 I _x VERTI( i 3 I I I I I I I 1 eELOv 8,�O" i I I I oe 10 I I W1 T/S 4X30 W1 4 x22 W1 x30 50' �o W co CD -9 1/2 T/S 1 0'-9 1/2" T/S 50' -9 1/2" I 1 c I CD N EN LJ N a_ C) © Ln i I I X ° 12 K3 o to ° S601 -9 �o Lj 1 60 - 1 v W10x12 W1430 W14221 /S 151 -2 1/2" T/S 151 -2 h /2" I T/E 151' -2 1 I I 2' I I I I I I I I I I I I 12K3 I I I I x 3 W1 430 W1dx22 W14x22 /S 151 -7 1/2" T/S 151 -7 P /2' T/ 151' -7 1 2" CN CL J N t I I I I 12K3 I I I I X° N O I I I I S601-9 S601-9 �,�pT60 0 W1 430 W14221 I w14x22 /S 151 -2 1/2' T/S 151' -2 /2" / 151' -2 1' 2" o I LA I I I I I I I I I I I I I I I I I o N 12K3 I W1 438 W1 x221 I I I W1438 1 150 9 1/2" /S 1 50'-9 1/2" /S 150 -9 1 2� I R T ICAL i ( I 10K1 I I I I ACING I I o N I I LOW I Ne o 0 1 W1 x26 3 � `o VERTIC in T/S 151' -2" C h BRACIN I �_ CIO BELOW 1 e6 I I I 1 I I W1422 Iw1422 I T/S 151' -7 :/2 X¢ " 1 9 00 1 o V) 1 T/S 151' -7 1/2" 40 7' -4" 6-1 A 11' -2" 33' -0" Ul NORTH ROOF FRAMING PLAN 1/8" = 1' -0" G i N - o U0 NOTES 1. T /STL EL AS NOTED. 2. --(D— DENOTES SPAN OF 1 1/2 "x22 -GA. PTD. WIDE -RIB STEEL ROOF DECK 3. ►- DENOTES BEAM MOMENT CONENCTION. SEE DRAWING S402 FOR TYPICAL MOMENT CONNECTION DETAIL. 4. ALL BEAMS ORIENTED PERPENDICULAR TO DECK SPAN SHALL BE UPSET 2 1/2" TO PROVIDE DECK SUPPORT. 1 2 4 5 7 8 9 Y11 11' -4" I 22 -0" 22' 0" 5' -7' 5' -7" 5' -5" 5' -5" 5' -8" 5' -8" 5' -5" ' -5" i 5' -7" 5' -7" N Ln �� Ilk 1� W1 430 (11) w1422 (0) W1400 (11) o I I 1 VERTICAL BRACING ABOVE D S601- VERTICAL BRACING 1 BELOW R 0 S601 -1 VERTICAL — BRACING BELOW VERTICAL- - BRACING In ABOVE c�D 1' -8" 3' -9" -5" 5 5 J. ' -8' 5' -8" '- 3' 9" 1' -8" J. V31- 6" 3' -6��6�11' -4" 3' -6�� 7' -4" i 1R' -4" I 7'_d" -GH i — G — �a, , VERTICAL i 0 I�BRACING BELOW I I I ►' I ° I V) I I I v 9k 0L� e _ 7" i I I 1 o ( CI VERTICAL C1.4 BRACING 3 I ABOVE I I I V I NOTES 1. T /STL EL 140' -3 1/2" U.N.O. NORTH ' *' DENOTES BEAMS WITH T /STL EL 139' -1 1/2 ". 2. &— DENOTES SPAN OF 1 1 /2 "x20 -GA. COMPOSITE STEEL FOURTH FLOOR FRAMING PLAN FLOOR DECK w/ 3" CONCRETE TOPPING w/ 6x6 - W1.4xW1.4 W.W.F (4 1/2" TOTAL SLAB THICKNESS) F.F. EL 140' -8" U.N.O. 1/8" = 1' -0" 3. ►— DENOTES BEAM MOMENT CONENCTION. SEE DRAWING S402 FOR TYPICAL MOMENT CONNECTION DETAIL. 4. ALL UNLABELED BEAMS SHALL BE W1002 WITH NO SHEAR STUDS 5. VERIFY REQUIRED FLOOR OPENING SIZES WITH LIFT MANUFACTURER N Ilesses H W JRO FAB ii LN IL CS►� A CA � w U 3,9 V) In r4I. 0 U Structural En&een LYNCH, HARRISON, BRUMLEVE s�o v�tyof.A"mis e Dr h1am.,= Scope Drawings: These drawings Indcato the general scope of the project In terms of architectural design concept, the dim n. ensio of the building, the major architectural element and the type of structural, meehanieal and electrical "arms. The drowinya do not necessonly Indicate or describe all work required for full performance and completion of the requirement of the Contract. On the basis of the general scope indicated or deecrbed. the trade coWoctors •holl furnish all item required for Um proper exeeutian and complation of the work. Drawing Tide: Fourth Floor and Roof Framing Plans Revislons: Issue Date Ilesses c W JRO FAB ii LN V O C9 Scope Drawings: These drawings Indcato the general scope of the project In terms of architectural design concept, the dim n. ensio of the building, the major architectural element and the type of structural, meehanieal and electrical "arms. The drowinya do not necessonly Indicate or describe all work required for full performance and completion of the requirement of the Contract. On the basis of the general scope indicated or deecrbed. the trade coWoctors •holl furnish all item required for Um proper exeeutian and complation of the work. Drawing Tide: Fourth Floor and Roof Framing Plans Revislons: Issue Date Drawn By Checked By 3/10 /0b JRO FAB Cerdfled By: 4 No. 890277 _ % STATE of r ION G � Drawing Number: 5103 Project Number: 25429 - - '0 a Cr N N CD CD CD cn CD A B B.9 D D E E F F G G H H 20' -7" 21' -6' 2 20' -0" 1 19' -5" 1 19' -4" 2 22' -8" T /STL E� t tr -6" T S'L EL I I T STL EL I I T STL EL T l I T STL EL I I T STL EL 151' —O" 1 151 —5 , ,_ ,• 1 W1 4x22 W W14x22 W W14x22 W1422 C ti \sss ksks�8 W14x43 W14x22 W14x22 yss �8 W14x22 r W14x22 W14x22 ' W14x22 ti \ SSS TSB �SS N W A z 3� w � V 99 O V Stracairat a LYNCH, HARRISON, BRUMLEVE sso vftW. .A."M h&" 4W alp aoW7s W tJ ! co Scope Drawings: Thew drawings Indicate the general .cope of the project In terms of architectural design conppt, the dimensiarr of the bulldfrp, the mayor architectural elsnwte and the type of elructurol, mechanical and electrical systems. The drawlnq. do not necessarily Indicate or describe all work squired }or full perform"nu and completion of the nquinmenU of the Contract On the baste of the general scope Indicated or described, the trade contractors shall furnish all iterta required for the proper execution and completion of the work Drawing Title: FRAMING ELEVATIONS Revisions: Issue Date Drawn By Checked By 3114106 JRO PAD Certified By: oPtIBRUM1��ii Q � •��t;tSTF� •�� ''i — No. 890277 ?J : STATE OF : (v N L LLZfi� 11) lit Drawing Number: 5301 Protect Number: 25429 W14x22 W14x22 yss �8 W14x22 r W14x22 W14x22 ' W14x22 ti \ SSS TSB �SS N W A z 3� w � V 99 O V Stracairat a LYNCH, HARRISON, BRUMLEVE sso vftW. .A."M h&" 4W alp aoW7s W tJ ! co Scope Drawings: Thew drawings Indicate the general .cope of the project In terms of architectural design conppt, the dimensiarr of the bulldfrp, the mayor architectural elsnwte and the type of elructurol, mechanical and electrical systems. The drawlnq. do not necessarily Indicate or describe all work squired }or full perform"nu and completion of the nquinmenU of the Contract On the baste of the general scope Indicated or described, the trade contractors shall furnish all iterta required for the proper execution and completion of the work Drawing Title: FRAMING ELEVATIONS Revisions: Issue Date Drawn By Checked By 3114106 JRO PAD Certified By: oPtIBRUM1��ii Q � •��t;tSTF� •�� ''i — No. 890277 ?J : STATE OF : (v N L LLZfi� 11) lit Drawing Number: 5301 Protect Number: 25429 Stracairat a LYNCH, HARRISON, BRUMLEVE sso vftW. .A."M h&" 4W alp aoW7s W tJ ! co Scope Drawings: Thew drawings Indicate the general .cope of the project In terms of architectural design conppt, the dimensiarr of the bulldfrp, the mayor architectural elsnwte and the type of elructurol, mechanical and electrical systems. The drawlnq. do not necessarily Indicate or describe all work squired }or full perform"nu and completion of the nquinmenU of the Contract On the baste of the general scope Indicated or described, the trade contractors shall furnish all iterta required for the proper execution and completion of the work Drawing Title: FRAMING ELEVATIONS Revisions: Issue Date Drawn By Checked By 3114106 JRO PAD Certified By: oPtIBRUM1��ii Q � •��t;tSTF� •�� ''i — No. 890277 ?J : STATE OF : (v N L LLZfi� 11) lit Drawing Number: 5301 Protect Number: 25429 Scope Drawings: Thew drawings Indicate the general .cope of the project In terms of architectural design conppt, the dimensiarr of the bulldfrp, the mayor architectural elsnwte and the type of elructurol, mechanical and electrical systems. The drawlnq. do not necessarily Indicate or describe all work squired }or full perform"nu and completion of the nquinmenU of the Contract On the baste of the general scope Indicated or described, the trade contractors shall furnish all iterta required for the proper execution and completion of the work Drawing Title: FRAMING ELEVATIONS Revisions: Issue Date Drawn By Checked By 3114106 JRO PAD Certified By: oPtIBRUM1��ii Q � •��t;tSTF� •�� ''i — No. 890277 ?J : STATE OF : (v N L LLZfi� 11) lit Drawing Number: 5301 Protect Number: 25429 Certified By: oPtIBRUM1��ii Q � •��t;tSTF� •�� ''i — No. 890277 ?J : STATE OF : (v N L LLZfi� 11) lit Drawing Number: 5301 Protect Number: 25429 CD CL Cr �G M N CDN rrt M C• DD CD CONCRETE SLAB ON GRADE REFER TO ARCH. PLANS & ROOM FINISH PER PLAN SCEDULES FOR LOCATION, & DEPTH OF N.W. CMU FOUNDATION -SEE RECESSED SLABS. N F.F. PER PLAN F.F. PER PLAN x x x DEPTH OF RECESS LJJ M5 s / d w OR DEPRESSION + x x x T PER PLAN x U W SLAB THICKNESS • 1' -0" MIN. SIZE W.W.F. TO BE DEPRESSED OR U/� EXTERIOR DOOR DETAIL LAPPED AT DEPRESSIONS CONCRETE SLAB ON GRADE NO SCALE PER PLAN I SHAFT WALL OR CMU BEYOND — I I I DETAIL AT DOOR SILL: F.F. PER PLAN I ELEVATOR DOOR SILL SUPPORT ANGLE I BY OTHERS. CONNECT TO CONCRETE w/ x x x x DEPTH OF RECESS /STEP F.F, PER PLAN NOTE FIELD WELDING OF SILL SUPPORT ANGLE. OR DEPRESSION x x x MAX. DEPTH OF UNSHEETED /UNSHORED FORMED KEYWAY 24" 1' -0" MIN. 1' -0" MIN. it � #4 x N ® 16" O.C. WALL FOOTING SLAB STEP DETAIL M Ln of 15 NO SCALE 0 a a o 3/4" DIA SMOOTH DOWELS ® � ° 18" O.C. GREASE END IN EXT. Ln 0 OVERHEAD DOOR -SEE ARCH. DETAILS FOR SILL COND'N. CONCRETE CONC. SLAB ON GRADE SLOPE FOR FINISHED FLOOR +01 -0" #4 ® 12" O.C. EACH WAY SEE PLAN DRAINAGE TYPICAL U•N.O. 1 -- _ X- X -X- x X CONC. APRON -SEE SITE/CIVIL DRAWINGS COLD -JOINT WATERSTOP AT TOP & BOTTOM OF WALL #4 0 16" O.C. DOWELS o 3 -0 I N N.W. CMU FOUNDATION -SEE PIT /BASE REINFORCING FORMED KEYWAY PLAN FOR THICKNESS TOP & BOTTOM • ' 0 I LADDER -TYPE HORIZ. #4 0 48' O.C. MIN. REINF. t 811 JOINT REINF. ® 8" O.C. 4 T/F PER PLAN REINF. PER SCHEDULE • 0 w v Ln • IW FOR PIT DIMENSIONS (VRF'Y w/ ELEV. SUPPLIER) Ln DETAIL SIZE PER PLAN & SCHED. 12 OVERHEAD DOOR DETAIL 14 NO SCALE 3/4" DIA. SMOOTH DOWELS 0 18" O.C. GREASE END IN EXT. SITE SLAB - SEE CIVIL CONCRETE X X X X X 18" X 18" cl ►to - �- t� ^^ IP i ED SUMP 0 0 N NI I� 2' -0" (3) #4 EACH WAY ELEVATOR SUMP PIT DETAIL_ NO SCALE I. II iJll \ViLV I,LI Vi II VI VI 1 /.... V.IV.. • v,. v... I - I \I. I,\ V 1� M 2. "L" DENOTES LENGTH BETWEEN STE ?S. LAYOUT TO NO, AS FCOTING MAINTA'N SLCPE OF 1 VERTICAL TC 2 HCR'ZONTA'L 40 UNLESS SHOWN CTHERWISE. 3. "D" DENOTES FOOTING DEPTH, REFER TO PLANS AND SECTIONS. STEPPED FOOTING DETAIL NO SCALE 0 REFER TO M.E.P. DRAWINGS & SPECIFICATIONS H FOR INFO. RELATING TO TRENCH EXCAVATION, N.W. CMU FOUNDATION -SEE BEDDING, AND BACKFILL. Z g a PLAN FOR THICKNESS LADDER -TYPE HORIZ. JOINT REINF. ®811 O.C. LJJ M5 s #4 0 48" O.C. MIN. REINF. d w BEYOND THIS LINE, SHORING MUST BE FOOTING T PER PLAN o U W • • REINF. PER SCHEDULE SIZE PER PLAN & SCHED. U/� EXTERIOR DOOR DETAIL gg r� F 1 NO SCALE FOR REVIEW, PRIOR TO EXCAVATION. I SHAFT WALL OR CMU BEYOND — I I I DETAIL AT DOOR SILL: PER ARCHITECTURAL DRAWINGS I I I ELEVATOR DOOR SILL SUPPORT ANGLE I BY OTHERS. CONNECT TO CONCRETE w/ CONCRETE SLAB ON ( I EXPANSION ANCHORS. ALTERNATE: PROVIDE EMBED PL 3/8 x 6 x 1' -0 w/ (2) 1/2" GRADE PER PLAN I DIA. x 6" HEADED ANCHOR STUDS FOR NOTE FIELD WELDING OF SILL SUPPORT ANGLE. T SLAB PER PLAN MAX. DEPTH OF UNSHEETED /UNSHORED X x-�x x x x 24" EXCAVATION TO CONFORM W/ THE E —J it � #4 x N ® 16" O.C. WALL FOOTING ►_ M Ln of 0 a 0 Q 8" C.I.P. CONCRETE WALL w/ r- PROPOSED GRADE `L' `C W #4 ® 12" O.C. EACH WAY COLD -JOINT WATERSTOP AT TOP & BOTTOM OF WALL PIT /BASE REINFORCING FORMED KEYWAY #4 ® 12" O.C. EACH WAY TOP & BOTTOM • 0 I t 811 811 SEE ARCH. DWGS. FOR PIT DIMENSIONS (VRF'Y w/ ELEV. SUPPLIER) ELEVATOR PIT DETAIL 12 NO SCALE 18" X 18" cl ►to - �- t� ^^ IP i ED SUMP 0 0 N NI I� 2' -0" (3) #4 EACH WAY ELEVATOR SUMP PIT DETAIL_ NO SCALE I. II iJll \ViLV I,LI Vi II VI VI 1 /.... V.IV.. • v,. v... I - I \I. I,\ V 1� M 2. "L" DENOTES LENGTH BETWEEN STE ?S. LAYOUT TO NO, AS FCOTING MAINTA'N SLCPE OF 1 VERTICAL TC 2 HCR'ZONTA'L 40 UNLESS SHOWN CTHERWISE. 3. "D" DENOTES FOOTING DEPTH, REFER TO PLANS AND SECTIONS. STEPPED FOOTING DETAIL NO SCALE 0 4 f 4 e ,4: f e 4, 4 BOTTOM /FOOTING ELEVATION .4 4 •4 . 4 , f. LEAN CONCRETE FILL ' '(MIN. 2,000 PSI C 28 DAYS) f 4 4 f f 4. . I I I I I I I SUITABLE BEARING MATERIAL AS DETERMINED BY TESTING AGENCY O W U d W c� tz E a WALL FOOTING CONSTRUCTION JOINT 4 NO scram PIPE SLEEVE 3' LARGER THAN PIPE DIAMETER LOOSE INSULATION 1. REFER TO THE SPECIFICATIONS FOR APPLICATION OF UNIT COSTS FOR REMOVAL OF UNSUITABLE BEARING MATERIAL & REPLACEMENT W/ LEAN CONCRETE FILL. 2. REFER TO THE GEOTECHNICAL ENGINEERING REPORT FOR ADDITIONAL INFORMATION RE: EXPECTED SOIL CONDITIONS, SUITABILITY OF EX. SOILS FOR USE AS ENGINEERED FILL, GROUNDWATER CONDITIONS, ETC. to Z OVEREXCAVATION DETAIL - LEAN CONCRETE FILL g t NO SCALE CCNTIN. FOOTING RENF. ° 4 CETAL THIS SHEET \V PER SECTIONS NCTES; 1. REFER TO PLUM3 NG DRAWINGS FOR INVERT ELEVATION OF ALL UNDERGROUND PIPING. 2. STEP FOOTING FOR PIPE PENETRATION THROUGH FOUNDATION WALL UNLESS WRITi EN PERMISSION IS OBTAINED FRCM THE MEP ENGINEER. 3. PROVIDE PRECAST OR BOND BEAM LINTEL FOR MULTIPLE PENETRATIONS OR OPEN NGS GREATER THAN 24" IN WIDTH. CMU FOUNDATION WALL SLEEVE NO SCALE 9 12" HORIZ. LEG CONTINUOUS FOOTING REINF. TYPICAL PER SECTIONS i to 0 U V) c� L E t1 MAINTA'N MIN. 6" OF CONCRETE COVER ALL BARS TO MATCH FTG. REINF. W/ AROUND • • (4) #4 TRANSVERSE BARS x FOOTING WIDTH -6" PIPE SLEEVE 3" LARGER THAN PIPE DIAMETER NOTES: LCCSE INSULATION 1. REFER TO PLUM3'NG DRAWINGS FOR INVERT ELEVATION OF ALL UNDERGROUND PIPING. 2. PROVIDE TH'S DETAIL WHERE A PENETRATION THROUGH A WALL FOOTING ,S UNAVOIDABLE. 3. NO SLEEVES IN COLUMN FOCTINGS ARE PERMITTED WITHOUT PRIOR WRITTEN APPROVAL OF THE ARCHITECT /ENGINEER. WALL FOOTING SLEEVE DETAIL 8 190 SCALE NOTE: SLOPE OF EXCAVATION TO CONFORM W/ APPLICABLE REQUIREMENTS OF OSHA AND /OR STATE & LOCAL CODES ,,—STRUCTURAL COLUMN OR WALL FOOTING PROPOSED GRADE 1 1 :z °z o Ln / BOTTOM /FOOTING ELEVATION / i 2 2 / / COMPACTED /ENG NEERED FILL // REFERENCE 02200 OF SPECS. & / GEOTE�HN16L INVESTIGATION' i SUITABLE BEARING MATERIAL AS I l I I Imo= III I l ! 1 1 1 11 11 1 111= DETERMINED BY TESTING AGENCY I I I 1 1 1 1 1 11= 1. REFER TO THE SPECIFICATIONS FOR APPLICATION OF UNIT COSTS FOR REMOVAL OF UNSUITABLE BEARING MATERIAL & REPLACEMENT W/ COMPACTED, ENGINEERED FILL. 2. REFER TO THE GEOTECHNICAL ENGINEERING REPORT FOR ADDITIONAL INFORMATION RE: EXPECTED SOIL CONDITIONS, SUITABILITY OF EX. SOILS FOR USE AS ENGINEERED FILL, GROUNDWATER CONDITIONS, ETC. OVEREXCAVATION DETAIL - COMPACTED FILL 5 NO SCALE TOOL OR CHASE w/ SAWCUT SIM. TO CONTROL JOINT 5 F.F. PER PLAN x x x x x x x x FO ED KEYWAY W/ 3/ ' DIA. x 18" LONG SMOOTH DOVfFLS ® 18" O.C., GREASE ONE END FOR BOND BREAK 2' -0" 2' -011 PROVIDE CONSTRUCTION JOINT IN LIEU OF CONTROL JOINT AT TERM;NATION OF POUR SLAB CONSTRUCTION JOINT 3 NO SCALE 1/8" W. X 1/4 SLAB "T" IN 1 /4" W. X 1/4 SLAB "T" UNEXPOSED AREAS WHERE WET SAWCUT - SEE TABLE r JOINTS W'LL NOT BE FILLED. BELOW w � a x x x x x x x x CONTROL JOINTS SHALL BE SAWN NOT LATER THAN THE FOLLOWING TABLE, OR 16 HOURS AFTER FINAL TROWELING (WHICHEVER IS LESS), WHERE T EQUALS THE AMBIENT TEMPERATURE IN DEGREES FAHRENHEIT AT THE TIME OF FINAL TROWELING. SAWCUTTING SHALL BE SUSPENDED ONLY IF THE LARGE AGGREGATE IS DISLODGED OR LOOSENED. ALTERNATE: USE PRE - FORMED JOINT FORMER. TEMP, F 0 TIME, HOURS < 40 0 16 50 0 14 60 0 8 1/2 70 0 5 1/2 80 0 4 90 0 3 SLAB CONTROL/ CONTRACTION JOINT 2 NO SCALE WELDED WIRE FABRIC }- m W Ln IZ 'x x --:- x 4 rP f x —+ ak ' x • x 4 f4 4 f 0 0 _ r'1 - _ (� _ _ O _ .. i•1 _ _ n r. 1 n .. _C7 n ., o.. rti .. _O /'� .a0 VAPOR RETARDER /BARRIER -J / COMPACTED GRANULAR DRAINAGE FILL J PROOF- ROLLED & VERIFIED SUBGRACE 1. LOCATE WELDED WIRE FABRIC IN UPPER THIRD OF SLAB. SUPPORT ON BOLSTERS, CHAIRS, OR CONCRETE BRICKS. 2. LAP WELDED WIRE FABRIC A MIN. OF ONE FULL MESH SPACING. 3. THE USE OF NYLON OR POLYPROPYLENE FIBER IN LIEU OF WELDED WIRE FABRIC AS A SECONDARY REINFORCEMENT IS PERMISSIBLE, UNLESS OTHERWISE NOTED. NOTE: FIBER MAY NOT BE SUBSTITUTED FOR W.W.F. IN SUPPORTED SLABS. 4. SEE PLANS, NOTES, AND SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS SUCH AS FINISH, JOINTING, CURING, ETC. SLAB ON GRADE CONSTRUCTION NO SCALE 1 N REFER TO M.E.P. DRAWINGS & SPECIFICATIONS H FOR INFO. RELATING TO TRENCH EXCAVATION, CC BEDDING, AND BACKFILL. Z g a JD s LJJ M5 FOR ANY EXCAVATION THAT MUST EXTEND COLUMN OR WALL 1 -6 " BEYOND THIS LINE, SHORING MUST BE FOOTING x C8W o PROVIDED TO KEEP THE EXCAVATION FRCM s� UNDERMINING THE FOUNDATIONS. —�IIII lI III ICI � I I III 1.5 U/� -4 1 NOTE: ANY SHORING SCHEME REQUIRED gg r� F MUST BE SUBMITTED TO THE ENGINEER FOR REVIEW, PRIOR TO EXCAVATION. EXCAVATION LIMITS DETAIL 7 NO SCALE a NOTE Q MAX. DEPTH OF UNSHEETED /UNSHORED STRUCTURAL COLUMN OR EXCAVATION TO CONFORM W/ THE WALL FOOTING APPLICABLE REQUIREMENTS OF OSHA AND /OR STATE & LOCAL CODES e 4 r- PROPOSED GRADE 4 f 4 e ,4: f e 4, 4 BOTTOM /FOOTING ELEVATION .4 4 •4 . 4 , f. LEAN CONCRETE FILL ' '(MIN. 2,000 PSI C 28 DAYS) f 4 4 f f 4. . I I I I I I I SUITABLE BEARING MATERIAL AS DETERMINED BY TESTING AGENCY O W U d W c� tz E a WALL FOOTING CONSTRUCTION JOINT 4 NO scram PIPE SLEEVE 3' LARGER THAN PIPE DIAMETER LOOSE INSULATION 1. REFER TO THE SPECIFICATIONS FOR APPLICATION OF UNIT COSTS FOR REMOVAL OF UNSUITABLE BEARING MATERIAL & REPLACEMENT W/ LEAN CONCRETE FILL. 2. REFER TO THE GEOTECHNICAL ENGINEERING REPORT FOR ADDITIONAL INFORMATION RE: EXPECTED SOIL CONDITIONS, SUITABILITY OF EX. SOILS FOR USE AS ENGINEERED FILL, GROUNDWATER CONDITIONS, ETC. to Z OVEREXCAVATION DETAIL - LEAN CONCRETE FILL g t NO SCALE CCNTIN. FOOTING RENF. ° 4 CETAL THIS SHEET \V PER SECTIONS NCTES; 1. REFER TO PLUM3 NG DRAWINGS FOR INVERT ELEVATION OF ALL UNDERGROUND PIPING. 2. STEP FOOTING FOR PIPE PENETRATION THROUGH FOUNDATION WALL UNLESS WRITi EN PERMISSION IS OBTAINED FRCM THE MEP ENGINEER. 3. PROVIDE PRECAST OR BOND BEAM LINTEL FOR MULTIPLE PENETRATIONS OR OPEN NGS GREATER THAN 24" IN WIDTH. CMU FOUNDATION WALL SLEEVE NO SCALE 9 12" HORIZ. LEG CONTINUOUS FOOTING REINF. TYPICAL PER SECTIONS i to 0 U V) c� L E t1 MAINTA'N MIN. 6" OF CONCRETE COVER ALL BARS TO MATCH FTG. REINF. W/ AROUND • • (4) #4 TRANSVERSE BARS x FOOTING WIDTH -6" PIPE SLEEVE 3" LARGER THAN PIPE DIAMETER NOTES: LCCSE INSULATION 1. REFER TO PLUM3'NG DRAWINGS FOR INVERT ELEVATION OF ALL UNDERGROUND PIPING. 2. PROVIDE TH'S DETAIL WHERE A PENETRATION THROUGH A WALL FOOTING ,S UNAVOIDABLE. 3. NO SLEEVES IN COLUMN FOCTINGS ARE PERMITTED WITHOUT PRIOR WRITTEN APPROVAL OF THE ARCHITECT /ENGINEER. WALL FOOTING SLEEVE DETAIL 8 190 SCALE NOTE: SLOPE OF EXCAVATION TO CONFORM W/ APPLICABLE REQUIREMENTS OF OSHA AND /OR STATE & LOCAL CODES ,,—STRUCTURAL COLUMN OR WALL FOOTING PROPOSED GRADE 1 1 :z °z o Ln / BOTTOM /FOOTING ELEVATION / i 2 2 / / COMPACTED /ENG NEERED FILL // REFERENCE 02200 OF SPECS. & / GEOTE�HN16L INVESTIGATION' i SUITABLE BEARING MATERIAL AS I l I I Imo= III I l ! 1 1 1 11 11 1 111= DETERMINED BY TESTING AGENCY I I I 1 1 1 1 1 11= 1. REFER TO THE SPECIFICATIONS FOR APPLICATION OF UNIT COSTS FOR REMOVAL OF UNSUITABLE BEARING MATERIAL & REPLACEMENT W/ COMPACTED, ENGINEERED FILL. 2. REFER TO THE GEOTECHNICAL ENGINEERING REPORT FOR ADDITIONAL INFORMATION RE: EXPECTED SOIL CONDITIONS, SUITABILITY OF EX. SOILS FOR USE AS ENGINEERED FILL, GROUNDWATER CONDITIONS, ETC. OVEREXCAVATION DETAIL - COMPACTED FILL 5 NO SCALE TOOL OR CHASE w/ SAWCUT SIM. TO CONTROL JOINT 5 F.F. PER PLAN x x x x x x x x FO ED KEYWAY W/ 3/ ' DIA. x 18" LONG SMOOTH DOVfFLS ® 18" O.C., GREASE ONE END FOR BOND BREAK 2' -0" 2' -011 PROVIDE CONSTRUCTION JOINT IN LIEU OF CONTROL JOINT AT TERM;NATION OF POUR SLAB CONSTRUCTION JOINT 3 NO SCALE 1/8" W. X 1/4 SLAB "T" IN 1 /4" W. X 1/4 SLAB "T" UNEXPOSED AREAS WHERE WET SAWCUT - SEE TABLE r JOINTS W'LL NOT BE FILLED. BELOW w � a x x x x x x x x CONTROL JOINTS SHALL BE SAWN NOT LATER THAN THE FOLLOWING TABLE, OR 16 HOURS AFTER FINAL TROWELING (WHICHEVER IS LESS), WHERE T EQUALS THE AMBIENT TEMPERATURE IN DEGREES FAHRENHEIT AT THE TIME OF FINAL TROWELING. SAWCUTTING SHALL BE SUSPENDED ONLY IF THE LARGE AGGREGATE IS DISLODGED OR LOOSENED. ALTERNATE: USE PRE - FORMED JOINT FORMER. TEMP, F 0 TIME, HOURS < 40 0 16 50 0 14 60 0 8 1/2 70 0 5 1/2 80 0 4 90 0 3 SLAB CONTROL/ CONTRACTION JOINT 2 NO SCALE WELDED WIRE FABRIC }- m W Ln IZ 'x x --:- x 4 rP f x —+ ak ' x • x 4 f4 4 f 0 0 _ r'1 - _ (� _ _ O _ .. i•1 _ _ n r. 1 n .. _C7 n ., o.. rti .. _O /'� .a0 VAPOR RETARDER /BARRIER -J / COMPACTED GRANULAR DRAINAGE FILL J PROOF- ROLLED & VERIFIED SUBGRACE 1. LOCATE WELDED WIRE FABRIC IN UPPER THIRD OF SLAB. SUPPORT ON BOLSTERS, CHAIRS, OR CONCRETE BRICKS. 2. LAP WELDED WIRE FABRIC A MIN. OF ONE FULL MESH SPACING. 3. THE USE OF NYLON OR POLYPROPYLENE FIBER IN LIEU OF WELDED WIRE FABRIC AS A SECONDARY REINFORCEMENT IS PERMISSIBLE, UNLESS OTHERWISE NOTED. NOTE: FIBER MAY NOT BE SUBSTITUTED FOR W.W.F. IN SUPPORTED SLABS. 4. SEE PLANS, NOTES, AND SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS SUCH AS FINISH, JOINTING, CURING, ETC. SLAB ON GRADE CONSTRUCTION NO SCALE 1 N W H cc CC PAB Z g a JD s LJJ M5 a� x C8W o Z� s� w � � U/� -4 1 v • gg r� F O V) U Structural Engrosses LYNCH, HARRISON, BRUMLE VE ssovr�a.A"mm r.eiziniiii 4W p�71 �ossars Scope Drawings: Thee draeimp Indicate the general scope of the project In terms of architectural design concept, the dimensions of the building, the major architectural elements and the type of structural• mechanical and slectrical systems. The drawings do not necessarily Indicate or describe all work required Par full performance and completion at ft requirements of the Contract. On th basis at the general scope Indicated or described, the trade contractors shall furnish all Items required for the proper exscution and completion of the work. Drawing Title: TYPICAL DETAILS Revisions: Issue Date W Checked By cc CC PAB Z WE � teJ JD LU LJJ M5 V o co Scope Drawings: Thee draeimp Indicate the general scope of the project In terms of architectural design concept, the dimensions of the building, the major architectural elements and the type of structural• mechanical and slectrical systems. The drawings do not necessarily Indicate or describe all work required Par full performance and completion at ft requirements of the Contract. On th basis at the general scope Indicated or described, the trade contractors shall furnish all Items required for the proper exscution and completion of the work. Drawing Title: TYPICAL DETAILS Revisions: Issue Date Drawn By Checked By 3/10/06 JRO PAB Certified By: �r,�l�urrrrrrr •.....• (�` iii ��QPJ ••�E,GVSTER�.• L� �i� No. 890277 - i 70 STATE OF J (V O.c� •'•.• �No l AN* .� • �� •.......•• ON `�1�rrr rm L Drawing Number: S401 Project Number: 25429 �h CL Cr M N CD M co CD CD 00 "VERTICAL" BRICK EXPANSION "OFFSET" BRICK EXPANSION JOINT -SEE ARCH. DWGS. JOINT -SEE ARCH. DWGS. FOR LOCATION FOR LOCATION 2 LAYERS OF FLASHING —/ 2 LAYERS OF FLASHING AT BEARING, BOTH ABOVE & AT BEARING BELOW BEARING CLEAR OPENING L � 8" MIN. CLEAR OPENING I 8' M N. PER ARCH. PLANS I BEARING PER ARCH. PLANS BEARING NOTE: LIMESTONE LINTELS ARE SIMILAR. AT "VERTICAL" BRICK AT "OFFSET" BRICK EXPANSION JOINT EXPANSION JOINT LINTEL BEARING DETAILS 12 NO SCALE O 2" GA. 14" r- 2" W10 (4) 2 1/16" CIA. HOLES C14 I FOR (4) 1" CIA. L ANCHOR BCLTS BASE PL TH'CKNESS: w 1 D's 2" V ub W10 BASE PL DETAIL scut: xaa F— 7 CMU WALL PER ARCH. PLANS & tz DETAi LS I L Nom, I I Cz I I NOTE: HORIZ. JOINT REINFORCING ° I NOT SHOWN FOR CLARITY. o� J Z � a EQ. EQ. LU of CONTIN. VERTICAL WALL REINF. m i I PER PLANS & DETA!LS, USE Ca 00 REBAR POSITICNERS TO MAINTAIN IVERTICAL REINF. IN CORRECT LOCATION g WITHIN THE WALL. REF. SPECIFICATIONS N FILL ALL REINFORCED CELLS SOLID WITH GRC'JT. DELAY APPROX. 5 M'NJTES (TO . 04 ALLOW EXCESS WATER TO BE ABSORBED _ BY THE CMU UNITS) AND THEN CONSOLI- W DATE BY MECHANICALLY VIBRATING. SEE _ SPECIFICATIONS FOR ADDNL. REQUIREMENTS. tz- J •• MORTAR CROSS WEBS AT oO RE NFCRCr_ CELLS I 0 0" Of M co MATCHING DOWELS TOP OF FCJNDATON OR J PREVIOUS WALL LIFT A4 LOW - LIFT WALL CONSTRUCTION 9 WALL PER PLAN CONTROL JOINT AT CONTRACTOR'S OPTION NO SCALE VERTICAL REINF. CCNTIN.—,--. ThRU BOND BEAM CORES FILLED SOLID WITH GROUT '.. •��' NOTE: USE OPEN CORE BOND SLAB CONTROL JOINTS- WRAP BASE OF COLUMN W/ BEAMS, TYPICAL EXCEPT FOR SEE DETAIL THIS SHEET & 1/2" ISOLATION JOINT MATERIAL & LINTELS & OTHER CONDITIONS FOUNDATION PLAN FOR LOO. CAULK WHERE BOTTOM OF UNITS • .:• COLUMN BASE PLATE & WILL BE EXPOSED. COLUMN BLCCKOUT SECONDARY POUR ISOLATION JOINT - 1/2 " STEEL COLUMN PER PLAN ANCHOR BOLTS- SEE DTLS. r- PREFORMED JOINT MATERIAL I I ON S402 CONC. SLAB PER PLAN I REFERENCE COLUMN ISOLATION JOINT DETAILS OPEN CORE CMU BOND BEAM W/ 0 I I ,.� 3 1/2" WEB KNOCKOUTS OR CUT FROM L — J OUTLINE OF BASE FINISHED FLOOR SEE S., ,ED. STANDARD UNITS PLATE BELOW ELEV.= 0 -0 x —x —x —x —x - I I x- x x- x- x VERTICAL REINF. CONTIN. SCHEDULE V21 w THRU BOND BEAM �� I SIZE REINF. ��' IN AREAS SUBJECT TO HIGH MOISTURE 6" (1) #5 �� CONDITIONS, SUCH AS BELOW GRADE CORES FILLED SOLID 8• 2 5 APPLICATIONS, THICKEN SLAB TO 8 MIN. ° WITH GROUT # e, SUBSTITUTE A COLD -JOINT WATERSTOP Z 1 .a 10 » (2 #5 FOR THE 1/2" ISOLATION MATERIAL. o .. 12" 2 #5 0 0 sl wLr) • V) •: • . 1. TUBE COLUMN SHOWN FOR ILLUSTRATIVE PURPOSES ONLY. WIDE FLANGES, PIPES, AND OTHER STEEL SHAPES ARE SIMILAR. EXTEND FOOTING DEPTH AS REQUIRED TO 2. ADJUST 2' -0" DIMENSION AS REQUIRED TO ACCOMMODATE COLUMN BASE PLATES AND MAINTAIN MIN. 3" COVER AROUND BOTTOM GROUTING PROCEDURES. OF ANCHOR BOLTS WHEN FOOTING DEPTH IS CMJ BOND BEAM UNITS LESS THAN ANCHOR BOLT EMBEDMENT EQUAL EQUAL 3. WHERE THIN -SET EPDXY TERRAllO OR VINYL SHEET GOODS ARE THE SCHEDULED SEE SCHEC. �► 2 " FLOOR FINISH, ELIMINATE THE DIAMOND- SHAPED ISOLATION JOINT AND EXTEND SEE SCHEDULE FOk SIZE &REINF. THE CONTROL JOINTS TO THE COLUMN. TYPICAL INTERIOR COLUMN FOOTING ISOLATION JOINT DETAIL 2 CMU BOND BEAM DETAILS COLUMN NO SCALE g 5 STAIR STRINGER BY H NO SCALE 0_1 STAIR MANUF. rD CONTROL JOINT AT z PVC CONTRCL JOINT (ABOVE GRADE), SEE W J n/yi� s ANCHORAGE BY a SPECIFICATIONS. REFER TO ARCHITECTURAL z!•1 CL STAIR MANUF. SEE PLAN & SECTIONS FOR VERTICAL w.w.F. 'T FOOTING CONCRETE PIER OR 0 REINFORCING S'ZE & SPACING. LAP BARS 48 DA. AT SPLICES —x x x x x x —x x x x BLOCK CORES W/ REINF. STEEL / I Y / !I 0 — T GROUT ALL CORES BELC�J OIL • • • COLUMN BLOCKOUT L L OUTLINE OF BASE —1 OUTLINE OF BASE LADDER -TYPE HORIZONTAL PLATE BELOW SECONDARY POU PLATE BELOW 2' -6" (3) - #4 EACH WAY BOTTOM ISOLATION JOINT - 1/2" PREFORMED JOINT MATERIAL PREFORMED JOINT MATERIAL STAIR POST BY SLAB CONTROL JOINTS - SEE DETAIL THIS SHEET & / '*HEAVY HEX NUT -TACK STAIR MANUF. FOUNDATION PLAN FOR LOO. COLUMN BLOCKOUT / NOTES: WELD TO BOLT REINF'D. CONCRETE ANCHORAGE BY SECONDARY POUR 1. LOCATION OF ANCHOR BOLTS MUST NOT VARY MORE THAN 1/8' CENTER- FOOTING, REF. PLAN STAIR MANUF. TO- CENTER OF ANY TWO BOLTS WITHIN AN ANCHOR BOLT GROUP. BASE PLATE 2. HOLD MAX. DEVIATION OF 1/4 ", CENTER -TO- CENTER OF ADJACENT ANCHOR BOLT GRCUPS, 1. TUBE COLUMN SHOWN FOR ILLUSTRATIVE PURPOSES ONLY. WIDE FLANGES, PIPES, BY STAIR MANUF. 1. TUBE COLUMN SHOWN FOR ILLUSTRATIVE PURPOSES ONLY. WIDE FLANGES, PIPES, AND OTHER STEEL SHAPES ARE SIMILAR. 3. HOLD ELEVATION OF THE TOP OF THE ANCHOR BOLTS TO +/- 1/2 INCH. W.W.F. AND OTHER STEEL SHAPES ARE SIMILAR. 2. ADJUST 2' -0" DIMENSION AS REQUIRED TO ACCOMMODATE COLUMN BASE PLATES AND FULLY BED MCRTAR JOINTS AT NOTE: USE NORMAL WEIGHT CMU BELOW 2. ADJUST 2' -0" DIMENSION AS REQUIRED TO ACCOMMODATE COLUMN BASE PLATES AND 4. HOLD MAXIMUM DEVIATION OF 1/4" FROM THE CENTER OF ANY ANCHOR BOLT STARTER COURSE OFF FOOTINGS GRADE. REFER TO SPECIFICATIONS & ARCH. x GROUP TO THE ESTABLISHED COLUMN LINE THROUGH THAT GROUP. GROUTING PROCEDURES. x x x x x x— x x x • 5. REFER TO THE AISC CODE OF STANDARD PRACTICE FOR ADDITIONAL INFORMATION. 3. WHERE THIN -SET EPDXY TERRAllO OR VINYL SHEET GOODS ARE THE SCHEDULED u of DETAIL FLOOR FINISH, ELIMINATE THE DIAMOND- SHAPED ISOLATION JOINT AND EXTEND COLUMN ISOLATION JOINT DETAIL 1" DIA, ANCHOR BOLT 10 THE CCNTROL JOINTS TO THE COLUMN. SCALE : NONE NO SCALE CH W Y NO SCALE 2' -6" BOTTOM COLUMN ISOLATION JOINT DETAIL 3 THICKENED SLAB AT STAIR POSTS NO SCALE NO SCALE NO SCALE VERTICAL REINF. CCNTIN.—,--. ThRU BOND BEAM CORES FILLED SOLID WITH GROUT '.. •��' NOTE: USE OPEN CORE BOND SLAB CONTROL JOINTS- WRAP BASE OF COLUMN W/ BEAMS, TYPICAL EXCEPT FOR SEE DETAIL THIS SHEET & 1/2" ISOLATION JOINT MATERIAL & LINTELS & OTHER CONDITIONS FOUNDATION PLAN FOR LOO. CAULK WHERE BOTTOM OF UNITS • .:• COLUMN BASE PLATE & WILL BE EXPOSED. COLUMN BLCCKOUT SECONDARY POUR ISOLATION JOINT - 1/2 " STEEL COLUMN PER PLAN ANCHOR BOLTS- SEE DTLS. r- PREFORMED JOINT MATERIAL I I ON S402 CONC. SLAB PER PLAN I REFERENCE COLUMN ISOLATION JOINT DETAILS OPEN CORE CMU BOND BEAM W/ 0 I I ,.� 3 1/2" WEB KNOCKOUTS OR CUT FROM L — J OUTLINE OF BASE FINISHED FLOOR SEE S., ,ED. STANDARD UNITS PLATE BELOW ELEV.= 0 -0 x —x —x —x —x - I I x- x x- x- x VERTICAL REINF. CONTIN. SCHEDULE V21 w THRU BOND BEAM �� I SIZE REINF. ��' IN AREAS SUBJECT TO HIGH MOISTURE 6" (1) #5 �� CONDITIONS, SUCH AS BELOW GRADE CORES FILLED SOLID 8• 2 5 APPLICATIONS, THICKEN SLAB TO 8 MIN. ° WITH GROUT # e, SUBSTITUTE A COLD -JOINT WATERSTOP Z 1 .a 10 » (2 #5 FOR THE 1/2" ISOLATION MATERIAL. o .. 12" 2 #5 0 0 sl wLr) • V) •: • . 1. TUBE COLUMN SHOWN FOR ILLUSTRATIVE PURPOSES ONLY. WIDE FLANGES, PIPES, AND OTHER STEEL SHAPES ARE SIMILAR. EXTEND FOOTING DEPTH AS REQUIRED TO 2. ADJUST 2' -0" DIMENSION AS REQUIRED TO ACCOMMODATE COLUMN BASE PLATES AND MAINTAIN MIN. 3" COVER AROUND BOTTOM GROUTING PROCEDURES. OF ANCHOR BOLTS WHEN FOOTING DEPTH IS CMJ BOND BEAM UNITS LESS THAN ANCHOR BOLT EMBEDMENT EQUAL EQUAL 3. WHERE THIN -SET EPDXY TERRAllO OR VINYL SHEET GOODS ARE THE SCHEDULED SEE SCHEC. �► 2 " FLOOR FINISH, ELIMINATE THE DIAMOND- SHAPED ISOLATION JOINT AND EXTEND SEE SCHEDULE FOk SIZE &REINF. THE CONTROL JOINTS TO THE COLUMN. TYPICAL INTERIOR COLUMN FOOTING ISOLATION JOINT DETAIL 2 CMU BOND BEAM DETAILS COLUMN NO SCALE g 5 STEEL COLUMN PER PLAN 1/2- ISOLATION MATERIAL CONC. SLAB PER PLAN FINISHED FLOOR ELEV.= 0'-0" x —x —x —x 00 HOLD 2 HALF -SPACE V) HALF -SPACE BALANCE AT FULL -SPACE MAX. 4" c� Z J O =) oQ w U COLUMN BASE PLATE & ANCHOR BOLTS- SEE DTLS. PAINT ALL STEEL BELOW GRADE W/ 2 COATS OF ASPHALTUM x— x— x— x— x REF. PIER SCHEDULE FOR REINF. SIZE & TIE SPACING I I EQUAL EQUAL SEE SCHEDULE FOR SIZE & REINF. COLUMN FOOTING W/ PIER NO SCALE N NO SCALE H NO SCALE 0_1 CMU SASH BLOCK W/ CRUCIFORM RUBBER OR rD CONTROL JOINT AT z PVC CONTRCL JOINT (ABOVE GRADE), SEE W J n/yi� s WALL PER PLAN CONTRACTOR'S OPTION a SPECIFICATIONS. REFER TO ARCHITECTURAL z!•1 CL DRAWINGS FOR JOINT LOCATIONS, SEE PLAN & SECTIONS FOR VERTICAL t� F 'T FOOTING CONCRETE PIER OR 0 REINFORCING S'ZE & SPACING. LAP BARS 48 DA. AT SPLICES *..\ BLOCK CORES W/ REINF. STEEL / I Y TO BE FILLED W7H GROUT THE FULL HEIGHT OF WALL !I "' m° HEAVY HEX DOUBLE NUTS w/ J » PL 5/16 x 3 x 3 WASHERS T GROUT ALL CORES BELC�J 0- o = I W WELD AFTER ERECTION /r GRADE FIN. FLOOR, U.N.O. L OUTLINE OF BASE o �- Z o � LADDER -TYPE HORIZONTAL PLATE BELOW C., z �, JOINT REINF, C 16" O.C. VERTICALLY (DISCONTINUOUS AT CONTROL JOINTS) ISOLATION JOINT - 1/2" PREFORMED JOINT MATERIAL REDUCE SPA. TO 8" BELOW GRACE & AT / '*HEAVY HEX NUT -TACK PARAPETS L COLUMN BLOCKOUT / NOTES: WELD TO BOLT REINF'D. CONCRETE SECONDARY POUR 1. LOCATION OF ANCHOR BOLTS MUST NOT VARY MORE THAN 1/8' CENTER- FOOTING, REF. PLAN up TO- CENTER OF ANY TWO BOLTS WITHIN AN ANCHOR BOLT GROUP. FOR SIZE, RE NF. & T /FO ING ELEVATION OT 2. HOLD MAX. DEVIATION OF 1/4 ", CENTER -TO- CENTER OF ADJACENT ANCHOR BOLT GRCUPS, 1. TUBE COLUMN SHOWN FOR ILLUSTRATIVE PURPOSES ONLY. WIDE FLANGES, PIPES, AND OTHER STEEL SHAPES ARE SIMILAR. 3. HOLD ELEVATION OF THE TOP OF THE ANCHOR BOLTS TO +/- 1/2 INCH. 2. ADJUST 2' -0" DIMENSION AS REQUIRED TO ACCOMMODATE COLUMN BASE PLATES AND FULLY BED MCRTAR JOINTS AT NOTE: USE NORMAL WEIGHT CMU BELOW GROUTING PROCEDURES. 4. HOLD MAXIMUM DEVIATION OF 1/4" FROM THE CENTER OF ANY ANCHOR BOLT STARTER COURSE OFF FOOTINGS GRADE. REFER TO SPECIFICATIONS & ARCH. 3. WHERE THIN -SET EPDXY TERRAllO OR VINYL SHEET GOODS ARE THE SCHEDULED GROUP TO THE ESTABLISHED COLUMN LINE THROUGH THAT GROUP. WHERE CELLS ARE NOT GROUTED DRAWINGS FCR WT. CLASSIFICATION FOR FLOOR FINISH, ELIMINATE THE DIAMOND- SHAPED ISOLATION JOINT AND EXTEND 5. REFER TO THE AISC CODE OF STANDARD PRACTICE FOR ADDITIONAL INFORMATION. ABOVE GRADE UNITS. THE CONTROL JOINTS TO THE COLUMN. DETAIL REINF'D. MASONRY DTL.- RUNNING BOND COLUMN ISOLATION JOINT DETAIL 1" DIA, ANCHOR BOLT 10 SCALE : NONE NO SCALE NO SCALE STEEL COLUMN PER PLAN 1/2- ISOLATION MATERIAL CONC. SLAB PER PLAN FINISHED FLOOR ELEV.= 0'-0" x —x —x —x 00 HOLD 2 HALF -SPACE V) HALF -SPACE BALANCE AT FULL -SPACE MAX. 4" c� Z J O =) oQ w U COLUMN BASE PLATE & ANCHOR BOLTS- SEE DTLS. PAINT ALL STEEL BELOW GRADE W/ 2 COATS OF ASPHALTUM x— x— x— x— x REF. PIER SCHEDULE FOR REINF. SIZE & TIE SPACING I I EQUAL EQUAL SEE SCHEDULE FOR SIZE & REINF. COLUMN FOOTING W/ PIER NO SCALE N W H W 0_1 Issse N rD ti J J0 W J n/yi� s a� C8 N z!•1 V M t� F 0 V Smwtural Engineers LYNCH, HARRISON, BRUMLEVE sso vleslok AMeme )ndi.mepoUe. Tod�a �67A3 pin M6.2o73 Scope Drawings: These drawhge indicate the general scope of the project In terms of architectural design concept, the dimensioru of the building, the major architectural elements and the type of structural, mechanical and electrical systems. TM drawingqs do not necessarily Indicate or describe ail work squired for full performance and oompletion of the requlnmsnts of the Contract. On the basis of the general scope Indicated or described, the trade contractors shall furnish all items requtred for the proper execution and completion of the work Drawing Title: TYPICAL DETAILS Revisions: Issue Date W Checked By W CC.l Issse N Z 0.1 , 4 ,:0 J0 W J n/yi� s le Q N IM m V Im Q V M Scope Drawings: These drawhge indicate the general scope of the project In terms of architectural design concept, the dimensioru of the building, the major architectural elements and the type of structural, mechanical and electrical systems. TM drawingqs do not necessarily Indicate or describe ail work squired for full performance and oompletion of the requlnmsnts of the Contract. On the basis of the general scope Indicated or described, the trade contractors shall furnish all items requtred for the proper execution and completion of the work Drawing Title: TYPICAL DETAILS Revisions: Issue Date Drawn By Checked By 3/10/06 JRO PAB Certified By: j%jy1111111//1 No. 890277 STATE OF 0.n •'•.• fNDIAN ••�� /ON 'if 111 ul, Drawing Number: S402 project Number: 25429 CD Cr M OJ N CD (0 5' CD CD co 4 1 " x 3" SLOTS DRILLED/ CUT IN SHOP. COORD. LOC. W/ ELECTRICAL CONTRACTOR w o NW PRIOR TO ERECTION. NO FIELD 3/10/06 JRO CUTTING OF TUBES WILL BE PERMITTED �Ln :. d g o —J� WITHOUT THE WRITTEN PERMISSION OF Lu Ln0- THE STRUCTURAL ENGINEER I a� C O I I i I A'n 3 z III I U of o cn STEEL TUBE DIAGONAL BRACES -REFER TO NOTE: " ELEV'S ON S3CO SERIES MECHANICAL FASTENERS MAY BE USED IN LIEU OF WELDS. SUBMIT PROPOSED FASTENERS & TECHNICAL DATA FOR REVIEW. w FINISHED FLOOR I I II COMPOSITE STEEL FLOOR ELEV. PER PLAN NO SCALE CONDUIT RUN THROUGH BRACING �� SCALE : 3/4" = f-0" #4 x 6' -0" LONG CENTERED OVER INTERIOR GIRDER AT 18" O.C. U x x PROVIDE SLAB BOLSTERS OR CHAIRS FOR SUPPORT OF REBAR SEE NOTE BELOW —X —X- GIRDER DECK CLOSURE AS REQUIRED NTERIOR STEEL GIRDER TYPICAL FLOOR GIRDER NO SCALE 11 TOP PL 1/2 x FLANGE WIDTH OF z /g• "CANTILEVERED" BEAM LESS 1" x INSPECT J 2' -0 " LONG STEEL BEAM - STEEL BEAM- STD. BL L SIZE PER PLAN SIZE PER PLAN 0 SH CONN. NOTE: PROVIDE SHIM PL'S TO BOTTOM PL 3/8 x FLANGE WIDTH OF ACCOM DEPTH D;FFERENTIAL "CAN- ILEVERED" BEAM PLUS 1" x IF REQUIRED 2' -C" LONG 3/8 INSPECT TOP PL 1/2 x FLANGE WIDTH OF "CANTILEVERED" BEAM LESS 1" x 2' -C" LONG STEEL BEAM- STEEL BEAM- j STD. BL L SIZE PER PLAN SIZE PER PLAN SH CONN. SEAT L6x4xl /2 x 1' -0 LLH DETAIL B — DEPTH DIFFERENTIAL 6" OR GREATER BEAM MOMENT CONNECTION NO SCALE 1O W10 STEEL COLUMN CAP PL 1" x COLUMN SIZE BACKER BAR WELD ALL AROUND TO COLUMN TOP FLANGE OF ROOF BEAM Li � I M o NCTE: ALL MCMENT a III CONNECTION WELDS L TO BE TESTED/ ° INSPECTED ° ° I DETAIL C — PLAN AT ROOF TOP FLANGES 9C 5403 M T /CAP PL = T /BEAMS CHORD. W/ FRAMING PLAN DOUBLE ANGLE SHEAR-- - CONNECTION W/ A325 BOLTS 98 � ROOF BEAM s403 L8x4x3/4 w/ 2) 3�4" DIA. A325 -FT BOLTS W/ TENSION- IN4DICATING WASHERS PROVIDE OVERSIZED HOLES IN VERTICAL LEG OF BOTTOM ANGLES W10 STEEL COLUMN W/ CAP PL 1" x COLUMN SIZE AT ROOF it DOUBLE ANGLE SHEAR �I CONNECTION W/ A325 BOLTS 98 FLOOR BEAM 5403 j L8x4x3/4 w/ (2� 314" DIA. A325 -FT BOLTS W TENSION -IND CA ING WASHERS PROVIDE OVERSIZED HOLES IN VERTICAL LEG OF BOTTOM ANGLES W10 STEEL COLUM AT FLOORS MOMENT CONNECTION AT COLUMNS NO SCALE FIELD WELD ANGLE FRAME TO JOIST OR BEAM WITH 3" MINIMUM BEARING. LSx40/49" TO COLUMN W10 STEEL CCLUMN FLANGES, TYPICAL U.N.O. w/ (2) 7/8" CIA. A325 -FT SLIP - CRITICAL BOTTOM FLANGE OF BOLTS W/ TENS'ICN- INDICATING WASHERS, SEE NOTES THIS SHT. FLOOR BEAM /EXTENSICN I NOTE: DOUBLE ANGLE SHEAR CONN'S 5/16 0� NOT SHOWN FOR CLARITY �m COPE VERT. LEG WITHIN 1" OF L1_ o EDGE OF JOIST (OR BEAM FLANGE) M0 AND EXTEND 4" FOR BEARING ON � L_ TOP OF STEEL MEMBER °m o COORD. W/ MECH, COORD. W/ MECH. DETAIL B — PLAN AT BOTTOM FLANGES NOTES: 1 1/2' WIDE R 1. PROVIDE ANGLE FRAME AS SHOWN ROOF DECK FOR ROOF OPENINGS IN 1 112" ROOF OPENING WIDE RIB ROOF DECK WITH MAX. DIMENSION EXCEEDING 1' -0 ". _ - . -- ..... - - ... ....... —. -- L8x4x3' f 4x9" TO COLUMN W10 STEEL COLUMN FLANGES, TYPICAL U.N.O. 2. USE: L4x4xl /4 TYPICAL. w/ (2) 7/8" DIA A325 -FT SLIP- CRITICAL 3. CHORD. LOCATION OF ROOF OPENINGS — BOLTS W TENSION-INDICATING W/ MECH. AND ARCH. DRAWINGS. TOP FLANGE OF WASHERS, SEE NOTES THIS SHT. STEEL JOIST- L4x4xl /4 FRAME FLOOR BEAM l OR BEAM- MAINTAIN COPE OF VERT. LEG SIZE PER PLAN WITHIN 1" OF EDGE OF BEAM nJ L FLANGE OR JOIST CHORD I I 5/1 it NOTE: DOUBLE ANGLE SHEAR CONN'S TYPICAL ROOF OPENING FRAME ° I NOT SHOWN FOR CLARITY NO SCALE 6 Z � ill a� II co I c _ 200 LBS. TO 400 LBS. 2 -L2 "x2 "x3/16" VERT. AT DETAIL A — PLAN AT FLOOR TOP FLANGE EACH CONC'D. LOAD 2X4 MOMENT CONNECTION DETAILS /I -_ - - NO SCALE 1. ALL MOMENT CONNECTIONS, DENOTED BY ON THE FRAMING PLANS SHALL BE FULLY - TENSIONED CONNECTIONS STEEL JOIST USING 3/4' DIA. A325 -FT BOLTS 0 TOP & BOTTOM FLANGES, IN THE NUMBER SHCWN ON THE DETAILS. 200 LBS. TO 400 LBS. 2. THE CONTACT SURFACE SHA_L BE CLASS A MILL SCALE, DRY 1. LOADS LESS THAN 200 LBS. MAY BE LOCATED ANYWHERE ALONG AND UNPAINTED WITHOUT EXCESSIVE LOOSE RUST OR MILL SCALE. THE TOP OR BOTTOM CHORD OF THE JOIST WITHOUT REQUIRING 3. NCTE: USE TENSION - INDICATING BOLTS (TWIST -OFF) CR WASHERS WITH REINFORCEMENT. ALL 3/4" D:A A325 -FT BOLTS. 2. PROVIDE THIS DETAIL WHERE SUSPENDED EQUIPMENT, MECHANICAL 4. PROVIDE OVERSIZED HOLES IN THE OUTSTANDING LEG OF THE BOTTOM UNIT, OR PIPING IMPARTS A CONCENTRATED LOAD OF BTWN. 200 AND 400 LBS.. IF THE LOAD IS APPLIED WITHIN 6" OF A TOP OR BOTTOM CONNECTION ANGLE. CHORD PANEL POINT, NO REINFORCEMENT IS REQUIRED. 5. PROVIDE CAP PL 1" x COLUMN WI3,TH AND DEPTH FOR ALL COLUMNS 3. NO CONCENTRATED LOADS GREATER THAN 400 LBS. WILL BE RECEIVING WELDED CONNECTIONS. ALLOWED WITHOUT THE WRITTEN APPROVAL OF THE ARCHITECT /ENGINEER. MOMENT CONNECTION NOTES JOIST CONCENTRATED LOAD NO SCALE 6 Nn cr%ei r 5 CENTER COMPOSITE STUDS ON MAX. 3' -0" O.C. THE BEAM UNLESS OTHERWISE REQUIRED (SEE NOTE #3 BELOW) x x x x x x— COMPOSITE BEAM PER PLAN �-- INSTALL STUDS ON SIDE OF DECK CENTER STIFFENING RIB NEAREST THE END OF THE BEAM FOR MAX. EFFECTIVENESS x x CN4_ � co O 3/4" DIA. PUDDLE WELD WHERE) NO STUD IS REQUIRED FOR A DECK CONNECTION AT 12" O.C. MAX. 1. THE MIN. NUMBER OF STUDS FOR EACH BEAM IS SHOWN ON THE FRAMING PLAN. 2. SPACE STUDS AS EVENLY AS POSSIBLE IN AVAILABLE DECK FLUTES. WHERE STUD SPACING EXCEEDS THE MAX. SPACING ALLOWED, PROVIDE ADDITIONAL STUDS TO SATISFY THE SPACING REQUIREMENTS. 3. WHERE THE NUMBER OF STUDS EXCEEDS THE NUMBER OF FLUTES, PROVIDE TWO STUDS IN EVERY OTHER FLUTE, STARTING AT EACH END OF THE BEAM. THE TRANSVERSE SPACING BETWEEN TWO STUDS IN A SINGLE FLUTE SHALL BE 3 ", UNLESS NOTED OTHERWISE. 4. PLACE ANY NATURAL BEAM CAMBER UP. COMPOSITE BEAM DETAIL No SCALE 4 CENTER COMPOSITE STUDS ON MAX. 3' -0" O.C. THE BEAM UNLESS OTHERWISE REQUIRED (SEE NOTE #3 BELOW) x x x x x x x x x COMPOSITE GIRDER PER PLAN o 3/4" DIA. PUDDLE WELD WHERE NO STUD IS REQUIRED FOR A DECK CONNECTION AT 12" O.C. MAX. 1. THE MIN. NUMBER OF STUDS FOR EACH BEAM IS SHOWN ON THE FRAM AG PLAN. 2. SPACE STUDS AS EVENLY AS POSSIBLE IN AVAILABLE DECK FLUTES. WHERE STUD SPACING EXCEEDS THE MAX. SPACING ALLOWED, PROVIDE ADDITIONAL STUDS TO SATISFY THE SPACING REQUIREMENTS. 3. WHERE THE NUMBER OF STUDS EXCEEDS THE NUMBER OF FLUTES, PROVDE TWO STUDS IN EVERY OTHER FLUTE, STARTING AT EACH END OF THE BEAM. THE TRANSVERSE SPACING BETWEEN TWO STUDS IN A SINGLE FLUTE SHALL BE 3 ", UNLESS NOTED OTHERWISE. 4. PLACE ANY NATURAL BEAM CAMBER UP. COMPOSITE GIRDER DETAIL 3 NO SCALE 36" COVER w o NW H 3/10/06 JRO CO illeeles �Ln :. d g o —J� Lu Ln0- x x d x x a Xe ♦* .. x •_�'x e x ♦ a� C8 O z A'n w� 36/4 PATTERN w SIDELAP U 11 cn FASTENERS 036 O.C. MAX. NOTE: 1. 1 1/2 ", 20 GA. GALVANIZED COMPOSITE STEEL FLOOR DECK. 2. WELD DECK TO SUPPORTING STRUCTURE USING 3/4" DIAMETER WELDS. MECHANICAL FASTENERS MAY BE USED IN LIEU OF WELDS. SUBMIT PROPOSED FASTENERS & TECHNICAL DATA FOR REVIEW. 3. USE #10 TEK SCREW SIDELAP FASTENERS, U.N.O. 4. REFER TO SPECIFICATIONS FOR ADDITIONAL INFORMATION. COMPOSITE STEEL FLOOR DECK 2 NO SCALE 36" COVER 36/4 PATTERN W/ SIDELAP FASTENERS 0 18" O.C. MAX. NOTE: TYPICAL U.N.O. 1. 1 1/2 ", 22 GA. PRIME PAINTED WIDE RIB STEEL ROOF DECK. 2. ALL WELDS SHALL BE 5/8" DIA PUDDLE WELDS. 3. USE 110 TEK SCREW SIDELAP FASTENERS, U.N.O. 4. MECHANICAL FASTENERS MAY BE USED IN LIEU OF WELDS. SUBMIT PROPOSED FASTENERS & TECHNICAL DATA FOR REVIEW. 5. REFER TO SPECIFICATIONS FOR ADDITIONAL INFORMATION. WIDE —RIB METAL ROOF DECD NO SCALE N W H 3/10/06 JRO CO illeeles z — g o —J� Lu H Q se Co w a� C8 O z A'n w� U 11 cn g�g r^f F 0 U Structural Engineers LYNCH, HARRISON, BRUMLEVE .,f=1 017) 70&=S Scope Drawings: Thee drawings Indicate the genrol scope of the project In terms of archdectwral design concept, the dimensions of the building, the major architectural elements and the type of structural, mechanical and electrical systems. The dmwinga do not necessarily Indicate or describe all work required for full performonce and completion of the requirements of the Contract. On the base of the general scope Indicated or described, the trade contractors shall furnish all Items required for the proper execution and completion of the work. Drawing Title: TYPICAL DETAILS Revisions: Issue Date W Checked By 3/10/06 JRO CO illeeles z — w 4t w —J� Lu H Q se Co V O C* Scope Drawings: Thee drawings Indicate the genrol scope of the project In terms of archdectwral design concept, the dimensions of the building, the major architectural elements and the type of structural, mechanical and electrical systems. The dmwinga do not necessarily Indicate or describe all work required for full performonce and completion of the requirements of the Contract. On the base of the general scope Indicated or described, the trade contractors shall furnish all Items required for the proper execution and completion of the work. Drawing Title: TYPICAL DETAILS Revisions: Issue Date Drawn By Checked By 3/10/06 JRO PAB Certified By: �>>%iu111111 � BRU 4��i :• 's No. 890277 STATE OF SZCN �L�fi� !ri tint Drawing Number: S403 Project Number: 25429 r� a Cr M 2) Cn r-« CD IM co 5• CD CD M. co FOUNDATION SECTION 3/419 = T-019 3 M COLUMN PER PLAN BRICK VENEER V -4 5/8" BRICK VENEER COLUMN BASE PLATE AND 4M ANCHOR BOLTS PER ARCH CONCRETE SLAB SEE SITE /CIVIL PER PLAN Ira T /SLAB EL j x -x -x -x PER PLAN V 8" CMU w/ #5 6 ", 16 -GA. MIN STEEL PER PLAN 90' HOOK AT TOP, TYP GROUT ALL CORES-----, I PIER PER PLAN &SCHEDULE SOLID BELOW GRADE 32" O.C. VERT STUDS 0 16" O.C. REQUIREMENTS V) Di lit T /FfG EL U PER PLAN FINISH GRADE SEE SITE /CIVIL Ix T SLAB EL x - x - x PER PLAN OPEN -CORE BOND BEAM w/ (2) #5 CONT. I lo lo 12" O.C. GROUT ALL CORES I EACH WAY EA SOLID BELOW GRADE EACH FACE SEE DETAIL 12/S401 FOR ELEVATOR PIT FOOTING COLD -JOINT REINFORCEMENT WATERSTOP me 0 T /FTG EL PER PLAN FOUNDATION SECTION 3/419 = T-019 3 M w U N W w V) . 10 A SEE FOOTING SCHEDULE 7 of FOR SIZE AND REINFORCEMENT FOUNDATION SECTION 3/4" = T-0" 2 1'-8" 1' -2 5/8" 6 ", 16 -GA. M N STEEL STUDS 0 16" O.C. BRICK VENEER '0 il PER ARCH OPEN -CORE BOND BEAM w/ (2) #5 CONT. CONCRETE SLAB FINISH GRADE PER PLAN SEE SITE /CIVIL T /SLAB EL x- x -x -x -x PER PLAN lo lo oo oo lo INSULATION GROUT ALL CORES & PER ARCH COLLAR JOINT SOLID BELOW GRADE #5 0 32" O.C. T /FTG EL d PER PLAN W U N W • • • W SEE FOOTING SCHEDULE FOR SIZE AND REINFORCEMENT FOUNDATION! SECTION 3/4" = 4-0" N COLUMN PER PLAN BRICK VENEER I SEE DRAWING S402 FOR PER ARCH COLUMN BASE PLATE AND 4M ANCHOR BOLTS FINISH GRADE CONCRETE SLAB SEE SITE /CIVIL PER PLAN Ira T /SLAB EL j x -x -x -x PER PLAN V T /PIER EL u•.i PER PLAN 90' HOOK AT TOP, TYP GROUT ALL CORES-----, I PIER PER PLAN &SCHEDULE SOLID BELOW GRADE SEE S402 FOR TIE SPACING O REQUIREMENTS V) Di lit T /FfG EL U PER PLAN w U N W w V) . 10 A SEE FOOTING SCHEDULE 7 of FOR SIZE AND REINFORCEMENT FOUNDATION SECTION 3/4" = T-0" 2 1'-8" 1' -2 5/8" 6 ", 16 -GA. M N STEEL STUDS 0 16" O.C. BRICK VENEER '0 il PER ARCH OPEN -CORE BOND BEAM w/ (2) #5 CONT. CONCRETE SLAB FINISH GRADE PER PLAN SEE SITE /CIVIL T /SLAB EL x- x -x -x -x PER PLAN lo lo oo oo lo INSULATION GROUT ALL CORES & PER ARCH COLLAR JOINT SOLID BELOW GRADE #5 0 32" O.C. T /FTG EL d PER PLAN W U N W • • • W SEE FOOTING SCHEDULE FOR SIZE AND REINFORCEMENT FOUNDATION! SECTION 3/4" = 4-0" N W H LU JRO PAB 4M me, a W J � cr) c Q Ira Q CSY V cr) u•.i "A U (/) w� F O V) U S=cmiml En&am LYNCH, HARRISON, BRUMLEVE isovkA.A..me hWi m 4QW (317) 70&2M Scope Drawings: These drawings indcate the general scope of the project In terms of orchKectural design concept, the dimensions of the building, the major architectural elements and the type of stnu rol, mechanical and electrical mystems. The droning• do not nsceeea�ily indlcats or describe all work required tar full prfartnoncs and completion of the requirements of the Contract. On the basis of the general scope Indicated or described, the trade contractors shall fumish all Kamm requlnd for the proper mxeadion and completion of the work. Drawing Title: FOUNDATION SECTIONS AND DETAILS Revisions: Issue Date W Checked By LU JRO PAB 4M me, a W J W X.: oC M = c Q Ira 'HIV V cr) Scope Drawings: These drawings indcate the general scope of the project In terms of orchKectural design concept, the dimensions of the building, the major architectural elements and the type of stnu rol, mechanical and electrical mystems. The droning• do not nsceeea�ily indlcats or describe all work required tar full prfartnoncs and completion of the requirements of the Contract. On the basis of the general scope Indicated or described, the trade contractors shall fumish all Kamm requlnd for the proper mxeadion and completion of the work. Drawing Title: FOUNDATION SECTIONS AND DETAILS Revisions: Issue Date Drawn By Checked By 3/10/06 JRO PAB Certified By: I I f i ll,� BR '�, UM ii `�QQ, ••Q,E,GVSTEq�•.� � i� No. 890277 _ -)C STATE OF F SON Drawing Number: S501 Project Number: 25429 fL Cr N N CD is CD CD M cc al ADJUST HEIGHT PLATE AS R'QD FLASHING AROUN COORD. w/ ARCI B /STL EL 108' -9 1/2' 4' -10" ' L3x3x5/16 CONT. ROOF DECK ' HSS12x4xV16_ DECK LEDGE PER PLAN BEAM B /STL EL B /STL EL 108' -9 1/2" W8x24 108' -10 3/4 " FRAMING SECTION 3/4111' 2 1,_0,1 12 BEAMS PER PLAN -'" FRAMING SECTION-- 3/4" = T-011 13 FRAMING SECTION r PLATE w/ A.S.. 0 12" O.C. OPEN -CORE BOND BEAM w/ (2) #5 CCNT. 8 "CMUw / #50 32" O.C. VERT EAM PER PLAN FRAMING SECTION 3/4" = T-0" 10 1' -8" 9 VARIES ARCH DECK PER PLAN lop - -- -- T STL EL or T /STL EL VARIES i I FACE OF Ire 112' -2 3/4" BEAM PER PLAN PROVIDE &INSTALL JOIST 1" DIA. ROD SEE ARCH BRIDGING PER JOIST M'FR HSS8x8x5 /16 AND SJI REQUIREMENTS FRAMING w/ CLEVIS ,p 1/4" BENT PLATE STUDS C 16" O.C. STEEL JOIST ADJUST HEIGHT OF GUSSET (5k TENSION) I I I HSSEIx6x1 /4 AT SECTION PLATE AS R'QD TO ALLOW FLASHING AROUND PLATE ROOF DECK I I I ROD CONNECTIONS L8x4x1 /2 COORD. w/ ARCH PER PLAN / 1' -3" I I CONT. 1/4" BENT PLATE � I 1/4` BENT PROVIDE 1/2 "x3" I PLATE VENEER PER CURVED BAR WELDED x x x x x x x x I ARCH TO FACE OF TUBE FOR I — _ 77T _ _ _ _ _ r I T /STL EL N DECK SUPPORT 1' -8" 1C9' -6 3/4" 1/4" STIFFENE -x — — — N W8x24 0 24" O.C. HSS12x4x5 /16 139' -1 1/2" B /STL EL 1/4" BENT PLATE W1 404 WELDED 1C8' -10 3/4" POUR STOP W8x15 TO TOP OF BEAM 6", 16 -GA, MIN 2' -6" 2' -2" HSS8x8x5 /16 STUDS C 16" 0. FRAMING SECTION-- VENEER PER 14 3/4" — —000 1' -8" COLUNM PER PLAN UP 1 -6.1 Or STL EL (NEARSIDE FLANGE NOT 11 1/2" J8' -10 3/4" SHOWN FOR CLARITY) 6 ", 16 -GA. MIN STEEL VENEER PER ST 16 -GA. MIN STEEL STUDS STUCS 0 16" O.C. — STUDS 0 16" O.C. ARCH 3/491 = 1e -0,. CONCRETE SLAB 11 1/2 M' ETAL STUD BYPASS CLIP 1/2 "x8" H.A.S.. 0 12" O.C. PER PLAN VENEER PER F.F. EL #4 C 12" O.C. w/ 180' x —x x —x —x -- - - - --- 140' -8' 1' -2" N T-7 CONCRETE SLAB VENEER PERK ARCH L8x4x1/2 6 ", 16 -GA. M N STEEL- PER PLAN x x _x _x L50 1/2x1/4 V-1 POUR STOP STUDS 0 16" O.C. - BEAMS PER PLAN -'" FRAMING SECTION-- 3/4" = T-011 13 FRAMING SECTION r PLATE w/ A.S.. 0 12" O.C. OPEN -CORE BOND BEAM w/ (2) #5 CCNT. 8 "CMUw / #50 32" O.C. VERT EAM PER PLAN FRAMING SECTION 3/4" = T-0" 10 1' -8" 9 WALL & ROOF CONSTRUCTION PER ARCH 1 I f 1 \V r1UL Jr LN ir1L JI ^F L OR CUT BRICK AS R'OD \_(2) L4x4x3/8 WELDED TO TO PROVIDE 318" SOFT L4x4x1 /4 FRAME L4x4x3/8 ACROSS UNDERSIDE OF FLOOR FRAMING JOINT AROUND PERIMETER MASONRY OPENING OF BUILT -OUT ROOF 1/4" GUSSET PLATE 0 48" O.C. FRAMING SECTION 3/4" = T-091 6 WALL CONSTRUCTION AT FLOOR EXTENSION PER ARCH L8x6x1 /2 WITH VERTICAL LEG CUT DOWN TO 41/2- I CONCRETE SLAB AROUND PERIMETER CF PER PLAN SLAB EXTENSION x x x x x x x x x x x x x x x VENEER PER- T STL EL ARCH PER PLAN f7 L8x4x1 /2- cO _ CCNT. 10" 8w SEE 5403 FOR BEAM PER PLAN PROVIDE SPECIAL SHAPE--/ .1 Olor TYPICAL BEAM MOMENT OR CUT BRICK AS R'QD CONNECTION DETAIL TO PROVIDE 3/8" SOFT VENEER PER----, JOINT ARCH 1/4" GUSSET PLATE 0 48" O.C. FRAMING SECTION 3/411 = T-0" 5 1' -a" VENEER PER METAL ROOF ARCH DECK PER PLAN - - - - -- -- T STL EL 1/4" BENT PLATE VARIES i I STEEL JOIST Ire PER PLAN BEAM PER PLAN PROVIDE &INSTALL JOIST PER PLAN I BRIDGING PER JOIST M'FR VENEER PER oz AND SJI REQUIREMENTS FRAMING SECTION 9 3/4" = T -0" 1/4" BENT PLATE WALL & ROOF CONSTRUCTION PER ARCH 1 I f 1 \V r1UL Jr LN ir1L JI ^F L OR CUT BRICK AS R'OD \_(2) L4x4x3/8 WELDED TO TO PROVIDE 318" SOFT L4x4x1 /4 FRAME L4x4x3/8 ACROSS UNDERSIDE OF FLOOR FRAMING JOINT AROUND PERIMETER MASONRY OPENING OF BUILT -OUT ROOF 1/4" GUSSET PLATE 0 48" O.C. FRAMING SECTION 3/4" = T-091 6 WALL CONSTRUCTION AT FLOOR EXTENSION PER ARCH L8x6x1 /2 WITH VERTICAL LEG CUT DOWN TO 41/2- I CONCRETE SLAB AROUND PERIMETER CF PER PLAN SLAB EXTENSION x x x x x x x x x x x x x x x VENEER PER- T STL EL ARCH PER PLAN f7 L8x4x1 /2- cO _ CCNT. 10" 8w SEE 5403 FOR BEAM PER PLAN PROVIDE SPECIAL SHAPE--/ .1 Olor TYPICAL BEAM MOMENT OR CUT BRICK AS R'QD CONNECTION DETAIL TO PROVIDE 3/8" SOFT VENEER PER----, JOINT ARCH 1/4" GUSSET PLATE 0 48" O.C. FRAMING SECTION 3/411 = T-0" 5 1' -a" VENEER PER 314" = T-0" ARCH 5" ol L3x3x1 /4 CONT. 1/4" BENT PLATE METAL ROOF METAL STUD DECK PER PLAN BYPASS CLIP SL_ OPEC T STL EL 'LL x x PER PLAN I 1' -2" `i' VENEER PER oz 3' -4" 11 ARCH x —x BEAM PER PLAN 6 ", 16 -GA MIN STEEL 1/4" BENT PLATE STUDS C 16" O.C. STEEL JOIST FRAMING PER PLAN \ BEAM PER PLAN FRAMING SECTION 8 WALL & ROOF CONSTRUCTION PER ARCH 1 I f 1 \V r1UL Jr LN ir1L JI ^F L OR CUT BRICK AS R'OD \_(2) L4x4x3/8 WELDED TO TO PROVIDE 318" SOFT L4x4x1 /4 FRAME L4x4x3/8 ACROSS UNDERSIDE OF FLOOR FRAMING JOINT AROUND PERIMETER MASONRY OPENING OF BUILT -OUT ROOF 1/4" GUSSET PLATE 0 48" O.C. FRAMING SECTION 3/4" = T-091 6 WALL CONSTRUCTION AT FLOOR EXTENSION PER ARCH L8x6x1 /2 WITH VERTICAL LEG CUT DOWN TO 41/2- I CONCRETE SLAB AROUND PERIMETER CF PER PLAN SLAB EXTENSION x x x x x x x x x x x x x x x VENEER PER- T STL EL ARCH PER PLAN f7 L8x4x1 /2- cO _ CCNT. 10" 8w SEE 5403 FOR BEAM PER PLAN PROVIDE SPECIAL SHAPE--/ .1 Olor TYPICAL BEAM MOMENT OR CUT BRICK AS R'QD CONNECTION DETAIL TO PROVIDE 3/8" SOFT VENEER PER----, JOINT ARCH 1/4" GUSSET PLATE 0 48" O.C. FRAMING SECTION 3/411 = T-0" 5 1' -a" VENEER PER 314" = T-0" ARCH STUDS 0 16" O.C. ol 6 ", 16 -GA. MIN STEEL 1/4" BENT PLATE PER PLAN I POUR STOP / STUDS 0 16" O.C. I -, F.F. EL X 'LL x x CONCRETE SLA 1' -2" `i' PER PLAN 3' -4" 11 1/2" x —x BEAM PER PLAN oz 1/4" BENT PLATE CENTERLINE POUR STOP FRAMING SECTION \ VENEER PER 3/4" = 1 -0" (ORK POINT EL CONCRETE SLAB l r_6 ARCH 13' -7 3/4" PER PLAN 1/4" BENT PLATE POUR STOP T STL EL x x x x x x x x x x x 140' -3 1/2" I 1, " N 1' -8" x — — x -x — — -x — — — N T/STL EL 139' -1 1/2" 1/4" BENT PLATE W1 404 WELDED POUR STOP TO TOP OF BEAM METAL STUD BYPASS CLIP BEAMS PER PLAN V VENEER PER ARCH COLUNM PER PLAN STL EL (NEARSIDE FLANGE NOT J8' -10 3/4" SHOWN FOR CLARITY) FRAMING SECTION ST 16 -GA. MIN STEEL STUDS STUCS 0 16" O.C. — 3/491 = 1e -0,. 11 1/2 1/4" BENT PLATE w/ 1/2 "x8" H.A.S.. 0 12" O.C. VENEER PER ARCH #4 C 12" O.C. w/ 180' STD HOOK. EXTEND 36" CONCRETE SLAB L8x4x1/2 MIN BEYOND BEAM PER PLAN CONT. CENTERUNE CUT BRICK AS R'QD TO-,--IV, `V x x T STL EL VENEER PER ARCH x CONCEAL RELIEF ANGLE PER PLAN WITHOUT EXCESSIVE JO NT DEPTH L8x4x1 /2- BEAM PER PLAN CONT. WALL & ROOF CONSTRUCTION PER ARCH 1 I f 1 \V r1UL Jr LN ir1L JI ^F L OR CUT BRICK AS R'OD \_(2) L4x4x3/8 WELDED TO TO PROVIDE 318" SOFT L4x4x1 /4 FRAME L4x4x3/8 ACROSS UNDERSIDE OF FLOOR FRAMING JOINT AROUND PERIMETER MASONRY OPENING OF BUILT -OUT ROOF 1/4" GUSSET PLATE 0 48" O.C. FRAMING SECTION 3/4" = T-091 6 WALL CONSTRUCTION AT FLOOR EXTENSION PER ARCH L8x6x1 /2 WITH VERTICAL LEG CUT DOWN TO 41/2- I CONCRETE SLAB AROUND PERIMETER CF PER PLAN SLAB EXTENSION x x x x x x x x x x x x x x x VENEER PER- T STL EL ARCH PER PLAN f7 L8x4x1 /2- cO _ CCNT. 10" 8w SEE 5403 FOR BEAM PER PLAN PROVIDE SPECIAL SHAPE--/ .1 Olor TYPICAL BEAM MOMENT OR CUT BRICK AS R'QD CONNECTION DETAIL TO PROVIDE 3/8" SOFT VENEER PER----, JOINT ARCH 1/4" GUSSET PLATE 0 48" O.C. FRAMING SECTION 3/411 = T-0" 5 1' -a" VENEER PER 6 "1 16 -GA. MIN STEEL ARCH STUDS 0 16" O.C. ol CONCRETE SLAB 1/4" BENT PLATE PER PLAN I POUR STOP / 11 1/2" I -, F.F. EL X 'LL x x CONCRETE SLA 1' -2" `i' PER PLAN — x— x —x —x x —x BEAM PER PLAN x x x x 1/4" BENT PLATE CENTERLINE POUR STOP FRAMING SECTION \ 4 3/4" = 1 -0" CONNECTION DEPTH `1--BEAMS PER PLAN W 11 1/2" LU ol 6 ", 16 -GA. MIN STEEL VEER PER--.,,,/' SUDS 0 16" O.C. CH 11 1/2" SLAB X ZCONCRETE PER PLAN 1 /2 "x8 "" H.A.S. 0 12" O.C. F.F. EL x — x x — x— x 'LATE 6. CONCRETE SLAB x x x x L5x3 1/2x1/4 CENTERLINE POUR STOP 0 PRCVIDE SPACERS \ AS R'QD FOR U CONNECTION DEPTH `1--BEAMS PER PLAN W FRAMING SECTION LU JR0 3 3/4" = T-0" g Q Lu 11 1/2" 8F 1/4" BENT PLATE w/ 1 /2 "x8 "" H.A.S. 0 12" O.C. A N a #4 0 12" O.C. w/ 180' o C9 STD HOOK. EXTEND 36" CONCRETE SLAB MIN BEYOND BEAM PER PLAN CENTERLINE 0 � T STL EL \ PER PLAN U -`-BEAM PER PLAN 6", 16 -GA. MIN STEEL STUDS C 16" O.C. FRAMING SECTION 3/4" = T-0" 2 1' -8' 11 1/2" UP 1/4" BENT PLATE w/ 1/2 "x8" H.A.S.. 0 12" O.C. #4 C 12" O.C. w/ 180' CONCRETE SLAB STD HOOK. EXTEND 36" PER PLAN MIN BEYOND BEAM CENTERUNE "I L) N z - _x _x T/STI F1 PER PLAN BEAM PER PLAN L3x3x1 /4 KICKERS 6 ", 16 -GA. MIN STEEL 0 6'-8" O.C. STUDS C 16" O.C. FRAMING SECTION 3/411 = 1 —0" N W H LU JR0 CO fD g Q Lu � 8F x C8 A N a w o C9 19 U 0 N F un U Stru=al En&eert LYNCH, HARRISON, BRUMLEVE uov>�mt.w.eea. >iffl-,,1=1 pi7) M&WS Scope Drawings: These drawings Indicate the general scope of the project in tome of architectural dssign concept, the dimensions of tM building, the major architectural elements and the type of structural, mechanical and electrical systems. The drawings do not necsmriy Indicate or describe all work required for full performance and completion of the requirements of the Contract, On the basis of the general scope indicated or described, the trade contractors shall furnish all Rems required for the proper execution and completion of the work. Drawl I FRAMING SECTION_ S AND DETAILS Revisions: Issue Date W Checked By LU JR0 CO w Q Lu c Q U o C9 Scope Drawings: These drawings Indicate the general scope of the project in tome of architectural dssign concept, the dimensions of tM building, the major architectural elements and the type of structural, mechanical and electrical systems. The drawings do not necsmriy Indicate or describe all work required for full performance and completion of the requirements of the Contract, On the basis of the general scope indicated or described, the trade contractors shall furnish all Rems required for the proper execution and completion of the work. Drawl I FRAMING SECTION_ S AND DETAILS Revisions: Issue Date Drawn By Checked By 3/10/06 JR0 Certified By: 0%%1111111/j/ BR U �i Q .•; �FGISTEo F,, No. 890277 _ 7J '. STATE OF l� V� �� s /0 N L F- �� Drawing Number. S601 Project Number: 25429