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K J - - 0 E)_ - - G - - (D— Ea- - SCALE: 1/8" = V-0" 0 V 2' 4' 8' 16' PLAN FRAMING PLAN NOTES: 1. ELEVATIONS ±, ARE FROM NOMINAL FIRST FLOOR ELEV +100'-0", SEE CIVIL DRAWINGS. 2. SEE S401 FOR GENERAL NOTES AND S402 FOR SCHEDULES. 3. SEE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS NOT SHOWN. CONTRACTOR PLAN NORTH SHALL VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION AND NOTIFY ARCHITECT/ENGINEER OF ANY DISCREPANCIES IMMEDIATELY. 4. COORDINATE DECK OPENINGS - EXACT SIZE AND LOCATION, WITH MECHANICAL CONTRACTOR DRAWINGS AND EQUIPMENT SUPPLIER. D C.8 B Y A t D I E R D 0 R F LEADERSHIP+ DESIGN° Browning Day Mullins Dierdorf Architects Architecture See Drawing Landscape Architecture October 06, 2017 Planning 626 North Illinois Street Indianapolis, Indiana 46204 Revision Description Issue Date Phone: (317) 635-5030 Website: www.bdmd.com Michael Browning Owner 12650 Clay Center Road Camel: Indiana 46032 Phone: (317)-344-7305 - McComas Engineering Structural Engineer 1717 East 116th Street, Suite 200 Carmel, Indiana 46032 Phone: (317) 580-0402 Website: www.mccomaseng.com Edge Guys Inc. MEP Engineer 290 Gradle Drive Carmel, IN 46032 Phone: (317) 476-3170 Website: www.edgeguys.com ` pONEY MSC 860325 �. 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CDCD 0 ■I F_ 0 U C0 E 0 U E E E- _I W >I LL U U 2 U) (D m 0 m C) 0 N C15 U 0 J N Cl) co 0 N 0 L ABBREVIATIONS LIST AR ANCHOR RODS 010 OUT TO OUT ABV ABOVE OA OVERALL ACI AMERICAN CONCRETE INSTITUTE OC ON CENTER ADD'L ADDITIONAL OD OUTSIDE DIAMETER ADH ADHESIVE OF OUTSIDE FACE ADJ ADJACENT OH OVER HEAD AESS ARCHITECTURALLY EXPOSED OPNG OPENING STRUCTURAL STEEL OPP OPPOSITE AFF ABOVE FINISHED FLOOR OPP HD OPPOSITE HAND AGGR AGGREGATE OSB ORIENTED STRAND BOARD AHU AIR HANDLING UNIT OSL OUTSTANDING LEG AISC AMERICAN INSTITUTE OF OVS OVERSIZE HOLE STEEL CONSTRUCTION PAF POWDER ACTUATED FASTENER AISI AMERICAN IRON AND PC PRECAST STEEL INSTITUTE PL PLATE ALUM ALUMINUM PLF POUNDS PER LINEAR FOOT ALT ALTERNATE PLYWD PLYWOOD APPROX APPROXIMATE PNL PANEL ARCH ARCHITECT PROJ PROJECTION ARCH'L ARCHITECTURAL PSF POUNDS PER SQUARE FOOT ASTM AMERICAN SOCIETY OF PSI POUNDS PER SQUARE INCH TESTING MATERIALS PSL PARALLEL STRAND LUMBER AWS AMERICAN WELDING SOCIETY PT PRESSURE TREATED L ANGLE PTN PARTITION BAL BALANCE R RADIUS BB BOND BEAM RD ROOF DRAIN B/B BACK TO BACK REF REFERENCE BC BOTTOM CHORD REINF REINFORCE(D) (ING) (MENT) BD BOARD REQ'D REQUIRED BLDG BUILDING REV REVISION/REVISED BLK BLOCK RO ROUGH OPENING BLW BELOW RRD ROOF RELIEF DRAIN BM BEAM RTN RETURN BOTT BOTTOM RTU ROOF TOP UNIT BP BEARING PLATE RW RETAINING WALL BRDG BRIDGING SCHED SCHEDULE BRG BEARING SECT SECTION BRK BRICK SHT SHEET BS BOTH SIDES SIM SIMILAR BSMT BASEMENT SJ SAWCUT JOINT BTWN BETWEEN SJI STEEL JOIST INSTITUTE BUC BUILT UP COLUMN SL SLOPED c CAMBER SPA SPACE(S) C/C CENTER TO CENTER SPECS SPECIFICATIONS CANT CANTILEVER SQ SQUARE CAIS CAISSON SS STAINLESS STEEL CFS COLD FORMED STEEL SSL SHORT SLOTTED HOLES CJ CONTROL AND/OR STD STANDARD CONSTRUCTION JOINT STIFF STIFFENERS CL CENTERLINE STL STEEL CLR CLEAR STRUCT STRUCTURAL CMU CONCRETE MASONRY UNIT SYMM SYMMETRICAL COL COLUMN T&B TOP AND BOTTOM COORD COORDINATE T&G TONGUE AND GROOVE COMP COMPACTED TB TIE BEAM CONC CONCRETE TC TOP CHORD CONN CONNECTION TCX TOP CHORD EXTENSION CONST CONSTRUCTION TEMP TEMPERATURE CONT CONTINUOUS TF TRENCH FOOTING CONTR CONTRACTOR THK THICK CTR CENTER THKS THICKENED SLAB CTR'D CENTERED THR'D THREADED DIA DIAMETER TL TOTAL LOAD DIAG DIAGONAL TORG TOPPING DIM DIMENSION TRANS TRANSVERSE DL DEAD LOAD TYP TYPICAL DLT DEEP LEG TRACK LINO UNLESS NOTED OTHERWISE DO DITTO VERT VERTICAL DN DOWN VIF VERIFY IN FIELD DTL DETAIL w/ WITH DWG DRAWING WD WOOD DWL DOWEL WO WINDOW OPENING (MASONRY) EA EACH WP WORKING POINT EE EACH END WT WEIGHT EF EACH FACE WWF WELDED WIRE FABRIC EJ EXPANSION JOINT ENG ENGINEER ELEVATION TOP AND BOTTOM OF LIST ELEV ELEVATION ELECT ELECTRICAL T/ "ELEVATION, TOP OF" EOD EDGE OF DECK B/ "ELEVATION, BOTTOM OF" EOS EDGE OF SLAB T/BB TOP OF BOND BEAM EQ EQUAL T/BM TOP OF BEAM EQUIV EQUIVALENT T/CONC TOP OF CONCRETE ES EACH SIDE T/F TOP OF FOOTING EW EACH WAY T/LDG TOP OF LEDGE EXIST EXISTING T/MAS TOP OF MASONRY EXP EXPANSION T/P TOP OF PIER EXT EXTERIOR T/SLAB TOP OF SLAB F/ FACE OF T/STL TOP OF STEEL FD FLOOR DRAIN T/W TOP OF WALL FDN FOUNDATION T/GB TOP OF GRADE BEAM FIN FINISH T/CAIS TOP OF CAISSON FLR FLOOR B/PL BOTTOM OF PLATE FLG FLANGE B/F BOTTOM OF FOOTING FS FARSIDE FTG FOOTING SPECIAL CHARACTERS GA GAUGE GALV GALVANIZED oDEGREE GB GRADE BEAM ± PLUS OR MINUS GC GENERAL CONTRACTOR ELEVATION GL GLULAM 0 DIAMETER GR GRADE HC HOLLOW CORE HD HOLD DOWN HGT HEIGHT HI HIGH HK HOOK HORIZ HORIZONTAL HP HIGH POINT HS HEADED STUD HSS HOLLOW STRUCTURAL SECTION ID INSIDE DIAMETER IF INSIDE FACE INFO INFORMATION INT INTERIOR INV INVERT JST JOIST JT JOINT K KIP KO KNOCK OUT LB POUND LDG LEDGE LG LONG LL LIVE LOAD LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LNTL LINTEL LSL LONG SLOTTED HOLES LONG LONGITUDINAL LP LOW POINT LVL LAMINATED VENEER LUMBER MAS MASONRY MAT'L MATERIAL MAX MAXIMUM MBM METAL BUILDING MFR MCJ MASONRY CONTROL JT MECH MECHANICAL MEZZ MEZZANINE MFR MANUFACTURER MIN MINIMUM MISC MISCELLANEOUS MO MASONRY OPENING MOM MOMENT MSW MASONRY SHEAR WALL MSL MEAN SEA LEVEL MTL METAL NO NUMBER NS NEAR SIDE NTS NOT TO SCALE 042000 MASONRY AND REINFORCED MASONRY NOTES M1. Minimum 28 day compressive strength of concrete masonry units shall be 2800 p.s.i. based on net area of the unit. Specified design compressive strength of masonry shall be fm = 2000 p.s.i. All units for exterior walls, load-bearing walls and shear walls shall be normal weight block. M2. All mortar shall be Type S. No admixtures may used unless approved by arch itect/engineer. Mortar shall not be used for grouting cores or filling bond beams. M3. All block shall be laid in a running bond pattern. M4. Course grout shall be used were grouting is required. Slump shall be 8" +/-1 V. Minimum grout compressive strength shall be 3000 p.s.i. M5. All reinforcing shall be ASTM A615 Grade 60 (Fy=60 ksi). Lap all reinforcing a minimum of 48 bar diameters. M6. Center vertical reinforcing in block cores, unless noted otherwise. M7. See architectural and specifications for all control joint locations. Reinforcing in bond beams shall be discontinuous at control joints. M8. Provide ladder type horizontal joint reinforcement at 16" o.c. Side rods and cross rods shall be #9 wire, galvanized, see specifications. Cut joint reinforcement at control joints. M9. Provide "L" bars at all bond beam corners as required. M10. Fill cores of block solid with grout two full courses below the bearing of all beams or lintels supported on masonry. M11. All attachments to block shall be made with Hilti HLC 1/2" diameter x 3" sleeve anchors, unless noted otherwise. Anchors shall be installed per manufacturer's recommendations. M12. See typical schedules for masonry and steel lintels not indicated on plans. M13. All masonry units below grade to be grouted solid. M14. Provide ties to all structural steel. M15. All interior, non -load bearing masonry walls over 12'4" high, shall be supported on thickened slab as per typical detail. Wall vertical reinforcing shall be #5 @ 48" OC full height. Unless noted otherwise. M16. All cores with reinforcing steel shall be grouted solid, full height of wall. 051200 STRUCTURAL STEEL NOTES SS1. All structural steel shall conform to the following W Shapes ASTM A992, Grade 50. Angles, Channels, Plates, Bars ASTM A36 (Fy=36 ksi) HSS Tubes ASTM A500, Grade B (Fy=46 ksi) HSS Pipes ASTM A500, Grade B (Fy=42 ksi) Anchor Rods ASTM F1554, Grade 36 SS2. All steel shall be detailed, fabricated and erected in accordance with: AISC 360 "Specification for Structural Steel Buildings", Allowable Strength Design (ASD) AISC 303 "Code of Standard Practice" SS3. If beam reaction is not indicated, design connection for minimum 10 k reaction. SS4 All bolted connections shall be made with 3)4" diameter, A325 bolts with nuts and washers, unless otherwise noted. All connections shall be shear bearing connections tightened to snug -tight condition, unless otherwise noted. SS5. All shop and field welds shall be made using E70 electrodes or equivalent. SS6. All headed concrete anchors shall be ASTM Al 08 (Fy=50 ksi), 3/4" diameter x 4" after welding, unless noted otherwise. SS7. Steel fabricator shall obtain the size and location of all openings for grilles, louvers, etc, before proceeding with the fabrication and erection of any required frames. SS8. Provide Heckman #129 and #130 channel slot and channel slot anchors at all columns that abut masonry walls, unless noted. SS9. Provide temporary bracing of the structure until all permanent lateral support is in place. SS10. Structure Stability: The entire roof and/or floor decking materials must be fully erected and connected to the supporting steel before temporary, erection bracing is removed. SS11. RD = Roof Drain location. Provide steel frame for drains. See other drawings for actual drain type, number, size, etc. Coordinate with drain contractor. 061000 SAWN LUMBER NOTES W1. Size, species and grade for sawn lumber shall be as follows. All lumber shall be grade -stamped: Design Design Alternate Alternate Size Species Grade Species Grade 2x4, 2x6 Spruce -Pine -Fir (SPF) No.1/No.2 Douglas Fir -Larch (North) No.1/No.2 2x8, 2x10, 2x12 Southern Pine (SP) No.1 Douglas Fir -Larch No.1 & Better 4x4 and Larger Southern Pine (SP) No. 1 Douglas Fir -Larch No.1 & Better W2. All wood, connections, accessories, and erection shall be in conformance with the current edition of NFPA National Design Specification. W3. All connectors shall be Simpson Strong -Tie, galvanized, unless otherwise approved by McComas Engineering. W4. All bolts, washers and nuts shall be carbon steel, unless noted. W5. All nails to be common type. W6. All sill plates shall be treated with preservative treatment. W7. All exterior lumber permanently exposed to weather shall be pressure -treated. W8. Attach all sill plates to studs with (4) 8d common nails (toenail) or (2) 16d common nails (end nail). W9. Attach all top plates to studs with (2)16d nails. W10. Comply with International Building Code Table 2304.9.1 for all fasteners not indicated. W11. See Wood Framed Wall Schedule and Shear Wall Schedule for additional fastening requirements. W12. Provide double joists under all non -load bearing walls. W13. Provide double joists and headers at all floor or roof openings exceeding typical sheathing span. Provide single headers to support she at edges of openings less than typical sheathing span. 061101 ENGINEERED WOOD NOTES EW1. All manufactured engineered wood listed as been designed using product data from Weyerhaeuser Corporation. Engineered wood members supplied by other manufacturer's shall meet or exceed the criteria for the designated Weyerhaeuser Corporation product for the span, spacing, and loads indicated in the construction documents. EW2. All properties listed are for dry -use conditions. EW3. All connectors shall be manufactured by Simpson Strong -Tie Company. EW4. Contractor shall provide a complete installation of Manufactured engineered wood members. including but not limited to, all blocking, stiffeners, and similar items. EW5. Manufactured engineered wood shall be designed by the supplier to meet the project requirements indicated in the construction documents. Layout and design of members shall be signed and sealed by an Engineer licensed to practice in the project state, and submitted to McComas Engineering, Inc. for review. EW6. All engineered wood shall be commercial grade. EW7. All engineered wood permanently exposed to weather shall be pressure -treated, coated or sealed. Comply with manufacture's recommendations. LVL1. Manufactured Laminated Veneer Lumber designated as LVL shall be supplied with the following minimum material properties, for 12" depths: Extreme Fiber Stress in Bending, Edgewise: 2,600 psi Extreme Fiber Stress in Shear, Horizontal: 285 psi Modulus of Elasticity, Edgewise: 1,900,000 psi PSL1. Manufactured Parallel Strand Lumber designated as PSL shall be supplied with the following minimum material properties, for 12" depths: Extreme Fiber Stress in Bending, Edgewise: 2,900 psi (Beam - 2.0E Parallam PSL) Extreme Fiber Stress in Bending, Edgewise: 2,400 psi (Column - 1.8E Parallam PSL) Modulus of Elasticity, Edgewise: 2,000,000 psi (Beam 2.OE) Modulus of Elasticity, Edgewise: 1,800,000 psi (Column 1.8E) Extreme Fiber Stress in Shear, Horizontal: 290 psi (Beam) PSL2. For all PSL members permanently or partially exposed to exterior conditions, provide the following: PSL Parallam Plus Service Level SL2 AWPA Use Category UC313 WIJ1. Manufactured Wood I -Joists designated as Wood I -Joists shall be supplied to meet the minimum loading and depth requirements as indicated on the drawings, and the following: Floor Maximum Total Deflection Span / 360 Floor Maximum Live Deflection Span/480 Stone Floor Maximum Total Deflection Span / 480 Stone Floor Maximum Live Deflection Span / 720 Roof Maximum Total Deflection Span/240 Roof Maximum Live Deflection Span / 360 Wood I joist assumed to be TrusJoist TJ1560 or equivalent OWT1. Manufactured Wood Open Web Trusses designated as Open Web Trusses shall be supplied to meet the minimum loading and depth requirements as indicated on the drawings, and the following: Floor Maximum Total Deflection Span / 360 Floor Maximum Live Deflection Span / 480 Roof Maximum Total Deflection Span/ 240 Roof Maximum Live Deflection Span/360 061600 WOOD STRUCTURAL PANEL NOTES WS1. All wood structural panels shall be plywood conforming to DOC PS -1 or DOC PS -2, or, oriented -strand -board (OSB) conforming to DOC PS -2. Sheathing shall meet the following minimum requirements, unless noted otherwise: Roof: 19/32", Exposure 1, Structural 1, Span Rating 40/20, Square Edge, Nailed Floor: 23/32", Exposure 1, Sturd-I-Floor, Span Rating 24" o.c., Tongue & Groove Edge, Glued and Nailed Wall: 15/32", Exposure 1, Structural 1, Span Rating 32/16, Square Edge,Nailed WS2. Floor structural panels shall be Combination Subfloor-Underlayment, unless noted otherwise. WS3. Roof structural panel joints shall be staggered. Provide panel clips for all roof sheathing. WS4. All structural panels shall have long dimension perpendicular to supports. Provide 118" gap for all sheathing joints. WS5. Space all nails 3/8" minimum from panel or supporting member edge. Nails to penetrate supporting members by 1-5/8" minimum. WS6. Edge of openings through roofs or walls shall be nailed per boundary nailing requirements indicated in typical detail. WS7. See architectural roof plan to establish all elevations, openings, equipment and other requirements not indicated on structural drawings. WS8. All nails to be 10d common, unless noted otherwise. For fastening not indicated, comply with International Building Code Table 2304.9.1. WS9. All structural panels permanently exposed to weather shall be pressure -treated. WS10. All fasteners to cold formed steel framing shall be screws in lieu of nails. See details for screw size and spacing requirements. GENERAL NOTES DESIGN TABLE Model Building Code: 2012 International Residential Code Local Building Code: 2014 Indiana Residential Code Model Code Standard: ASCE 7-10 Steel Standard: AISC 360-10 Steel Seismic Standard: AISC 341-10 Concrete Standard: ACI 318-11 Masonry Standard: ACI 530-11 Wood Standard: AITC/APA/NDS Current Ed. Risk Category: II Normal Risk Exposure Category: B ROOF DESIGN LOADS Dead Live Snow Sloped 25.0 psf 20.0 psf 20.0 psf Flat 25.0 psf 20.0 psf 20.0 psf FLOOR DESIGN LOADS Dead Live Partition Stone/Tile 55.0 psf 40.0 psf 5.0 psf SOILS Spread Wall Allowable Bearing Pressure, qa: 1500 psf 1500 psf Soil Density, yt: 125 pcf Soils Report: Alt & Witzig #161N0438 Dated: 7/28/2016 SLAB ON GRADE Compacted Fill Thickness: 6 in Compaction Specification: 95% Standard Proctor D-698 SNOW DESIGN CRITERIA Ground Snow Load, Pg: 20 psf Flat Roof Snow Load, Pf: 20 psf Importance Factor, Is: 1.0 Exposure Factor, Ce: 1.0 Partially Thermal Factor, Ct: 1.0 Heated Warm Slope Factor, Cs: 1.0 WIND DESIGN CRITERIA Ultimate Wind Speed, Vult: 115 mph Design Wind Speed, VASD: 90 mph Enclosure Class: Enclosed Internal Pressure Coefficient, GCpi: 0.18 SEISMIC DESIGN CRITERIA Importance Factor, le: 1.00 Mapped Spectral Response, SS: 0.148 Mapped Spectral Response, S1: 0.082 Site Class: D Design Spectral Response, SDS: 0.158 Design Spectral Response, SD1: 0.131 Seismic Design Category, SDC: B Overstrength Factor, Q: 3 Seismic Response Coefficient, CS: 0.053 Response Modification Coeff., R: 3 Unfactored Design Base Shear, V: 5.3% W Analysis Procedure: ELFA Basic Seismic -Force -Resisting System: H. Steel Systems not Specically Details for Seismic Resistance 1. Steel Systems, R=3 G1. Reactions and forces indicated are unfactored, Allowable Strength Design (ASD) loads. G2. If Drawings and specifications are in conflict, the most stringent restrictions and requirements shall govern. Contractor shall bring all discrepancies to the attention of the engineer immediately. G3. Verify all existing conditions prior to any construction or fabrication. If different than shown, notify engineer/architect immediately for modification of drawings. G4. All contractors are required to coordinate their work with all disciplines to avoid conflicts. The architectural, mechanical, electrical and plumbing aspects are not in the scope of these drawings. Therefore, all required materials and work may not be indicated. It is the contractor's responsibility to coordinate these drawings with all other construction documents. Refer to architectural drawings for all dimensions not shown on these drawings. Locations, sizes and numbers of all openings may not be completely indicated in the structural drawings. The respective contractor shall verify their work with all other disciplines. G5. The contract documents represent the structure only. They do not indicate the method of construction. The contractor shall provide all measures necessary to protect the structure during construction. Such measures shall include, but not limited to, bracing, shoring, underpinning, etc. McComas Engineering is not responsible for the contractor's means, methods, techniques, sequences or safety procedures during construction. G6. Notes and details shall take precedence over general structural notes. Where no details or sections are shown, construction shall conform to similar work on the project. Typical sections and details may not be cut on the plans, but apply unless noted otherwise. G7. Provisions for future expansion: Vertical: None Horizontal: None 014000 DELEGATED DESIGN SSE1. A Specialty Structural Engineer (SSE), registered in the state of the project, shall be responsible for the structural design of the following products and systems complying with specific performance and design criteria indicated. 1. Structural Steel Connections, except as shown on drawings. AISC Option 2 (Detailer): Simple shear connections. AISC Option 3 (SSE): All other connections not shown. 020000 SHALLOW FOUNDATION AND SLAB ON GRADE NOTES SF1. Soil to be stripped, compacted and tested in accordance with the recommendations of the soils engineer and project specifications. SF2. Footings shall be placed on firm, undisturbed soil or on engineered fill. Engineered Fill: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 2940; with at least 90 percent passing a 1 -1/2 -inch sieve and not more than 12 percent passing a No. 200 sieve. SF3. Slabs shall be placed on compacted, free -draining, frost -free drainage course. Drainage Course: Narrowly graded mixture of washed crushed stone, or crushed or uncrushed gravel; ASTM D 448; coarse -aggregate grading Size 57; with 100 percent passing a 1 -1/2 -inch sieve and 0 to 5 percent passing a No. 8 sieve. All fill shall be compacted to a minimum dry density of 95% of the modified Proctor maximum dry density (ASTM -D1557), placed in 6" to 8" lifts. Pea gravel may not be used as fill. Utility trenches and excavations under the foundations or slabs shall meet the same requirements. See soils investigation report for further recommendations. SF4. Undercutting of the soil for foundation and/or slab placement may be required. These drawings do not indicate the entire scope of undercutting, fill or bad soil removal that may be required to attain the design soil bearing pressures. It is the responsibility of the contractor to obtain a soils investigation report, before bidding, to assess the extent of excavation and compaction that may be required to meet the design criteria. The contractor shall retain the services of a soils engineer to monitor all backfilling operations and to inspect footing bearing material. A report certified by the soils engineer shall be furnished to the architect/engineer verifying that all foundations were placed on a material capable of sustaining the design bearing pressures. SF5. If dewatering is required, sumps shall not be placed within the foundation excavation. SF6. Maintain a maximum slope between adjacent footing bearing elevations of 2 horizontal to 1 vertical. Maintain a 2 horizontal to 1 vertical slope next to existing foundations to avoid undermining foundations. SF7. No horizontal joints are permitted in any foundation. Vertical joints are permitted only in wall footings. SF8. Shallow foundations may be earth -formed where the excavation permits. If earth -forming is used, add 2" to the width and length of all foundations. SF9. The bottom of all foundations shall be a minimum of local frost depth below final grade. 033000 CAST IN PLACE CONCRETE NOTES (Foundations, Slabs & Walls RC1. All concrete shall have the following 28 day compressive strengths: STRENGTH LOCATION 3000 psi -O% AE All foundations and footings 4000 psi -6% AE Exterior slabs, piers, walls, columns, grade beams and concrete exposed to freezing 4000 psi -O% AE Interior slabs, fill for metal deck and all other interior concrete RC2. All reinforcing shall conform to the following concrete cover: COVER LOCATION 3" Foundations & Footings: All surfaces; Exterior Slabs: Bottom; Grade Beams & Trench Footings: All surfaces; All concrete cast against soil 2" Exterior Walls, All Piers & All Pilasters: All surfaces; Exterior Slabs: Top; All exterior concrete 11/2" Interior beams, columns & walls: All surfaces; All concrete not exposed to weather or in contact with ground 3/4" Interior slabs & Walls RC3. Welded Wire Fabric (WWF) for slabs and fill for metal deck shall be placed in the upper -third of the slab or fildetails. RC4. All reinforcing steel shall be detailed, supplied and placed in accordance with ACI 315, ACI 318 and CRSI MSP -1. RC5. All reinforcing steel shall be shop fabricated and, where applicable, shall be wired together and conform to AA -615, Grade 60. RC6. Chamfer edges of exposed concrete 3/4", unless noted otherwise. RC7. Contractor shall make four, 6"x12" test cylinders for each 50 cubic yards of concrete poured for each days operation. Break 1 at 7 days, 2 at 28 days and retain spare. RC8. All welded wire fabric shall conform to ASTM Al 85, Fy(min) of 65 ksi. All welded wire fabric laps shall be 8". RC9. All finished concrete, concrete formwork and falsework shall be in accordance with ACI 301. Contractor is solely responsible for the design and construction of all formwork, falsework and shoring. RC10. Provide sleeves for all openings in grade beams or walls to totally separate pipe from concrete. RC11. Foundations may be earth -formed where the excavation permits. If earth -forming is used, add 2" to the widtflength & thickness of all foundations. RC12. Plastic Vapor Retarder: ASTM E 1745, Class A, not less than 10 mils (0.25 mm) thick, see specifications. Include manufacturer's recommended adhesive or pressure -sensitive joint tape. RC13. Fiber Reinforcement, if indicated on drawings, shall be 100% virgin polypropylene in collated, fibrillated form, complying with ASTM C 1116, minimum length of 314". Minimum dosage =1.5 pounds per cubic yard. RC14. Adhesive Anchors and Adhesives Used for Reinforcing Anchorage: 1. The adhesive anchor system used for post -installed anchorage to concrete shall conform to the requirements of the most recenfly published ACI 355.4. 2. Adhesive anchors indicated are the Basis -of -Design. Approved equal meeting ACI 355.4 is permitted. 3. Bulk -mixed adhesives are not permitted. 4. Anchors shall be supplied as an entire system with manufacturer's recommendations adhered to. 5. Adhesive anchors shall be installed by qualified personnel trained to install adhesive anchors. 6. Installation of adhesive anchors horizontally or upwardly inclined shall be performed by personnel certified by the ACI/CRSI Adhesive Anchor Installer Certification program. 7 .Adhesive anchors installed in horizontal or upwardly inclined orientations shall be continously inspected during installation by an inspector specially approved for that purpose. RC15. Bonding agent for bonding fresh concrete to hardened concrete: ASTM C 1059/C 1059M, Type 11 nonredispersible, acrylic emulsion or styrene butadiene. B R 0 W N I N Gewr DAY MULLINS D I E R D 0 R F LEADERSHIP + DESIGN° Browning Day Mullins Dierdorf Architects Architecture Landscape Architecture Planning 626 North Illinois Street Indianapolis, Indiana 46204 Phone: (317) 635-5030 Website: www.bdmd.com Michael Browning Owner 12650 Clay Center Road Camel, Indiana 46032 Phone: (317)-344-7305 McComas Engineering Structural Engineer 1717 East 116th Street, Suite 200 Carmel, Indiana 46032 Phone: (317) 580-0402 Website: www.mccomaseng.com Edge Guys Inc. MEP Engineer 290 Gradle Drive Carmel, IN 46032 Phone: (317) 476-3170 Website: www.edgeguys.com \, ooNEY .. co, 860325 STATE OF ANP-.��\ V CERTIFICATION i Foundation Permit Set Browning Residence Chyverton Circle, Carmel, Indiana, 46032 Project No.: 16205 MEI Drawn By: SDS Checked By: JHM Scale: See Drawing Issue Date: October 06, 2017 REVISION SCHEDULE Rev. # Revision Description Issue Date GENERAL NOTES AND ABBREV F_ OR E 0 c E 0 0 0 E E E Ui w v i LL U U) Q) rr 0 M CD 0 N co C5 0 0 J 0 M W" N CYi ri 0 N co O L SCALE: 1/2" = 1'-0" OPENING ELEVATION WOOD STUD WALL FRAMING SEE TYPICAL BUILT-UP MEMBERS (BEAM/HEADERS) FOR NAILS (2) 16d TOENAILS, EA SIDE, EA END (2) 16d AS SHOWN KING STUDS WOOD HEADER SCHEDULE NOTES: 1. Maximum opening is rough opening size. 2. Jack and king stud species and grade to match wall studs. 3. See built-up member details for typical header/beam bearing and details for fastening requirements. i CMU LINTEL SCHEDULE FOR ALL LINTELS NOT INDICATED ON PLANS TYP WOOD HEADER SCHEDULE Concrete Lintel Up to 6-8" MARK WALL SPECIES/GRADE HEADER MAX OPNG SPACERS JACK STUDS KING STUDS H1 I 2x4 I SPF No.1/No-2 (2)2x6 0'-0" TO 4'-0" (1) 0.50" (2)2x4 (3)2x4 H2 2x4 SP No.1 (2x8) (2)2x8 4'-1" TO 6-0" (1) 0.50" (2)2x4 (4)2x4 H3 2x4 SP No.1 (2x10) (2)2x10 6'-1" TO T-0" (1) 0.50" (2)2x4 (5)2x4 H4 2x4 SP No.1 (2x12) (2)2x12 T-1" TO 8'-0" (1) 0.50" (2)2x4 (5)2x4 H5 2x6 SPF No.1/No.2 (3)2x6 0'-0" TO 4'-0" (2) 0.50" (2)2x6 (2)2x6 H6 2x6 SP No.1 (2x8) (3)2x8 4'-1" TO T-0" (2) 0.50" (2)2x6 (2)2x6 H7 2x6 SP No.1 (2x10) (3)2x10 T-1" TO 8'-0" (2) 0.50" (2)2x6 (2)2x6 H8 2x6 SP No.1 (2x12) (3)2x12 8'-1" TO 10'-0" (2) 0.50" (2)2x6 (2)2x6 H9 2x8 SPF No.1/No.2 (4)2x6 U-0" TO 5-0" (3) 0.42" (2)2x8 (2)2x8 H10 2x8 SP No.1 (2x8) (4)2x8 5'-1" TO 8'-0" (3) 0.42" (2)2x8 (2)2x8 Hl l 2x8 SP No.1 (2x10) (4)2x10 8'-1" TO IU -0" (3) 0.42" (2)2x8 (2)2x8 H12 2x8 SP No.1 (2x12) (4)2x12 10'-1" TO 12'-0" (3) 0.42" (2)2x8 (2)2x8 H13 2x10 SPF No.1/No.2 (6)2x6 U-0" TO 6-0" 4 (2)2x10 (2)2x10 H14 2x10 SP No.1 (2x8) (6)2x8 6'-1" TO 10'-0" W-12 (2)2x10 (2)2x10 H15 2x10 SP No.1 (2x10) (6)2x10 10'-1" TO 12'-0" HSS5X5X1/2 (2)2x10 (2)2x10 H16 2x10 SP No.1 (2x12) (6)2x12 12'-1" TO 14'-0" - (2)2x10 (2)2x10 H17 2x12 SPF No.1/No.2 (7)2x6 0'-0" TO 6-0" (6) 0.13" (2)2x12 (2)2x12 H18 2x12 SP No.1 (2x8) (7)2x8 6'-1" TO 10'-0" (6) 0.13" (2)2x12 (2)2x12 H19 2x12 SP No.1 (2x10) (7)2x10 10'-1" TO 12'-0" (6) 0.13" (2)2x12 (2)2x12 H2O 2x12 SP No.1 2x12 7 2x12 12'-1" TO 14'-0" 6 0.13" 2 2x12 2 2x12 WOOD HEADER SCHEDULE NOTES: 1. Maximum opening is rough opening size. 2. Jack and king stud species and grade to match wall studs. 3. See built-up member details for typical header/beam bearing and details for fastening requirements. i CMU LINTEL SCHEDULE FOR ALL LINTELS NOT INDICATED ON PLANS Opening Concrete Lintel Up to 6-8" Precast concrete (3000 psi 145 pcf). (1) #5 T&B 8"deep x 4" wide, multiples to Reinforcing Dowel Reinforcing match wall thickness. Scored to match wall bond pattern 6-9" to 10'-0" Concrete bond beam lintel block, filled with concrete or grout (3000 psi), w/ (2) MW8 7 5/8" #5 T&B 8" deep x wall thickness. CMU LINTEL SCHEDULE NOTES 1. Provide 2" cover from outside face for bars in each face. 2. Precast lintels shall have 8" bearing on each side of opening. 3. Bond beam lintels shall extend 16" into wall on each side of opening. 4. Precast lintels shall be shored in center for 3 days. 5. Bond beam lintels shall be shored in center for 28 days. MASONRY WALL SCHEDULE Mark Thickness Vertical Wall Reinforcing Horiz Reinf Top of Wall Bond Beam Reinforcing Remarks Reinforcing Dowel Reinforcing Size Spa No. of Size Size Spa Location Size Spa MW8 7 5/8" 1 #5 4'- 0" Center #5 4' - 0" Ladder 1' - 4" 1 2 #5 #5 Masonry Wall Schedule Notes" 1. Provide 2" cover from outside face for bars in each face. 2. Grout all cores with rebar solid, unless solid grouted wall is shown. 3. Provide ladder type horizontal reinforcement at 16" o.c., unless noted otherwise. Side and cross rods shall be #9 wire, galvanized, see specifications. Cut joint reinforcement at control joints. 4. Provide bond beam with (2) #5 cont. at top of wall, unless noted otherwise. See schedule for additional bond beams. MAT FOUNDATION SCHEDULE Mark Thickness Bottom Reinforcing Top Reinforcing Remarks Short Direction Long Direction Short Direction Long Direction Size Spa Size Spa Size Spa Size Spa 1 MATO1 1' - 0" #5 1' - 0"1 #5 1' - 0" #5 1' - 0" #5 11 " BEARING PLATE SCHEDULE Plate Size Headed Studs Mark Thickness Width Height No. Studs Diameter Length Remarks B P 1 3/8" 6" 4" 2 1/2" 8" BP2 3/8" 8" 6" 2 1/2" 8" DEVELOPMENT LENGTH COMPRESSION Bar Size f (Normal Weight Concrete), psi 2500 3000 4000 #3 9" 9" 8" #4 12" 11 " 10" #5 15" 14" 12" #6 18" 17" 15" #7 21" 20" 17" #8 24" 22" 19, #9 28" 25" 22„ #10 31" 28" 25" #11 34" 31" 1 27" #14 41" 38" 33" #18 55" 1 50" 43" DEVELOPMENT LENGTH TENSION - BOTTOM BARS Bar Size f (Normal Weight Concrete), psi 2500 3000 4000 #3 18" 17" 15" #4 24" 22" 19" #5 30" 28" 24" #6 36" 33" 29" #7 53" 48" 42" #8 60" 55" 48" #9 68" 62" 54" #10 77" 70" 61" #11 85" 78" 67" #14 102" 83" 1 81" #18 136" 124" 1 108" NOTES: 1. Clear spacing not less than 2xDb. 2. Clear cover not less than Db. 3. Db = bar diameter. DEVELOPMENT LENGTH TENSION - TOP BARS Bar Size f (Normal Weight Concrete), psi 2500 3000 4000 #3 24" 22" 19" #4 32" 29" 25, #5 39" 36" 31" #6 47" 43" 37" #7 69" 63" 54" #8 78" 72" 62" #9 88" 81" 70" #10 100" 91" 79" #11 110" 101" 87" #14 133" 121" 105" #18 177" 161" 140" NOTES: 1. Min 12" of fresh conrete below bar. 2. Clear spacing not less than 2xDb. 3. Clear cover not less than Db. 4. Db = bar diameter. TENSION LAP SPLICES BOTTOM BARS Bar Size ft(Normal Weight Concrete), psi 2500 3000 4000 #3 24" 23" 20" #4 32" 29" 25" #5 39" 37" 32" #6 47" 43" 38" #7 69" 63" 55" #8 78" 72" 63" #9 89" 81" 71" #10 101" 91" 80" #11 111" 102" 88" #14 133" 121" 106" #18 177" 1 162" 141" NOTES: 1. Clear spacing not less than 2xDb. 2. Clear cover not less than Db. 3. Db = bar diameter. 4. Mechanical couplers may be substituted for #6 bars and larger. TENSION LAP SPLICES TOP BARS Bar Size f (Normal Weight Concrete), psi 2500 3000 4000 #3 32" 29" 25" #4 42" 38" 33" #5 51" 47" 41" #6 62" 56" 49" #7 90" 82" 71" #8 102" 94" 81" #9 115" 106" 91" #10 130" 119" 103" #11 143" 132" 114" #14 173" 158" 137" #18 231" 1 210" 182" NOTES: 1. Min 12" of fresh conrete below bar. 2. Clear spacing not less than 2xDb. 3. Clear cover not less than Db. 4. Db = bar diameter. 5. Mechanical couplers may be substituted for #6 bars and larger. COMPRESSION LAP SPLICES Bar Size ft(Normal Weight Concrete), psi 2500 3000 4000 #3 12" 12" 12" #4 15" 15" 15" #5 19" 19" 19" #6 23" 23" 23" #7 27" 27" 27" #8 30" 30" 30" #9 34" 34" 34" #10 39" 39" 39" #11 43" 43" 43" #14 51" 51" 51" #18 68" 68" 68" NOTES: 1. Mechanical couplers may be substituted for #6 bars and larger. CONC SPLICE LAP TABLES SCALE: 12" = 1'-0" WALL FOOTING SCHEDULE Dimensions DEVELOPMENT LENGTH HOOKS Mark Width Thickness Longitudinal Reinf Transverse Reinf No Size Size Spa Remarks Bar Size ft(Normal Weight Concrete), psi Hook Length 5 #5 NA 0" 2500 3000 4000 90 degree 180 degree #3 9" 9" 6" 6" 3" #4 12" 11" 10" 6" 3" #5 15" 14" 12" 8" 3" #6 18" 17" 15" 9" 3" #7 21" 20" 17" 11" 4" #8 24" 22" 19" 12" 4" #9 28" 25" 22" 14" 5" #10 31" 28" 25" 16" 6" #11 34" 31" 27" 17" 6" #14 41" 38" 33" 21" 7" #18 1 55" 50" 43" 28" 9" CONC SPLICE LAP TABLES SCALE: 12" = 1'-0" WALL FOOTING SCHEDULE Dimensions Bottom Reinf Mark Width Thickness Longitudinal Reinf Transverse Reinf No Size Size Spa Remarks WF24 2' - 0" 1' - 0" 3 #5 NA 0" WF42 3' - 6" 1' - 4" 5 #5 NA 0" Wall Footing Schedule Notes: 1. Reinforcing clearance at bottom and sides of footings = 3" 2. Use concrete brick of CRSI Class 3, CHCP wire bar supports @ 36". Column Footing Schedule Notes: 1. Reinforcing clearance at bottom and sides of footings = 3" 2. Use concrete brick of CRSI Class 3, CHCP wire bar supports @ 36". PIER SCHEDULE Pier Size Vert Reinf Ties Mark Width I Length No Size Size Spa Tie Type Remarks P18 1' - 6" 1' - 6" 8 #6 #3 1' - 0" Pier Schedule Notes: 1. Provide 2 inch concrete cover over ties. 2. Space first tie 2" from top of footing, last tie 2" from top of pier. 3. Provide (3) ties in top of pier, spacing = 21/2" on center. 4. Provide CRSI typical bar bend T5 for all ties. 5. Provide CRSI typical bar bend T9 additional ties for all piers with more than four vertical bars. 6. Provide 90' Hook for all ties per CRSI detailing standards. SLAB ON GRADE SCHEDULE COLUMN FOOTING SCHEDULE Sub -Base Depth Remarks Ftg Dimensions Bottom Reinforcing Grid Intersection Mark Width Length Thickness Short Direction No Size Length No Long Direction Size Length Remarks F4 ._01. 4' - 0" 1' - 0" 4 #5 3' - 6" 4 #5 3' - 6" F5 5'-0" 5'-0" 1 1'-0" 5 #5 4'-6" 5 #5 4'-6" F7 7'-0" 7'-0" 1 1'-6" 8 #6 6'-6" 8 #6 6'-6" Column Footing Schedule Notes: 1. Reinforcing clearance at bottom and sides of footings = 3" 2. Use concrete brick of CRSI Class 3, CHCP wire bar supports @ 36". PIER SCHEDULE Pier Size Vert Reinf Ties Mark Width I Length No Size Size Spa Tie Type Remarks P18 1' - 6" 1' - 6" 8 #6 #3 1' - 0" Pier Schedule Notes: 1. Provide 2 inch concrete cover over ties. 2. Space first tie 2" from top of footing, last tie 2" from top of pier. 3. Provide (3) ties in top of pier, spacing = 21/2" on center. 4. Provide CRSI typical bar bend T5 for all ties. 5. Provide CRSI typical bar bend T9 additional ties for all piers with more than four vertical bars. 6. Provide 90' Hook for all ties per CRSI detailing standards. SLAB ON GRADE SCHEDULE Control Jt Reinf Vapor Mark Thickness Reinforcing Depth Clearance Control Jt Spa Retarder Sub -Base Depth Remarks SOG05P 5" 6x6-W2.9xW2.9 WWF 1 1/4" 1 3/4" 15' - 0" Plastic 6" Slab on Grade Schedule Notes: 1. Reinforcing clearance is from the top of slab. Column Schedule Notes: 1. See typical details for column base construction. J DAY MULLINS D I E R D 0 R F LEADERSHIP f DESIGN" Browning Day Mullins Dierdorf Architects Architecture Landscape Architecture Planning 626 North Illinois Street Indianapolis, Indiana 46204 Phone: (317) 635-5030 Website: www.bdmd.com Michael Browning Owner 12650 Clay Center Road Camel, Indiana 46032 Phone: (317)-344-7305 McComas Engineering Structural Engineer 1717 East 116th Street, Suite 200 Carmel, Indiana 46032 Phone: (317) 580-0402 Website: www.mccomaseng.com Edge Guys Inc. MEP Engineer 290 Gradle Drive Carmel, IN 46032 Phone: (317) 476-3170 Website: www.edgeguys.com \\\\\111111111/// \ Y MCC 860325 STATE OF '" `'�i'•.. /ND I ANP-'�-��\�� 10 NAL CERTIFICATION Foundation Permit Set Browning Residence Chyverton Circle, Carmel, Indiana, 46032 Project No.: 16205 MEI COLUMN SCHEDULE SDS Checked By: Grid Intersection Size Base Plate Size Thickness Width Length Anchor Rods Size (Dia) Quantity Remarks C-1 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 G-1 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 C-2 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 G-2 HSS5X5X1 /2 3/4" ill, 11 " 3/4" 4 C-4 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 C-6 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 C-8 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 J-22 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 J-23 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 S-13 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 T-12 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 T-20 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 U-12 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 U-20 HSS5X5X1 /2 3/4" 11 " 11 " 3/4" 4 V-12 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 V-20 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 W-12 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 W-20 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 K-16 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 M-16 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 R-16 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 K-21 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 N-21 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 Q-21 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 L-21 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 R-13 HSS6X6X5/8 3/4" 1' - 0" 1' - 0" 3/4" 4 H-16 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 H-21 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 R-17 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 P-17 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 H-13 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 N-22 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 Q-22 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 L-22 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 H-22 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 P-16 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 S-22 HSS6X6X5/8 3/4" 1' - 0" 1' - 0" 3/4" 4 S-16 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 E-13 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 E-16 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 E-21 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 E-18 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 E-19 HSS5X5X1i2 314" 11" 11" 314" 4 V.2-9 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 V.2-7 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 V2-5 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 V.2-4 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 V.2-3 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 Y-9 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 Y-4 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 X-3 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 A-22 HSS6X6X1/2 3/4" 11-01, 1' - 0" 3/4" 4 A-23 HSS6X6X1/2 3/4" 1' - 0" 1' - 0" 3/4" 4 F-28 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 B-30 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 B-28 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 F-30 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 B-25 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 D-25 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 D-28 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 H-23 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 H-25 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 H-28 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 K-25 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 K-28 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 F-21 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 F-22 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 H-19 HSS5X5X1/2 1/2" 7" 11" 3/4" 4 Stub column Y-7 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 F-23 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 F-25 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 S-10 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 G-8 HSS6X6X1/2 3/4" 11-0.1 1' - 0" 3/4" 4 C-10 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 G-4 HSS6X6X1/2 3/4" 1' - 0" 1' - 0" 3/4" 4 K-10 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 M-10 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 R-10 HSS6X6X5/8 3/4" 1' - 0" 1' - 0" 3/4" 4 H-10 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 S-12 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 C-11 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 S-19 HSS6X6X5/8 3/4" 11-0.1 1' - 0" 3/4" 4 Y-5 HSS5X5X1/2 3/4" 11" 11" 3/4" 4 T-16.8 HSS6X6X5/8 3/4' 1 1 -01, 1' - 0" 3/4" 4 C.8-11 HSS5X5X1/2 3/4" 111" 11" 3/4" 4 Column Schedule Notes: 1. See typical details for column base construction. J DAY MULLINS D I E R D 0 R F LEADERSHIP f DESIGN" Browning Day Mullins Dierdorf Architects Architecture Landscape Architecture Planning 626 North Illinois Street Indianapolis, Indiana 46204 Phone: (317) 635-5030 Website: www.bdmd.com Michael Browning Owner 12650 Clay Center Road Camel, Indiana 46032 Phone: (317)-344-7305 McComas Engineering Structural Engineer 1717 East 116th Street, Suite 200 Carmel, Indiana 46032 Phone: (317) 580-0402 Website: www.mccomaseng.com Edge Guys Inc. MEP Engineer 290 Gradle Drive Carmel, IN 46032 Phone: (317) 476-3170 Website: www.edgeguys.com \\\\\111111111/// \ Y MCC 860325 STATE OF '" `'�i'•.. /ND I ANP-'�-��\�� 10 NAL CERTIFICATION Foundation Permit Set Browning Residence Chyverton Circle, Carmel, Indiana, 46032 Project No.: 16205 MEI Drawn By: SDS Checked By: JHM Scale: See Drawing Issue Date: October 06, 2017 REVISION SCHEDULE Revision Description Issue Date SCHEDULES E U 1= U) U) E O U E E A i w i LL U U 2 U) m 0 C2 C) O N (9 U O J j N CMU/CONC WALL - LOWER SLAB __0 CMU WALL V1 TYPICAL SLAB ON GRADE KE LAN SCALE:NTS NOTE: KEY PLAN ILLUSTRATES CONSTRUCTION CONCEPTS ONLY. SEE PLAN FOR ACTUAL DIMENSIONS AND ARRANGEMENTS. VAPOR RETARDER FORMED KEY CONC SLAB eT/SLAB gL +(SEE PLAN) COMPACTED GRANULAR FILL FOUNDATION WALL, SFECONC PIER (BELOW) FOUNDATION PLAN FOR I COMPACTED SUB GRADE ACTUAL CONDITION1— TYP SLAB CONSTRUCTION JT I I ADDITIONAL I I #4x1-6" @ 118" SAW N CONTROL JOINT, ALL OPENING IN I EACH CORNER MAX VAPOR RETARDER JOINTS SHALL BE SAWN WITHIN SLAB - I - - - - - - - - - I - - - _ I I SLAB S JOINT 12 HOURS OF SLAB POUR SPACING DEPTH CONC SLAB T/SLAB THICKNESS (SEE PLAN) 4 �- 4„ 13'-0" 1.. - - --I II ?, 5" 15'-0" 11/4" i _ �\ / I I WRAP HSS w/ \ / 1 6" 15'-0" 11/2" COMPACTED GRANULAR FILL 1/2" EXP JT MAT'L I \ COLUMN 7" 181-01, 1314" I / I 1 - 20'-0" 2„ — J POUR SLAB, LEAVING OUT- �- / - J 8 24' 0" 21/4" COMPACTED SUB GRADE COLUMN I J �- - - - - - AREA AROUND COLUMN. x I I ��9sF INFILL WITH CONCRETE AFTER 90" 25 0" 2 112" I i - _ 919 �' 01 SLAB HAS CURED #4x1'-6" CENTERED 3 - - - - - - - - - I —? �QpFo�,y 1/2" EXP JT MAIL IN SLAB CONTRACTOR TO PROVIDE CONTROL JOINT LAYOUT, BASED ON MAXIMUM JOINT SPACING, UNO. j P i / SLAB CONTROL JT, ALTERNATE FOR HSS COL TYP SLAB CONTROL JT TYP AT ALL LIMITS OF SLAB I ',°1/ COLUMN LINES •am% ��, NCRETE SLAB JOI TS A REINFORCING WP LAB N GRADE OPENING H - - SCALE: NTS T/SLAB +(SEE PLAN) CONC SLAB #3 x 9"1 @ 12" OC z l— z Q a CONC SLAB LOU - LU TISLAB +(SEE PLAN) ! __ COMPACTED DRAINAGE FILL —III 8" MIN SECTION aw � z o� U)i 1- SEE PLAN o Q CoUJ FOR LIMITS—� w a cry w TISLAB 8 Cn T/SLAB 34 +(SEE PLAN) ------ +(SEE PLAN) II —III III -1 WWF TO CONT THRU DEPRESSED SLAB AREA 8" MIN COMPACTED DRAINAGE FILL SE_ TYP DEPRESSED SLAB SECTIONS SCALE: NTS CONC SLAB Tl� -SLAB +(SEE PLAN - CMU/CONC WALL TYP EXPANSION JT AT WALL SCALE:NTS TYP COLUMN ISOLATION JOINT -CD SCALE:NTS s F9S�c WRAP HSS wl 1/2" EXP JT MATL 0 �e C``�� / \e \ s \V COLUMN COLUMNi �- POUR SLAB, LEAVING OUT AREA AROUND COLUMN. INFILL e ` #4x1'-6" CENTERED WITH CONCRETE AFTER SLAB IN SLAB SLAB CONTROL JT HAS CURED TYP AT ALL \ COLUMN LINES 1/2" EXP JT MAIL ALTERNATE FOR HSS COL TYP COLUMN ISOL TION JOIN SCALE: NTS EXTERIOR SLAB INTERIOR SLAB NOTE: COORD LOCATION OF 1/2" EXP JT MAIL THRESHOLD w/ ARCH @ THRESHOLD Q SLOPE DWGS CONC SLAB TISL�d +(SEEPLAN)-41 �r d TM +(SEE PLAN) PERIMETER GRANULAR FILL INSULATION - SEE ARCH FOUNDATION t'-6" 48" OC #5 x @ TYP SECTION ATE TRY SCALE:NTS INTERIOR SLAB EXTERIOR SLAB 1/2" EXP JT MAT'L #5x3'-0" @ 12" OC SLOPE (3) PER DOOR MIN CONC SLAB '�� TISLAB t a +(SEE PLAN) TIW +(SEE PLANJA PERIMETER GRANULAR FILL INSULATION SEE ARCH FOUNDATION 6,. #5 x @ 48" OC TYP SECTIONAT EXTERIOR SLAB SCALE: NTS SCALE: NTS CAL O REINF ALL INTERIOR MASONRY WALLS OVER 12'- 0" HIGH wl #5 @ 4'-0" OC, UNO #5 xDOWELS, U (3) #5 CONT THICKEND PORTION OF SLAB TO BE TWICE THE SLAB THICKNESS CALLED OUT ON THE PLANS W CAL THICKENED SLAB CONC SLAB T/STL +(S' S E PLAN) CONC SLAB METAL CONSTUCTION JOINT KEY �- COMPACTED DRAINAGE FILL TOP OF RAMP METAL CONSTUCTION JOINT /-- KEY IIIl�1111= —I I I I I=! 11 1111= 11= I II 8" TYP 1' BOTTOM OF RAMP TYP CONCRETE RAMP DETAILS SCALE:NTS TISTL +(SEE PLAN) mw J Y Cn N U COL MARK, SEE SCHEDULE P16 =PIER MARK, SEE SCHEDULE FOR ACTUAL SIZE, T/P -TOP OF PIER ELEV BASEPLATE AND ANCHOR P16 TIP -0' 8° RODS F4 = COL FTG MARK, SEE SCHEDULEF4 T/F 2' 8I' TIF = TOP FTG ELEV I O N 77 L CONCRETE MASONRY UNIT WALL (MM -�� T/STL SEE SCHED FOR SIZE AND REINF I MASONRY REPRESENTS +(SEE PLAN) I I MASONRY WALL TAN=TOP OF WALL ELEV I CONCRETE WALL (CM, SEE SCHED I INDICATES EDGE SPOT ELEV INDICATES FOR WALL THICKNESS AND REINF I OF WALL FTG TOP OF CONC I INDICATES EDGE OF WALL FTG r- - - CW8 T/W 0' 8" -- UNDER FLOOR SLAB---- -� L---------� H P16 WF24 T/F -2'-8" POCHE REPRESENTS❑ 2 1 CONCRETE WALL F4 S401 S401 CONCRETE WALL FTG (WF), SEE SCHED FOR SIZE AND REINF INDICATES PLAN DETAIL TIF = TOP OF FTG ELEV INDICATES SECTION CUT 12 — COL GRID, COLUMNS CENTERED ON GRID INTERSECTION, LINO FOUNDATION PLAN LEGEND SCALE:NTS 11 12 Q EDGE OF DECK, INDICATES FRAMING MEMBER AND SPACING uJ PERIMETER ANGLE COL GRID. COLUMNSI W14X22 B CENTERED ON GRID +23'-0" INDICATES INTERSECTION, UNO INDICATES HEADER BELOW +23'-0" OPENING THRU DECK AND FRAMING BEAM CAMBER _� INDICATES SECTION CUT M (3) 2x6 II U J � INDICATES FRAMING � N 1 NUMBER OF MEMBER SHEAR STUDS INDICATES BEAM SIZE TOP OF STEEL ELEV AT GRID INTERSECTION INDICATES SECTION CUT STEREO'.el •, ' FACTORED REACTION IP GIRDER TRUSS +24'-0" INDICATES JOIST SIZE I I 1 S401-. = �. 860325 STATE OF� \ °sT C 2 ss�..........� , S401 z I� }� y o INDICATES FRAMING MEMBER SEE SCHEDULESIZE UNFACTORED REACTION AND SPACING w IN KIPS PLAN DETAIL o 0 I op*o/ INDICATES 6 +(12' 0") V CERTIFICATION Q VC o Q N TOP OF STEEL ELEV T/JOIST GIRDER ELEV + U) + Foundation Permit Set i INDICATES BEAM SIZE z JOIST GIRDER SIZE 0 `( I z JOIST SIZE (UNFACTORED) 32LH12 INDICATES KNEE BRACE HORIZ BRIDING \ / \/ Y (2) 2x6 �RPM��yG '9C' BRIDGING / \ W14x22 +24'-0" D 2 I MOMENT CONNECTION S501 INDICATES BRACING INDICATES BRACING ELEVATION FRAMING FJkLAN LEGEND SCALE: NTS BROWNING DAY MULLINS D I E R D 4 R F LEADERSHIP+ DESIGN° Browning Day Mullins Dierdorf Architects Architecture Landscape Architecture Planning 626 North Illinois Street Indianapolis, Indiana 46204 Phone: (317) 635-5030 Website: www.bdmd.com Michael Browning Owner 12650 Clay Center Road Camel, Indiana 46032 Phone: (317)-344-7305 McComas Engineering Structural Engineer 1717 East 116th Street, Suite 200 Carmel, Indiana 46032 Phone: (317) 580-0402 Website: www.mccomaseng.com Edge Guys Inc. MEP Engineer 290 Gradle Drive Carmel, IN 46032 Phone: (317) 476-3170 Website: www.edgeguys.com WOOD FRA ILEGEND SCALE: NTS SLAB ON GRADE, FRAMING LEGEND, FOUNDATION COL GRID, COLUMNS CENTERED ON GRID INTERSECTIONS, UNO INDICATES FRAMING MEMBER AND SPACING TRUSS T2 @ 24" OC INDICATES BRG WALL BELOW INDICATES HEADER BELOW (3) 2x6 = INDICATES FRAMING MEMBER INDICATES SECTION CUT STEREO'.el •, ' FACTORED REACTION IP GIRDER TRUSS IN KIPS I I 1 S401-. = �. 860325 STATE OF� \ °sT ss�..........� , ` COLUMN MARK J z I� }� y o INDICATES FRAMING MEMBER SEE SCHEDULESIZE INDICATES ROOF OVERBUILD = O q AND SPACING TOP OF w U) o T/BRG WALL I op*o/ N C� W I— _ z �� BEAM 0 Q +(12' 0") V CERTIFICATION " Uz �_ o < � I 4 - ELEVATION TAG U) + Foundation Permit Set i BEAM SIZE i (2) 2x6 �RPM��yG - R o�F I X12 2IS400 i4 PLAN DETAIL INDICATES INDICATES ROOF SLOPE �� o _ Browning Residence F�-OOR�� INDICATES FRAMING cn MEMBER SIZE AND SPACING INDICATES MVD BEAM FRAMES CD INTO SIDE OFCouPOST oINDICATES BRG WALL BELOW Chyverton Circle, INDICATES IND BEAM FRAMES 0 CO Carmel, Indiana, 46032 OVER TOP OF COUPOST � LIJ z Project No.: 16205 MEI C,z Drawn By: SDS Checked By: JHM INDICATES BUILT UP COLUMN c" Scale: See Drawing x 2x12 Issue Date: October 06, 2017 2x12 o REVISION SCHEDULE Rev. # Revision Description Issue Date L J INDICATES OPENING INDICATES FRAMING IN FRAMING MEMBER SIZE WOOD FRA ILEGEND SCALE: NTS SLAB ON GRADE, FRAMING LEGEND, FOUNDATION F- 0 co co N co 0 i REINFORCING GROUT (2) CORES ES MASONRY OPNG @ GABLE END WALL BOND BEAM AT TOP WALL --- ---I --- t----- - Q - - EDGE DISTANCE 3/4"0 STEEL LINTEL - - - 13116"0 13/4' 1"0 11/2"0 BEARING PLATE (TYP) I 1 VE 15/8"0 / MASONRY OPENING 81,N)1 I TC IFi I E 4 2"0 3" I (MI I I J� I� -� - --- -- --- -(SEE PLAN) I 8" DEEP BOND BEAM— (OMIT AT DOOR OPENING LL GRANULAR FILL COLUMN 8" TYP PERIMETER INSULATION - SEE ARCH �8" DEEP BOND BEAM— (OMIT AT DOOR OPENIN RTICAL RI MATCH LL REINF I BOND BEAM AT TOP WALL --1 ---I 1 t-11 --- - - EDGE DISTANCE 3/4"0 1 1/16"0 11/2" 7/8"0 13116"0 13/4' 1"0 11/2"0 2" PRECAST LINTEL 15/8"0 INF MASONRY OPENING Fj� I I 1 1/4"0 13/4'0 I E 1112"0 2"0 3" 2"0 I C 2112"0 3"0 41 /2" E -(SEE PLAN) IL GRANULAR FILL COLUMN 8" TYP PERIMETER INSULATION - SEE ARCH �8" DEEP BOND BEAM— (OMIT AT DOOR OPENIN c - L LU SCALE: 3/4" = V-0" NOTES: 1. REINFORCING SHOWN IS IN ADDITION TO REINFORCING SHOWN ON PLANS AND SPECIAL DETAILS. 2. REINFORCING TO MATCH WALL REINFORCING INDICATED ON PLANS. INT OR EXT LOAD -BERING CMU 91 CMU WP' ' VERT WALL REINF CMU WALL i �lr` �� - - INT NON-BEARING GROUT CORE CMU FULL HEIGHT VERT WALL REINF WIRE MESH WALL TIE (A) TYPICAL CORNER (B) TYPICAL INTERSECTION (C) TYPICAL JAMB SCALE: 3/4" = V-0" SEE PLAN FOR VERTICAL REINFORCING SIZE AND SPACING - LAP BARS 48 DIA AT SPLICES, EXTEND BARS 40 DIA INTO FOUNDATION WALL LINO BLOCK CORES w/ REINF STEEL TO BE FILLED WITH GROUT THE FULL HEIGHT OF WALL O DO HORIZONTAL REINFORCING EVERY 16" VERTICALLY (DISCONTINUOUS AT VERT CONTROL JOINTS) S Y WA SCALE.- 3/4" = V-0" LL REI RUBBER CONTROL JOINT - SEE SPECIFICATIONS - SEE ARCH DWGS FOR JOINT LOCATIONS SOF IUNS EXCAVATE WITH "COIN 3) CONTRO SCALE: 3/4" = V-0" LLED FILL DETAIL EXCAVATION LINE SEE SOILS REPORT FOR SLOPE SUITABLE SOILS EXCAVATION LINE SEE SOILS REPORT FOR SLOPE FOOTING OR GRADE BM- - FUTURE GRADE 'I B/FTG -(SEE PLAN) SOFT, UNSUITABLE SOILS a — EXCAVATED AND REPLACED d = DEPTH TO SUITABLE SOILS I WITH "CONTROLLED DENSITY FLOWABLE FILL". 17 FOOTING WIDTH CONTROLLED DENSITY PLOWABLE 16 FILL DETAIL 11 S404 SCALE: NTS S4G T/SLAB. PIER WALL OR FTG 0o °° o L ;�-- - W3" - PL 3/4"x4"x4" z U) w/ NUT o Q U � Wo PL 3/4"x4"x4" o L- w/ NUT CO 1/2"0 3/4"0 or 7/8"0 1"o 11/8"0 o r 11/4"0 1 1/2"0 or 2"0 ANCHOR ROD ANCHOR ROD ANCHOR ROD ANCHOR ROD ANCHOR ROD NOTES: 1. SEE SCHEDULE OR SECTIONS FOR REQUIRED ANCHOR ROD SIZE AND SPACING. 2. PROVIDE NUTS AND WASHERS FOR ALL ANCHOR RODS. TYPICAL ANCHOR ROD DETAILS SCALE: 3/4" = V-0" ANCHOR ROD HOLE DIAMETER EDGE DISTANCE 3/4"0 1 1/16"0 11/2" 7/8"0 13116"0 13/4' 1"0 11/2"0 2" 1 1/8"0 15/8"0 21 /4" 1 1/4"0 13/4'0 2112" 1112"0 2"0 3" 2"0 21/2"0 4" 2112"0 3"0 41 /2" PLAN ANCHOR ROD DOUBLE NUT GROUT HEIGHT 3/4"0 2" 718"0 2" 11,0 2" 1 1/8"0 2" 1 1/4"0 2" 1 1/2"0 2" 2"0 3" Q 3" BASE PLATE - COLUMN SEE SCHEDULE 1/4" LEVELING I I PLATE I I DOUBLE NUTS METALLIC 3/4" NON -SHRINK, NOW I I GROUT (IF DOUBLE I I NO LEVELING PLATE REQ'D NUTS ARE NOT USED) I SEE SCHEDULE FOR GROUT HEIGHT - ANCHOR RODS - COLUMN BASE DETAIL 1 SCALE: 3/4" = V-0" S4 OPEN BLOCK CMU WALL OPEN BLOCK CMU WALL -� (RUNNING BOND PATTERN) (RUNNING BOND PATTERN) \ VERT REINFORCING _ HORIZ REINFORCING #4 x 24" @ 8" OC _ _ CMU WALL _ :.... CMU WALL ALTERNATE LEG I DIRECTION OF VERT REINFORCING i INTERSECTION BARS HORIZ REINFORCING A TYPICAL CORNER B TYPICAL INTERSECTION TYP BOND BM CORNER B DE IL SCALE: NTS S4 1111111: A SCALE: 3/4" = V-0" FTG REINF 1 2 MATCH FOOTING REINF 2'-0" IN SIZE AND NUMBER —� REQ'D TIF ®1 TYP TOP OF FOOTING STEP SCALE: 3/4" = V-0" TOP BAR TENSION LAP - SEE SCHED • NOTE: ALL BENT BARS SAME SIZE • AND SPACING AS - HORIZONTAL STEEL e CORNER DETAIL TOP RAR TFM01 V\I z O o w LAP - SEE SCHED LAP - SEE SCHED Checked By: � SEE PLAN cU) LU W • • : "_ • U N w "' - U w • • Y- w "? N Q NOTE: ~ w U) (')fw • I • m "' AND SPACING AS I I I I I zQ HORIZON] INTERSECTION DETAIL -(SEE PLAN) 1 GRANULAR FILL COLUMN PERIMETER INSULATION - SEE ARCH #5 CONT c - L LU _ #5 x @ 48" OC ) rn co �T/F/F -(SEE PLAN) a zoo T/P SEE ARCH FOR z FTG (WF) _ • • • I I STOOP LOCATIONS �.._-_.. LU co +(SEE PLAN) i Q cwwn • I I I CO I I I I ANCHOR RODS PIER VERT REINF I TIE TYPICAL SECTION ATE T Y L) WITHIN TIES SEE SCHEDULE SCALE: 3/4" = 1'-0" c, -And A SECTION A o al N d U CONC PIER w SCHEDULE SEE PLAN PIER VERT REINF N SEE CONC FTG °. a . l ' p PLACE TIE IN • I • FTG FOR WALL HORIZ �T/F M DOWEL Q CONT -(SEE PLAN) ALIGNMENT w THROUGH PIER LU REINF • • • • PIER INTEGRATED w/ WALL 1111111: A SCALE: 3/4" = V-0" FTG REINF 1 2 MATCH FOOTING REINF 2'-0" IN SIZE AND NUMBER —� REQ'D TIF ®1 TYP TOP OF FOOTING STEP SCALE: 3/4" = V-0" TOP BAR TENSION LAP - SEE SCHED • NOTE: ALL BENT BARS SAME SIZE • AND SPACING AS - HORIZONTAL STEEL e CORNER DETAIL TOP RAR TFM01 V\I z O o w LAP - SEE SCHED LAP - SEE SCHED Checked By: 1/2" EXP JT MAT'L W cU) LU W • • : "_ • Of m w "' - U w • • w "? o Q NOTE: ~ w U) (')fw ALL BENT m "' AND SPACING AS AND SPAC HORIZONTAL STEEL TIM HORIZON] NOTE: ALL BENT BARS SAME SIZE AND SPACING AS HORIZONTAL STEEL CORNER DETAIL SCALE: 3/4" = V-0" BAR SIZE & NUMBER x 5-0" TO MATCH FOOTING REINFORCING SEE WALL FOOTING SCHEDULEFOR REINFORCING 1\, co X +(SEE PLAN) Q N TIF a - +(SEE PLAN) FTG REINF T(1D PAD TCAIQ1n?,1 INTERSECTION DETAIL TOP BAR TENSION TOP BAR TENSION LAP - SEE SCHED LAP - SEE SCHED Checked By: 1/2" EXP JT MAT'L Scale: See Drawing W • • : "_ • e U - U w • • w "? z U o 0- Q OLT/SLAB NOTE: w U) (')fw ALL BENT BARS SAME SIZE • m "' AND SPACING AS o Q HORIZONTAL STEEL TIM d INTERSECTION DETAIL -(SEE PLAN) • FOAM BACKER ROD AND SEALANT ALL HORIZONTAL REINF 5/8" IS CONT THRU JOINT N d - = 1/2" 6" SPLIT PVC WATERSTOP LAP -SEE SCHEDULE SCALE: 3/4" = V-0" WAL � �i �vL r�vvIIIVIVI-"�L VLI\I �fIIVV HORIZ) REINFORCING BTWN STD SPACING AT 2" INCREMENTS ADDITIONAL HORIZONTAL BARS ADDITIONAL VERTICAL BARS NONE: 1" TO 7" OPENING NONE: 1" TO 7" OPENING (1) #5: 8" TO 12" OPENING (2) #6:'8" TO 12" OPENING (2) #5: 13" TO 28" OPENING (3) #6: 13" TO 20" OPENING OPENING (6) #6: 29" TO 36" OPENING NOTE: PROVIDE THIS ADDITIONAL REINFORCING AROUND (4) SIDES OF OPENING. SCALE: 3/4" = V-0" PVC SLEEVE AS REQUIRED SEE TABLE FOR LAP LENGTH T/FTG -(SEE PLAN) W LU 1 0 LU 2 U UJ 2' 0". U) P SLEEVE DETAIL AT WALL FTG SCALE: 3/4" = V-0" 2" CV TYPICAL CORNER PIER DETAIL SCALE: 3/4" = V-0" WATERPROOFING PANELS AND DRAINAGE MAT'L • CONC WALL (CW) #5 x o^ @ 12" OC a 1/2" EXP JT MAT'L CONC SLAB WRAP DRAINAGE MAT AROUND DRAIN PIPE AND COVER WITH T/SLAB GRANULAR FILLo ; _ +(SEE PLAN) 6"PERFORATED : DRAIN PIPE • • < CONC WALL FTG (WF) TYPICAL FDN WALL/FTG SECTION SCALE: 3/4" = 1'-0" DAY MULLINS F LEADERSHIP+ DESIGN° Browning Day Mullins Dierdorf Architects Architecture Landscape Architecture Planning 626 North Illinois Street Indianapolis, Indiana 46204 Phone: (317) 635-5030 Website: www.bdmd.com Michael Browning Owner 12650 Clay Center Road Camel, Indiana 46032 Phone: (317)-344-7305 McComas Engineering Structural Engineer 1717 East 116th Street, Suite 200 Carmel, Indiana 46032 Phone: (317) 580-0402 Website: www.mccomaseng.com Edge Guys Inc. MEP Engineer 290 Gradle Drive Carmel, IN 46032 Phone: (317) 476-3170 Website: www.edgeguys.com CONEY .M,CC% 1'' •���' ST ERFo''D�9 860325 STATE OF r� \ ONAL ; � /offilloW rt� te% CERTIFICATION ' Foundation Permit Set Browning Residence Chyverton Circle, Carmel, Indiana, 46032 Project No.: INTERIOR SLAB _EXTERIOR SLAB - SDS Checked By: 1/2" EXP JT MAT'L Scale: See Drawing Issue Date: CONC SLAB REVISION SCHEDULE T- 5" SLOPE Rev. # OLT/SLAB —i� +(SEE PLAN)'' TIM -(SEE PLAN) 1 GRANULAR FILL PERIMETER INSULATION - SEE ARCH #5 CONT c - CONC WALL (CW) _ #5 x @ 48" OC ) �T/F/F -(SEE PLAN) a zoo CONC WALL SEE ARCH FOR z FTG (WF) _ • • • I I STOOP LOCATIONS �.._-_.. LU co I i Q cwwn I II I I I CO O a oQ � J TYPICAL SECTION ATE T Y 3 SCALE: 3/4" = 1'-0" c, -And PVC SLEEVE AS REQUIRED SEE TABLE FOR LAP LENGTH T/FTG -(SEE PLAN) W LU 1 0 LU 2 U UJ 2' 0". U) P SLEEVE DETAIL AT WALL FTG SCALE: 3/4" = V-0" 2" CV TYPICAL CORNER PIER DETAIL SCALE: 3/4" = V-0" WATERPROOFING PANELS AND DRAINAGE MAT'L • CONC WALL (CW) #5 x o^ @ 12" OC a 1/2" EXP JT MAT'L CONC SLAB WRAP DRAINAGE MAT AROUND DRAIN PIPE AND COVER WITH T/SLAB GRANULAR FILLo ; _ +(SEE PLAN) 6"PERFORATED : DRAIN PIPE • • < CONC WALL FTG (WF) TYPICAL FDN WALL/FTG SECTION SCALE: 3/4" = 1'-0" DAY MULLINS F LEADERSHIP+ DESIGN° Browning Day Mullins Dierdorf Architects Architecture Landscape Architecture Planning 626 North Illinois Street Indianapolis, Indiana 46204 Phone: (317) 635-5030 Website: www.bdmd.com Michael Browning Owner 12650 Clay Center Road Camel, Indiana 46032 Phone: (317)-344-7305 McComas Engineering Structural Engineer 1717 East 116th Street, Suite 200 Carmel, Indiana 46032 Phone: (317) 580-0402 Website: www.mccomaseng.com Edge Guys Inc. MEP Engineer 290 Gradle Drive Carmel, IN 46032 Phone: (317) 476-3170 Website: www.edgeguys.com CONEY .M,CC% 1'' •���' ST ERFo''D�9 860325 STATE OF r� \ ONAL ; � /offilloW rt� te% CERTIFICATION ' Foundation Permit Set Browning Residence Chyverton Circle, Carmel, Indiana, 46032 Project No.: 16205 MEI Drawn By: SDS Checked By: JHM Scale: See Drawing Issue Date: October 06, 2017 REVISION SCHEDULE Rev. # Revision Description Issue Date TYPICAL SECTIONS AND DETAILS S404 JOIST TO PLATE RIM JOIST LOOR JOIST SQUASH BLOCK SEE WALL BEARING WALL SCHEDULE FOR BEARING WALL FASTENING CONTINUOUS JOIST AT INTERIOR BEARING JOIST BEARING DETAIL (I SCALE: 3/4" = V-0" RIM JOIST (1) 8d (0.113"x21/2") NAIL EACH SIDE - DRIVE NAILS AT AN ANGLE AT LEAST 1 112" FROM END —"--�"'-- 13/4" MIN BEARING AT END SUPPORT; 3112" MIN AT INTERMEDIATE SUPPORT JOIST TO BEARING PLATE WOOD I -JOIST RIM BOARD (1) 10d (0.131"x3") NAIL INTO EACH FLANGE TJI 210, 230 & 360 RIM JOIST: (1) 16D (0.135"x3 1/2") NAIL INTO EACH FLANGE RIM TO TJI JOIST BEARINGA SCALE: 3/4" = 1'-0" PMrIl C OUCAD DI ATC GAP: MINIMUM 2 3/ 2 3/4" MAXIMUM (3) 8d (0.113"x2 1/2") NAILS, CLINCHED — 7/8"x25/16" MINIMUM i TIGHT FIT WEB STIFFENER ATTACHMENT (1) 10d (0.128"x3") NAIL INTO EACH FLANGE SQUASH BLOCKS (LOAD BEARING WALL ABOVE) I A , 1/4 VERTICAL REINF (CONT THRU BOND BEAM) CORE FILLED SOLID WITH FINE GROUT I CONCRETE MASONRY BOND BEAM UNITS (2) #5 LINO SCALE: NTS CONC WALL (CW) DUR-O-WALL D/A 100 DOVETAIL SLOT OR EQUIVALENT CMU WALL (MW) 7 BROWNING DAY MULLINS I E R D 0 R F LEAD ERSHIP + DESIGN" Browning Day Mullins Dierdort Architects Architecture Landscape Architecture Planning 626 North Illinois Street Indianapolis, Indiana 46204 Phone: (317) 635-5030 Website: www.bdmd.com Michael Browning Owner 12650 Clay Center Road Camel, Indiana 46032 Phone: (317)-344-7305 McComas Engineering Structural Engineer 1717 East 116th Street, Suite 200 Carmel. Indiana 46032 Phone: (317) 580-0402 Website: www.mccomaseng.com Edge Guys Inc. MEP Engineer 290 Cradle Drive Carmel, IN 46032 Phone: (317) 476-3170 Website: www.edgeguys.com E 0 U 0) CDCD cn E 0 U U E 9 E E- u) w QO >I m v I U co Q) 0 m C) 0 N m v 0 a> rr v N co co 0 N Q0 O L r JOIST TO PLATE RIM JOIST SEE WALL BEARING WALL SCHEDULE F FASTENING JOIST BEARING DETAIL SCALE: 3/4" = V-0" -LOOR JOIST ,QUASH BLOCK EARING WALL CONTINUOUS JOIST AT INTERIOR BEARING RIM JOIST (1) 8d (0.113"x2 1/2") NAIL EACH SIDE - DRIVE NAILS AT AN ANGLE AT LEAST 1 1/2" FROM END 13/4" MIN BEARING AT END SUPPORT; 3 1/2" MIN AT INTERMEDIATE SUPPORT JOIST TO BEARING PLATE RIM TO TJI JOIST pile] 9 11 F T SCALE: 3/4" = V-0" SINGLE SHEAR PLATE CONNECTION SCHEDULE END REACTION NO.OF BOLT LINES 0 thru 21.2 kips 2 21.3 thru 31.8 kips 3 31.9 thru 42.4 kips 4 42.5 thru 53.0 kips 5 53.1 thru 63.6 kips 6 63.7 thru 74.2 kips 7 74.3 thru 84.8 kips 8 84.9 thru 95.4 kips 9 WOOD I -JOIST RIM BOARD (1) 10d (0.131"x3") NAIL INTO EACH FLANGE TJI 210, 230 & 360 RIM JOIST.- (1) OIST:(1) 16D (0.135"x31/2") NAIL INTO EACH FLANGE GAP: MINIMUM 2 3/ 2 3/4" MAXIMUM (3) 8d (0.113"x2 1/2") NAILS, CLINCHED 7/8"x2 5/16" MINIMUM TIGHT FIT WEB STIFFENER ATTACHMENT (1) 10d (0.128"x3") NAIL INTO EACH FLANGE SQUASH BLOCKS (LOAD BEARING WALL ABOVE) 31 1 1/2" 1/4 N M Cl) co N NO. OF BOLT LINES (SEE SCHEDULE) 3/8" PLATE " BOLTS SHALL BE 3/4"0 A325 (UNO) " SEE PLAN FOR END REACTIONS " ALL PLATES ARE 3/8" THICK (UNO) N U) LU Of M > i N0. OF BOLT LINES 1 3/4" 2 1/4" (SEE SCHEDULE) . BOLTS SHALL BE 3/4"0 A325 (UNO) • SEE PLAN FOR END REACTIONS ALL ANGLES USED SHALL BE L4x3x5/16 (UNO) ALL -BOLTED DOUBLE ANGLE CONNECTION SCHEDULE END REACTION N0. OF BOLT LINES 0 thru 40.8 kips 2 40.9 thru 63.6 kips 3 63.7 thru 83.9 kips 4 84.0 thru 104.0 kips 5 104.1 thru 124.0 kips 6 124.1 thru 145.0 kips 7 145.1 thru 165.0 kips 8 165.1 thru 185.0 kips 9 SCALE: 3/4" = V-0" SHEATHING A992-Gr50 CAP PL, t=1/4" + BEAM FLANGE THICKNESSI W1 O I I I I Drawn By: SDS I JHM O I I I10c Issue Date: 0i I i REVISION SCHEDULE COLUMN I TYPICAL AT TOP OF COLUMN WT5x9.5 BEAM TYPICAL AT MIDDLE COLUMN TYP HSS MOMENT CON SCALE: 1" = V-0" SCALE: NTS VERTICAL REINF (CONT THRU BOND BEAM) CORE FILLED SOLID WITH FINE GROUT II •may � (2) #5 LINO CONCRETE MASONRY BOND BEAM UNITS OWL CONIC WALL (CW) DUR-O-WALL D/A 201 BENT - DOVETAIL ANCHOR OR EQUIVALENT INTO GROUTED CORE @ 24" OC. VERT 6" N SCALE:NTS -O-WALL D/A 100 IETAIL SLOT OR IIVALENT CMU WALL (MW) 5/8" CAP PLATE aPLAT 3/4"0 BOLTS 21/2 1/2" MAX 3/4"0 BO1/2" MAX (TYP) 4" MIN (TYP) 4" MIN BEAM BEAM BEABEAM I I I II 1 II I I I I I I I I I I TYP > Per 1/4 TYP 1/4 I I I 3/8" SHEAR TAB t[3/8" SHEAR TABWIDE FLANGEI HSS COLUMN COLUMN SIMPLE BEAM (a. TOP OF COLUMN SIMPLE BEAM (a TOP OF COLUMN BEAM COLUMN CENTERLINE 21 /STT_- 4" M I N 3/4"0 BOLTS(TYP) 1/4" BRIG STIFFENER I ;' BEAM I MAX (ONE EACH SIDE OF WEB) TYP I I I 3/4" THICK A1/4 CAP PLATE(TYP)TYP I I 3/4"0 BOLT (4 I I I TOTAL) i 1 3/16 MIN 1 REF NOTE 5 1 3". HSS COLUMN 1 I 3/8" SHEAR TAB HSS COLUMN CONTINUOUS BEAM SIMPLE BEAM (MID COLUMN) IVA • .jim SCALE: 3/4" = V-0" HSS4x4xl/4 STUB COL, UNO K9.5 TYP 3/16 .AM (1/2x(0'-8" MIN) OR WIDTH + 1 1/2" i w/ (4) BOLTS (TYP) BEAM T/STL +(SEE PLAN) 9 NOTE: SEE STRUCTURAL DRAWINGS FOR STRUCTURAL MEMBER SIZES 1/4" STIFF (4 TOTAL) t-1112" TYP f3/4" BASE PLATE w/ (4) 3/4"0 BOLTS (2)L6x8xl/ w/ (4) 3/4" E N (2 1/4" STIFF PLATE 3/16 (4 TOTAL) 2 ES STUB COLUMN SCALE.- 3/4" = V-0" • TYP BEAM D I E R D 0 R F LEADERSHIP -I- DESIGN Browning Day Mullins Dierdorf Architects Architecture Landscape Architecture Planning 626 North Illinois Street Indianapolis, Indiana 46204 Phone: (317) 635-5030 Website: www.bdmd.com Michael Browning Owner 12650 Clay Center Road Camel, Indiana 46032 Phone: (317)-344-7305 McComas Engineering Structural Engineer 1717 East 116th Street, Suite 200 Carmel, Indiana 46032 Phone: (317) 580-0402 Website: www.mccomaseng.com Edge Guys Inc. MEP Engineer 290 Cradle Drive Carmel, IN 46032 Phone: (317) 476-3170 Website: www.edgeguys.com \\ooNEY M��'''' STERFO.'O/%9% 860325 0.'. STATE OF .\ \ /%i�``�i'. SND I AN?.•'��\\� ONk CERTIFICATION � Foundation Permit Set Browning Residence Chyverton Circle, Carmel, Indiana, 46032 Project No.: 16205 MEI Drawn By: SDS Checked By: JHM Scale: See Drawing Issue Date: October 06, 2017 REVISION SCHEDULE Rev. # Revision Description Issue Date TYPICAL SECTIONS AND DETAILS 00 E 0 U U7 C CU (6 E O U U E E i w i LL 0 i co U 0 c 0 Lnm 0 N ro U 0 J L SHEATHING JOIST J CONT 2x6 PT w/ 1/2"0 ANCHOR ROD @ 4'-0" OC SECTIO SCALE: 3/4" = V-0" SHEATHING J015T SECTIO SCALE: 3/4" = V-0" SECTIO SCALE: 3/4" = V-0" SECTION SCALE: 3/4" = V-0" SECTIO SCALE: 3/4" = 1'-0" WINDOW T/W +99'- 9 3/4" RIM JOIST CONC WALL (CW) 0 BLOCKING T/STL +99'- 11 1/4" BEAM ' + JOIST SIMPSON BA I -JOIST HANGER TYP WELD TO TOP FLANGE OF BEAM PER MANUFACTURER INSTRUCTIONS SHEATHINGi i COLUMN BEAM I 1 T/W +99'- 9 3/4" a TIP +98'- 7 3/4" , JOIST CONT 2x6 PT w/ CONC WALL (CW) 1/2"0 ANCHOR ROD @ 4'-0" OC CONC PIER (P) 6" 6" BEAM AI RIM JOIST CMU WALL (MW) SHEATHING 1/2" EXP JT MAT'L SLAB T/SLAB +99'- 8" _ d T/W +98'- 7 314" JOIST d _ CONC WALL (CW) CONT 2x4 PT w/ 1(2"0 ANCHOR ROD #5 DOWEL @ 32" @ 4 4OC EO EO T/W +97'- 0" d_ - _ n a e - • WALL FTG (WF) Q ° SEE SCHEDULE WINDOW RIM JOIST SHEATHING T/W +99'- 9 3/4" e N JST BRG +98'- 91/4" . JOIST d - CONT 2x6 PT w/ CONC WALL (CW) �� ° 1/2"0 ANCHOR ROD @ 4'4' OC 6" 6" 1' 0" SCALE: 3/4" = V-0" CONT 2x12 PT w/ SHEATHING 1/2"0 ANCHOR ROD @ 4'-0" OC SLAB JST BRG +98'- 91/4"OEM= d s CONC WALL (CW) a JOIST _ SCALE: 3/4" = V-0" 6" 6" SHEATHING 1/2" EXP JT MAT'L SLAB T/W +99'- 9 3/4" d a " q d. JST BRG +98' 91/4" JOIST RIM JOIST CONT 2x6 PT w/ a 1/2"0 ANCHOR ROD d CONC WALL (CW) @ 4'-0" OC a SCALE: 3/4" = V-0" SCALE: 3/4" = V-0" SCALE: 3/4" = V-0" SHEATHING JOIST CONT 2x6 PT w/ 1/2"0 ANCHOR ROD @ 4'-0" OC T/W +99'- 9 3/4" 6" 6" - � VENEER SHEATHING RIM JOIST 7� T/W +99'- 4" 0 JST BRG +98'- 91/4" JOIST CONT 2x6 PT w/ 1/2"0 ANCHOR ROD @ 4'-0" OC CONC WALL (CW) ° SCALE: 3/4" = V-0" 1� 6" 6" WINDOW SHEATHING T/W +100'- 0" RIM JOIST d JST BRG +98'- 91/4" JOIST CONC WALL (CW) a CONT 2x6 PT w/ 1/2"0 ANCHOR ROD @ 4'-0" OC SECTION SCALE: 3/4" = V-0" WINDOW SHEATHING GRADE OR PAVEMENT Checked By: SEE CIVIL DWGS Scale: See Drawing T/W +99' - 9 3/4" , VENEER SHEATHING .' RIM JOIST N Rev. # Revision Description Issue Date T/W +99'- 4" JST BRG +98'- 91/4" , V JOIST T JST BRG +98'- 91/4" , d I ,a- RIM JOIST CONT 2x6 PT w/ CONT 2x6 PT w/ 1/2"0 ANCHOR ROD 112"0 ANCHOR ROD @ 4'-0" OC CONC WALL (CW) CONC WALL (CW) @ 4'-0" OC 6' 6" T/W +99'- 9 3/4" 6" 6" - � VENEER SHEATHING RIM JOIST 7� T/W +99'- 4" 0 JST BRG +98'- 91/4" JOIST CONT 2x6 PT w/ 1/2"0 ANCHOR ROD @ 4'-0" OC CONC WALL (CW) ° SCALE: 3/4" = V-0" 1� 6" 6" WINDOW SHEATHING T/W +100'- 0" RIM JOIST d JST BRG +98'- 91/4" JOIST CONC WALL (CW) a CONT 2x6 PT w/ 1/2"0 ANCHOR ROD @ 4'-0" OC SECTION SCALE: 3/4" = V-0" SECTION SCALE: 3/4" = V-0" RIM JOIST SHEATHING JOIST CONT 2x6 PT w/ — 1/2"0 ANCHOR ROD @ 4'-0" OC �1 SCALE: 3/4" = V-0" SCALE: 3/4" = V-0" 1'-0" 6" 6" DOOR T/W +99'- 9 314" a JST BRG +98'- 91/4" ad b d.: I I CONC WALL (CW) WINDOW RIM JOIST ', SHEATHING T/W +100'- 0" JST BRG +98' 91/4" JOIST CONT 2x6 PT w/ 1/2"0 ANCHOR ROD CONC WALL (CW) @ 4'-0" OC 6" 6" 1' 0" BROWNING DAY MULLINS I E R D 0 R F LEADERSHIP+ DESIGN° Browning Day Mullins Dierdort Architects Architecture Landscape Architecture Planning 626 North Illinois Street Indianapolis, Indiana 46204 Phone: (317) 635-5030 Website: www.bdmd.com Michael Browning Owner 12650 Clay Center Road Camel, Indiana 46032 Phone: (317)-344-7305 McComas Engineering Structural Engineer 1717 East 116th Street, Suite 200 Carmel, Indiana 46032 Phone: (317) 580-0402 Website: www.mccomaseng.com Edge Guys Inc. MEP Engineer 290 Cradle Drive Carmel, IN 46032 Phone: (317) 476-3170 Website: www.edgeguys.com ,\``6O EY 'A4,C00'' No. 860325 �'- STATE OF ::QJ 1IM11100 \\ t�h� CERTIFICATION � Foundation Permit Set Browning Residence Chyverton Circle, Carmel, Indiana, 46032 Project No.: 16205 MEI Drawn By: 6" 6" Checked By: JHM Scale: See Drawing Issue Date: VENEER SHEATHING REVISION SCHEDULE RIM JOIST Rev. # Revision Description Issue Date T/W +99'- 4" V JST BRG +98'- 91/4" , JOIST b CONT 2x6 PT w/ 112"0 ANCHOR ROD @ 4'-0" OC CONC WALL (CW) SECTION SCALE: 3/4" = V-0" RIM JOIST SHEATHING JOIST CONT 2x6 PT w/ — 1/2"0 ANCHOR ROD @ 4'-0" OC �1 SCALE: 3/4" = V-0" SCALE: 3/4" = V-0" 1'-0" 6" 6" DOOR T/W +99'- 9 314" a JST BRG +98'- 91/4" ad b d.: I I CONC WALL (CW) WINDOW RIM JOIST ', SHEATHING T/W +100'- 0" JST BRG +98' 91/4" JOIST CONT 2x6 PT w/ 1/2"0 ANCHOR ROD CONC WALL (CW) @ 4'-0" OC 6" 6" 1' 0" BROWNING DAY MULLINS I E R D 0 R F LEADERSHIP+ DESIGN° Browning Day Mullins Dierdort Architects Architecture Landscape Architecture Planning 626 North Illinois Street Indianapolis, Indiana 46204 Phone: (317) 635-5030 Website: www.bdmd.com Michael Browning Owner 12650 Clay Center Road Camel, Indiana 46032 Phone: (317)-344-7305 McComas Engineering Structural Engineer 1717 East 116th Street, Suite 200 Carmel, Indiana 46032 Phone: (317) 580-0402 Website: www.mccomaseng.com Edge Guys Inc. MEP Engineer 290 Cradle Drive Carmel, IN 46032 Phone: (317) 476-3170 Website: www.edgeguys.com ,\``6O EY 'A4,C00'' No. 860325 �'- STATE OF ::QJ 1IM11100 \\ t�h� CERTIFICATION � Foundation Permit Set Browning Residence Chyverton Circle, Carmel, Indiana, 46032 Project No.: 16205 MEI Drawn By: SDS Checked By: JHM Scale: See Drawing Issue Date: October 06, 2017 REVISION SCHEDULE Rev. # Revision Description Issue Date J SECTIONS AND DETAILS F - ME E 0 O 07 C co co E O O O E V E U) w I LL U 2 Cn rT- LO I c 0 m 0 N C3 U O J Cc M L IMODEL VIEW, SCALE: NTS SCALE:NTS MODEL VIEWS ARE FOR REFERENCE ONLY. NOT ALL STRUCTURAL MEMBERS ARE SHOWN. REFER TO THE ENTIRE SET OF CONSTRUCTION DOCUMENTS. J DAY MULLINS D I E R D 0 R F . DESIGNe Browning Day Mullins Dierdorf Architects Architecture Landscape Architecture Planning 626 North Illinois Street Indianapolis, Indiana 46204 Phone: (317) 635-5030 Website: www.bdmd.com Michael Browning Owner 12650 Clay Center Road Camel, Indiana 46032 Phone: (317)-344-7305 McComas Engineering Structural Engineer 1717 East 116th Street.. Suite 200 Carmel, Indiana 46032 Phone: (317) 580-0402 Website: www.mccoinaseng.com Edge Guys Inc. MEP Engineer 290 Cradle Drive Carmel, IN 46032 Phone: (317) 476-3170 Website: www.edgeguys.com \\` O�NEY Mc�p/J'A'% :\ �•��G STEREO"'..�9'% No. 860325 �•. STATE OF ".•IND I ANP r �C CERTIFICATION ' Foundation Permit Set Browning Residence Chyverton Circle, Carmel, Indiana, 46032 Project No.: 16205 MEI Drawn By: SDS Checked By: JHM Scale: See Drawing Issue Date: October 06, 2017 REVISION SCHEDULE Rev. # Revision Description Issue Date MODEL VIEWS .11