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Home My WebLink AboutS110 Structural InformationABBREVIATIONS A.B. ANCHOR BOLT A001 ADDITIONAL ADJ. ADJACENT ARE ABOVE KNISH FLOOR ALT. ALTERNATE ARCH. ARCHITECT BL BRICK LEDGE BLDG BUILDING BM BEAM BOTT. BOTTOM BEG BEARING STWN BETWEEN CANT CANTILEVER CIP CAST IN PLACE C.J. CONSTRUCTION JOINT C.L. CENTERITINE CUR CLEAR CMU CONCRETE MASONRY UNIT C.O. CUTOFF CONTE CONTRACTOR COLS) COLUMN (S) COMP. COMPOSITE CONC CONCRETE CONNX CONNECTION CONST CONSTRUCTION CONT, CONTINUOUS CTR CENTER IDEA DEFORMED BAR ANCHOR DBL DOUBLE DER, DETAIL DFL DOUGLAS FIR -LARCH DIA DIAMETER DIAG, DIAGONAL DWGS DRAWINGS DWL(S) DOWEL(S) EA EACH EF EACH FACE EJ EXPANSION JOINT EL ELEVATION ELEV. ELEVATOR ENGR ENGINEER EQ, EQUAL EW EACH WAY EXIST EXISTING EXP, EXPANSION EXT. EXTERIOR FF FINISH FLOOR FFE FINISH FLOOR ELEVATION FLIT FLOOR END FOUNDATION FS FAR SIDE FTG FOOTING FV FIELD VERIFY GA GAGE GALV GALVANIZE GR. GRADE lIFN�:143n17n13d[w.;PU'1•YOIC HK HOOK HORIZ HORIZONTAL HIT HARD ROCK HT HEIGHT HSS HOLLOW STEEL SECTION ID. INSIDE DIAMETER I.F. INSIDE FACE IN, INCH INFO. INFORMATION INT INTERIOR JT JOINT JST JOIST K LIPS K.O. MOCK OUT RELEASED FOR CONSTRUCTION Subject to compliance with all regulations of State and Local Codes City of Cenral 1"LIB LLH LONG LEG HORIZONTAL LLV LONG LEG VERTICAL LT LIGHT LW UGHTWEIGHT EA LEVEL MFR MANUFACTURER MEZZ, MEZZANINE MID, MIDDLE MIN, MINIMUM MISC MISCELLANEOUS M.L. MATCH NNE MAT, MATERIAL MAX. MAXIMUM MECH. MECHANICAL INS, NEAR SIDE NSG NON SHRINK GROUT NW NORMAL WEIGHT NIC NOT IN CONTRACT NTS NOTTO SCALE NO, NUMBER O.C. ON CENTER DENG OPENING O.H. OPPOSITE HAND O.D. OUTSIDE DIAMETER OF, OUTSIDE FACE nrT..R4I.m.110HO :aI PL PLATE PC PRECAST HERE. PERPENDICULAR ESE POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH R REMAINDER OR RADIUS REF. REFER TO OR REFERENCE FEINT REINFORCEMENT/REINFORCE READ REQUIRED RN ROOF TOP UNIT SA STUD ANCH OR SECT SECTION SCHED. SCHEDULE SIFT SHEET SHE, SHRINKAGE SUM, SIMILAR SPEC, SPECIFICATION STIFF. STIFFENER STL STEEL SYM, SYMETRICAL S.Q.G. SLAB -ON -GRADE SPA, SPACING SS STAINLESS STEEL STD STANDARD SYP SOUTHERN YELLOW PINE TEMP. TEMPERATURE TEN TENSION TERM. TERMINATE T&B TOP AND BOTOM T.O.C. TOP OF CONCRETE T.O.F. TOP OF FOOTING T.O.P. TOP OF PIER T.O.S. TOP OF STEEL/TOP OF SLAB TS TUBE STEEL TYP. TYPICAL gpE.)<ILIIgyyp[H17nIHG17:Pd169: VAR. VARIES VERT. VERTICAL W/ WITH W/o WITHOUT WE WORK POINT AT WEIGHT WWF WELDED WIRE FABRIC STRUCTURAL DESIGN 1. STRUCTURAL DESIGN STANDARDS: W14 BUILDING CODE LOCAL AMENDMENTS TO BUILDING CODE ASCE 7-10 2. STRUCTURAL DESIGN LOADS: ROOF LIVE LOAD 20 psf iPPPJ14TIS GROUND SNOWLOAD 25 psf IMPORTANCE FACTOR, Is 20 psf FLAT ROOF SNOW LOADS: DRIFT SNOW LOADS: PARAPET OR ROOF STEP 60 Pat n 10 FT WIND LOAD: WIND SPEED, Vas 115 MPH IMPORTANCE FACTOR, Iw 1.0 EXPOSURE CATEGORY C MWFRS LATERAL LOAD 48 psf NET C&C ROOF UPLIFT, EDGE 81 pin(EDGE STRIP-e 9ft.) NET C&C ROOF UPUFT, HELD 57 psf C&C WALL LOAD, EDGE 75 Pat (EDGE STREW =9fF) C&C WALL LOAD, FIELD 55 psf 3. A GEOTECHNICAL REPORT WAS NOT HERE DENIED FOR THIS PROJECT. THE G.C. SHALL RETAIN GEOTECHNICAL ENGINEER TO VERIFY THATTHE SUBGRADE BENEATH ALL FOOTINGS HAS BEEN PROPERLY PREPARED & CAN PROVIDE A TWO ESE ALLOWABLE BEARING CAPACITY GENERAL NOTES 1. PRIOR TO EXECUTING ANY WORK INDICATED IN THESE DOCUMENTS, THE GENERAL CONTRACTOR SHALL VERIFY ALL EXISTING CONDTIONS AND SHALL REPORT ANY DISCREPANCY BETWEEN THESE DOCUMENTSAND THOSE OF THE ARCHITECT AND ALL PROJECT CONSULTANTS OR ANY ERROR, OMISSION OR DIFFICULTY AFFECTING HIS WORK TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW 2, ALL DETAILSAND SEC TONS INTENDED TO BE TYPICAL AND SHALL BE CONSTRUED TO APPLY TO ANY SIMILAR SITUATION ELSEWHERE, EXCEPT WHERE A DIFFERENT DETAIL OR SECTION IS SHOWN. 3, DIMENSIONS SHOWN ON STRUCTURAL PLANS, SEC TONS, DETAILS TAKE PRECEDENT OVER SCALE. 4, THE DESIGN LOADS USTED IN THE STRUCTURAL DESIGN CRITERIA ABOVE SHALL NOT BE EXCEEDED DURING CONSTRUCTION. THE GENERAL CONTRACTOR SHALL MAKE ADEQUATE PROVISIONS FOR CON SITE WON LOADS AND TEMPORARY BRACING TO KEEP ALL ELEMENTS OF THE STRUCTURE PLUMB AND IN TRUE ALIGNMENT DURING ALL PHASES OF CON STRU CTON. BRACING MEMBERS SHOWN ON STRUCTURAL DRAWINGS ARE REQUIRED FOR THE COMPLETED STRUCTURE AND MAY NOT BE ADEQUATE DURING CONSTRUCTION. 5, PRIN CIPAL OPENINGS ARE SHOWN ON THE STRUCTURAL DRAWN GS. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR OTHER OPENINGS AND TO VERIFY THE LOCATION AND SIZE OF OPENINGS THAT ARE SHOWN. GENERAL CONTRACTOR SHALL NOTIFY ARCHITECT OF ANY DEVIATION IN THE SIZE OR LOCATION OF OPENINGS SHOWN ON THE STRUCTURAL DRAWINGS PRIOR TO FABRICATION OR INSTALLATION OF STRUCTURAL MEMBERS OR RELATED MATERIALS. 6, STRUCTURAL MEMBERSAND FOUNDATIONS SUPPORTING MECHANICALEQUIPMENT HAVE BEEN DESIGNED FOR THE WEIGHT OF THE UNITS SHOWN ON THE STRUCTURAL DRAWINGS. ANY CHANGES IN SIZE, WEIGHT, OR QUANTITY OF UNITS SHALL BE REPORTED TO THE ARCHITECT PRIOR TO FABRICATION OR INSTALLATION OF STRUCTURAL MEMBERS OR RELATED MATERIALS. WELDING 1. WELDED CONSTRUCTION SHALL CONFORM TO THE FOLLOWING AMER! CAN WELDING SOCIETY STANDARDS: ITEM SPECIFICATION STRUCTURALSTEEL AWS CUT METAL DECK AWS D1.3 REINFORCING STEEL AWS DlA 2, ELECTRODES FOR FIELD AND SHOP WELDS SHALL BE E70XX, U.N.O. 3, ELECTRODES FOR WELDING OF REINFORCING STEEL SHALL BE EWXX. 4, ELECTRODES FOR WELDING OF METAL DECK SHALL CONFORM TO AWS DI.3, 5 WHEN WELDS ARE NOT CALLED OUT ON THE DRAWN GS, THEY ARE MINIMUM SIZE FILLET WELDS PER AWS 01.1. FILLET WELDS NOT SPECIFIED AS TO LENGTH ARE CONTINUOUS, 6, ALL GROOVE WELDS ARE FULL PENETRATION UNLESS NOTED OTHERWISE. SPECIAL INSPECTIONS & TESTING SPECIAL INSPECTIONS ARE REQUIRED TO BE PERFORMED IN ACCORDANCE WITH THE IBC SPECIALINSPEWONS APPLICABLE NON- QUALIFICATIONS OF SPECIAL INSPECTOR& Section APPLICABLE FREQUENCY OF INSPECTION INSPECTION OF FABRICATORS Fabricator to provide documentation of certification per 1704.2.5.2 1]04.25 (STRUCTURAL STEEL) X Dry- approved agency, periodic per tale 1705.2.2 17052 STEEL CONSTRUCTION City- approved agency, continuous for fresh concrete sampling; D05.3 CONCRETE CONSTRUCTION X pericdb for all other per table 1705.3 Ory- approved agency, continuous for grout and specimens 1705A CMU MASONRY CONSTRUCTION X Cry -approved agency, impact per IBC 1705.5.1 & 17055.2 1705.5 WOOD CONSTRUCTION X Ory- approved agency, Inspect and test per table 1705.E 1705.E SOILS X Dry- approve] agency, continuous 17057 DRIVEN DEEP (PILE) FOUNDATIONS X Ory- approved agercy, continuous 1705.8 CAST-IN-PLACE(PIER) FOUNDATIONS X SPECIAL INSPECTIONS FOR WIND Ory- approved agency. Inspect per IBC 1705.10.1 through 1705.103 1705,10 RESISTANCE X SPECIAL INSPECTIONS FOR SEISMIC City - approved agercy, Inspect per IBC 1705.11.1 through 1705.11.8 1]05.11 RESISTANCE X Inspection of below- slab most retarder installation to verily P051.1 SPECIAL CASES (UNUSUAL IN NATURE) X wnarmance to ones specifications; Inspection of pWAnstslled pond. anchors to verity conform rice to mffs inst Motion procedures CAST -IN -PLACE CONCRETE 1. ALL CONCRETESHALL BE LABORATORY DESIGNED AND CONTROLLEDAND SHALL MEET THE REQUIREMENTS OF THE LATEST EDITION OF 'BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETP (Act 316), SAND AND COARSE AGGREGATES SHALL MEET THE REQUIREMENTS OF ASTM C33 OR G330. PORN4JD CEMENT SHALL BE TYPE I OR II AND SHALL MEET THE REQUIREMENTS OF ASTM G150. IN ADDITION, CONCRETE SHALL COMPLY NTH THE FOLLOWING REQUIREMENTS: USAGE 28-DAY STRENGTH SLUMP (a) MAX. AGG. SIZE SLAB ON GRADE & FOOTINGS 3,500 psi 4', +l-1• 3140 NOTES: (a) SLUMP RANGE DOES NOTAPPLYTO SUPERPLASTICIZED CONCRETE. 2, CONCRETE PROPORTIONS SHALL BE ESTABLISHED FROM CONCRETE COMPRESSIVE STRENGTH TEST RECORDS FROM THE FACILITY THAT WILL SUPPLY CONCRETE FOR THIS PROJECT. TEST RECORDS SHALL MEETTHE REQUIREMENTS OF THE LATEST EDITION OFACI 318 AND THE SPECIFICATIONS AND SHALL BE REFLECTIVE OF THE PERIOD OF THE YEAR DURING WHICH THE CONCRETE IS TO BE PLACED. 3. FLY ASH CONTENT SHALL N OT EXCEED 50% AS BASED ON A PERCENTAGE OF THE TOTAL WEIGHT OF CEMENTMOUS MATERIAL IN THE MIX AND SHALL MEET ASTM C 618 CLASS F REQUIREMENTS. 4, REFER TO ARCHITECTURAL FOR ADDITIONAL INFORMATION ON INTEGRAL COLORED CON CRETE AT PATIO SLAB, REINFORCING STEEL 1. ALL CONCRETE REINFORCEMENT SHALL BE NEW BILLET STEEL CONFORMING TO ASTM A615, GRADE 60. 2, ALL REINFORCING BARS SHALL BE LAPPED 40 BAR DIAMETERS (2-0- MINIMUM) AT SPLICES UNLESS NOTED OTHERWISE ON PLANS OR DETAILS. DEVIATIONS IN SPU CIE LOCATIONS AND LENGTHS ARE NOT ALLOWED UNLESS APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. 3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. ALL LAPS IN WELDED WIRE FABRIC SHALL BE ONE MESH PLUS TWO INCHES. 4. CONCRETE REINFORCEMENT AND ACCESSORIES SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH ACI 315 AND ACI 318. 5. LAP SPUCES OF CONTINUOUS BEAM REINFORCEMENT SHALL BE MADE AT MIDSPAN FOR TOP BARS AND AT SUPPORTS FOR BOTTOM BARS, 6. PROVIDE CORNER BARS AT INTERSECTIONS OF WALLS, GRADE BEAMS AND STRIP FOOTINGS IN ACCORDANCE WITH THE TYPICAL DETAILS. 7. MINIMUM CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AS NOTED BELOW. REFER TO ACI 318 SECTION 7.7 FOR COMMONS NOT NOTED: CONDITION PROTECTION FOOTINGS 31N. SLAB -ON -GRADE MIDSLAB GRADE BEAMS, WALLS 2- FORMED SIDES T BACKFILLED SIDES STRUCTURALSTEEL 1. STRUCTURAL STEEL SHAPES AND PLATES SHALL CONFORM TO THE FOLLOWING: ITEM ASTM SPECIFICATION WOE FLANGE A992, GRADE 50 TUBE STEEL(HSS) A500, GRACE STEELPIPE A501 OR A53 CHANNEL A36 ANGLES, PLATES, MISC, STL A36 2, ALL CONNECTION BOLTS FOR STRUCTURAL STEEL MEMBERS SHALL CONFORM TO THE FOLLOWING: ITEM ASTM SPECIFICATION ANCHOR BOLTS F1554, GRADE 55 CONNECTION BOLTS A325 EXPANSION ANCHORS B633 CHEMICALANCHORS F155T GRADE 55 3, PROVIDE HARDENED WASHERS FOR ALL A325 CONNECTION BOLTS. 4, BEAM CONNECTIONS SHALL BE DESIGNED PER NOTES ON THE TYPICAL DE TAILS. 5, HOT1]IP GALVANIZE ALL STRUCTURAL STEEL MEMBERS EXPOSED TO WEATHER. WELDED AREAS OF GALVANIZED MEMBERS SHALL BE TOUCHED UP WITH COLD -GALVANIZING PAINT. GALVANIZING OF STEEL MEMBERS SHALL CONFORM TO ASTM A123. 6, STEEL BEAMS SHALL BE ERECTED WITH NATURAL CAMBER UP. 7, STEEL MEMBERS SHALL NOT BE SPUCED EXCEPT WHERE INDICATED ON THE DRAWINGS UNLESS APPROVED IN WRITING BY THE STRUCTURAL ENGINEER. 8, HEADED STUDS AND DEFORMED BAR ANCHORS USED IN FABRICATION OF EMBEDDED ASSEMBLIES SHALL BE WELBEDTOTHOSEASSEMBLIES USING A FULL -FUSION PROCESS. CONCRETE MASONRY UNITS 1, THE MASONRY DESIGN HAS BEEN BASED DNA PRISM STRENGTU, ft -1,500 psi. 2. HOLLOW CONCRETE MASONRY UNITS SHALLMEETASTM C9T NORMAL WEIGHT, TYPE N1, MINIMUM COMPRESSIVE STRENGTH OF 2,000 psi ON THE NET AREA OF THE BLOCK. 3. CMU MORTAR SHALL MEET ASTM C270 AND SHALL HAVE A COMPRESSIVE CUBE STRENGTH OF 1,800 psi AT 28 DAYS. PROMDETYPENMORTARFORINTERIOR PARTITIONS ONLY, TYPE S FOR ABOVE -GRADE EXTERIOR WALLS AND TYPE M FOR BELOW GRADE WALLS. 4, CMU GROUT SHALL MEET ASTM C476 AND SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2,500 psi AT 28 DAYS. AGGREGATE SIZE SHALL NOT EXCEED 112 INCH. 5, HORIZONTAL JOINT REINFORCEMENT SHALL CONFORM TO ASTM A82. 6, REINFORCE CMU WALLS AND PROVIDE FOUNDATION DOWELS PER DETAILS. LAP VERTICAL BARS WTH CLASSA SPUCES UNLESS NOTED OTHERWISE. LAP HORIZONTAL JOINT REINFORCEMENT MIN. 12INCHES AND PROVIDE CORNER AND TEE PIECES. 7. PLACE REINFORCEMENT PRIOR TO GROUTING, AND SECURE VERTICAL REINFORCEMENT WITH POSPIONERS. 8. GROUT VERTICAL CELLS, BOND BEAMS AND UNTELS AS DETAILED. 9, LOCATE VERTICAL CONTROL JOINTS IN CMU WALLS AT MAX. 20 ft, ON CENTER (COORDINATE WITH THE ARCHITECTURAL DRAWINGS FOR LOCATIONS). DISCONTINUE HORIZONTAL JOINT REINFORCEMENT AND BOND BEAM REINFORCEMENT AT CONTROL JOINTS. 10, OUIK BRIK BLOCK FRAMINGTO BE USED INSTEAD OF CONCRETE MASONRY UNITSTYPE N1 AT G.C. DECISION. OUIK BRIK UNITS SHALL MEET ASTM C 90 & MUST HAVE A MIN. NET AREA COMPRESSIVE STRENGTH OF 2,01 WOOD FRAMING NOTES 1, ALL WOOD FRAMING SHALL BE USED AT 19% MAXIMUM MOISTURE CONTENT AND SHALL MEET TEE FOLLOWING MINIMUM REQUIREMENTS (ALLOWABLE STRESSES ARE UNFACTORED AND ARE BASED ON THE TN1 NATIONAL DESIGN SPECIFICATION (NDS) PUBUSHED BY THE NATIONAL FOREST PRODUCTS ASSOCIATION): ALLOWABLE MEMBER MATERIAL STRESSES 2x BEAMS HEADERS, #25.Y.P. Eb=975 psi JOISTS, SILL PLATES Fv=90 psi E=1,600,000 psi LAMINATED VENEER LU KEEP TVL) Eb=2,925 psi PARALLEL STRAND LUMBER(PSQ Fv=285 psi R=1,850 psi Fc=2,70) psi E=2,0D0,0D0 psi BEARING PLATES, LEDGERS #35.BF. Eb=500 psi Fv=70 psi R-250 psi Fc =425 psi E=1,200,000 psi STUDS STUD S.P.F. Fb=675 psi Fc=675 psi E=1,210,000 psi POST COLUMNS STUD S.P.F. Fb=675 psi Fc=675 psi E=1,200, 000 psi 2. SILL PLATES AND OTHER MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED FOR MOISTURE RESISTANCE. 3, PREFABRICATED WOOD TRUSSES SHALL BE'GANGNAIL, RAY FAB, OR APPROVED EQUAL AND SHALL BE DESIGNED, DETAILED, AND FABRICATED IN ACCORDANCE NTH THE LATEST EDITION OF THE 'NATIONAL DESlgq STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION' BY THE TRUSS PLATE INSTITUTE AND APPROVED BYTHE CITY. WOOD TRUSS SHOP DRAWINGS SHALL INCLUDE FRAMING PLANS SHOWING ALL PREFABRICATED MEMBERS WITH MARK NUMBERS FOR EACH MEMBER TYPE. WOOD TRUSS SHOP DRAWINGS AND CALCULATIONS SHALL BEAR THE SEAL OF A REGISTERED PROFESSIONAL ENGINEER FROM THE STATE OF WHERE THIS PROJECT IS LOCATED AND SHALL BE SUBMITTED TO THE ARCHITECT FOR APPROVAL 4, COMPOSITE WOOD 'I -BEAMS' SHALL BE TJI BY TRUSS JOIST MACMILLAN OR EQUIVALENT AND SHALL MEET THE STRENGTH AND STIFFNESS REQUIREMENTS OF THE SPECIES INDICATED ON PLANS. 5, ALL BEAMS AND TRUSSES SHALL BE GRADE STAMPED PER W C.L.B. RULES. FLOOR AND ROOF FRAMING: 1. 'HANDLING, INSTAWNG& BRACING METAL PLATE CONNECTED WOOD TRUSSES'(HIB-91) BY THE TRUSS PLATE INSTITUTE SHALL BE COMPLIED WITH DURING STORAGE AND INSTALLATION OF FLOOR AND ROOF TRUSSES. 2, NOTCHES ON THE ENDS OF JOISTS SHALL NOT EXCEED ONE FOURTH OF THE JOIST DEPTH. HOLESBOREDIN JOISTS SHALL NOT BE WITHIN 21NCHES OF THE TOP OR BOTTOM OF THE JOIST, AND THE DIAMETER OF MY HOLE SHALL NOT EXCEED ONE THIRD OF THE DEPTH OF THE JOIST. NOTCHES IN THE TOP OR BOTTOM OF JOISTS SHALL NOT EXCEED ONE SIXTH OF THE DEPTH AND SHALL NOT BE LOCATED IN THE MIDDLE THIRD OF THE SPAN. THE GENERAL CONTRACTOR SHALL COORDINATE THESE GUIDELINES WIT ALL TRADES. 3, HOLES AND NOTCHES IN BEAMS AND HEADERS ME NOT PERMITTED UNLESS VERIFIED IN WRITING BY THE ENGINEER OF RECORD. 4, BEAMS COMPRISED OF TWO OR MORE MEMBERS SHALL BE GLUED AND NAILED TOGETHER WITH A MINIMUM OF TWO (2) ROWS OF 16d NAILS AT 1Z O.C. BEAMS COMPRISED OF THREE OR MORE MEMBERS SUPPORTING LOAD THROUGH SIDE HANGERS SHALL BE NAILED PER ABOVE WITH ADDITIONAL 1/2 DIAMETER THEN BOLTS AT 16- O.C. STAGGERED TOP AND BOTTOM, 5, SPUCING OF MEMBERS SHALL NOT BE PERMITTED UNLESS SHOWN ON THE PLANS OR VERIFIED IN WRITING BY THE ENGINEER. 6, INSTALL MEMBERS TRUE, PLUMB AND LEVEL AND PROVIDE ADEQUATE TEMPORARY BRACING AND SHORING UNTIL FINAL CONNEWONS ARE MAIZE. WALLFRAMING: 1, BUILT-UP STUD COLUMNS SHALL BE NAILED TOGETHER WITH 16d NAILS@ 20. O.C. FOR THE FULL STUD HEIGHT. REFER TO PLAN FOR BUILT- UP STUD REQUIREMENTS. LOCATIONS OF BUILT- UP STUDS MUST BE COORDINATEI WITH THE TRUSS LAYOUT PROVIDED BY THE TRUSS SUPPUER. 2. DOUBLE TOP PLATES SHALL LAP A MINIMUM OF FOUR (4) FEET. SPUCES SHALL OCCUR AT CENTER OF SUPPOBHNG STUD. 3. REFERENCE SHEATHING NOTES BELOW AND ARCHITECTURAL DRAWINGS FOR SHEATHING TYPE AND NAILING REQUIREMENTS. 4, INSTALL CORNER BRACING IN ACCORDANCE WITH BUILDING CODE REQUIREMENTS AT OR ADJACENT TO EVERY EXTERIOR CORNER. 5, BORED HOLES IN N4 STUDSSHAL NOT EXCEED 1-3/8' FOR LOAD -BEARING WALLSAND 2-1/8'FOR NON-LOAD-BEARINGWALLS. BORED HOLES IN N6 STUDS SHALL NOT EXCEED 2-1/8' FOR LOM--BEARING WALLS AND 3-1/4' FOR NON -LOAD -BEARING WALLS. IN NO CASE SHALL THE BORED HOLE BE NEARER THAN 5/6' OF THE EDGE OF THE STUD. 6, THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE ALL CONDITIONS, DIMENSIONS, AND ELEVATIONS PRIOR TO ANY CONSTRUCTION OR FABRICATION OF MATERIALS. CONNECTORS: 1, TRUSS TO TRUSS AND TRUSS HANGER CONNECTIONS ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER. 2, NAILS, SPIKES, STAPLES, BOLTS, NUTS WASHERS, ETC. SHALL BE GALVANIZED FOR EXTERIOR OR TREATED WOOD LOCATIONS; PLAIN FINISH FOR INTERIOR LOCATIONS. 3, FRAMING CONNECTORS SHALL BE SIMPSON'STRONG-TIE'OR APPROVED EQUAL AND SHALL BE APPROVED BY THE GOVERNING BUILDING CODE FOR THE APPUCATION INDICATED. 4, SILL PLATES AT THE BUILDIN G EXTERIOR SHALL BE FASTENED TO THE FOUNDATION WITH V2'DIAMETER ANCHOR BOLTS @ 2-8' O.C. (MIN. TWO BOLTS PER SILL). INTERIOR SILL PLATES SHALL BE ANCHORED WITH 1/7 DIAMETER ANCHOR BOLTS @ 4-7 O.C. OR HILTI X-ZF 72 POWER ACTUATED FASTENERS @1' T O.C. SHEATHING AND DECKING: 1, ROOF DECKING TO BE NOMINALI/2APA RATED EXPOSURE 2 OSB SHEATHING WITH PANEL INDEX 24/0, NAILED WITH 8d NAILS @ 7 O.C. AT ALL EDGE SUPPORTS AND Bd NAILS @ 12. O.C. AT ALL INTERMEDIATE SUPPORTS PROVIDE STANDARD EDGE CUPS AT MID -SPAN BETWEEN NL SUPPORTS, 3. EXTERIOR WALL SHEATHING TO BE I/2.OSB SHEATHING. INSTALLED w/LONG DIMENSION HORIZONTAL OR VERTICAL, ATTACHED w/ 10d NAILS @ 3- O.C. AT ALL PANEL EDGES AND @ 3- O.C. AT INTERMEDIATE SUPPORTS. STANDARD FASTENING SCHEDULE CONNECTION; LOCATION FASTENING a 1. JOIST TO SILL OR GIRDER; TOENAIL 3-9d 2. BRIDGING TO JOIST; TOENAIL EACH END 2-8d 3. 1- x6' SUBFLOOROR LESSTO EACH JOIST; FACE NAIL 2-Bd 4. WIDER THAN I•x6- SUBFLOOR TO EACH JOIST; FACE NAIL 3-Bd 5. Z SUBFLOOR TO JOIST OR GIRDER; BUND AND FACE NAIL 2-16d 6. SOLE PLATE TO JOIST OR BLOCKING; TYPICAL FACE NAIL 16d @16. O.C. SOLE PLATE TO JOIST OR BLOCKING AT BRACED WALL PANEL; BRACED WALL PANELS 3-i6dPER 16- 7. TOP PLATE TO STUD; END NAIL 2-1M 8. STUD TO SOLE PLATE 4-8d TOENAIL OR 2-16d END NAIL 9. DOUBLE SIUUS; FACE NAIL 1At@24.O.C. 10. DOUBLE TOP PLATES; TYPICAL FACE NAIL 1No@16'O.C. DOUBLE TOP PLATES; LAP SPUCE 8-16d 11. BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE; TOENAIL 3-8d 12. RIM JOISTTO TOP PLATE; TOENAIL 8d @ 6. O.C. 13. TOP PLATES, LAPSAND INTERSECTIONS; FACE NAIL 2-1 Net 14. CONTINUOUS HEADER, TWO PIECES; ALONG EDGE 16. O.C. 15. CEIUNG JOISTS TO PLATE; TOENAIL 3-Bd 16. CONTINUOUS HEADER TO STUD; TOENAIL 4-Bd 17. CEIUNG JOISTS, LAPS OVER PARTITIONS; FACE NAIL 3-1M 18. CEIUNG JOISTS TO PARALLEL RAFTERS; FACE NAIL 3-16d 19. RAFTER TO PLATE; TOENAIL 3-Bd 20. 1- DIAGONAL BRACE TO EACH STUD AND PLATE; FACE NAIL 2-Bd 21. 1- xIt' SHEATHING TO EACH BEARING WALL; FACE NAIL 2-8d 22. WIDER THAN I'x8- SHEATHING TO EACH BEARING; FACE NAIL 3-9d 23. BUILT-UP CORNER STUDS 24.O.C. 24. BUILT-UP GIRDER AND BEAMS; FACE NAIL 201@320.C. TOP AND BOTTOM STAGGERED ON OPPOSITE SIDES 2-20d AT ENDS AND AT EACH SPLICE 25. Z PLANKS; AT EACH BEARING No 26. COLLAR TIE TO RAFTER; FACE NAIL 310d 27. JACK RAFTER TO HIP 310d TOENALOR 2-16d FACE NAIL 28. ROOF RAFTER TO 2x RIDGE BEAM 2-1At TOENAIL OR 2-16d FACE NAIL 29. JOIST TO BAND JOIST; FACE NAIL 3-16d W. LEDGER STRIP; FACE NAIL 316d 31. WOOD STRUCTURAL PANELS AND PARTICLE BOARD: SUBFLOOR, ROOF AND WALL SHEATHING (TO FRAMING): vz AND LESS No 19/32-TO 3/4' 8d OR 6d 71T TO 1- 8d 1-118-TO1-1/4' 101 OR Bd SINGLE FLOOR (COMBINATION SUBFLOOR-UNDERLAYMENT TO FRAMING): 3W AND LESS 6d 71T TO 1- 8d 1-118-TO1-1/4' 101 OR Bd 32. PANEL SIDING (TO FRAMING) 1/Z 6d 51T 8d 33. FIBERBOARD SHEATHING: 1/Z NO. 11 GA. ROOFING NAIL OR 6d 25/32- NO. 11 GA. ROOFING NAIL OR 8d M. INTERIOR PANEUNG 1/4' 4d 3/8, 6d a. COMMON OR BOX NAILS ARE PERMITTED TO BE USED EXCEPT WHERE OTHERWISE STATED. REFER TO GOVERNING BUILDING CODE FOR ALLOWABLE STAPLE FASTENING ALTERNATIVES. IN. NAILS SPACED AT 6'O.C. AT EDGES, 120.C. AT INTERMEDIATE SUPPORTS EXCEPT 6- AT SUPPORTS WHERE SPANS ARE48.ORMORE. FOR NAIUNG OF WOOD STRUCTURAL PANELAND PARTICLEBOARD DIAPHRAGMS AND SHEAR WALLS, REFER TO SHEARWALL NOTES. NAILS FOR WALL SHEATHING ARE PERMITTED TO BE COMMON, BOX OR CASING. c. COMMON OR DEFORMED SHANK. d. COMMON. e. DEFORMED SHANK. f CORROSION -RESISTANT SIDING OR CASING NAIL g. FASTENERS SPACED 3'O.C. AT EXTERIOR EDGES AND 6- O.C. AT INTERMEDIATE SUPPORTS. IT. CORROSION -RESISTANT ROOFING NAILS NTH 7/16' DIAMETER HEAD AND I-11T LENGTH FOR I@SHEATHING AND LENGTH FOR 25/32' SHEATHING. i. CASING OR FINISH NAILS SPACED 7 ON PANEL EDGES, 1? AT INTERMEDIATE SUPPORTS. 1 PANEL SUPPORTS AT 24•. CASING OR FINISH NAILS SPACED 6'ON PANEL EDGES ITAT INTERMEDIATE SUPPORTS. k. FOR ROOF SHEATHINGAPPUCATIONS, 8d NAILS ME THE MINIMUM REQUIRED FOR STRUCTURAL PANELS. J�CCmn om J mm� pf �SEN �N u 0 o� u Om a`oE U O 2 3 u y 5 1 U oyn $ E in 0 oa U ^? Gm m� U� , llr Carmel, (Zionsville), IN 10325 N. Michigan RD. Carmel, IN 46032 Owner. Chugs DECO 1623 Toomy Road Ausfin,TX.78704 Ph: (512) 473-2783 Contact: Michael Hatcher Architect: PKWYAmhtects, LLC 1000 Civic Cimle Lewisville, TX. 75067 Ph: (972) 221-1979 Project Contact: Bill Pounds MEP Encineer: Dialectic, Engineering 310 W. 20th St. Suite 200 Kansas City, MO. 64108 Ph: (816) 997-9627 Contact: Joe Hillebrenner, ME PE Structural Engineer Armstrong -Douglass Partners 1601 Bryan St. Suite 202 Dallas, TX 75201 Ph: (214) 237-7022 Contact: Scott Armstrong, PE Landscape Architect Belle Firma, Inc. 4245 North Central Expy. Suite 501 Dallas, Texas, 75205 Ph:(214)865-7192 Contact: Komi Haug, ASLA, CLARE 1m NO,r P.iAR44ST �'.. \: ids co•;� ' PET 1300413 - •.` 11ai O ..2 P: •.. D AN... 2 P .` S xvp7jS'ONA1-tENVSJ` Engineer: Scott R. Armstrong, P.E. No. Description Date JB SEA 04-97221 STRUCTURAL INFORMATION silo DATE: 03/25/19