STRUCTURAL NOTES PLAN

S0.1

STRUCTURALNOTES PLAN

MEDIUM40

CONTRACT DATE:

BUILDING TYPE:

PLAN VERSION:

SITE NUMBER:

STORE NUMBER:

TACO BELL

IMMOKALEE RD & COLLIER BLVD.NAPLES, FL 34119

EXPLORER

XX.XX.XX

EXP - MED40

DEC 2016

312556

445388

Kress Building Suite 201

15 W Church Street

Orlando, Florida 32801

T: 407 648 5000 F: 407 650 0457

www.butlermoore.com

NOTICE: THE DATA SHOWN IN THIS DOCUMENT

INCORPRATES PROPRIETAY RIGHTS UNDER FEDERAL

COPYRIGHT LAW AND IT THE INTELLECTUAL PROPERTY OF

BUTLER MOORE ARCHITECTS. IT MUST NOT BE DUPLICATED

IN WHOLE, OR IN PART, WITHOUT THE WRITTEN CONSENT

OF BUTLER MOORE ARCHITECTS, COPYRIGHT 2017.

PERMIT REVIEW 10.31.2017

P: 407.701.0875LONGWOOD, FL 32750130 CROWN OAK CENTRE DRIVEGUTHERMAN STRUCTURAL INC.

John Gutherman Jr., P.E.FL. REG. #60880

11.1.2017

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REINFORCING

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MARK

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FOOTING SCHEDULE

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SIZE

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(3) #5 BOTTOM CONT.

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MF-1

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1'-6" X 26" X CONT.

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PROVIDE (2) #5

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EACH CELL

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PROVIDE (2) #5

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EACH CELL

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FILLED CELLS

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OPENING

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BEAM SCHEDULE

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MARK

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SIZE BxH

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(inches)

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REINFORCING

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BOTT

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TOP

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INT

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NOTES

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TIES

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SPACING

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STRUCTURAL NOTES CONTRACTOR NOTE: THE CONTRACTOR IS SOLELY RESPONSIBLE FOR INITIATING, MAINTAINING AND SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK. GUTHERMAN STRUCTURAL, INC. IS NOT RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION OR FOR RELATED SAFETY PRECAUTIONS AND PROGRAMS. CODES AND STANDARDS 1. WIND LOADS AS PER: A. FLORIDA BUILDING CODE 5TH EDITION (2014) WITH AN ULTIMATE DESIGN WIND SPEED (Vult) OF 160 MPH, EXPOSURE B, NOMINAL DESIGN WIND SPEED (Vasd) OF 123 MPH, +/-0.18 INTERNAL PRESSURE COEFFICIENT, AND BUILDING RISK CATEGORY II. B. THIS BUILDING IS DESIGNED AS AN ENCLOSED BUILDING. C. ASCE 7-10 /EDITION 2. SEISMIC SITE CLASS = E SEISMIC SITE CLASS = E = E SEISMIC DESIGN CATEGORY = B GROUND SNOW LOAD, Pg = 0 PSF FLOOD ZONE = A 3. THE PROJECT WAS DESIGNED IN ACCORDANCE WITH THE: A. FLORIDA BUILDING CODE 5TH EDITION (2014). B. BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE (ACI 318/ 2011 EDITION). C. MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES (ACI 315/ LATEST EDITION). D. MANUAL OF STANDARD PRACTICE FOR WELDING REINFORCING STEEL, INSERTS & CONNECTIONS IN REINFORCED CONCRETE CONSTRUCTION. AWS. D1.4/ LATEST EDITION. E. SPECIFICATION FOR STRUCTURAL CONCRETE FOR BUILDINGS, ACI 301/LATEST EDITION. F. NATIONAL DESIGN SPECIFICATION, WOOD CONSTRUCTION NDS/2012 EDITION. H. BUILDING CODE REQUIREMENTS AND SPECIFICATIONS FOR MASONRY STRUCTURES (ACI 530, 530.1/ASCE 5, 6/TMS 402, 602/2011 EDITIONS). 4. ARCHITECTURAL AND MECHANICAL DRAWINGS: A. THE STRUCTURAL DRAWINGS ARE PART OF THE CONTRACT DOCUMENTS AND DO NOT BY THEMSELVES PROVIDE ALL THE INFORMATION REQUIRED TO PROPERLY COMPLETE THE PROJECT STRUCTURE. THE GENERAL CONTRACTOR SHALL CONSULT THE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS AND COORDINATE THE INFORMATION CONTAINED IN THESE DRAWINGS WITH THE STRUCTURAL DRAWINGS TO PROPERLY CONSTRUCT THE PROJECT. B. REFER TO ARCHITECTURAL, MECHANICAL OR ELECTRICAL DRAWINGS FOR ADDITIONAL OPENINGS, DEPRESSIONS, FINISHES, INSERTS, BOLTS SETTINGS, DRAINS, REGLETS, ETC. C. BEFORE ORDERING ANY MATERIALS OR DOING ANY WORK, THE CONTRACTOR SHALL VERIFY ALL MEASUREMENTS TO PROPERLY SIZE OR FIT THE WORK. NO EXTRA CHARGE OR COMPENSATION WILL BE ALLOWED BY THE OWNER RESULTING FROM THE CONTRACTOR'S FAILURE TO COMPLY WITH THIS REQUIREMENT. D. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER BEFORE PROCEEDING WITH ANY WORK. E. ALL STRUCTURES HAVE BEEN DESIGNED TO RESIST THE DESIGN LOADS LISTED ONLY AS COMPLETED STRUCTURES. THE GENERAL CONTRACTOR SHALL FULLY BRACE AND OTHERWISE PROTECT WORK IN PROGRESS UNTIL THE STRUCTURES ARE COMPLETED. THE GENERAL CONTRACTOR SHALL ALSO INSURE THAT ITS OPERATIONS AND PROCEDURES PROVIDE NO LOADING GREATER THAN THE DESIGN LOADS LISTED ON ANY MEMBER. 5. SECTIONS AND DETAILS: ALL DETAILS, SECTIONS AND NOTES SHOWN ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL APPLY TO SIMILAR SITUATIONS ELSEWHERE UNLESS OTHERWISE SHOWN. SPECIALTY ENGINEERED PRODUCTS 1. THE GENERAL CONTRACTOR IS RESPONSIBLE TO COORDINATE THE PROPER SUBMISSION OF SPECIALTY ENGINEERED SHOP DRAWINGS WHICH SHALL BE SIGNED AND SEALED BY AN ENGINEER REGISTERED IN THE STATE OF FLORIDA. IT IS THE GENERAL CONTRACTOR'S RESPONSIBILITY TO ASSURE THAT THE SPECIALTY ENGINEERED SHOP DRAWINGS ARE SUBMITTED IN A TIMELY MANNER SO AS TO ALLOW REVIEWS AND RESUBMISSIONS AS REQUIRED. ALL SPECIALTY ENGINEERED PRODUCTS SHALL BE DESIGNED FOR THE APPROPRIATE GRAVITY LOADS AND WIND LOADS INCLUDING UPLIFT AND LATERAL LOADS. INTERIOR SPECIALTY PRODUCTS SHALL BE DESIGNED FOR LATERAL LOADS TO ASSURE STABILITY. SPECIALTY ENGINEERED PRODUCTS SHALL BE, BUT ARE NOT LIMITED TO, THE FOLLOWING: A. LIGHT GAUGE METAL, INCLUDING BUT NOT LIMITED TO, SOFFITS, CLADDING, CEILINGS, ETC. B. MISCELLANEOUS METALS INCLUDING STEEL STAIRS, MECHANICAL EQUIPMENT SUPPORTS, FRAMES THAT SUPPORT MACHINES, PIPES OR OTHER STRUCTURAL METAL USED FOR SUPPORT OF MECHANICAL SYSTEMS. C. MISCELLANEOUS HANGERS, CHANDELIERS, CABINETS, METAL FRAMES, LADDERS, RIGGING, HANGING WALLS, RAILINGS, GLAZING FRAMES, CLADDING SUCH AS STONE, PRECAST, ALUMINUM, METAL PANELS, CABLE BARRIER SYSTEMS, ETC. OR ANY OTHER MISCELLANEOUS PRODUCT REQUIRED BY ANY OF THE CONSTRUCTION DOCUMENTS. D. IN ADDITION TO THE LOADS SHOWN IN THE DESIGN LOAD SCHEDULE, THE SPECIALTY ENGINEER SHALL DESIGN FOR THE WEIGHT OF ALL MECHANICAL, PLUMBING AND ELECTRICAL EQUIPMENT AND FIXTURES, AS WELL AS CHANDELIER FIXTURES, BAR CABINETS, AND ART WORK / MOBILES. GENERAL CONTRACTOR TO INCLUDE IN THEIR BID THE COST OF THE ABOVE NOTED SPECIALTY ENGINEERING. FOUNDATION 1. BOTTOM OF FOOTINGS ASSUMED TO BEAR ON SOIL CAPABLE OF SAFELY SUPPORTING 2000 PSF. 2. SOILS SUPPORTING ALL FOOTINGS MUST BE INSPECTED AND APPROVED BY A REGISTERED SOILS ENGINEER BEFORE COMMENCING WORK. APPROVAL IN WRITING MUST INDICATE THE SOIL IS ADEQUATE TO SAFELY SUSTAIN SPECIFIED SOIL BEARING PRESSURE. 3. ALL EXTERIOR FOOTINGS SHALL BEAR MINIMUM 16-INCHES BELOW EXTERIOR FINISH GRADE. 4. EXCAVATION & BACKFILL: A. ALL EXCAVATION SHALL BE KEPT DRY. EXCAVATE TO DEPTHS AND DIMENSIONS INDICATED. TAKE EVERY PRECAUTION TO GUARD AGAINST ANY MOVEMENT OR SETTLEMENT OF ADJACENT STRUCTURES, UTILITIES, PIPING, ETC. B. PROVIDE ANY BRACING OR SHORING NECESSARY TO AVOID SETTLEMENT OR DISPLACEMENT OF EXISTING FOUNDATION OR STRUCTURES.

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5. CENTERLINE OF FOOTINGS: SHALL COINCIDE WITH CENTERLINE OF COLUMNS UNLESS OTHERWISE NOTED ON DRAWINGS. 6. DIMENSIONS: ALL DIMENSIONS AND ELEVATIONS SHOWN ON THE STRUCTURAL DRAWINGS MUST BE VERIFIED AND COORDINATED WITH THE ARCHITECTURAL DRAWINGS BY THE CONTRACTOR BEFORE PROCEEDING WITH THE CONSTRUCTION. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT OR ENGINEER IN WRITING BEFORE PROCEEDING WITH ANY WORK. CONCRETE 1. CONCRETE ELEMENTS TO HAVE THE FOLLOWING STRENGTHS: A. FOUNDATIONS 3000 PSI 3000 PSI B. SLAB-ON-GRADE 3000 PSI 3000 PSI C. CONCRETE BEAMS 4000 PSI ALL OTHER CONCRETE TO BE 3000 PSI UNLESS NOTED OTHERWISE. 2. ALL CONCRETE SHALL BE READY MIX AND MEET THE FOLLOWING REQUIREMENTS: A. SLUMPS SHALL BE 4-INCHES MINIMUM AND 6-INCHES MAXIMUM. B. CONCRETE SHALL HAVE 3 PERCENT AIR ENTRAINMENT. D. ALL CONCRETE TO HAVE MAXIMUM WATER/CEMENT RATIO OF 0.55. D. JOBSITE WATER SHALL NOT BE ADDED. 3. ALL CONCRETE WORK SHALL COMPLY WITH THE REQUIREMENTS OF THE ACI BUILDING CODE (ACI 318/ 2011 EDITION), THE ACI DETAILING MANUAL (ACI 315/ LATEST EDITION), AND THE SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301/ LATEST EDITION). 4. SUBMIT ALL REINFORCING STEEL SHOP DRAWINGS FOR APPROVAL PRIOR TO ANY FABRICATION. 5. CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS REQUIRED BY ACI SPECIFICATIONS. 6. WELDED WIRE FABRIC SHALL COMPLY WITH ASTM A 185, UNLESS OTHERWISE SPECIFIED. PLACE FABRIC 2" CLEAR FROM TOP OF THE SLAB IN SLAB ON GRADE AND SUPPORT ON SLAB BOLSTERS SPACED AT 3'-0" O.C. 7. LAP ALL BARS WITH CLASS B TENSION LAP SPLICE UNLESS OTHERWISE NOTED ON DRAWINGS. LAP ALL WWF A MINIMUM OF 12 INCHES (UNLESS OTHERWISE NOTED). 8. REINFORCING BARS: A. ALL REINFORCING STEEL SHALL BE MANUFACTURED FROM HIGH STRENGTH BILLET STEEL CONFORMING TO ASTM DESIGNATION A 615 GRADE 60. B. AT CORNERS OF CONCRETE WALLS, BEAMS AND CONTINUOUS WALL FOOTINGS, PROVIDE (1-#5 OR MATCHING) HORIZONTAL BARS X 5'-0" BENT BAR FOR EACH HORIZONTAL BAR SCHEDULED AT EACH FACE. C. WHERE COLUMNS ARE AN INTEGRAL PART OF CONCRETE WALLS, WALL REINFORCEMENT SHALL BE CONTINUOUS THRU THE COLUMNS. D. ALL HOOKS SHOWN IN REINFORCEMENT SHALL BE ACI RECOMMENDED HOOKS UNLESS OTHERWISE NOTED. MASONRY 1. MASONRY UNITS SHALL BE A. LOAD BEARING ASTM C90 B. NORMAL WEIGHT C. ALL CMU SHALL BE LAID IN A FULL BED OF MORTAR IN RUNNING BOND (U.N.O.). 2. THE COMPRESSIVE STRENGTH OF MASONRY (F'M) SHALL BE 1,500 PSI AS CALCULATED IN ACCORDANCE WITH ASTM C1314. 3. ALL MORTAR SHALL BE IN ACCORDANCE WITH ASTM SPECIFICATION C270. 4. GROUT SHALL BE A HIGH SLUMP MIX A. IN ACCORDANCE WITH ASTM SPECIFICATION C476 B. HAVING A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI 5. ALL CONCRETE MASONRY BEARING AND SHEAR WALLS SHALL BE INSPECTED BY A CERTIFIED INSPECTION COMPANY AND CONSTRUCTED IN ACCORDANCE WITH THE "BUILDING CODE REQUIREMENT FOR MASONRY STRUCTURES" (ACI 530/ASCE 5/TSM 402) AND "SPECIFICATIONS FOR MASONRY STRUCTURES" (ACI 530.1/ASCE 6/TSM 602)/ 2005 EDITIONS. 6. PROVIDE 8" X 8" MASONRY BEAM WITH 2 #5 CONT. AT EVERY WINDOW SILL. EXTEND BEAM 8" BEYOND EDGE OF OPENING. 7. ALL BRICK MASONRY UNITS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 8,000 PSI AND BONDED TOGETHER WITH TYPE S MORTAR. 8. PROVIDE HOT DIPPED GALVANIZED LADDER TYPE HORIZONTAL JOINT REINFORCEMENT (9 GA.) AT 16" ON CENTER VERTICAL IN ALL MASONRY WALLS. PROVIDE DOVE TAIL SLOT ANCHORS AT CONCRETE COLUMNS. FOR JOINT REINFORCEMENT, WALL TIES, ANCHORS AND INSERTS, APPLY A MINIMUM COAT OF 1.5 OUNCES PER SQUARE FOOT (PSF) (458/G/M2) COMPLY WITH THE REQUIREMENTS OF ASTM A153, CLASS B. 9. PROVIDE CONTROL JOINTS IN MASONRY WALLS AT A SPACING OF 30' + O.C. AND ALIGN WITH ARCHITECTURAL CONTROL JOINTS. 10. EPOXY GROUT SHALL BE NON-SHRINK HIGH CREEP RESISTANT, AND SHALL HAVE THE FOLLOWING MINIMUM ALLOWABLE PROPERTIES: TENSILE STRENGTH, ASTM C 30: 1,500 PSI FLEXURAL STRENGTH, ASTM C 580: 4,000 PSI COMPRESSIVE STRENGTH, ASTM C 579: 1,600 PSI/7 DAYS. 11. MINIMUM LAP SPLICES FOR REINFORCED CMU PER 2014 FBC SECTION 2107.3: BAR SIZE #4 #5 #6 #7 #8 24" 30" 36" 42" 48" A. LAP SPLICES SHALL OCCUR DIRECTLY ABOVE FOOTINGS AND SLABS. NO SPLICES ARE ALLOWED AT MID-HEIGHT OF WALL. B. LAP SPLICES THAT OCCURE AT CANTILEVERED WALLS SUCH AS: PARAPETS, RETAIING WALLS, ETC. SHALL HAVE LAP SPLICE LENGTHS INCREASED BY 50% TO 72 BAR DIAMETERS. 12. MASONRY LINTELS: A. A PRECAST CONCRETE LINTEL BY CASTCRETE SHALL BE PROVIDED OVER ALL MASONRY WALL OPENINGS. THE LINTEL SHALL BE FULLY GROUTED. B. LINTELS TO HAVE 4" MINIMUM BEARING AT EACH END. C. SHORE PRECAST LINTEL PER MANUFACTUER'S INSTRUCTIONS.

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WOOD 1. ALL STRUCTURAL WOOD MEMBERS ARE DESIGNED AS "DRY-USE". MOISTURE CONTENT MUST BE 19% OR LESS. STORE WOOD FRAMING ABOVE GROUND AND UNDER TARPS WITH PROPER AIR CIRCULATION. 2. ALL LUMBER SHALL BE SOUTHERN PINE SPECIES #2 GRADE OR APPROVED EQUAL. ALLOWABLE DESIGN STRESSES SHALL FOLLOW NATIONAL DESIGN SPECIFICATION (NDS) (LATEST EDITION). 3. PROVIDE SP ACQ PRESSURE TREATED LUMBER IN ACCORDANCE WITH AWPA STANDARDS TO A MINIMUM 0.40 PCF RETENTION WHERE LUMBER IS IN CONTACT WITH CONCRETE/MASONRY OR OUTSIDE OF BUILDING. ALL METAL CONNECTORS IN CONTACT WITH PRESSURE TREADED LUMBER SHALL BE GALVANIZED WITH A RATING OF G-185 AND CONFORM TO ASTM A653. ALL NAILS AND SCREWS USED WITH PRESSURE TREATED LUMBER ARE TO BE HOT-DIPPED GALVANIZED AND TO CONFORM TO ASTM A153 CLASS D. ELECTROGALVANIZED FASTENERS SHALL HAVE A CLASS RATING PER ASTM B695 NO LESS THAN 55. ALUMINUM NOT TO BE USED IN DIRECT CONTACT WITH ACQ TREATED LUMBER. 4. PLYWOOD SHEATHING: A. WALL: Use 19/32" APA 32/16 RATED, EXP. 1, PLYWOOD SHEATHING. B. ROOF: Use 19/32" 40/20 RATED, EXP. 1, PLYWOOD SHEATHING. C. SEE FRAMING PLANS FOR NAILING AND/OR BLOCKING REQUIREMENTS. USE 8'- 0" LONG X 4'-0" WIDE SHEETS WITH LENGTH ACROSS FRAMING. STAGGER PANEL END JOINTS 4'-0" TYP., ALLOW 1/8" SPACE ALONG PANEL EDGES AND END JOINTS.

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WOOD TRUSSES

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1. WOOD

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A. ROOF TRUSSES

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ARE TO BE DESIGNED FOR THE WOOD FABRICATOR BY A PROFESSIONAL

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SPECIALTY ENGINEER REGISTERED IN THE STATE OF FLORIDA. SEALED

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CALCULATIONS AND LAYOUT DRAWINGS ARE TO BE SUBMITTED FOR

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APPROVAL. TRUSS FABRICATOR TO PROVIDE ALL TRUSS-TO-TRUSS

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HANGERS AS REQUIRED TO RESIST GRAVITY AND UPLIFT REACTION.

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(UPLIFT LOADING SHALL USE COMPONENTS & CLADDING WIND FORCES.)

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2. WOOD TRUSSES SHALL BE BRACED AND ERECTED IN ACCORDANCE WITH

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THE 2008 EDITION OF THE BUILDING COMPONENT SAFETY INFORMATION

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GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING, RESTRAINING &

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BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED

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BY WTCA AND TRUSS PLATE INSTITUTE. BRACING IN THE PLANE OF THE

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WEB MEMBERS:

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A. THE TRUSS FABRICATOR SHALL PROVIDE AND LOCATE CONTINUOUS

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LATERAL BRACING FOR EACH TRUSS WEB MEMBER AS REQUIRED.

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B. LATERAL BRACING SHALL BE RESTRAINED BY DIAGONAL BRACING

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(MIN. 2" THICK NOMINAL LUMBER). THIS BRACING IS TO BE CONTINUOUS.

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C. A MINIMUM OF TWO ROWS OF DIAGONAL BRACING IS REQUIRED, ONE

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AT EACH VERTICAL WEB MEMBER CLOSEST TO BEARING LOCATIONS.

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3. THE BOTTOM CHORDS SHALL BE BRACED BY CONTINUOUS LATERAL

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BRACING SPACED AT 8'-0" ON CENTER WITH A CEILING ATTACHED TO

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BOTTOM OF TRUSSES. IF NO CEILING IS ATTACHED TO BOTTOM OF

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TRUSSES, BRACING SHALL BE MINIMUM 2X4 @ 36" ON CENTER NAILED TO

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THE TOP OF THE BOTTOM CHORD. DIAGONALS PLACED AT 45 DEGREES TO

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THE LATERAL BRACES SHALL BE LOCATED AT EACH END. IF BUILDING

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EXCEEDS 60 FEET IN LENGTH, DIAGONAL BRACING SHOULD BE REPEATED

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AT 20 FOOT INTERVALS.

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4. TOP CHORD BRACING:

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A. IF PLYWOOD DECKING IS APPLIED DIRECTLY TO TOP CHORD, PROPERLY

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LAPPED AND NAILED TO DEVELOP DIAPHRAGM ACTION, BRACING IS NOT

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REQUIRED.

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B. IF PURLINS ARE USED, DIAGONAL TOP CHORD BRACING IS REQUIRED AT

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EACH END. IF BUILDING EXCEEDS 60 FEET IN LENGTH, DIAGONAL

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BRACING SHOULD BE REPEATED AT 20-FOOT INTERVALS.

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5. DO NOT CUT, DRILL OR NOTCH ROOF OR FLOOR TRUSSES WITHOUT WRITTEN

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APPROVAL FROM TRUSS ENGINEER. COORDINATE MECHANICAL, ELECTRICAL,

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PLUMBING, ETC. SIZES AND LOCATIONS WITH TRUSS LAYOUT PRIOR TO

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ERECTION.

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6. TRUSSES SHALL BE MANUFACTURED & DESIGNED IN ACCORDANCE WITH NATIONAL

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DESIGN SPECIFICATION(S) FOR WOOD CONSTRUCTION, AF & PA, AND NATIONAL

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DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION,

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ANSI/TPI-1 2007, AND THE LOCAL CODE JURISDICTIONS.

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7. DO NOT OVERLOAD FLOOR OR ROOF TRUSSES WITH BUILDING MATERIALS.

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8. CONNECTOR PLATES SHALL BE MANUFACTURED BY A WTCA MEMBER PLATE

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SUPPLIER AND SHALL MEET OR EXCEED ASTM A653/A653M REQUIREMENTS

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FOR STRUCTURAL STEEL.

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9. WOOD TRUSS MANUFACTURER TO DESIGN BOTTOM CHORDS OF WOOD ROOF TRUSSES

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FOR A MINIMUM 10 PSF LIVE LOAD. BOTTOM CHORDS OF WOOD ATTIC TRUSSES

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TO BE DESIGNED FOR 30 PSF MINIMUM LIVE LOAD.

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SHOP DRAWINGS

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1. THE SHOP DRAWINGS SHALL BE SUBMITTED IN COMPLETE PACKAGES FOR THE

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FOLLOWING:

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A. CONCRETE MIX DESIGNS

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B. CONCRETE REINFORCING STEEL AND WELDED WIRE FABRIC

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C. CONCRETE MASONRY UNIT SUBMITTALS AND OTHER MASONRY ACCESSORIES

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D. PRE-ENGINEERED WOOD TRUSSES

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2. PRE-ENGINEERED ITEMS SHALL BE SUBMITTED SIGNED AND SEALED BY A SPECIALTY

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ENGINEER REGISTERED IN THE STATE OF FLORIDA.

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(4) #5 EACH WAY BOTTOM

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F30

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3'-0" X 3'-0" X 1'-6"

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50

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20

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30

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10

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(ALL LOADS SHOWN ARE IN POUNDS PER SQ. FT.)

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DESIGN LOAD SCHEDULE

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AREA

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COMPONENT

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TOTAL LOAD

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TOTAL LIVE LOAD

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TOTAL DEAD LOAD

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SYSTEM

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ROOF

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CEILING & MECH'L

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MISC.

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10

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10

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100

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100

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SLAB ON GRADE

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8x16

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(2) #6

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(2) #6

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CB-1

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#3

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@ 6" o.c.

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ZONE

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3

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ROOF

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2

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1

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ROOF

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(ROOF)

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NAIL SPACING

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10d

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NAIL SIZE

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10d

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4" @ EDGES, 6" @ INTERMEDIATE SUPPORTS

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6" @ EDGES, 12" @ INTERMEDIATE SUPPORTS

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PROVIDE A DOUBLE ROW OF NAILS ALONG PERIMETER NAILER TYP.

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PLYWOOD SHEATHING NAILING SCHEDULE

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CORNER DISTANCE, A = 3 FEET

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MC-1 CMU COLUMN REINFORCING (4000 PSI GROUT)

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REM

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MARK

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STEEL COLUMN SCHEDULE

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SIZE

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BASE P

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L

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A.B.

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HSS 5x5x1/4

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SC-1

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11x11x3/4"

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(4) 3/4"%%C

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-

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LATERAL REINFORCING @ 16" O.C. HORIZ. EXTEND REINFORCING

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1. WALL SEGMENTS SHALL BE REINFORCED WITH 9 GA. GALVANIZED

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6" INTO POURED ELEMENTS AND AROUND ENCASED STEEL.

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PLACE 1 #5 VERTICAL IN CELL GROUTED SOLID, FULL HEIGHT. FOR

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2. ADJACENT TO ANY EXTERIOR/INTERIOR WALL OPENING LESS THAN 6 FT,

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%%uMASONRY WALL NOTES:

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MASONRY WALL SCHEDULE

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MW-1

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MARK

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REINFORCING

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#5 @ 40" O.C.

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8" CMU

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THICKNESS

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3. ALL MASONRY REINFORCED CELLS SHALL BE FILLED WITH

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3000 PSI GROUT MIX.

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OPENINGS EQUAL OR WIDER THAN 6 FT, PLACE 2 #5 VERTICAL MIN.

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(ONE BAR PER CELL) GROUTED SOLID, FULL HEIGHT.

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MW-2

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#5 @ 8"O.C.

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8" CMU

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COMPONENTS AND CLADDING (Vasd)

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3. WALL DISTANCE A = 3.5 FT

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2. +: INDICATES WIND PRESSURE

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1. WIND DESIGN PER FBC-5TH EDITION (2014)

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%%UNOTES%%U:

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OPENING (SQ. FT.)

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SIZE OF WALL

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DOOR & WINDOW WIND PRESSURE (PSF)

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GIVEN ABOVE THE LOAD MAY BE

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4. FOR WALL OPENINGS BETWEEN THOSE

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INTERPOLATED, OTHERWISE USE THE

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LOAD ASSOCIATED WITH THE LOWER

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WALL OPENING AREA.

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-: INDICATES WIND SUCTION

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(COMPONENTS AND CLADDING)

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THOSE GIVEN ABOVE THE LOAD MAY BE

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4. FOR EFFECTIVE WIND AREAS BETWEEN

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INTERPOLATED, OTHERWISE USE THE

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LOAD ASSOCIATED WITH THE LOWER

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3. WALL DISTANCE A = 3.5 FT

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%%UNOTES%%U:

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1. WIND DESIGN PER FBC-5TH EDITION (2014)

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2. +: INDICATES WIND PRESSURE

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-: INDICATES WIND SUCTION

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EFFECTIVE WIND AREA

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(COMPONENTS AND CLADDING)

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%%UPLAN%%U

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A

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1

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COMPONENTS AND CLADDING (Vasd)

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ROOF WIND PRESSURE (PSF)

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AREA (SQ. FT.)

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EFFECTIVE WIND

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+13.6/-33.5

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10

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%%UWALL ELEVATION

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WALL AREA

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+30.6/-33.2

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20

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50

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+12.8/-32.6

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+11.6/-31.5

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20

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50

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+29.3/-31.8

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+27.5/-30.0

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+30.6/-56.2

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+29.3/-50.2

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+27.5/-42.3

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100

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+10.8/-30.6

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+26.1/-36.3

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+30.6/-56.2

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+29.3/-50.2

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+27.5/-42.3

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+26.1/-36.3

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100

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+26.1/-28.7

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+30.6/-40.9

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+29.3/-38.1

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+27.5/-34.6

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+26.1/-31.8

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Reviewed for Code Compliance PRBD20171144358

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MEDIUM40

CONTRACT DATE:

BUILDING TYPE:

PLAN VERSION:

SITE NUMBER:

STORE NUMBER:

TACO BELL


EXPLORER

XX.XX.XX

EXP - MED40

DEC 2016

312556

445388


15 W Church Street


T: 407 648 5000 F: 407 650 0457

www.butlermoore.com










11.1.2017

S1.0

FOUNDATIONPLAN

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WP-1

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TS30

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WP-1

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TS30

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4" CONC SLAB ON GRADE

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w/ 6x6, W1.4 x W1.4 WWF

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ON COMPACTED TREATED

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SUB-SOIL (TYPICAL)

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EL. 0'-0"

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T.O. SLAB

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T.E.

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T.E.

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T.E.

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17'-9 3/4"

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17'-9 3/4"

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C.J.

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C.J.

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C.J.

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C.J.

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C.J.

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C.J.

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C.J.

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C.J.

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C.J.

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C.J.

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w/ 6x6, W1.4 x W1.4 WWF

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ON 10 MIL VAPOR BARRIER

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SUB-SOIL (TYPICAL)

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w/ 6x6, W1.4 x W1.4 WWF

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ON 10 MIL VAPOR BARRIER

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SUB-SOIL (TYPICAL)

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EL. 0'-0"

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T.O. SLAB

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EL. 0'-0"

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T.O. SLAB

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%%uFOUNDATION PLAN

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SCALE: 1/4" = 1'-0"

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MF-1

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MF-1

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MF-1

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MF-1

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MF-1

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MF-1

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17'-11"

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17'-11"

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SC-1

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F30

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SC-1

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F30

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SC-1

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F30

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SC-1

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F30

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SC-1

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F30

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FOUNDATION NOTES: : 1. ELEV. ±0'-0" IS REFERENCE ONLY. SEE CIVIL FOR TRUE NAVD ELEVATION. ELEV. ±0'-0" IS REFERENCE ONLY. SEE CIVIL FOR TRUE NAVD ELEVATION. 2. VERIFY SLOPES AND STEPS WITH ARCH'L PRIOR TO CONSTRUCTION. SEE TYPICAL STEP VERIFY SLOPES AND STEPS WITH ARCH'L PRIOR TO CONSTRUCTION. SEE TYPICAL STEP DETAIL ON S4.0. 3. C.J. INDICATES CONTROL JOINT. SEE SHEET S4.0 FOR DETAILS. C.J. INDICATES CONTROL JOINT. SEE SHEET S4.0 FOR DETAILS. 4. T.E. INDICATES THICKENED EDGE SEE SHEET S4.0 FOR DETAILS. T.E. INDICATES THICKENED EDGE SEE SHEET S4.0 FOR DETAILS. 5. F# INDICATES CONCRETE SPREAD FOOTING, SEE SHEET S0.1 FOR SCHEDULE. F# INDICATES CONCRETE SPREAD FOOTING, SEE SHEET S0.1 FOR SCHEDULE. 6. MF-# INDICATES MONOLITHIC CONCRETE FOOTING, SEE SCHEDULE ON SHEET S0.1. MF-# INDICATES MONOLITHIC CONCRETE FOOTING, SEE SCHEDULE ON SHEET S0.1. 7. MW-# INDICATES MASONRY WALL, SEE SCHEDULE ON SHEET S0.1. MW-# INDICATES MASONRY WALL, SEE SCHEDULE ON SHEET S0.1. 8. INDICATES WALL CONTROL JOINT, SEE DETAIL ON SHEET S4.0. INDICATES WALL CONTROL JOINT, SEE DETAIL ON SHEET S4.0. 9. SC-# INDICATES STEEL COLUMN. SEE SCHEDULE ON SHEET S0.1.SC-# INDICATES STEEL COLUMN. SEE SCHEDULE ON SHEET S0.1.

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10. WP-1 REFERS TO A 6x6 PT WOOD POST, TYP. WP-1 REFERS TO A 6x6 PT WOOD POST, TYP. 11. INDICATES 8" CMU WALL (MW-1) . INDICATES 8" CMU WALL (MW-1) . 12. ALL MASONRY WALLS ARE MW-1 U.N.O. ON PLAN. SEE SCHEDULE ON S0.1 ALL MASONRY WALLS ARE MW-1 U.N.O. ON PLAN. SEE SCHEDULE ON S0.1 13. INDICATES 6" 18GA METAL STUDS AT 16" O.C., TYP. INDICATES 6" 18GA METAL STUDS AT 16" O.C., TYP. 14. BOTTOM OF FOOTING TO BEAR A MINIMUM OF ELEVATION = 1'-6" BELOW BOTTOM OF FOOTING TO BEAR A MINIMUM OF ELEVATION = 1'-6" BELOW GRADE, U.N.O. 15. MC-# INDICATES CONCRETE COLUMN. SEE SCHEDULE ON SHEET S0.1. MC-# INDICATES CONCRETE COLUMN. SEE SCHEDULE ON SHEET S0.1. 16. PITCH SLAB AS NEEDED AT DRAIN LOCATIONS. SEE ARCH'L AND PLUMBING PITCH SLAB AS NEEDED AT DRAIN LOCATIONS. SEE ARCH'L AND PLUMBING DWGS, TYP. 17. SEE ARCH. FOR SPLIT FACE BLOCK LOCATIONS.SEE ARCH. FOR SPLIT FACE BLOCK LOCATIONS.

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1

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MF-1

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MF-1

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MF-1

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MF-1

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MF-1

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1'-4"

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1'-4"

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1'-4"

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1'-4"

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MW-2

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MW-2

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1

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S4.0

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MW-1

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MW-1

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MW-1

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MW-1

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MW-1

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MW-1

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MW-1

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MW-1

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MW-1

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MW-1

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MEDIUM40

CONTRACT DATE:

BUILDING TYPE:

PLAN VERSION:

SITE NUMBER:

STORE NUMBER:

TACO BELL


EXPLORER

XX.XX.XX

EXP - MED40

DEC 2016

312556

445388


15 W Church Street


T: 407 648 5000 F: 407 650 0457

www.butlermoore.com










11.1.2017

S3.0

ROOFFRAMING

PLAN

1 PERMIT COMMENTS 12.22.2017

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B/BM

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= 9'-6"

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VERIFY W/ARCH.

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SIMPSON AC8 COLUMN CAPS, TYP.

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EL. 10'-9"

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T.O. RAFTER

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BRG LEDGER

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EL. 17'-4"

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T.O. CMU

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EL. 17'-4"

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T.O. CMU

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EL. 17'-4"

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T.O. CMU

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EL. 20'-0"

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T.O. CMU

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EL. 20'-0"

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T.O. CMU

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EL. 22'-0"

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T.O. CMU

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EL. 17'-4"

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T.O. CMU

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EL. 12'-4"

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T.O. CMU

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EL. 12'-9"

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T.O. BRG

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LEDGER

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36" DEEP MIN. SLOPED TOP CHORD PRE-ENGINEERED WOOD TRUSSES AT 24" O.C. MAX. U.N.O.

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L-2

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L-3

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ROOF SLOPE DOWN

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COORD/ W/ ARCHITECT

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ROOF SLOPE DOWN

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COORD/ W/ ARCHITECT

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CB-1

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CB-1

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L-2

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%%uROOF PLAN

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SCALE: 1/4" = 1'-0"

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3

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S4.3

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S4.1

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EL. 22'-0"

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T.O. CMU

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RTU 2 1800#

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RTU 1 1800#

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ROOF FRAMING NOTES: : 1. BB-2/BB-3 REFER TO AN 8"x16"/8"X24" MASONRY BOND BEAMS AS PER SCHEDULE ON S0.1. BB-2/BB-3 REFER TO AN 8"x16"/8"X24" MASONRY BOND BEAMS AS PER SCHEDULE ON S0.1. 2. L-# INDICATES A PRECAST MASONRY LINTEL. SEE SCHEDULE ON SHEET S4.0, FOR ADDITIONAL INFORMATION. L-# INDICATES A PRECAST MASONRY LINTEL. SEE SCHEDULE ON SHEET S4.0, FOR ADDITIONAL INFORMATION. THE PRECAST MASONRY LINTEL WILL BEAR ABOVE THE ROUGH OPENING. CONTRACTOR TO CUT BLOCK AS REQUIRED TO SET MASONRY LINTEL AND MAINTAIN TYPICAL COURSING. 3. CB-# INDICATES A CONCRETE BEAM. SEE SCHEDULE ON SHEET S0.1, FOR ADDITIONAL INFORMATION. PROVIDE CB-# INDICATES A CONCRETE BEAM. SEE SCHEDULE ON SHEET S0.1, FOR ADDITIONAL INFORMATION. PROVIDE 16" END BRG, TYP. 4. PROVIDE AN 8X8 MASONRY BOND BEAM BB-1 W/(1)#5 TYP. AT THE TOP OF ALL LOWER PARAPETS (ELEV. = PROVIDE AN 8X8 MASONRY BOND BEAM BB-1 W/(1)#5 TYP. AT THE TOP OF ALL LOWER PARAPETS (ELEV. = 18'-8"). ALL OTHER HIGHER PARAPETS, PROVIDE AN 8X16 MASONRY BOND BEAM BB-2. 5. PROVIDE A CONTINUOUS 8X8 MASONRY BOND BEAM BB-1 W/(1)#5 TYPICAL, AT EL. 10'-0" ALL AROUND. PROVIDE A CONTINUOUS 8X8 MASONRY BOND BEAM BB-1 W/(1)#5 TYPICAL, AT EL. 10'-0" ALL AROUND. WHERE BB-1 IS WITHIN THE PLACEMENT OF MASONRY LINTELS (L-#), THE BB-1 SHALL PASS THROUGH LINTEL AND BE COMPOSITE WITH MASONRY LINTEL. WHERE BB-1 CONFLICTS WITH A CONCRETE BEAM (B-#) EXTEND BOND BEAM REINFORCEMENT 20" INTO CONCRETE BEAM. 6. ALL PRE-ENGINEERED WOOD ROOF TRUSSES AT 24" O.C MAX. ALL PRE-ENGINEERED WOOD ROOF TRUSSES AT 24" O.C MAX. 7. ALL UPLIFT CLIPS FROM LEDGER TO TRUSS SHALL BE SIMPSON H10A TYP. IT IS RECOMMENDED THAT THESE BE ALL UPLIFT CLIPS FROM LEDGER TO TRUSS SHALL BE SIMPSON H10A TYP. IT IS RECOMMENDED THAT THESE BE INSTALLED PRIOR TO TRUSS INSTALLATION. 8. ROOF SHEATHING SHALL BE 5/8" EXTERIOR GRADE 40/20 PLYWOOD. ATTACHMENT PER SCHEDULE ON SHEET ROOF SHEATHING SHALL BE 5/8" EXTERIOR GRADE 40/20 PLYWOOD. ATTACHMENT PER SCHEDULE ON SHEET S0.1. 9. PROVIDE A BB-2 MASONRY BOND BEAM AT ALL ROOF DECK BLOCKING ATTACHMENT LOCATIONS TYPICAL. PROVIDE A BB-2 MASONRY BOND BEAM AT ALL ROOF DECK BLOCKING ATTACHMENT LOCATIONS TYPICAL. 10. ALL DENS-GLASS SHEATHING SHALL BE 5/8" ATTACHED AT 8" O.C. W/ #10 BUGLE HEAD SCREWS AT 8" O.C. ALL DENS-GLASS SHEATHING SHALL BE 5/8" ATTACHED AT 8" O.C. W/ #10 BUGLE HEAD SCREWS AT 8" O.C. AT ROOF TOP UNITS (RTU), PROVIDE A CURB AS NOTE ON THE "TYPICAL CURB UPLIFT DETAIL," ON SHEET S4.0. TYPICAL AT ALL RTUs 11. VERIFY ALL TOP OF MASONRY WALL ELEVATION WITH ARCHITECTURAL DRAWINGS PRIOR TO CONSTRUCTION. VERIFY ALL TOP OF MASONRY WALL ELEVATION WITH ARCHITECTURAL DRAWINGS PRIOR TO CONSTRUCTION. 12. COORDINATE ROOF TOP EQUIPMENT SIZE AND LOCATIONS WITH MECHANICAL/ARCHITECTURAL DRAWINGS.COORDINATE ROOF TOP EQUIPMENT SIZE AND LOCATIONS WITH MECHANICAL/ARCHITECTURAL DRAWINGS.

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1

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S4.4

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EL. 11'-6"

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T.O. BRG

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LEDGER

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EL. 11'-6"

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T.O. BRG

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LEDGER

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EL. 20'-0"

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T.O. CMU

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EL. 12'-9"

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T.O. BRG

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LEDGER

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%%U36" MIN. DEPTH TRUSS PROFILE

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1. THE TRUSS PROFILE ABOVE IS A GENERAL SKETCH TO SHOW INTENT ONLY.

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2. CENTER DUCT CHASE SHALL BE A MINIMUM OF 24" CLEAR VERTICAL AND CENTER DUCT CHASE SHALL BE A MINIMUM OF 24" CLEAR VERTICAL AND 36" CLEAR HORIZONTAL. ALL WEB MEMBERS SHALL ALLOW PASSAGE OF 13" MECHANICAL RUNS.

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S4.0

TYP. DETAILS& SECTION

MEDIUM40

CONTRACT DATE:

BUILDING TYPE:

PLAN VERSION:

SITE NUMBER:

STORE NUMBER:

TACO BELL


EXPLORER

XX.XX.XX

EXP - MED40

DEC 2016

312556

445388


15 W Church Street


T: 407 648 5000 F: 407 650 0457

www.butlermoore.com










11.1.2017

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%%UTYP. SLAB CORNER REINF.

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NOTE:

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INSTALL BELOW UPPER LAYER

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OF SLAB REINFORCING

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3'-6"

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(2)#4

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(CTR ON CORNER)

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SEE NOTE ABOVE

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1

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1

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SEE PLAN FOR ADD'L SLAB REINF.

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SLAB EDGE

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(2)#4 X 6'-0" (CTR ON CORNER) SEE NOTE ABOVE

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%%UTYPICAL CMU WALL DETAILS

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PROVIDE PREFAB. "L"

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JOINT REINFORCING

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AT ALL CORNERS

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%%UPARTIAL PLAN

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N.T.S.

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REINF. GROUTED CELLS

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%%uTYPICAL MASONRY FILLED CELL DETAIL

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(N.T.S.)

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12'-8" (MAX.)

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48 BAR DIA.

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(TYP.)

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~

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~

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3000 PSI (TYPICAL)

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& CLEAN-OUT HOLE

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4 1/2" x 4 1/2" CUT

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GROUT-FILLED CELLS -

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MASONRY INSPECTION

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DOWELS TO

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MATCH VERT.

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~

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3.- CONTINUE ALL BOND BEAMS, TIE BEAMS REINF. THROUGH THE JOINT.

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%%uCMU WALL CONTROL JOINT (WCJ) DETAIL

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1.- SAW CUT BOND BEAMS, TIE BEAMS 1" DEEP TO CONTINUE WALL

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%%UPLAN VIEW

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CONTROL JOINT SPACING IS NOT TO EXCEED 25'-0"o.c. IN WALLS WITH MORE THAN 25'-0" OF UNINTERRUPTED MASONRY. REFER TO DWG'S. FOR ADDITIONAL SPECIFIED LOCATIONS AS NOTED THUS (WCJ).

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CONTROL JOINT TO TOP OF WALL.

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2.-

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%%uNOTES :

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LATERAL REINFORCING

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DISCONTINUED WALL

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MORTAR.

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CONC. SEE PLAN

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REINF. AT THE JOINT

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REINF. CELL OR COL.

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TERMINATE HORIZ.

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CONSTRUCTION PAPER

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CAULK AND PREMOLDED

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FOAM BACKING ROD

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FILL VOID SOLID WITH

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ON ONE SIDE ONLY

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N.T.S.

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%%UALTERNATE METHOD

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SEE ARCH. DWGS

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BACKER ROD & CAULK

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BAR

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SEE ARCH. DWGS

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BACKER ROD & CAULK

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MASONRY BOND

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48 BAR DIAMETER

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N.T.S.

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%%uTYPICAL BOND BEAM DETAIL

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REINFORCEMENT MUST BE CONTINUOUS AT

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3. OMIT BOND BEAMS WHERE IT COINCIDES WITH

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HOOK BARS INTO REINFORCED JAMB AT WALL

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2. BOND BEAM REINFORCEMENT MUST BE CONT.

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EXCEEDS 12'-0", INTERMEDIATE BOND BEAM

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1. WHERE HEIGHT OF MASONRY WALL SEGMENT

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OPENINGS.

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SUCH LOCATIONS.

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OPENING HEADERS (LINTELS/BEAMS),

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NOTES:

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IS REQUIRED.

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(1) #5 CONT.

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BEAM WITH

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T.O. BOND BM.

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EL. +10'-0"

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SPLICE LENGTH

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%%UTHICKENED EDGE (T.E.)

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N.T.S.

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%%UTYPICAL SLAB RECESS

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N.T.S.

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%%UTYPICAL SLAB-ON-GRADE

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SHALL CREATE PANELS OF 400 SQ. FEET

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NOTE: CONTROL JOINTS/CONSTRUCTION JOINTS

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CONSTRUCTION JOINT

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(MAXIMUM)

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CONTROL JOINT

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N.T.S.

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P.E. WOOD TRUSSES AT 24" O.C. (MAX.)

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PROVIDE DBL 2x6 BLOCKING BETWEEN TRUSSES AS NEEDED FOR HVAC UNIT SUPPORT. PROVIDE SIMPSON A35 ANGLES TO CONNECT TO TRUSSES TYP.

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%%UTYPICAL BLOCKING FOR HVAC CURB DETAIL

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N.T.S.

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T/SLAB

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SEE PLAN

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10 MIL VAPOR BARRIER, TYP.

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SIDEWALK, SEE CIVIL

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1/2" ISOLATION JOINT, TYP.

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CONC. SLAB ON GRADE, SEE PLAN NOTES

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STOREFRONT, SEE ARCH

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SECTION

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1

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S4.0

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3/4"=1'-0"

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#5 X 12" AT 24" O.C.

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36"

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%%UTYPICAL SECTION AT DOOR/ENTRANCE

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PROVIDE #4 DOWELS AT COLD JOINTS, 36" O.C. (12" EXTENSION)

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1" DEEP SAWCUT (OR 1/4 x SLAB THICKNESS) WITHIN 24 HOURS OF POUR

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SEE PLAN

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SEE PLAN

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CONC. SLAB ON GRADE, SEE PLAN

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(1) #5 CONT. BOTTOM

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OR FILL

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ADJACENT SLAB

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1'-0" MIN.

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1'-0" MIN.

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CONC. FOOTING, SEE PLAN AND SCHEDULE

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2 1/2"

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U-SHAPED PRECAST CONCRETE LINTEL

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FULLY GROUTED

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(1) #5 CONT.

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2 1/2"

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FULLY GROUTED

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(1) #5 CONT.

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2 1/2"

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FULLY GROUTED

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(1) #5 CONT.

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(1) #5 CONT.

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(1) #5 CONT.

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L-3

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L2

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L-1

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3. PROVIDE 8" MIN. BEARING @ EACH END.

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2. VERIFY W/ ARCH'L DWGS. FOR SIZE & LOCATIONS OF OPENINGS.

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1. SHORE PRECAST LINTEL PER MANUFACTURER RECOMMENDATIONS.

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NOTES:

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N.T.S.

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%%U8" C.M.U. PRECAST LINTEL SCHEDULE

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1"x4" PT WD NAILERS

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ROOFTOP HVAC UNIT. SEE SHEET MECH DWGS.

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STL CURB. COORD CURB HEIGHT W/ MFR.

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14 GA GALV STL RTU HOLD DOWN CLIPS PROVIDE (4) HOLD DOWN CLIPS PER RTU UNIT, TYP.

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#12 SHEET METAL SCREWS AT 12" O.C. ALL AROUND FROM CURB CLIP TO UNIT TYP.

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#12 SHEET METAL SCREWS AT 12" O.C. ALL AROUND FROM CURB CLIP TO CURB TYP.

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%%uTYP. HVAC HOLD DOWN DETAIL

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N.T.S.

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2x BLOCKING OR TRUSS TOP CHORD, DEPENDING ON UNIT PLACEMENT

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PLYWOOD ROOF SHEATHING

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#12 MIN. WOOD SCREW TO BLOCKING OR TRUSS BELOW WOOD ROOF DECK, AT 12" O.C. ALL AROUND, MIN. (2) PER SIDE

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AS AN ALTERNATE TO S-SHAPE UNIT CLIPS, UNIT BASE LIP MAY BE SCREWED DIRECTLY TO CURB W/ #14 SHEET METAL SCREWS AT 12" O.C. ALL AROUND, MIN. (2) PER SIDE.

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3. PROVIDE 4" MIN. BEARING @ EACH END.

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2. VERIFY W/ ARCH'L DWGS. FOR SIZE & LOCATIONS OF OPENINGS.

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1. SHORE POWERSPAN L2 LINTEL PER MANUFACTURER RECOMMENDATIONS.

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NOTES:

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N.T.S.

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2 1/2"

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POWERSPAN L2 STEEL LINTEL

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FULLY GROUTED

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(1) #5 CONT.

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(1) #5 CONT.

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L-2

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8" C.M.U. POWERSPAN LINTELS (ALT. FOR SPLIT FACE BLOCK)

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MEDIUM40

CONTRACT DATE:

BUILDING TYPE:

PLAN VERSION:

SITE NUMBER:

STORE NUMBER:

TACO BELL


EXPLORER

XX.XX.XX

EXP - MED40

DEC 2016

312556

445388


15 W Church Street


T: 407 648 5000 F: 407 650 0457

www.butlermoore.com










11.1.2017

S4.1

STRUCTURALSECTIONS


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DOWELS TO MATCH COLUMN VERT. REINF. PROVIDE 48 BAR DIA. LAP SPLICE, TYP.

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C.M.U. WALL, SEE PLAN AND SCHEDULE

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T/C.M.U. WALL

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SEE PLAN

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SINGLE K.O. BLOCK W/(1)#5 CONT. TOP AND BOTTOM FULLY GROUTED, TYP.

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BOND BEAM (SEE PLAN)

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SECTION

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1

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S4.1

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3/4"=1'-0"

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U-BLOCK W/(1)#5 CONT. GROUT SOLID

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STANDARD ACI HOOK, TYP.

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T/SLAB

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SEE PLAN

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COMPACTED SOIL

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WALL SHEATHING, SEE PLAN

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4x4x4x18GA. CLIP ATTACHED TO STUDS W/(4)#10 TEK SCREWS AND TO CONC. W/ (2) 1/4" TAPCONS

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METAL STUDS, SEE PLAN

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ROOF SHEATHING (SEE PLAN)

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(2) 2x8 PT LEDGER x CONT. W/ 5/8' EXP. ANCHORS@ 24" O.C. (5" EMBED) EDGE NAILING SHALL BE A DOUBLE ROW OF NAILS AT 6" O.C.

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(1) #5 CONT. TOP BAR

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SECTION

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3

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S4.1

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3/4"=1'-0"

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SECTION

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2

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S4.1

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3/4"=1'-0"

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T/SILL

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= 3'-0"

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SEE ARCH

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T/C.M.U. WALL

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SEE PLAN

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TRUSS BRG.

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SEE PLAN

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STOREFRONT, SEE ARCH

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K.O. BLOCK W/(1)#5 CONT. GROUT SOLID

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T/SLAB

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SEE PLAN

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COMPACTED SOIL

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(2) 2x6 BLOCKING FOR PLYWOOD EDGE NAILING W/ (1) 5/8" EXP. BOLT BETWEEN TRUSSES (3" EMBED) EDGE NAILING SHALL BE A DOUBLE ROW OF NAILS AT 6" O.C.

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SIMPSON HOLD DOWN, SEE PLAN

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(3) 2x8 PT LEDGER x CONT. W/ (2) 5/8" EXP. ANCHORS@ EACH TRUSS LOCATION (5" EMBED)

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SECTION

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A

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S4.1

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1-1/2"=1'-0"

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* WELD SIZE EQUAL TO

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COL. WALL THICKNESS

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*

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SINGLE K.O. BLOCK W/(1)#5 CONT. FULLY GROUTED, TYP.

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T/SLAB

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SEE PLAN

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TRUSS BRG.

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SEE PLAN

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A

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A

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COMPACTED SUB-GRADE PER GEOTECHNICAL ENGINEER'S RECOMMENDATIONS

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3/4" GROUT

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1/4" LEVELING PL.

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BASE PLATE DETAIL

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12"x7"x1/2" W/(4) 1/2" x 5" LONGHEADED STUDS

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STEEL COLUMN SEE PLAN

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POWERS STEEL LINTEL, SEE PLAN AND SCHEDULE ON S4.0

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SPLIT FACE

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SPLIT FACE

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SPLIT FACE

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INCREASE FOOTING WIDTH FOR LIGHT GAUGE FRAMING ADD ADDITIONAL #5 BAR

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SPLIT FACE

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SPLIT FACE

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SPLIT FACE

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4x4x4x18GA. CLIP ATTACHED TO STUDS W/(4)#10 TEK SCREWS AND TO CMU W/ (2) 1/4" TAPCONS

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#5 AT 18" O.C. VERT. TO CURB

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SPLIT FACE

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SPLIT FACE

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SPLIT FACE

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PROVIDE FILLED CMU CELLS @ ALL CANOPY/AWNING ATTACHMENT LOCATIONS. TYPICAL

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ALL AWNINGS AND THEIR ATTACHMENTS BY SPECIALTY ENGINEER PER MANUFACTURER.

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PROVIDE FILLED CMU CELLS @ ALL SLATWALL ATTACHMENT LOCATIONS. TYPICAL

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ALL SLATWALL AND THEIR ATTACHMENTS BY SPECIALTY ENGINEER PER MANUFACTURER.

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1

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1

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1

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1

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1

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1

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1

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1

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MEDIUM40

CONTRACT DATE:

BUILDING TYPE:

PLAN VERSION:

SITE NUMBER:

STORE NUMBER:

TACO BELL


EXPLORER

XX.XX.XX

EXP - MED40

DEC 2016

312556

445388


15 W Church Street


T: 407 648 5000 F: 407 650 0457

www.butlermoore.com










11.1.2017

S4.2

STRUCTURALSECTIONS

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SECTION

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2

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S4.2

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3/4"=1'-0"

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SECTION

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1

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S4.2

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3/4"=1'-0"

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T/C.M.U. WALL

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SEE PLAN

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TRUSS BRG.

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SEE PLAN

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STANDARD ACI HOOK, (BEYOND) TYP.

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T/SLAB

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SEE PLAN

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COMPACTED SOIL

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T/C.M.U. WALL

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SEE PLAN

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T/SLAB

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SEE PLAN

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TRUSS BRG.

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SEE PLAN

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SECTION

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3

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S4.2

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3/4"=1'-0"

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T/C.M.U. WALL

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SEE PLAN

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TRUSS BRG.

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SEE PLAN

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T/SLAB

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SEE PLAN

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COMPACTED SOIL

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WALL SHEATHING, SEE PLAN

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4x4x4x18GA. CLIP ATTACHED TO STUDS W/(4)#10 TEK SCREWS AND TO CONC. W/ (2) 1/4" TAPCONS

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METAL STUDS, SEE PLAN

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TRUSS BRG.

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SEE PLAN

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PRECAST LINTEL, SEE PLAN AND SCHEDULE ON S4.0

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SPLIT FACE

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SPLIT FACE

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SPLIT FACE

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SPLIT FACE

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SPLIT FACE

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SPLIT FACE

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4x4x4x18GA. CLIP ATTACHED TO STUDS W/(4)#10 TEK SCREWS AND TO CMU W/ (2) 1/4" TAPCONS

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INCREASE FOOTING WIDTH FOR LIGHT GAUGE FRAMING ADD ADDITIONAL #5 BAR

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#5 AT 18" O.C. VERT. TO CURB

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MEDIUM40

CONTRACT DATE:

BUILDING TYPE:

PLAN VERSION:

SITE NUMBER:

STORE NUMBER:

TACO BELL


EXPLORER

XX.XX.XX

EXP - MED40

DEC 2016

312556

445388


15 W Church Street


T: 407 648 5000 F: 407 650 0457

www.butlermoore.com










11.1.2017

S4.3

STRUCTURALSECTIONS


AutoCAD SHX Text

SECTION

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2

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S4.3

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3/4"=1'-0"

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SECTION

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3

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S4.3

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3/4"=1'-0"

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SECTION

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1

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S4.3

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3/4"=1'-0"

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AutoCAD SHX Text

SINGLE K.O. BLOCK SILL W/(1)#5 CONT. FULLY GROUTED, TYP.

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T/SLAB

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SEE PLAN

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(1) #5 CONT. TYP.

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TRUSS BRG.

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SEE PLAN

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T/C.M.U. WALL

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SEE PLAN

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STANDARD ACI HOOK, (BEYOND) TYP.

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T/SLAB

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SEE PLAN

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COMPACTED SOIL

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T/SLAB

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SEE PLAN

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A

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COMPACTED SUB-GRADE PER GEOTECHNICAL ENGINEER'S RECOMMENDATIONS

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3/4" GROUT

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1/4" LEVELING PL.

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CONCRETE BEAM, SEE PLAN AND SCHEDULE

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STEEL COLUMN SEE PLAN

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SPLIT FACE

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SPLIT FACE

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SPLIT FACE

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SPLIT FACE

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SPLIT FACE

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SPLIT FACE

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SPLIT FACE

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SPLIT FACE

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SPLIT FACE

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A

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1/2" ISOLATION JOINT

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(2) 2x10 PT LEDGER W/ 5/8" EXP. BOLTS AT 24" O.C. TO FILLED MASONRY CELLS IN EXTERIOR WALL TYP.

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SIMPSON HU210-SLD9

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FILL CELLS @ ALL LADDER CONNECTION LOCATIONS. TYPICAL

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1

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1

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1

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1

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1

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1

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1

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1

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1

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1

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1

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1

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212

MEDIUM40

CONTRACT DATE:

BUILDING TYPE:

PLAN VERSION:

SITE NUMBER:

STORE NUMBER:

TACO BELL


EXPLORER

XX.XX.XX

EXP - MED40

DEC 2016

312556

445388


15 W Church Street


T: 407 648 5000 F: 407 650 0457

www.butlermoore.com










11.1.2017

S4.4

STRUCTURALSECTIONS


AutoCAD SHX Text

SECTION

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1

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S4.4

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3/4"=1'-0"

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10x10"x1/2" BASE PLATE W/(4) 5/8" x8" LONGHEADED STUDS TO CONCRETE BASE. PROVIDE HSS 6x6x1/4"x12" LONG BASE TUBE W/(2) 5/8" THRU-BOLTS TO WOOD POST.CHAMFER WOOD POST CORNERS AS NEEDED. WATERPROOF BASE AS NEEDED SIMPSON MPB66Z MAY BE USED AS AN ALTERNATIVE TO THE STEEL SLEEVE CONNECTION.

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PLATE

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LINE

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SIMPSON H2.5A TYP.

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(2) 2x10 PT LEDGER W/ 5/8" EXP. BOLTS AT 24" O.C. TO FILLED MASONRY CELLS IN EXTERIOR WALL TYP.

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SIMPSON HU210-SLD9

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A

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A

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THICKENED EDGE SEE PLAN

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1/2" ISOLATION JOINT

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SINGLE K.O. BLOCK SILL W/(1)#5 CONT. FULLY GROUTED, TYP.

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T/SLAB

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SEE PLAN

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(1) #5 CONT. TYP.

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SPLIT FACE

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SPLIT FACE

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SPLIT FACE

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B/BEAM

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VERIFY

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W/ARCH.

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SECTION

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A

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S4.1

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1-1/2"=1'-0"

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* WELD SIZE EQUAL TO

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COL. WALL THICKNESS

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*

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BASE PLATE DETAIL

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1

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1

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1

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1

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1

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STRUCTURAL NOTES PLAN

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