HomeMy WebLinkAboutCONSTRUCTION PLANS PAGE 61-75GENERALNOTES
100. DESIGN CRITERIA
100A DESIGN BUILDING CODE
A. FLORIDA BUILDING CODE, 2014
100.2 GRAVITY LOADS:
A. ROOF LIVE LOADS:
1. FLAT ROOF 20 PSF
100.3 LATERAL LOADS:
A. WIND LOADS (IN ACCORDANCE WITH DESIGN BUILDING CODE PER
GENERAL NOTE 100.1):
1. ULTIMATE DESIGN WIND SPEED (3 SECOND GUST), Vult = 161 MPH
2. NOMINAL DESIGN WIND SPEED (3 SECOND GUST), Vasd = 125 MPH
3. RISK CATEGORY = II
4. EXPOSURE CATEGORY = C
5. ENCLOSURE CLASSIFICATION = ENCLOSED
6. INTERNAL PRESSURE COEFFICIENT (GCpi) = +/- 0.18
7. COMPONENTS AND CLADDING PRESSURES: SEE "COMPONENTS
AND CLADDING WIND LOADS" TABLE, AND "COMPONENTS AND
CLADDING WIND PRESSURE DIAGRAM"
110. GENERAL
110.1 THESE DRAWINGS HAVE BEEN PRODUCED ENTIRELY ON ATLANTIC
ENGINEERING SERVICES CADD SYSTEM. ANY OTHER LETTERING, LINES, OR
SYMBOLS, OTHER THAN PROFESSIONAL STAMPS AND SIGNATURES, HAVE
BEEN MADE WITHOUT THE AUTHORIZATION OF ATLANTIC ENGINEERING
SERVICES AND ARE INVALID.
110.2 THE STRUCTURAL DRAWINGS SHALL GOVERN THE WORK FOR ALL
STRUCTURAL FEATURES, UNLESS NOTED OTHERWISE. THE
ARCHITECTURAL DRAWINGS SHALL GOVERN THE WORK FOR ALL
DIMENSIONS.
110.3 DO NOT SCALE DRAWINGS TO OBTAIN DIMENSIONS, ONLY DIMENSIONS
INDICATED ON DRAWINGS MAY BE USED TO ESTABLISH THE LOCATION AND
EXTENT OF STRUCTURAL WORK. IF A REQUIRED DIMENSION IS NOT
FURNISHED ON DRAWINGS, THE CONTRACTOR SHALL SUBMIT A REQUEST
FOR INFORMATION TO OBTAIN THE DIMENSION.
110.4 THE METHOD AND FREQUENCY OF ATTACHING MECHANICAL EQUIPMENT
UNITS, ETC., TO THE STRUCTURAL ELEMENTS SHALL BE SUBJECT TO THE
ENGINEER'S REVIEW AND APPROVAL.
110.5 UNLESS OTHERWISE INDICATED, STRUCTURAL COMPONENTS SUPPORTING
MECHANICAL EQUIPMENT HAVE NOT BEEN DESIGNED FOR THE VIBRATIONAL
EFFECTS OF THE EQUIPMENT. THE CONTRACTOR SHALL PROVIDE
VIBRATION ISOLATORS FOR ANY MECHANICAL EQUIPMENT MOUNTED TO
THE STRUCTURE IN ACCORDANCE WITH THE EQUIPMENT MANUFACTURER'S
RECOMMENDATIONS.
110.6 THE CONTRACTOR IS RESPONSIBLE FOR ALL CONSTRUCTION SEQUENCING
AND ALL TEMPORARY SHORING AND STABILIZATION THAT IS REQUIRED TO
PERFORM THEIR WORK. WHERE REQUIRED, THE CONTRACTOR SHALL
RETAIN THE SERVICES OF A REGISTERED PROFESSIONAL ENGINEER
LICENSED TO PRACTICE IN THE STATE OF FLORIDA FOR THE DESIGN OF
TEMPORARY SHORING AND BRACING. THE CONTRACTOR IS RESPONSIBLE
FOR PERFORMING THEIR WORK IN A SAFE AND SATISFACTORY MANNER.
110.7 ALL STRUCTURAL WORK SHALL BE INSPECTED IN ACCORDANCE WITH THE
BUILDING CODE AND ALL LOCAL ORDINANCES. THE OWNER SHALL ENGAGE
AN EXPERIENCED, QUALIFIED INSPECTION AGENCY, SUBJECT TO THE
REVIEW OF THE ARCHITECT, TO PERFORM ALL INSPECTION WORK, AS
REQUIRED.
120. SHOP DRAWINGS
120.1 THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS FOR REVIEW BY
ATLANTIC ENGINEERING SERVICES AND THE PROJECT ARCHITECT. SHOP
DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL COMPONENTS
INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING:
A. FABRICATED STRUCTURAL STEEL
B. REINFORCING STEEL FOR CONCRETE AND MASONRY
C. CONCRETE AND/OR MASONRY POST -INSTALLED ANCHORS
D. PRECAST CONCRETE LINTELS (IF USED)
E. PREFABRICATED WOOD TRUSSES INCLUDING COLD FORMED METAL
FABRICATIONS UTILIZED IN TRUSS -TO -FRAME CONNECTIONS.
120.2 SHOP DRAWINGS TO BE SUBMITTED SHALL PROVIDE COMPLETE
INFORMATION FOR THE PRODUCTS OR COMPONENTS TO BE SUPPLIED.
SUBMITTAL INFORMATION SHALL INCLUDE, BUT NOT BE LIMITED TO: MEMBER
SIZES AND DIMENSIONS; GRADES OF MATERIAL FURNISHED; MATERIAL
PREPARATION REQUIRED; MATERIAL FINISH AND MATERIAL COATINGS TO BE
FURNISHED; INFORMATION REGARDING CUTS, COPES, AND HOLES
REQUIRED FOR OTHER TRADES; END CONNECTIONS; CAMBER AND OTHER
DEVIATION FROM LINE; SPECIAL ERECTION AND/OR INSTALLATION
PROCEDURES, INCLUDING REQUIREMENTS FOR TEMPORARY STABILIZATION.
120.3 ALL SHOP DRAWING RESUBMITTALS AND RECORD COPY SUBMITTALS SHALL
HAVE ALL REVISIONS SUBSEQUENT TO THE PREVIOUS SUBMISSION
CLOUDED OR OTHERWISE IDENTIFIED ON THE RESUBMITTED SHEETS.
RESUBMITTALS AND RECORD COPY SUBMITTALS WITHOUT IDENTIFICATION
OF REVISIONS WILL BE REJECTED WITHOUT REVIEW.
120.4 THE CONTRACTOR SHALL NOT DIRECTLY INCORPORATE THE STRUCTURAL
DRAWINGS, OR PORTIONS THEREOF, INTO SHOP DRAWINGS OR ERECTION
DRAWINGS TO BE SUBMITTED FOR THIS PROJECT WITHOUT FIRST
OBTAINING THE EXPRESS WRITTEN PERMISSION OF ATLANTIC ENGINEERING
SERVICES. SUBMITTED SHOP DRAWINGS WHICH CONTAIN COPIES OR
REPRODUCTIONS OF ANY PORTION OF THE STRUCTURAL DRAWINGS
WITHOUT THE EXPRESS WRITTEN PERMISSION OF ATLANTIC ENGINEERING
SERVICES WILL BE RETURNED REJECTED. PERMISSION FOR A SPECIFIC
CONTRACTOR OR SUB -CONTRACTOR TO USE PORTIONS OF THE
STRUCTURAL DRAWINGS IN THEIR PREPARATION OF SHOP DRAWINGS
REQUIRES THAT CONTRACTOR OR SUB -CONTRACTOR TO ENTER INTO A
WRITTEN AGREEMENT WITH ATLANTIC ENGINEERING SERVICES AND TO PAY
A SERVICE FEE. SUCH AGREEMENT IS NON-TRANSFERRABLE AND IS
EXTENDED ONLY TO THAT CONTRACTOR FOR THE DURATION OF THIS
PROJECT.
120.5 THE CONTRACTOR SHALL SUBMIT ELECTRONIC COPIES OF SHOP DRAWINGS
IN LIEU OF PRINTED COPIES. ELECTRONIC COPIES SHALL BE SUBMITTED TO
ATLANTIC ENGINEERING SERVICES IN PDF FILE FORMAT, WITH ONE (1)
ELECTRONIC FILE PER PACKAGE SUBMISSION. ATLANTIC ENGINEERING
SERVICES WILL REVIEW, ANNOTATE, AND RETURN ONE (1) ELECTRONIC
PACKAGE TO THE ARCHITECT TO REVIEW AND DISTRIBUTE TO THE
CONTRACTOR.
120.6 THE REVIEW OF SHOP DRAWINGS AND OTHER SUBMITTALS FOR THIS
PROJECT IS FOR CONFORMANCE WITH THE DESIGN CONCEPT AND FOR
GENERAL COMPLIANCE WITH THE INFORMATION CONTAINED IN THE
CONTRACT DOCUMENTS. COMMENTS REGARDING THESE SUBMITTALS DO
NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE CONTRACT
DOCUMENTS. THE CONTRACTOR IS RESPONSIBLE FOR PERFORMING HIS
WORK IN A SAFE AND SATISFACTORY MANNER.
200. FOUNDATIONS - GENERAL
200.1 FOUNDATIONS HAVE BEEN DESIGNED AND SHALL BE CONSTRUCTED IN
ACCORDANCE WITH CRITERIA ESTABLISHED BY UNIVERSAL ENGINEERING
SCIENCES, INC. IN THEIR GEOTECHNICAL REPORT DATED JUNE 13, 2017
(UNIVERSAL PROJECT NO. 0330.1700067.0000).
200.2 THE CONTRACTOR SHALL OBSERVE WATER CONDITIONS AT THE SITE AND
TAKE THE NECESSARY PRECAUTIONS TO ENSURE THAT THE FOUNDATION
EXCAVATIONS REMAIN DRY DURING CONSTRUCTION. PROVIDE FOR
DEWATERING AS NECESSARY.
200.3 THE CONTRACTOR SHALL USE EXTREME CAUTION DURING EXCAVATION.
SUCH EXCAVATION SHALL BE PERFORMED IN SUCH A MANNER AS TO
MAINTAIN THE STRUCTURAL INTEGRITY OF ALL EXISTING STRUCTURES TO
REMAIN. PROVIDE TEMPORARY SHORING AS REQUIRED.
200.4 CONCRETE SLABS ON GRADE HAVE BEEN DESIGNED TO BEAR ON
COMPACTED SUBGRADE SOILS OR PROPERLY COMPACTED FILL AS PER THE
REPORT REFERENCED IN NOTE 200.1.
210. SHALLOW FOUNDATIONS
210.1 FOUNDATIONS HAVE BEEN DESIGNED AND SHALL BE CONSTRUCTED IN
ACCORDANCE WITH CRITERIA ESTABLISHED IN THE GEOTECHNICAL REPORT
REFERENCED IN NOTE 200.1.
210.2 SPREAD FOOTINGS HAVE BEEN DESIGNED TO BEAR ON UNDISTURBED SOILS
OR PROPERLY COMPACTED FILL HAVING AN ALLOWABLE BEARING CAPACITY
OF 2,500 PSF, AS PER THE GEOTECHNICAL REPORT REFERENCED IN NOTE
200.1.
210.3 ELEVATIONS SHOWN ON THE DRAWINGS AT WHICH FOUNDATIONS ARE TO
BEAR ARE APPROXIMATE. MATERIAL ON WHICH FOUNDATIONS ARE TO BEAR
SHALL HAVE AT LEAST THE ABOVE NOTED CAPACITY. ALL EXTERIOR
FOOTINGS SHALL BEAR A MINIMUM OF 18" BELOW FINISHED GRADE.
210.4 STEP FOOTINGS BELOW ALL SANITARY AND WATER LINES. PROVIDE STEPS
IN THE FOUNDATIONS IN ACCORDANCE WITH THE TYPICAL DETAILS.
COORDINATE THE EXACT LOCATION AND ELEVATION OF THE PLUMBING
LINES WITH THE MECHANICAL AND PLUMBING DRAWINGS AND
CONTRACTORS. PROVIDE SLEEVES IN THE FOUNDATION WALLS AS
REQUIRED FOR PIPE PENETRATIONS.
210.5 THE CONTRACTOR SHALL RETAIN THE SERVICES OF A PROFESSIONAL
GEOTECHNICAL ENGINEER, SUBJECT TO THE APPROVAL OF THE ARCHITECT,
TO INSPECT THE FOUNDATIONS, BEARING LEVELS, ETC., AND VERIFY THAT
THE MATERIAL ON WHICH FOUNDATIONS BEAR HAS AT LEAST THE ABOVE
NOTED CAPACITY.
300. REINFORCED CONCRETE
300.1 ALL REINFORCED CONCRETE WORK SHALL BE IN CONFORMANCE WITH THE
"BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" (ACI 318,
LATEST EDITION) AND SPECIFICATIONS FOR STRUCTURAL CONCRETE (ACI
301, LATEST EDITION) OF THE AMERICAN CONCRETE INSTITUTE.
300.2 MINIMUM DESIGN COMPRESSION STRENGTH (F'c) REQUIRED AT 28 DAYS:
A. FOUNDATIONS 3000 PSI
B. SLABS ON GRADE 4000 PSI
C. COLUMNS AND BEAMS 4000 PSI
300.3 MAXIMUM WATER TO CEMENTITIOUS MATERIALS RATIO:
A. FOUNDATIONS 0.60
B. SLABS ON GRADE 0.45
C. COLUMNS AND BEAMS 0.45
00 CONCRETE SHALL E NORMAL WEIGHT CONCRETE MINIMUM 144 PCF 3 .4 ALL L B WE ( )
WITH ALL CEMENT CONFORMING TO ASTM C150, TYPE I, II OR 1/II. MAXIMUM
AGGREGATE SIZE SHALL BE 1-1/2" FOR FOOTINGS AND 3/4" FOR WALLS AND
SLABS, CONFORMING TO ASTM C33.
300.5 REINFORCEMENT
A. DEFORMED BARS ASTM A615,
GRADE 60
B. WELDED WIRE FABRIC ASTM A1064
300.6 MINIMUM COVER FOR CAST -IN -PLACE CONCRETE REINF., UNLESS
OTHERWISE SHOWN ON DRAWINGS, SHALL BE AS FOLLOWS:
A. FOUNDATIONS 3"
B. COLUMNS (OVER VERT. REINF.) 2"
C, BEAMS (OVER MAIN REINF.) 2"
D. SLABS CAST AGAINST EARTH 2"
300.7 SPLICES IN REINFORCEMENT, WHERE PERMITTED, SHALL BE AS FOLLOWS:
A. WELDED WIRE MESH 8"
B. ALL OTHERS CLASS "B" TENSION,
CASE "1" MINIMUM,
UNLESS OTHERWISE
NOTED
300.8 CLASS T', CASE -1" TENSION SPLICES IN INCHES, SHALL BE AS FOLLOWS:
3000 PSI 4000 PSI
SIZE TOP BARS ALL OTHERS TOP BARS ALL OTHERS
#3 (#10) 28 22 24 19
#4 (#13) 37 29 32 25
#5 (#16) 47 36 40 31
#6 (#19) 56 43 48 37
#7 (#22) 81 63 70 54
300.9 SPLICES IN TOP REINFORCEMENT SHALL BE LOCATED AT MIDSPAN AND
SPLICES IN BOTTOM REINFORCEMENT SHALL BE LOCATED OVER SUPPORTS,
UNLESS NOTED OTHERWISE.
300.10 BARS IN BEAMS SHALL TERMINATE IN A CLASS "B" TENSION SPLICE OR HOOK
AT DISCONTINUOUS END.
300.11 PARALLEL REINFORCEMENT PLACED IN TWO OR MORE LAYERS SHALL HAVE
A CLEAR DISTANCE BETWEEN LAYERS OF V. UPPER LAYER BARS SHALL BE
PLACED DIRECTLY ABOVE BARS IN THE BOTTOM LAYER.
300.12 ALL REINFORCING SHALL BE HELD SECURELY IN POSITION WITH STANDARD
ACCESSORIES DURING PLACEMENT OF CONCRETE. REINFORCING
SUPPORTS FOR ALL EXPOSED CONCRETE SHALL BE GALVANIZED WITH
PLASTIC COATED FEET. ALL WELDED WIRE MESH SHALL BE CHAIRED IN
ACCORDANCE WITH THE DESIGN BUILDING CODE.
300.13 ALL TIES SHALL HAVE 135 DEGREE HOOKS.
300.14 PROVIDE 1/2" PREMOULDED EXPANSION MATERIAL WHERE SLAB ON GRADE
IS POURED AROUND COLUMNS AND AGAINST WALLS UNLESS OTHERWISE
SHOWN ON DRAWINGS.
300.15 CONTRACTION JOINTS FOR SLABS ON GRADE SHALL BE SPACED NO MORE
THAN 12'-0" ON CENTER. PANELS FORMED BY JOINTS OR SLAB EDGES SHALL
BE AS SQUARE AS POSSIBLE WITH A LENGTH -TO -WIDTH RATIO NOT TO
EXCEED 1.5.
300.16 CONTRACTOR SHALL VERIFY DIMENSIONS AND LOCATIONS OF ALL SLOTS,
PIPE SLEEVES, ETC., AS REQUIRED FOR MECHANICAL TRADES BEFORE
CONCRETE IS PLACED.
300.17 PIPES OR CONDUITS PLACED IN SLABS SHALL NOT HAVE AN OUTSIDE
DIAMETER LARGER THAN 1/3 THE SLAB THICKNESS AND SHALL NOT BE
SPACED CLOSER THAN 3 DIAMETERS ON CENTERS. ALUMINUM CONDUITS
SHALL NOT BE PLACED IN CONCRETE. NO CONDUITS SHALL BE PLACED IN
SLAB WITHIN 12" OF COLUMN FACE OR FACE OF BEARING WALL. NO
CONDUITS MAY BE PLACED IN EXTERIOR SLABS.
300.18 PRIOR TO CONCRETE PLACEMENT, THE CONTRACTOR SHALL SUBMIT A
CONCRETE MIX DESIGN PREPARED IN ACCORDANCE WITH ACI-318 CHAPTER
5 TO THE STRUCTURAL ENGINEER FOR REVIEW.
350. CONCRETE/MASONRY ANCHORS
350.1 ALL ADHESIVE STUD ANCHORS FOR ANCHORING TO CONCRETE SHALL BE
"HILTI HIT-HY 200 ADHESIVE CONCRETE ANCHORS" AS MANUFACTURED BY
HILTI FASTENING SYSTEMS, INC. (OR APPROVED EQUIVALENT).
350.2 THE "HAS ANCHOR ROD" SHALL CONFORM TO ASTM A36 STEEL, THE "HAS
SUPER ANCHOR ROD" SHALL CONFORM TO ASTM A193 STEEL, AND THE NUT
SHALL CONFORM TO ASTM A563, GRADE A.
350.3 THE SPACING AND MINIMUM EMBEDMENT OF POST -INSTALLED ANCHORS
SHALL BE AS INDICATED ON DRAWINGS. THE INSTALLATION OF THE
ANCHORS SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S
RECOMMENDED PROCEDURES.
420. MASONRY
420.1 ALL MASONRY WORK SHALL BE IN CONFORMANCE WITH THE LATEST
EDITION OF "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES"
(TMS 402/ACI 530/ASCE 5) AND THE "SPECIFICATIONS FOR MASONRY
STRUCTURES" (TMS 602/ACI 530.1/ASCE 6) OF THE MASONRY SOCIETY.
420.2 ALL MASONRY WORK TO BE EXECUTED IN COLD WEATHER SHALL BE IN
CONFORMANCE WITH THE RECOMMENDATIONS FOR COLD WEATHER
CONSTRUCTION OF THE LATEST EDITION OF "BUILDING CODE
REQUIREMENTS FOR MASONRY STRUCTURES" (TMS 402/ACI 530/ASCE 5) AND
THE "SPECIFICATIONS FOR MASONRY STRUCTURES" (TMS 602/ACI
530.1/ASCE 6) OF THE MASONRY SOCIETY WITH THE FOLLOWING ADDITION
TO THE REQUIREMENTS OF TMS 602/ACI 530.1/ASCE 6, SECTION 1.8•C: FOR
ALL CONDITIONS WHEN TEMPERATURES FALL BELOW 40 DEGREES F, THE
TEMPERATURE OF THE NEWLY LAID MASONRY OR NEWLY GROUTED
MASONRY SHALL BE MAINTAINED ABOVE 32 DEGREES (F) FOR A MINIMUM OF
24 HOURS USING THE METHODS DESCRIBED IN TMS 602/ACI 530.1/ASCE 6.
420.3 MORTAR SHALL CONFORM TO THE PROPORTION SPECIFICATION OF ASTM
C270, TYPE S.
420.4 GROUT SHALL CONFORM TO ASTM C476 AND AS FOLLOWS:
A. COMPRESSIVE STRENGTH (F'c) OF GROUT = F'm AS INDICATED BELOW
BUT NO LESS THAN 3,000 PSI.
B. SLUMP OF GROUT SHALL BE 8 TO 11 INCHES AS MEASURED ACCORDING
TO ASTM C143.
C. MAX. AGGREGATE SIZE SHALL BE 3/8" (AGGREGATE GRADED TO
PRODUCE FINE GROUT IN CONFORMANCE WITH ASTM C476 AND C404).
420.5 LIMIT CEMENTITIOUS MATERIALS IN MORTAR TO: PORTLAND CEMENT
CONFORMING TO ASTM C150 TYPE I; LIME CONFORMING TO ASTM C207;
MORTAR CEMENT CONFORMING TO ASTM C1329; AND MASONRY CEMENT
CONFORMING TO ASTM C91.
420.6 PROVIDE SOLID AND HOLLOW LOAD BEARING CONCRETE BLOCK UNITS
CONFORMING TO ASTM C90. FURNISH CONCRETE BLOCK WITH NET AREA
COMPRESSIVE STRENGTH AS SPECIFIED BY TABLE 2 OF TMS 602/ACI
530.1/ASCE 6, SECTION 1.4 B.2 BASED ON THE UNIT STRENGTH METHOD.
420.7 MINIMUM 28-DAY ULTIMATE COMPRESSIVE STRENGTH OF MASONRY:
A. Fm 1500 PSI
420.8 HORIZONTAL JOINT REINFORCING FOR ALL EXTERIOR AND LOAD BEARING
WALLS SHALL BE GALVANIZED TRUSS OR LADDER TYPE DUR-O-WAL, OR
EQUIVALENT AS APPROVED BY THE ENGINEER WITH 2-9 GAUGE
LONGITUDINAL WIRE AND 9 GAUGE CROSS WIRE, SPACED AT 16" CENTER TO
CENTER, UNLESS NOTED OTHERWISE. PROVIDE ADDITIONAL LAYERS OF
JOINT REINFORCEMENT IN THE FIRST TWO COURSES ABOVE AND BELOW A
MASONRY OPENING. PROVIDE LAP AS RECOMMENDED BY MANUFACTURER
WITH A MINIMUM OF 6". DISCONTINUE JOINT REINFORCING AT CONTROL
JOINTS. PROVIDE "L" SHAPE AND "T" SHAPE DUR-O-WAL AT ALL
INTERSECTION CORNERS WITH Bfl MINIMUM LAP. SEE TYPICAL DETAILS.
420.9 PROVIDE "DOVE -TAIL" ANCHORS AT 16" OC VERTICALLY FOR ALL MAOSNRY
PLACED ADJACENT TO CAST -IN -PLACE COLUMNS.
420.10 FULL BED AND HEAD JOINTS SHALL BE USED.
MASONRY WALLS SHALL BE SECURELY B ED UNTIL FLOOR OR ROOF
420.11 ALL MASORAC
SYSTEM HAS BEEN INSTALLED AND HAS BECOME CAPABLE OF STABILIZING
THE WALLS.
42 GROUT SOLID ALL CELLS IN MASONRY UNITS INSTALLED BELOW GRADE.
0.12 GR U
420.13 GROUT SOLID ALL CELLS CONTAINING REINFORCING, AND WHERE
INDICATED ON PLANS AND SECTIONS.
420.14 PROVIDE FINE GROUT PER ASTM C476 WHEN WIDTH OF GROUT SPACE IS
LESS THAN 2". PROVIDE COARSE GROUT FOR GROUT SPACE WIDTHS TOR
GREATER. PROVIDE FINE GROUT WHEN REINFORCING HAS LESS THAN 1/2"
CLEARANCE.
420.15 PROVIDE CONTROL JOINTS IN MASONRY CONSTRUCTION PER THE TYPICAL
DETAILS. THE CONTRACTOR SHALL SUBMIT THE PROPOSED CONTROL JOINT
LAYOUT TO THE ARCHITECT FOR REVIEW AND APPROVAL. PROVIDE
MASONRY CONTROL JOINTS IN ACCORDANCE WITH THE FOLLOWING
GUIDELINES UNLESS OTHERWISE INDICATED ON DRAWINGS:
A. CONTROL JOINTS SHALL BE LOCATED AT A MAXIMUM SPACING OF 20
FEET ON CENTER IN THE WALL FIELD AND A MAXIMUM OF 10 FEET FROM
BUILDING CORNERS
B. LOCATE CONTROL JOINTS AT MAJOR HEIGHT CHANGES, CHANGES IN
WALL THICKNESS AND AT WALL OPENINGS.
C. CONTROL JOINTS IN PARAPETS SHALL BE SPACED AT 15 FEET ON
CENTER MAXIMUM. WHERE JOINTS IN PARAPETS CAN NOT BE ALIGNED
WITH JOINTS IN WALL FIELD, PROVIDE CONTROL JOINTS IN THE
PARAPET ONLY AT HALF THE WALL FIELD SPACING.
D. CONTROL JOINTS SHALL BE A MINIMUM WIDTH OF 3/8" AND SHALL
UTILIZE COMPRESSIBLE MATERIAL WITH A MINIMUM EXTENSIBILITY OF
60%.
420.16 PROVIDE CLEAN OUT AND INSPECTION HOLES AT BOTTOM OF MASONRY
WALL IN ACCORDANCE WITH MASONRY CODE AT REINFORCING IF HIGH LIFT
GROUTING (OVER 4 FEET HIGH) IS USED.
420.17 DEFORMED BAR REINFORCEMENT SHALL CONFORM TO ASTM A615, GRADE
60. PROVIDE LAP SPLICES OF 48 BAR DIAMETERS MINIMUM. PROVIDE BAR
SPACERS AS REQUIRED TO PROPERLY LOCATE REINFORCING.
420.18 MASONRY COURSING SHOWN IN SECTION IS APPROXIMATE. REFER TO
PLANS AND ELEVATIONS FOR ACTUAL COURSING. COORDINATE ACTUAL
COURSING REQUIREMENTS WITH ARCHITECTURAL DRAWINGS.
420.19 ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A307.
510. STRUCTURAL STEEL
510.1 ALL STRUCTURAL STEEL WORK SHALL BE IN ACCORDANCE WITH ANSI/AISC
360-10 -"SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS." LOADS,
FORCES AND MOMENTS INDICATED ARE SERVICE LEVEL AND ARE INTENDED
FOR USE WITH THE ALLOWABLE STRENGTH DESIGN
PROVISIONS OF THE
CODE.
510.2 GRADE OF STEEL
A. STRUCTURAL W SHAPES
ASTM A992
B. STRUCTURAL M, S, C, MC, AND L SHAPES
ASTM A36
C. STRUCTURAL HP SHAPES
ASTM A572,
GRADE 50
D. STEEL TUBES (HSS SHAPES)
ASTM A500,
GRADE B
E. STEEL PIPE (ROUND HSS)
ASTM A500,
GRADE B
F. PLATES AND BARS
ASTM A36
5103 ALL WELDING SHALL BE IN ACCORDANCE WITH THE STRUCTURAL WELDING
CODE, AWS D1.1, LATEST EDITION, OF THE AMERICAN WELDING SOCIETY.
ELECTRODES SHALL BE E70XX FOR MANUAL ARC WELDING AND F7X-EXXX
FOR SUBMERGED ARC WELDING.
510.4 ALL STRUCTURAL STEEL FRAMES SHALL BE SECURELY BRACED UNTIL ALL
FLOOR SLABS, ROOF DECKS, AND SHEAR WALLS HAVE BEEN INSTALLED AND
BECOME CAPABLE OF STABILIZING THE FRAMES.
510.5 ALL STRUCTURAL STEEL WORK, EXCEPT PORTIONS OF MEMBERS TO BE
WELDED, FIELD BOLTED, GALVANIZED, OR FIREPROOFED, SHALL BE SHOP
PAINTED WITH PAINT CONFORMING TO STEEL STRUCTURES PAINTING
COUNCIL (SSPC) PAINT 25. APPLY PRIME PAINT ACCORDING TO SSPC PAINT
SYSTEM GUIDE NO.7.00 CLEAN STEEL FREE OF LOOSE SCALE, RUST, OIL
AND GREASE. ADDITIONAL AREAS SHALL BE FIELD PAINTED AFTER WELDING.
510.6 BOLT AND WELD TESTING:
A. ALL SHOP AND FIELD BOLTS SHALL BE TESTED PER AISC
REQUIREMENTS.
B. ALL WELDS SHOULD BE VISUALLY INSPECTED.
510.7 LEVELING GROUT SHALL BE NON -SHRINK, NON-METALLIC TYPE, FACTORY
PRE -MIXED GROUT TESTED IN ACCORDANCE WITH CE-CRD-C621 OR ASTM
C109, WITH fc OF NOT LESS THAN 5000 PSI.
510.8 ALL ANCHOR BOLTS SHALL BE ASTM A36 OR ASTM F1554, GRADE 36 AND A
MINIMUM 3/4" DIAMETER WITH A MINIMUM CONCRETE EMBEDMENT OF 12"
UNLESS NOTED OTHERWISE.
610. STRUCTURALLUMBER
610.1 ALL STRUCTURAL LUMBER WORK SHALL BE IN ACCORDANCE WITH THE
"NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION" (NDS -
LATEST EDITION) PUBLISHED BY THE AMERICAN WOOD COUNCIL.
610.2 ALL STRUCTURAL LUMBER SHALL BE AS A MINIMUM NO.2 GRADE SOUTHERN
PINE AND SHALL HAVE AT LEAST THE FOLLOWING MINIMUM ALLOWABLE
DESIGN STRESSES (NOT INCORPORATING THE SIZE ADJUSTMENT FACTOR
(CF)) AND MODULUS OF ELASTICITY AT A MAXIMUM MOISTURE CONTENT OF
19%:
A. Fb.(BENDING) 750 PSI
B. Fv.(SHEAR) 175 PSI
C. Fc.(COMPRESSION) 1,250 PSI
D. Ft.(TENSION) 450 PSI
E. E 1,400,000 PSI
610.3 ALL LUMBER SHALL COMPLY WITH PS 20 "AMERICAN SOFTWOOD LUMBER
STANDARD" AND WITH THE APPLICABLE RULE OF INSPECTION AGENCIES
CERTIFIED BY AMERICAN LUMBER STANDARD. FACTORY -MARK EACH PIECE
OF LUMBER WITH GRADE STAMP OF INSPECTION AGENCY EVIDENCING
COMPLIANCE WITH GRADING RULE REQUIREMENTS.
610.4 STRUCTURAL STEEL PLATES, ANGLES, ETC., SHALL BE ASTM A36.
CONTRACTOR TO SUBMIT SHOP DRAWINGS ON ALL MISCELLANEOUS
METALS FOR REVIEW BY STRUCTURAL ENGINEER.
610.5 ALL BOLTS SHALL BE 3/4" DIAMETER ASTM A307 UNLESS NOTED OTHERWISE
WITH 2 WASHERS PER BOLT UNLESS OTHERWISE NOTED.
610.6 ALL LUMBER FOR SILL PLATES, TOP PLATES, AND OTHER WOOD WHICH MAY
BE EXPOSED TO WEATHER OR EARTH OR IN CONTACT WITH CONCRETE,
OR OTHER CEMENTITIOUS AERIAL SHALL BE PRESSURE
MASONRY,MT
TREATED WITH WATER -BORNE PRESERVATIVES. PRESSURE TREATMENT
SHALL COMPLY WITH REQUIREMENTS OF AWPA STANDARDS C2 AND LP-22.
610.7 PROVIDE NAILING PATTERN IN COMPLIANCE WITH THE DESIGN BUILDING
CODE'S RECOMMENDED FASTENING SCHEDULE WHEN JOINING TWO OR
MORE FRAMING MEMBERS.
610.8 ALTERNATE CONNECTION DETAILS MAY BE USED IF SUCH DETAILS ARE
SUBMITTED TO THE ENGINEER FOR REVIEW AND APPROVAL. HOWEVER, THE
ENGINEER SHALL BE THE SOLE JUDGE OF ACCEPTANCE AND THE
CONTRACTOR'S BID SHALL ANTICIPATE THE USE OF THOSE SPECIFIED
DETAILS SHOWN ON THE DRAWINGS THE CONTRACTOR IS RESPONSIBLE
FOR THE DESIGN OF SUCH ALTERNATE DETAILS WHICH HE PROPOSES.
620, STRUCTURAL WOOD PANELSM/OOD SHEATHING
620.1 FURNISH PANELS THAT ARE EACH FACTORY MARKED WITH A
CERTIFICATION STAMP EVIDENCING COMPLIANCE WITH GRADE AND SPAN
RATING REQUIREMENTS. THE CENTER -TO -CENTER SPACING IN INCHES
SHALL NOT EXCEED THE SPAN RATING STAMPED ON THE PANELS.
INSTALLATION OF THE PANELS SHALL BE IN ACCORDANCE WITH THE
RECOMMENDATIONS OF THE APA,
620.2 PANELS SHALL COMPLY WITH USDOC PS-1 OR PS-2 AND APA PRP-108 AND
SHALL MEET THE FOLLOWING REQUIREMENTS:
A. WALL SHEATHING:
1. MIN. THICKNESS = 5/8"
2. BOND CLASSIFICATION = EXPOSURE 1
3. GRADE = APA RATED SHEATHING
4. SPAN RATING = AS REQUIRED TO SUIT STUD SPACING
B. ROOF SHEATHING:
1. MIN. THICKNESS = 5/8"
2. BOND CLASSIFICATION = EXPOSURE 1
3. GRADE = APA RATED SHEATHING
4. SPAN RATING = AS REQUIRED TO SUIT JOIST/TRUSS SPACING
620.3 ALL PANELS WHICH HAVE ANY EDGE OR FACE PERMANENTLY EXPOSED TO
THE WEATHER SHALL BE CLASSED EXTERIOR, EXCEPT OPEN SOFFITS OR
ROOF SHEATHING EXPOSED ON THE UNDERSIDE MAY BE CLASSED
EXPOSURE1.
620.4 ALL ROOF PANELS SHALL HAVE THE END JOINTS LOCATED OVER
SUPPORTS AND SHALL HAVE THE ROWS STAGGERED ONE HALF PANEL
LENGTH FROM ADJACENT PANELS. PROVIDE 1/8" SPACE AT PANEL ENDS
AND EDGES.
620.5 ALL WALL PANELS SHALL HAVE THE END JOINTS LOCATED OVER
SUPPORTS.
620.6 THE USE OF ORIENTED STRAND BOARD STRUCTURAL PANELS PROHIBITED.
620.7 ALL ROOF STRUCTURAL PANELS SHALL BE NAILED WITH 10d SPIRAL OR
RING SHANK NAILS AT 6" OC AT ALL INTERMEDIATE SUPPORTS AND 4" OC
AT ALL ENDS AND EDGES. BLOCKING SHALL BE PROVIDED AT ALL
UNSUPPORTED PANEL EDGES.
620.8 ALL WALL STRUCTURAL PANELS SHALL BE NAILED TO WOOD SUPPORTS
WITH 8d COMMON NAILS AT 6" ON CENTER AT ALL ENDS, EDGES, AND
INTERMEDIATE SUPPORTS AND TO COLD -FORMED STEEL SUPPORTS WITH
#6 TEK SCREWS AT ALL ENDS, EDGES, AND INTERMEDIATE SUPPORTS.
FASTENER SPACING SHALL BE 4" ON CENTER AT CORNERS.
620.9 ALL PLYWOOD PANELS SHALL COMPLY WITH THE WIND UPLIFT
REQUIREMENTS OF NM519 FOR FULLY -WIND -RESISTIVE ROOF ASSEMBLIES
COMPLYING WITH UL CLASS 90 CLASSIFICATION.
635. WOOD TRUSSES
635.1 WOOD TRUSSES SHALL CONFORM TO THE MOST CURRENT APPLICABLE
EDITION OF THE DESIGN SPECIFICATIONS FOR LIGHT METAL PLATE
CONNECTED WOOD ROOF TRUSSES, OF THE TRUSS PLATE INSTITUTE, INC.
AND THE NATIONAL DESIGN SPECIFICATIONS FOR STRESS GRADE LUMBER
AND ITS FASTENING, OF THE NATIONAL FOREST PRODUCTS ASSOCIATION.
635.2 WOOD ROOF TRUSSES SHALL BE DESIGNED TO SUPPORT THE LOADS
INDICATED BELOW AT THE SPACING INDICATED ON THE DRAWINGS.
A. DEAD LOADS:
1. UNIFORM TOP CHORD
DEAD LOAD 15 PSF + MECH
EQUIP.
2. UNIFORM BOTTOM CHORD
DEAD LOAD 10 PSF
3. BOTTOM CHORD CONCENTRATED
LOAD AT ANY LOCATION
ON BOTTOM CHORD 300 LBS.
B. LIVE LOADS= SEE DESIGN CRITERIA GENERAL NOTES
C. LATERAL LOADS = SEE DESIGN CRITERIA GENERAL NOTES
635.3 THE DEFLECTION OF THE FLOOR AND ROOF TRUSSES UNDER THE
INDICATED LOADS AND AT THE SPAN AND SPACINGS SHOWN ON THE
CONTRACT DRAWINGS SHALL MEET THE FOLLOWING CRITERIA:
A. ROOF TRUSSES: THE DEFLECTION DUE TO THE TOTAL ROOF LOAD
SHALL NOT EXCEED THE SPAN LENGTH/240. THE DEFLECTION DUE TO
THE ROOF LIVE/SNOW LOAD SHALL NOT EXCEED THE SPAN LENGTH/360.
DETERMINATION OF THE DEAD LOAD DEFLECTION SHALL UTILIZE A TIME
DEPENDENT DEFORMATION (CREEP) FACTOR OF 2.0.
635.4 THE WOOD TRUSS MANUFACTURER SHALL SPECIFY AND PROVIDE ALL
BRACING AT TOP AND BOTTOM CHORDS REQUIRED TO STABILIZE THE ROOF
STRUCTURE DURING AND AFTER CONSTRUCTION, IN ADDITION TO THE
BRACING INDICATED ON THE STRUCTURAL DRAWINGS.
635.5 THE WOOD TRUSS MANUFACTURER SHALL SUBMIT STRUCTURAL
CALCULATIONS STAMPED BY A REGISTERED PROFESSIONAL ENGINEER
LICENSED TO PRACTICE IN THE STATE OF FLORIDA FOR ALL TRUSS TYPES,
WHICH INDICATE TRUSS CAPACITIES AND DEFLECTIONS.
635.6 ERECTION SHALL BE IN ACCORDANCE WITH TRUSS PLATE INSTITUTE
RECOMMENDATIONS.
635.7 NO SPLICES IN WEBS, CHORDS, OR OTHER LOAD CARRYING MEMBERS MAY
BE MADE WITHOUT REVIEW AND APPROVAL ON THE FINAL TRUSS SHOP
DRAWINGS WHICH INCLUDE SPECIFIC LOCATIONS AND DETAILS FOR ANY
SUCH SPLICE(S).
635.8 TEMPORARY TRUSS BRACING SHALL BE INSTALLED IN ACCORDANCE WITH
"RECOMMENDEDSPECIFICATIONS IN DESIGN SPEC IC IONS FOR TEMPORARY BRACING OF
METAL PLATE CONNECTED WOOD TRUSSES" (DSB-89) AND "COMMENTARY
AND RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING METAL
PLATE CONNECTED WOOD TRUSSES" (HIB-91). INSTALL ALL WEB BRACING
REQUIRED BY THE TRUSS DESIGNER. TEMPORARY BOTTOM CHORD WEB
BRACING SHALL REMAIN PERMANENTLY IN PLACE. THE BOTTOM CHORD
BRACING SHALL NOT EXCEED 10' FOR TRUSSES WHERE NO SHEATHING IS
ATTACHED TO THE TRUSS BOTTOM CHORD OR WITH TRUSS BOTTOM FILLER.
PROVIDE 2X4 LATERAL BRACING AT 36" ON CENTER UNDER PIGGYBACK
TRUSSES. AT TRUSSES REQUIRING WEB BRACING, PROVIDE 2X4 DIAGONAL
AT 20' MAX NAILED TO WEBS FROM ROOF TO BOTTOM CHORD. ALL BRACING
SHALL BE NAILED WITH 2-16D NAILS TO TRUSSES. FOR TRUSS SPANS
EXCEEDING 60'-0" SUBMIT BRACING DRAWINGS SIGNED AND SEALED BY A
REGISTERED ENGINEER IN THE STATE OF FLORIDA.
635.9 BOTTOM CHORD BEARING PARALLEL CHORD TRUSSES SHALL BE CLEARLY
MARKED IN A MANNER WHICH WILL AVOID INVERTED INSTALLATION IN
ACCORDA
NCE WITH THE TRUSS PLATE INSTITUTE, "NATIONAL DESIGN
STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION,"
ANSI/TPI 1 - LATEST EDITION.
635.10 THE WOO
D TRUSS MANUFACTURER SHALL DESIGN AND SPECIFY ALL
CONNECTIONS AND CONNECTION COMPONENTS FOR TRUSS -TO -TRUSS
CONNECTIONS. ALL CONNECTIONS AND CONNECTION COMPONENTS SHALL
BE INDICATED ON THE FINAL SHOP DRAWINGS.
635.11 THE WOOD TRUSS MANUFACTURER SHALL REFER TO MECHANICAL AND
ELECTRICAL DRAWINGS FOR COORDINATION OF MECHANICAU ELECTRICAL
UNITS AND SPECIAL CONCENTRATED LOADS SUPPORTED BY THE WOOD
TRUSSES NOT INDICATED ON THE STRUCTURAL DRAWINGS.
635.12 WHERE MECHANICAL / ELECTRICAL LOADS ARE ATTACHED TO THE WOOD
TRUSSES, ATTACHED LOADS SHALL NOT EXCEED THE LOADS INDICATED IN
THE NOTES ABOVE. WHERE THE ACTUAL LOADS EXCEED THE LOADS
INDICATED ABOVE, THE WOOD TRUSS MANUFACTURER SHALL EITHER
PROVIDE ADDITIONAL FRAMING TO DISTRIBUTE THE LOADS TO CONFORM TO
THE LOADS INDICATED OR PROVIDE ADDITIONAL LOCALIZED CAPACITY IN
THE WOOD TRUSS DESIGN TO SUPPORT THE ACTUAL LOADS.
635.13 WHERE MULTIPLE PIPING LINES RUN PARALLEL, STAGGER THE PIPE
SUPPORT HANGERS AS REQUIRED TO COMPLY WITH THE LOADS INDICATED
ABOVE.
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CONTINUOUS WALL FOOTING
SCHEDULE
MARK
WIDTH
DEPTH
LONGITUDINAL REINFORCING
TRANSVERSE REINFORCING
WF2.0
2'-0"
V-4"
(2) #5 CONT TOP AND BOTTOM
#3 TIES AT 16" OC
WF2.33
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V-4"
(2) #5 CONT TOP AND BOTTOM
#3 TIES AT 16" OC
WF4.0
4'-0"
1'-4"
(4) #5 CONT TOP AND BOTTOM
#3 TIES AT 16"OC
SPREAD FOOTING SCHEDULE
MARK
WIDTH
LENGTH
DEPTH
REINFORCING
F3
T-0"
T-0"
1'-4"
(4) #5 EACH WAY TOP AND BOTTOM
F4
4'-0"
4'-0"
V-4"
(5) #5 EACH WAY TOP AND BOTTOM
F5
5'-0"
5'.0"
V-4"
(6) #5 EACH WAY TOP AND BOTTOM
F7
T-0"
4'.0"
7'-0"
V-4"
(6) #6 EACH WAY TOP AND BOTTOM
F8
8'-0"
1.4.
(5) #5 LONG WAY TOP AND BOTTOM
01) #5 SHORT WAY TOP AND BOTTOM
F8.5
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8'-6"
114"
(7) #5 LONG WAY TOP AND BOTTOM
(10) #5 SHORT WAY TOP AND BOTTOM
FOUNDATION AND SLAB PLAN
SCALE: 1/4" = V-0"
NOTES:
1. 4" CONCRETE SLAB ON GRADE REINFORCED WITH 6X6-W1.4XW1.4 WWR ON VAPOR
RETARDER ON TERMITE TREATED COMPACTED FILL. VERIFY LOCATION OF
CONSTRUCTION/CONTRACTION JOINTS WITH ARCHITECT.
2. REFERENCE FINISH FLOOR ELEVATION = 0'-0". COORDINATE FLOOR ELEVATIONS,
SLOPES, AND RECESSES WITH ARCHITECTURAL AND CIVIL DRAWINGS.
3. TOP OF EXTERIOR FOOTING ELEVATION = 4-4" UNLESS NOTED OTHERWISE. TOP OF
EXTERIOR FOOTINGS SHALL BE MINIMUM 8" BELOW FINISH GRADE UNO.
4. STEP FOOTINGS BELOW WATER AND SANITARY PIPES. SEE TYPICAL DETAILS ON S-8.
5. EXTERIOR MASONRY WALLS SHALL BE REINFORCED WITH (1) #5 VERTICAL CENTERED
IN GROUTED CELL AT 2'-8" OC UNO. FILL ALL REINFORCED CELLS SOLID WITH 3000
PSI GROUT. SEE TYPICAL DETAILS ON S-9 FOR ADDITIONAL REQUIRED REINFORCING.
6. CONTINUOUS WALL FOOTINGS SHALL BE TYPE WF2.0 UNO,
7. SEE ARCHITECTURAL DRAWINGS FOR HEIGHT, WIDTH, AND LOCATION OF MASONRY
WALLS AND WALL OPENINGS.
8. 3 5/8" STUD FURRING ELEMENT. SEE SECTION 104/S-4 FOR FRAMING. DIMENSION IS
TO OUTSIDE FACE OF SHEATHING. PROVIDE MINIMUM 12" DEEP CONCRETE CURB
(TOP OF CONCRETE EL = +0'-4") REINFORCED WITH #4 CONTINUOUS AT 12" OC MAX
BENEATH STUDS - SEE TYPICAL DETAIL.
9. F.D. - DENOTES FLOOR DRAIN. COORDINATE LOCATION OF ALL FLOOR/HUB DRAINS
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AREA AROUND FLOOR DRAINS LINO.
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H
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DRAWINGS FOR TRUSS BASE
REACTIONS ON WOOD SUPPORT EL +10'-0"
TRUSSES
r-- OVERHANG:
f f f f f PSF
INTERIOR: 82PSF
• TRUSSES AT 24" OC
• REFER TO GENERAL NOTES FOR GRAVITY LOADS
• WIND PRESSURE/SUCTION INDICATED HERE ARE
BASED ON "COMPONENTS AND CLADDING"
• WIND PRESSURES ARE ULTIMATE
-
TYPICAL TOWER TRUSS WIND LOAD DIAGRAM
COMPONENTS AND CLADDING
WIND PRESSURE DIAGRAM
a = 4'-0"
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103
113
TOP OF BEAM
EL +13'-0"
PRE FAB METAL
CANOPY SEE ARCH
FURRING AT TOWER
ELEMENT SEE WALL
PRE FAB METAL
CANOPY SEE ARCH
FURRING AT TOWER
ELEMENT SEE WALL
SECTIONS
TRUSS BEARING
EL+10'4 1/2" UNO
106
PRE FAB METAL
CANOPY SEE ARCH
PRE-ENGINEERED
FURRING AT TOWER
WOOD TRUSSES AT
ELEMENT SEE WALL
24"OC MAX UNO.
SECTIONS
SEE ARCH FOR
TRUSS PROFILE
SECTIONS
NOTE9 NOTE9
T SEE ARCH
MEN DNOTE
EF 2 EF-1_ 2501bs 2501bs ROOF VENT
SEE ARCHI
I I I I II
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I I _ I
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—
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RTU-2I II II
N9501bs
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ELEMENT SEE WALL
SECTIONS -7
108
— --- — — — -- — �i RT�1a
(2) 2X8 BETWEEN TRUSSES WITH,
-
RTU 1 NO 6
9501bs { I III
SIMPSON L US28-21FJ�CH END TYP
NOTE 6
I I � II I I I I
II I I I
`NOTE 1' I
(2) 2X8 BETWEEN TRUSSES WITH
NOTE 8 TYP SIMPSON LUS28-2 EACH END
TYPICAL AT ROOF TOP UNITS DRAG TRUSS MIN 2 PLY
RTU-4 j
PRE-ENGINEERED
WOOD TRUSSES AT
\l` FORCES =420PLFI
9501bs,
24"OCMAX UNO.
_
_--- -'- `__ _, ALLOWABLE_
NOTES ( I__
SEE ARCH FOR
__--- ----- - --- ----DRAG
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- -I--- ==-� --- -
-------- --- -'---- � _---
TRUSS PROFILE
3/4
1
09
PRE-ENGINEERED
WOOD TRUSSES AT
24"OC MAX UNO.
SEE ARCH FOR
TRUSS PROFILE
COMPONENTS AND
CLADDING WIND
PRESSURES
TRIBUTARY
AREA (SF)
ROOF ZONE
WALL ZONE
PARAPET ZONE
1
2
3
4
5
4
5
10
+28/-57
+52/-95
+52/-95
+52/-56
+52-69
+461-51
+46/-64
20
+22/-55
+50/-85
+50/-85
+50/-54
+50/-63
+44148
+44/.59
50
+20/-54
+47/-72
+47-72
+47/-51
+47/-59
+41/45
+411-53
100
+19/-52
+44/-62
+44/-62
+44/49
+44/-54
+38/43
1 +38/-48
NOTES:
1. ALL LOADS ARE IN POUNDS PER SQUARE FOOT (PSF).
2. (+) DENOTES PRESSURE, (-) DENOTES SUCTIONS.
3. "a" SHALL BE 10% OF LEAST HORIZ DIMENSION OR 0.4h, WHICHEVER IS
SMALLER, BUT NOT LESS THAN 4% OF LEAST HORIZ DIMENSION OR T-0".
4. "h" = MEAN ROOF HEIGHT.
�4 IIROOF
I I HATCH
OP U WALL BETWEEN TRUSSES WITH SIMPSON
TOP OF CMU WALL - ------
i, II IIII I I I I II
LUS28-2 EACH END
EL +10,_0„ 111
— ° S•6 7GIRDER TRUSS
DNOTEROOF VENT2X4 X-BRIDGING AT SEE ARCH FOR B IN !
EF-3�!
9 WALL BE
--- ------
- -----------
I iIIj II II II II II II
107
110
CB-1, TOP OF BEAM EL +1 V-0"
FURRING AT Ti
ELEMENT SEE
SECTIONS
CONCRETE
BEAM SCHEDULE
MARK
WIDTH
DEPTH
REINFORCING
TIES
CB-1
7 5/8"
Z-0"
(6) #5
#3 TIES AT 8" OC
CB-2
7 5/8"
T-0"
(8) #6
#3 TIES AT 8" OC
CB-3
7 5/8"
2'-0"
(6) #6
#3 TIES AT 8" OC
COMPONENTS AND CLADDING
OVERHANG
LOADS
EFFECTIVE OVERHEAD
ZONE
AREA (FT2)
2
3
10
57/-97
57/-97
20
55/-94
55/-94
50
52/-90
52/-90
100
149/-87
1
49/-87
NOTES
1. TABULATED COMPONENT AND CLADDING PRESSURES (Putt)
HAVE BEEN CALCULATED IN ACCORDANCE WITH THE
DESIGN BUILDING CODE PER NOTE 100.1 BASED ON
ULTIMATE DESIGN WIND SPEED (Vult) PER NOTE 100.3A
AND SHOULD BE USED IN CONJUNCTION WITH ASCE 7-10
LOAD COMBINATIONS. TABULATED PRESSURES CAN BE
CONVERTED TO NOMINAL VALUES BY MULTIPLYING BY 0.6,
PRE-ENGINEERED WOOD V— NOTE 9 TYP
TRUSSES AT 2% UNO
TRUSS BEARING
EL+10'-4 1/2" UNO
PRE FAB METAL 106 SIMS 4
CANOPY SEE ARCH
®ROOF FRAMING PLAN
SCALE: 1/4"= V-0"
NOTES:
1. 5/8" APA RATED EXPOSURE 1, 40/20 SPAN RATING PLYWOOD ROOF SHEATHING.
ATTACH PLYWOOD WITH 10d SPIRAL OR RING SHANK NAILS AT 6" O.C. AT
INTERMEDIATE SUPPORTS AND 4" O.C. AT ALL ENDS AND EDGES.
2. PROVIDE 2X6 MINIMUM BLOCKING AT ALL RIDGES, HIPS, VALLEYS, EAVES, AND
UNSUPPORTED PLYWOOD PANEL EDGES.
3. TRUSS MANUFACTURER SHALL PROVIDE ALL BRIDGING AND BLOCKING
REQUIRED TO STABILIZE THE TRUSSES.
4. ALL METAL CONNECTORS THAT ARE IN CONTACT WITH PRESSURE TREATED
WOOD SHALL BE STAINLESS STEEL OR HOT -DIPPED GALVANIZED. CONTRACTOR
SHALL VERIFY COATING REQUIREMENTS AND COMPATIBILITY WITH TREATED
WOOD AND METAL CONNECTOR MANUFACTURER.
5. WHERE MULTI -PLY TRUSSES ARE INDICATED, TOP CHORDS SHALL BE FASTENED
TOGETHER WITH 1/2"DIA BOLTS AT 48"OC OR AS SPECIFIED BY THE TRUSS
MANUFACTURER.
6. DESIGN TRUSSES FOR INDICATED EQUIPMENT WEIGHTS. VERIFY SIZE AND
LOCATION OF MECHANICAL EQUIPMENT WITH MECHANICAL DRAWINGS. REFER
TO MECHANICAL DRAWINGS FOR SIZE AND LOCATIONS OF ROOF OPENINGS AND
PENETRATIONS. ROOF TOP CURBS SHALL BE PROVIDED BY MECHANICAL
EQUIPMENT SUPPLIER.
7. DIMENSIONS ARE TO EXTERIOR FACE OF STUD UNLESS NOTED OTHERWISE
8. WOOD BRIDGING. SEE TYPICAL BRIDGING DETAIL ON S-10.
NAETWFRAMED ITHXTUDA" O.C. PROVIDE 2X6
SUPPORT BLOCKING BETWEEN TRUSSES AT EACH STUD. SEE DETAIL A/S-10.
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SHEATHING ON VAPOR
BARRIER
SIMPSON A34 AT
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ATTACHED WITH (8)
8d X 1 1/2" NAILS
CONT PT (2) 2X8 TOP
PLATE WITH 1/2" DIA
ANCHOR BOLT AT 24" OC
(12" EMBEDMENT) WITH 3"
DIA WASHERS
TOP OF CMU
EL +16'-4" —
3 5/8", 16 GA CFSF STUDS
AT 24" OC CONNECT TO
WALL WITH 1/4" DIA
TAPCON AT 24" OC MAX—
CMU WALL
VENEER SEE ARCH
TOP OF BEAM
EL +I X-0" —
BLOCKING AND ATTACHMENT
PER CANOPY MANUF
BOTOTM OF
BEAM EL +IU-0"
PREFAB METAL
CANOPY SEE Al
BLOCKING AS REQUIRED
AT ROOF VENT
2X BLOCKING FOR
SHEATHING ATTACHMENT
TYPICAL
UPLIFT CONNECTOR TYPE 1
SEE SCHEDULE
16" CMU BOND BEAM WITH
(4) #5 CONT
SIMPSON HETA24 STRAP AT 24" OC
WITH 4" EMBED IN WALL AND
(9) 10d X 1 1/2" NAILS THROUGH
SHEATHING TO RAFTER
UPLIFT AND SHEAR CONNECTOR
BY TRUSS MANUF
CONT 2X6 SLEEPER AT 24" OC MAX
ATTACHED THRU SHEATHING TO EACH
TRUSS WITH (2) #10X4" SCREWS
PRE-ENGINEERED WOOD
OVERFRAMING TRUSSES AT 24" OC
ROOF SHEATHING CONT UNDER
OVERFRAMING SLOT AS NEEDED
FOR TRUSS TO TRUSS CONNECTION
PLYWOOD ROOF
SHEATHING
a 1 �� 2X8 AT 24-OC
PROVIDE 2X8
;, BLOCKING AT 24"OC
SIMPSON LUS26 HANGER
EACH END EACH RAFTER
ATTACHED WITH (4) 10d NAILS
TO NAILER AND RAFTER
(1) PT2X8 NAILER TOP WITH (2)
3/4" DIA ADHESIVE ANCHORS
AT 24" OC WITH 6 3/4"
EMBEDMENT
8"X36" CONCRETE BEAM CB-2
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CONCRETE
BARRIER CURB
FINISH GRADE
OR PAVEMENT
SEE CIVIL
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L SIMPSON 11 STRAP AT 24" OI
WITH 4" EMBED IN WALL AND
(9) 10d X 1 1/2" NAILS THROUGH
SHEATHING TO BLOCKING
PRE-ENGINEERED WOOD
TRUSSES SEE PLAN.
2X4 BLOCKING AT 24" OC
(1) PT2X8 NAILER TOP WITH (2)
3/4" DIA ADHESIVE ANCHORS
AT 24" OC WITH 6 3/4"
EMBEDMENT
8"X36" CONCRETE BEAM CB-2
SECTION 101
SCALE: 314" = V-0" S•3
STOREFRONT SYSTEM
SEE ARCH
(2) #5 CONT
#5 DOWELS AT 24" OC
CONCRETE SLAB
SEE PLAN
FILL ALL CELLS BELOW
FINISH FLOOR SOLID WITH
3000 PSI GROUT
CONCRETE FOOTING
SEE PLAN
5/8" PLYWOOD WALL
SHEATHING ON VAPOR
BARRIER
SIMPSON A34 AT
EACH TRUSS
ATTACHED WITH (8)
8d X 1 1/2" NAILS
BLOCKING AS REQUIRED
AT ROOF VENT
2X BLOCKING FOR
SHEATHING ATTACHMENT
TYPICAL
UPLIFT CONNECTOR TYPE 1
SEE SCHEDULE
CONT PT (2) 2X8 TOP
PLATE WITH 1/2"DIA
ANCHOR BOLT AT 24" OC
(12" EMBEDMENT) WITH 3"
DIA WASHERS
TOP OF CMU
EL +16'-4" —
3 5/8", 16 GA CFSF STUDS
AT 24" OC CONNECT TO
WALL WITH 1/4" DIA
TAPCON AT 24" OC MAX—
CMU WALL
VENEER SEE ARCH
TOP OF BEAM
EL +13'-0" —
BLOCKING AND ATTACHMENT
PER CANOPY MANUF
TRUSS BEARING
EL SEE PLAN —
BOTOTM OF
BEAM EL +10'-0"
PREFAB METAL
CANOPY SEE Al
EJ
CONCRETE
BARRIER CURB
FINISH GRADE
OR PAVEMENT
SEE CIVIL—\
(2) # 4 CONT
f
CONNECTOR TYPE 3
SEE SCHEDULE
CONNECTOR TYPE 2
SEE SCHEDULE
(1) PT2X8 NAILER TOP AND
BOTTOM WITH (2) 3/4" DIA
ADHESIVE ANCHORS AT 24" OC
WITH 6 3/4" EMBEDMENT
8"X36" CONCRETE BEAM CB-2
STOREFRONT SYSTEM
SEE ARCH
(2) #5 CONT
#5 DOWELS AT 24" OC
CONCRETE SLAB
SEE PLAN
A -
SECTION 102
SCALE: 3/4" = V-0" S-3
FILL ALL CELLS BELOW
FINISH FLOOR SOLID WITH
3000 PSI GROUT
CONCRETE FOOTING
SEE PLAN
16" CMU BOND BEAM WITH
(4) #5 CONT
UPLIFT AND SHEAR CONNECTOR
BY TRUSS MANUF
CONT 2X6 SLEEPER AT 24" OC MAX
ATTACHED THRU SHEATHING TO EACH
TRUSS WITH (2) #10X4" SCREWS
ROOF SHEATHING CONT UNDER
OVERFRAMING SLOT AS NEEDED
FOR TRUSS TO TRUSS CONNECTION
PRE-ENGINEERED WOOD
OVERFRAMING TRUSSES AT 24" OC
PRE-ENGINEERED WOOD
TRUSSES SEE PLAN
2X4 BLOCKING AT 24" OC
TOP OF BEAM
EL +16'-4" —
CONT PT2X8 WITH (2) 3/4"DIA
ADHESIVE ANCHORS AT
24"OC WITH 6 3/4" EMBED —
PLYWOOD ROOF
ME -ENGINEERED WOOD
OTRUSSES SEE PLAN. SEE
ARCH FOR TRUSS PROF11
16" CMU BOND BEAM
WITH (4) #5 CONT —�
TOP OF BEAM
EL+13'-0
TRUSS ATTACHMENT
BY TRUSS MANUF ,
TOP OF BEAM
EL +11-0"
EL SEE ARCH J
CONT PT2X8 WITH (2) 3/4"DIA
ADHESIVE ANCHORS AT
24"OC WITH 6 3/4" EMBED
BOTTOM OF BEAM
EL+9'-0"
CONT 2X4 FASCIA
ATTACHED TO EACH TRUSS
WITH (2) #10 X 3" SCREWS
EJ
CONCRETE
BARRIER CURB
FINISH GRADE
OR PAVEMENT
SEE CIVIL—
LIGHT BAND SEE ARCH
CONT PT2X8 TOP PLATE WITH 1/2" DIA
ADHESIVE ANCHOR BOLTS AT 24" OC
(12" EMBEDMENT) WITH 3" DIA
WASHERS
24" CMU BOND BEAM
WITH (6) #5 CONT
CMU WALL
PLYWOOD ROOF
SHEATHING
SIMPSON HETA24 STRAP AT 24" OC
WITH 4" EMBED IN WALL AND
(9) 10d X 1 1/2" NAILS THROUGH
SHEATHING TO BLOCKING
PRE-ENGINEERED WOOD
LTRUSSES SEE PLAN.
2X4 BLOCKING AT 24" OC
(1) PT2X8 NAILER TOP WITH (2)
3/4" DIA ADHESIVE ANCHORS
AT 24" OC WITH 6 3/4"
7 EMBEDMENT
8"X24" CONCRETE BEAM CB-3
STOREFRONT SYSTEM
SEE ARCH
CMU BLOCK SILL WITH (2) # 5
CONT DOWEL INTO CONCRETE
COLUMNS (EACH SIDE)
EJ
CONCRETE SLAB
SEE PLAN
°A
#5 DOWEL AT 16" OC
FILL ALL CELLS BELOW
FINISH FLOOR SOLID WITH
° y
3000 PSI GROUT
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(2) # 4 CONT °
SECTION 103
SCALE: 3/4" = 1'-0" S-3
CONCRETE FOOTING
SEE PLAN
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BARRIER
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PLATE WITH 1/2" DIA
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(12" EMBEDMENT) WITH 3"
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3 5/8", 16 GA CFSF STUDS
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PREFAB METAL
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FINISH GRADE
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SEE SCHEDULE
CONNECTOR TYPE 2
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(1) PT2X8 NAILER TOP AND
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SECTION 104
SCALE: 3!4" = 1-01, S-4
EJ
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SEE PLAN
A
FILL ALL CELLS BELOW
FINISH FLOOR SOLID WITH
3000 PSI GROUT
CONCRETE FOOTING
SEE PLAN
16" CMU BOND BEAM WITH
(4) #5 CONT
TOP OF CMU
UPLIFT AND SHEAR CONNECTOR EL +16'-4"
BY TRUSS MANUF
CONT 2X6 SLEEPER AT 24" OC MAX
ATTACHED THRU SHEATHING TO EACH
TRUSS WITH (2) #10X4" SCREWS
ROOF SHEATHING CONT UNDER
OVERFRAMING SLOT AS NEEDED
FOR TRUSS TO TRUSS CONNECTION
PRE-ENGINEERED WOOD
OVERFRAMING TRUSSES AT 24" OC
PLYWOOD ROOF
SHEATHING
PRE-ENGINEERED WOOD
TRUSSES SEE PLAN.
2X4 BLOCKING AT 24" OC
TOP OF BEAM
EL +13'-0"
BLOCKING AND ATTACHMENT
PER CANOPY MANUF
TRUSS BEARING
EL SEE PLAN —
TOP OF BEAM
EL +8'-0" —
5/8" PLYWOOD WALL
SHEATHING ON VAPOR
BARRIER
SIMPSON A34 AT
EACH TRUSS
ATTACHED WITH (8)
8d X 1 1/2" NAILS
CONT PT (2) 2X8 TOP
PLATE WITH 1/2" DIA
ANCHOR BOLT AT 24" OC
(12" EMBEDMENT) WITH 3"
DIA WASHERS
3 5/8", 16 GA CFSF STUDS
AT 24" OC CONNECT TO
WALL WITH 1/4" DIA
TAPCON AT 24" OC MAX -
PREFAB METAL
CANOPY SEE ARCH
VENEER SEE ARCH
FUR -OUT ELEMENT BEYOND
VENEER SEE ARCH
CONCRETE
BARRIER CURB
FINISH GRADE
OR PAVEMENT
SEE CIVIL
(3) # 4 CONT
i
BLOCKING AS REQUIRED
AT ROOF VENT
2X BLOCKING FOR
SHEATHING ATTACHMENT
TYPICAL
UPLIFT CONNECTOR TYPE 1
SEE SCHEDULE
CONNECTORTYPE3
SEE SCHEDULE
SECTION 105
SCALE: 3/4" = V-0" S4
CONNECTOR TYPE 2
SEE SCHEDULE
(1) PT2X8 NAILER TOP AND
BOTTOM WITH (2) 3/4" DIA
ADHESIVE ANCHORS AT 24" OC
WITH 6 3/4" EMBEDMENT
CMU LINTEL SEE SCHEDULE
STOREFRONT SYSTEM
SEE ARCH
CMU BLOCK SILL WITH (2) # 5
CONT DOWEL INTO CONCRETE
COLUMNS (EACH SIDE)
EJ
CONCRETE SLAB
SEE PLAN
A
FILL ALL CELLS BELOW
FINISH FLOOR SOLID WITH
3000 PSI GROUT
CONCRETE FOOTING
SEE PLAN
16" CMU BOND BEAM WITH
(4) #5 CONT
UPLIFT AND SHEAR CONNECTOR
BY TRUSS MANUF
CONT 2X6 SLEEPER AT 24" OC MAX
ATTACHED THRU SHEATHING TO EACH
TRUSS WITH (2) #10X4" SCREWS
ROOF SHEATHING CONT UNDER
OVERFRAMING SLOT AS NEEDED
FOR TRUSS TO TRUSS CONNECTION
PRE-ENGINEERED WOOD
OVERFRAMING TRUSSES AT 24" OC
PLYWOOD ROOF
SHEATHING
TOP OF CMU
EL +16'-4"
CONT PT2X8 WITH (2) 3/4"DIA
ADHESIVE ANCHORS AT
24"OC WITH 6 3/4" EMBED —
PLYWOOD ROOF
SHEATHING
OP E-ENGINEERED WOOD
1 TRUSSES SEE PLAN. SEE
ARCH FOR TRUSS PROFILE
32" CMU BOND BEAM
WITH (8) #5 CONT
TRUSS ATTACHMENT
BY TRUSS MANUF
CONT PT2X8 TOP PLATE WITH 1/2"
DIA ADHESIVE ANCHOR BOLTS AT
24" OC WITH 12" EMBEDMENT WITH
3" DIA WASHERS
16" CMU BOND BEAM WITH
(4) #5 CONT
24" CMU BOND BEAM WITH
(6) #5 CONT AT MANSARD
LOCATIONS
PLYWOOD ROOF
SHEATHING
CONNECTORTYPE3
SEE SCHEDULE
TRUSS BEARING
EL SEE PLAN
EL SEE ARCH PRE-ENGINEERED WOOD
PRE-ENGINEERED WOOD <' TRUSSES SEE PLAN.
TRUSSES SEE PLAN.ZCONT PT2X8 WITH (2) 3/4"DIA ( CONNECTOR TYPE 2
2X4 BLOCKING AT 24" OC ADHESIVE ANCHORS AT SEE SCHEDULE
24"OC WITH 6 3/4" EMBED
CONT 2X4 FASCIA (1) PT2X8 NAILER TOP AND
ATTACHED TO EACH TRUSS BOTTOM WITH (2) 3/4" DIA
WITH (2) #10 X 3" SCREWS ADHESIVE ANCHORS AT 24" OC
WITH 6 3/4" EMBEDMENT
CMU WALL
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FINISH GRADE 1 EJ
OR PAVEMENT ' CONCRETE SLAB
SEE CIVIL _ SEE PLAN
FILL ALL CELLS BELOW
FINISH FLOOR SOLID WITH
3000 PSI GROUT
CONCRETE FOOTING
SEE PLAN
SECTION 106
SCALE: 3/4" = V-0" S-4
ATLANTIC
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Building B, Suite 201
Jacksonville, FL 32211
PH: 904.743.4633 FX:904.725.9295 y
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PLYWOOD ROOF
SHEATHING
E-ENGINEERED WOOD
OTRUSSES SEE PLAN. SEE
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TRUSS ATTACHMENT
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TOP OF BEAM
EL +11-0"
CONT PT2X8 TOP PLATE WITH 1/2'
DIA ADHESIVE ANCHOR BOLTS AT
24" OC WITH 12" EMBEDMENT WITH
3" DIA WASHERS
24" CMU BOND BEAM WITH
(6) #5 CONT
24" CMU BOND BEAM
WITH (6) #5 CONT
EL SEE ARCH CONNECTOR TYPE 3
SEE SCHEDULE
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ADHESIVE ANCHORS AT SEE SCHEDULE
24"OC WITH 6 3/4" EMBED (1) PT2X8 NAILER TOP AND
CONT 2X4 FASCIA BOTTOM WITH (2) 3/4" DIA
ADHESIVE ANCHORS AT 24" OC
ATTACHED TO EACH TRUSS TOP OF BEAM WITH 6 3/4" EMBEDMENT
WITH (2) #10 X 3" SCREWS EL +9'-0" 7 — 8"X24" CONCRETE BEAM CB-1
STOREFRONT SYSTEM
SEE ARCH
CMU BLOCK SILL WITH (2) # 5
CONT DOWEL INTO CONCRETE
COLUMNS (EACH SIDE)
PLYWOOD ROOF
SHEATHING
PRE-ENGINEERED WOOD
TRUSSES SEE PLAN.
TRUSS BEARING
rEL SEE PLAN
5/8" PLYWOOD WALL
SHEATHING ON VAPOR
BARRIER --------------
SIMPSON A34 AT
EACH TRUSS
ATTACHED WITH (8)
8d X 1 1/2" NAILS
CONT PT (2) 2X8 TOP
PLATE WITH 1/2"DIA
ANCHOR BOLT AT 24" OC
(12" EMBEDMENT) WITH 3"
DIA WASHERS
3 5/8", 16GA TRACK WITH
(2) #10 X 3" SCREWS AT
EACH TRUSS
TOP OF CMU
EL +16'4" �
3 5/8", 16 GA CFSF STUDS
AT 24" OC WITH
BLOCKING AT 48"OC —
16" CMU BOND BEAM WITH
(4) #5 CONT
TOP OF BEAM
EL +13-0"
SIMPSON HETA24
STRAP AT 24" OC WITH
4" EMBED IN WALL AND
(9) 10d X 1 1/2" NAILS
THROUGH SHEATHING
TO BLOCKING
VENEER SEE ARCH
BLOCKING AS REQUIRED
AT ROOF VENT
2X BLOCKING FOR
SHEATHING ATTACHMENT
TYPICAL
CONT PT2X8 TOP PLATE WITH 1/2"
DIA ADHESIVE ANCHOR BOLTS AT
UPLIFT CONNECTOR TYPE 1
TOP OF BEAM
24" OC WITH 12" EMBEDMENT WITH
SEE SCHEDULE
EL +17'-1D"
3" DIA WASHERS
16" CMU BOND BEAM WITH
•
8" CMU BOND BEAM
(4) #5 CONT
WITH (2) #5 CONT
OGROUT
WALL ABOVE 24"
—
UPLIFT AND SHEAR CONNECTOR
BEAM SOLID
BY TRUSS MANUF
CONT 2X6 SLEEPER AT 24" OC MAX
CONT PT2X8 WITH (2) 3/4"DIA
24" CMU BOND BEAM WITH
ATTACHED THRU SHEATHING TO EACH
ADHESIVE ANCHORS AT
(6) #5 CONT
TRUSS WITH (2) #10X4' SCREWS
24"OC WITH 6 3/4" EMBED
ROOF SHEATHING CONT UNDER
PLYWOOD ROOF
•
(1) PT2X8 NAILER TOP WITH (2)
'
OVERFRAMING SLOT AS NEEDED
SHEATHING
3/4" DIA ADHESIVE ANCHORS AT
24" OC WITH 6 3/4" EMBEDMENT
FOR TRUSS TO TRUSS CONNECTION
E-ENGINEERED WOOD
s
TRUSSES SEE PLAN. SEE
SIMPSON HETA24 STRAP AT 24" OC
PRE-ENGINEERED WOOD
O ARCH FOR TRUSS PROFILE
WITH 4" EMBED IN WALL AND
OVERFRAMING TRUSSES AT 24" OC
(9) 10d X 1 1/2" NAILS THROUGH
PLYWOOD ROOF
CMU BOND BEAM
(
SHEATHING TO BLOCKING
WITH (4) #5 CONT
W
SHEATHING
ROOF
TOP OF BEAM
SHEATHING
EL +1 T-0
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TRUSS ATTACHMENT
BY TRUSS MANUF
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PRE-ENGINEERED WOOD
EL SEE ARCH
2X4 BLOCKING AT 24" OC
TRUSSES SEE PLAN.
CONT PT2X8 WITH (2) 3/4-DIA
�
PRE-ENGINEERED WOOD
(1) PT2X8 NAILER TOP WITH (2)
ADHESIVE ANCHORS AT
TRUSSES SEE PLAN.
3/4" DIA ADHESIVE ANCHORS AT
24"OC WITH 6 3/4" EMBED
ZV OC WITH 6 314" EMBEDMENT
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2X4 BLOCKING AT 24" OC
CONT 2X4 FASCIA
ATTACHED TO EACH TRUSS
8" CMU BOND BEAM WITH
16" CMU BOND BEAM
WITH (2) #10 X 3" SCREWS
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(2) #5 CONT
WITH (4) #5 CONT
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CMU WALL
CMU WALL
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CONCRETE SLAB
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1. SEE PLAN AND SCHEDULE FOR REINFORCING REQUIREMENTS
2. SEE ASSOCIATED TYPICAL MASONRY DETAILS
3. PROVIDE MASONRY JOINT REINF AT 16" OC
(NOT SHOWN FOR CLARITY)
TYPICAL MASONRY WALL
REINFORCING ELEVATION
P OF WALL
CONCRETE TIE BEAM OR
MASONRY BOND BEAM
VERTICAL REINFORCING
HORIZ JOINT REINF
DISCONTINUED AT
CONTROL JOINT --1
TONGUE & GROOVE
BLOCK UNITS--\
SEALANT
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PREMOLDED RUBBER OR
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RAKE JOINT 3/4" DEEP
#2 Z-BAR q
HORIZ JOINT REINF �B
DISCONTINUED AT CAULKING —
LINTEL CONTROL JOINT 4
NOTE
SILL REINFORCING OPTION #2
NOTES:
1. REINFORCEMENT PER PLAN & SCHED
PROVIDE MIN (1) #5 BAR AT END CELL
OF WALL. GROUT CELL SOLID.
2. SUBMIT CONTROL JOINT PLAN TO
ARCH FOR REVIEW.
TYPICAL MASONRY VERTICAL
DOWELS TO MATCH VERTICAL
REINFORCING WITH STD 90 DEG
HOOK
GROUT INSPECTION HOLES
IISH FLOOR
P OF FOOTING
CONTROL JOINT DETAIL
NOTE 1
VERTICAL
REINFORCEMEP
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EACH FACE REINF
NOTE
VERTICAL
REINFORCEMENT
NOTES:
1. VERTICAL BAR POSITIONERS LOCATE AT TOP OF FIRST
FILL ALL CELLS BELOW FINISH COURSE, ONE COURSE BELOW TOP OF WALL, AND AT 192
FLOOR SOLID WITH GROUT BAR DIAMETERS WHEN USING HIGH LIFT GROUTING
2. WHERE REINFORCEMENT IN MASONRY WALL SCHEDULE IS
DESIGNATED AS INSIDE FACE OR OUTSIDE FACE, INSIDE
FACE SHALL REPRESENT BUILDING INTERIOR FACE OF WALL
AND OUTSIDE FACE SHALL REPRESENT BUILDING EXTERIOR
OR RETAINED SOIL FACE OF WALL.
TYPICAL CONCRETE MASONRY
WALL REINFORCEMENT DETAIL
PROVIDE 2#5 VERTICAL IN 2 CELLS
EACH SIDE OF OPENING. BARS
TO EXTEND FULL HEIGHT OF
STORY IN WHICH OPENING
OCCURS. GROUT CELL SOLID.
LINTEL BRG ABOVE � MASONRY OPENING LINTEL BRG ABOVE
SEE ARCH DWGS FOR
LOCATION & DIMENSION
PLAN VIEW
TYPICAL JAMB REINFORCING
FOR OPENING IN LOAD
BEARING MASONRY WALL DETAIL
TOOTH MASONRY
TOGETHER AT EVERY
OTHER COURSE
REINF W/ (2)#5
GROUT CELL SOLID -
INTERSECTING CONC
MASONRY WALL
CONT CONC
MASONRY WALL
OPTION #1
11
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STRAP ANCHOR 1/4"X1 1/2"XZ-6"
W/ 3" RIGHT ANGLE BENDS AT
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EMBED BENDS IN CORES FILLED
W/ MORTAR OR GROUT
OPTION #2
NOTES:
1.
TYP AT ENDS AND INTERSECTIONS OF
WALLS.
2.
GROUT ONLY THOSE CELL CONTAINING
VERT REINF UNO.
3.
PROVIDE 2'-0" MIN LAP FOR ALL
VERT BARS TYP AT ALL FLOORS.
4.
FOR MASONRY WALLS NOT SHOWN ON
PLAN NO REINF OR GROUTING IS REQ'D
EXCEPT AS SHOWN ON TYP DETAILS.
5.
USE OPTION #1 AT WALL CORNERS.
TYPICAL
CORNER AND INTERSECTING
MASONRY BEARING WALL DETAILS
HORIZ BOND BEAM REINF
—1 24
24
(2) #5 CORNER BARS-�
BOND BEAM
SPLICE
TYPICAL BOND BEAM
CORNER DETAIL
HORIZ BOND BEAM REINF
CONTROL JOINT
RAKE OUT & CAULK
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GROUT CELL SOLID
TOOTHED MASONRY
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MASONRY LINTEL SCHEDULE
WALL DIMENSION AND REINFORCING
OPENING = "L"
LINTEL
MASONRY BLOCK WIDTHS
LINTEL
PRECAST CONCRETE
WIDTHS
MASONRY VENEER LINTEL
(FT)
DEPTH
DEPTH
8" WALL
10" WALL
12" WALL
W WALL
10" WALL
12" WALL
GALV STEEL ANGLE
0'-0" < L < 4'-8"
7 5/8"
244
244
244
8"
244
244
244
L5X3 1/2X1/4 LLH
4'-8" < L < 6'-0"
7 5/8"
245
245
245
8•
244
244
244
L5X3 1/2X5/16 LLH
V-0" < L < 7'-4"
15 5/w,
245
245
245
8"
245
245
245
L5X5X5/16
7'-4" < L < 8'-8"
15 5/8"
245
1 245
1 246
8•
245
1 245
1 245
L5X5X5/16
8'-8" < L < 10'-0"
15 5/8"
245
245
246
8"
245
245
246
L5X5X3/8
NOTES: 1. DO NOT USE THIS SCHEDULE IF CONCENTRATED LOADS ARE APPLIED
2. PROVIDE 8" BEARING AT EACH END (MIN) FOR 7 5/8" DEPTH, 16" FOR 15 5/8" DEPTH
3. ALL EXTERIOR LINTEL ANGLES SHALL BE HOT DIP GALVANIZED.
4. AT CAST -IN -PLACE END SUPPORTS, PROVIDE HOOKED DOWELS INTO CONCRETE WALL/COLUMN
THAT MATCH SIZE AND QUANTITY OF LINTEL REINFORCEMENT.
5. " fc "FOR PRECAST CONCRETE SHALL BE 4000 psi MIN.
6..MASONRY AND PRECAST LINTEL REINFORCING SHALL BE PLACED AS SHOWN.
7. VERTICAL WALL REINFORCEMENT SHALL EXTEND THROUGH THE LINTEL AT THE BEARING ENDS.
8. ALL WIDTHS ARE NOMINAL DIMENSIONS.
FILE COP Y
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TYPICAL WOOD TRUSSES
NOTE TO GENERAL CONTRACTOR: WHERE THE CEILING IS NOT TO BE
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MAXIMUM OF 6'-0" ON CENTER WITH TWO(2)-16D COMMON NAILS AT
EACH INTERSECTION OR AS SPECIFIED BY TRUSS MANUFACTURER. THIS
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ATTACH DIAGONAL BRIDGING TO NAILER WITH SIMPSON HGA10.
TYPICAL BRIDGING DETAIL
TRUSS CONNECTOR SCHEDULE
TYPE
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NOTES:
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INSTALL ALL PER UTILITY CO REQUIREMENTS.
3. PROVIDE AND INSTALL CONCRETE LIGHT POLE PER MANUFACTURERS
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SITE POLE FIXTURE SCHEDULE
KITTERMAN ROAD
PHOTOMETRIC SITE PLAN
SCALE: 1" = 20'-0"
® PHOTOMETRIC NOTES:
1. SEE ELECTRICAL SITE PLAN FOR CIRCUITING INFORMATION.
APPROVED SITE FIXTURE LIGHT LAMP INPUT
SYMBOL MFRS. ** MODEL POLE TYPE WATTAGE
LIGHTING XLCM-FT-LED SS-CW-HSS SINGLE ON '5SQBO-S21G-23, d:18' POLE *** 193 LED 193
SYSTEMS ±18' POLE + 2' BASE 20'-0" MAX. HEIGHT TO TOP OF !
"S2" » INC. I FIXTURE ADJUST CONC. BASE or
I BURIAL DEPTH AS NEEDED.
!PAINT TO MATCH SHERWIN
WILLIAMS #2103 OR #2206
* PROVIDE ALL "S2" & "S2" FIXTURES WITH EXTERNAL HOUSE SIDE SHIELD IN ADDITION TO INTERNAL
HOUSE SIDE SHIELD OPTICS.
** APPROVED MANUFACTURER'S SHALL INCLUDE EQUAL FIXTURES BY, RUDD LIGHTING AND H&L LIGHTING.
*** PROVIDE SEPARATE PRICING FOR OWNER OPTION, IN LIEU OF METAL POLE ON 2FT CONCRETE BASE,
PROVIDE DIRECT BURY CONCRETE POLE WITH MATCHING DISTANCE ABOVE GRADE. SEE "POLE BASE
DETAIL", OR "POLE BASE DETAIL (ALTERNATE)" FOR ADDITIONAL REQUIREMENTS.
Schedule
Symbol
Label
Quantity
Manufacturer
Catalog Number
Description
Lamp
Number
Filename
Lumens
Light Loss
Wattage
Lamps
Per Lamp
Factor
8
N
1
LSI INDUSTRIES
SWM-2-LED-CW-UE
Wall mounted 1' below canopy,
LED
1
SWM-2-LED-
4074.796
0.95
41.6
security light
CW-UE.IES
.
6
LSI INDUSTRIES
XPWS3-FT-LED-48-450-
Wall mounted at 14', area light
LED
1
XPWS3-FT-
6154,666
0.95
72
8
L
CW-UE
LED-48-450-
CW-UE.ies
7
LSI INDUSTRIES
XLCM-FT-LED-SS-CW-
Area Site Pole. Light, Mounted on Pole
LED
1
XLCM-FT-LED-
16556
0.95
181.7
�"
S2
INC.
HSS
Refer to Schedule for Fixture Ht.
SS-(
HISS.ies
Statistics
Description
Symbol
Max
Avg
Min
Max/Min
Avg/Min
Parking/ Drive
+
11.2 fc
3'0 fc
0.2 fc
56.0:1
15.0:1
Property Line
+
0.7 fc
0.1 fc
0.0 fc
N/A
N/A
to.0
10.0
ro.0
40 �
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Y REVISED
,A 0
1/4/18
2813E01
POWELL & HINKLE ENGINEERING, P.A. ROBERT L, HINKLE PE 29302
& H 1409 KINGSLEY AVENUE, BLDG 12A
GALTON
LANE R.
C, MOK
HINKLE
PE
33192
P ORANGE PARK, FLORIDA 32073
PE
48076
(904) 264-5570 FAX:(904) 278--2646
ENGINEERING CORPORATION FLA. REG. EB-4577
THOMAS
RICHARD
DAVID R.
M. ELDER
A. MATHEWS
SPELL JR.
PE
PE
PE
56121
59418
54729
R. Wulbern
Architect PA
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® SITE PLAN NOTES:
1. PRIOR TO START OF ANY WORK OBTAIN WRITTEN APPROVAL FOR LOCATION OF PRIMARY SERVICE CONDUIT & CONNECTION POINT PER
ELECTRIC UTILITY CO DIRECTION. PROVIDE/VERIFY (2) 4" SCHEDULE 40 PVC CONDUITS W/36" RADIUS ELLS TO UTILITY SERVICE
CONNECTION POINT. PROVIDE CONDUIT W/PULLWIRE AND MAINTAIN 42" MINIMUM DEPTH, CALL FOR INSPECTION BEFORE COVERING.
PRIMARY AND SECONDARY CONDUIT/FEEDER LOCATIONS ARE CONTINGENT UPON ELEC UTILITY CO APPROVAL. PROVIDE
PULLBOX/COND.UIT/PULLWIRES AND GROUND RODS PER ELEC UTILITY CO REQUIREMENTS. SEE 'POWER RISER' FOR COMPLETE
REQUIREMENTS.
2. PRIOR TO START OF ANY WORK OBTAIN WRITTEN APPROVAL FOR LOCATION OF SERVICE CONDUITS & CONNECTION POINT PER
TELEPHONE UTILITY CO DIRECTION. PROVIDE/VERIFY TELE CO REQUIREMENTS OF (2) 2" SCHEDULE 40 PVC CONDUIT RUN OUT PAST
PROPERTY LINE, W/200LB PULLWIRE, SEAL ENDS TO PREVENT GAS/WATER/RODENT INTRUSION, 24" MINIMUM COVER, CALL FOR
INSPECTION BEFORE COVERING. SEE ALSO 'TELEPHONE RISER DIAGRAM' FOR COMPLETE REQUIREMENTS.
3. PRIOR TO START OF ANY WORK OBTAIN WRITTEN APPROVAL FOR LOCATION OF SERVICE CONDUITS & CONNECTION POINT PER CABLE
UTILITY CO DIRECTION. PROVIDE/VERIFY CABLE CO REQUIREMENTS OF (1) 2" SCHEDULE 40 PVC CONDUIT RUN OUT PAST PROPERTY
LINE, W/200LB PULLWIRE, SEAL ENDS TO PREVENT GAS/WATER/RODENT INTRUSION, 24" MINIMUM COVER, CALL FOR INSPECTION
BEFORE COVERING. SEE ALSO 'TELEPHONE RISER DIAGRAM' FOR COMPLETE REQUIREMENTS.
4. SERVICE ENTRANCE SECONDARY FROM ELEC UTILITY CO TRANSFORMER, SEE 'ELECTRICAL RISER DIAGRAM'
5. PROVIDE ALL CONDUITS WITH MULTI -STRAND POLY -CORD PULLSTRING (TYPICAL).
6. FIELD VERIFY & COORDINATE EXACT LOCATION OF EQUIPMENT WITH OWNER AND SIGN CONTRACTOR. SEE 'ELEC LIGHTING PLAN' & ELEC
POWER PLAN' FOR COMPLETE REQUIREMENTS.
UNDERGROUND
CONDUIT (TYPICAL)
1/4/18
2813E02
R013ERT L. HINKLE PE 29302
POWELL & HINKLE ENGINEERING, P.A.
GALTON
C. MOK
PE
33192
1409 KINGSLEY AVENUE, BLDG 12A
P & H
LANE R.
HINKLE
PE
48076
ORANGE PARK, FLORIDA 32073
(904) 264-5570 FAX:(904) 278-2646
ENGINEERING CORPORATION FLA. REG. EB-4577
THOMAS
RICHARD
DAVID R.
M. ELDER
A. MATHEWS
SPELL JR.
PE
PE
PE
56121
59418
54729
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LSI PDL6K LED HO WW 120
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LIGHT
FIXTURE
SCHEDULE
MANUFACTURER
CATALOG NO.
WATTAGE
REMARKS
NAUTICAL FURNISHINGS
BK-CG-A
12W GU24 LED
SHAKER PENDANT LIGHT. PENDANTS TO BE
CENTERED OVER TABLES PER DECOR DRAWINGS.
COORDINATE LOCATION AND QUANTITY WITH
DECOR SUPPLIER.
LOWEST BOTTOM OF LIGHT: 6'-6"
NAUTICAL FURNISHINGS
BK-CG-B
3.5w A-19 LED I
CAGE PENDANT LIGHT. PENDANTS TO BE
CENTERED OVER TABLES PER DECOR DRAWINGS.
COORDINATE LOCATION AND QUANTITY WITH
DECOR SUPPLIER.
- -
SEE ARCHITECTURAL ELEVATIONS FOR MOUNTING
HEIGHT(S).
CREE
CR 6 800L 35K 12 GU24 CT6AW RC6
12W GU24 12W GU24 LED
—
6" RECESSED LED DOWNLIGHT
RECESSED 6" LED
DOWNLIGHT
13W 30K LED 6" RECESSED LED DOWNLIGHT
14W 30K LED
11W 30K LED
,t,1r 1 D0, CREE LE6 GU24 RC6 12W GU24 12W GU24 LED
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6" RECESSED LED ADJUSTABLE DOWNLIGHT
8w PAR20 LED 120 VOLT TRACK WITH LED PAR LAMP
MOUNT TO CEILING SURFACE
! (VERIFY) PARAPET LIGHT BAND TO BE SUPPLIED & INSTALLED 0.5W/FT LED
' BY LEKTRON, INC, OR D.V.S., OR SIGNSTRUT, INC.
COORDINATE LENGTH OF BAND AND ELECTRICAL
REQUIREMENTS WITH MANUFACTURER. G.C. TO RUN
' POWER AND PROVIDE FINAL CONNECTIONS TO LIGHT
F FIXTURES.
FLUXWERX BK GG F PROFILE 100 DN LED LIGHT 38W 40K LED 16" ALUMINUM FINISH
F12'
LSI GA24 LED HO NW UE P12 57W 40K LED 2'x4' RECESSED LED- LENSED
-TO BE USED IN THE KITCHEN
SECURITY LJT24 40MLG FSA12 EU C388 41W 40K LED
G CREE CR24 40L 40K S 57W 40K LED
h Et
JUNO LIGHTING BK-CG-G 1OW 30K LED CEILING/RECESSED 2" LED ROUND DOWNLIGHT,
O2B 930 F U SSN 2-NCMF SATIN NICKEL BAFFLE FINISH
GO-
BK-CG-G CEILING/RECESSED 2" LED ROUND DOWNLIGHT,
JUNO LIGHTING 1OW 30K LED
® _ 2A 930 F U SN 2-NCMF WITH ADJUSTABLE GIMBAL, SATIN NICKEL BAFFLE
FINISH
rA
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SECURITY GA24 LED HO NW UE P12 57W 40K LED 2'x2' RECESSED LED— LENSED
LJT24 40MLG FSA12 EU C388 41W 40K LED
HCREE CR24 40L 40K S 57W 40K LED
LSI XSL2 S LED 50 CW WHT CMT 86W 50K LED RECESSED LED SOFFIT LIGHT
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SECURITY 851/852 LED 60 U W (RETROFIT) 30W SOK LED
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(VERIFY) (FIXTURE) EKLPU4RW EKAUCW
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XPWS3 FT LED 48 450 CW UE MSV
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WALL MID AT 14FT, LED FLOOD LIGHT
-DOWN LIGHT ONLY
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30W
50K
LED
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3OW
53K
LED
EG3 4 S LED HO CW UE
60W
50K
LED
LED LINEAR VAPORTIGHT
_.
-FOR IN AWNINGS AND COOLER/FREEZER
SYMBOL LEGEND
DETAIL DESCRIPTION
TOGGLE SWITCH - SINGLE POLE HUBBELL #1221-1
Q PUSHBUTTON SWITCH
DUPLEX 125V-20A-2 POLE-3 WIRE STRAIGHT BLADE
RECEPTACLE OUTLET - WALL MID. (24" A.F.F., - U O.N.)
qp DUPLEX RECEPTACLE OUTLET WITH USB CHARGING OUTLET
LEGRAND_#TM8-USBWCC6
SINGLE 125V 20A-2 POLE-3 WIRE STRAIGHT BLADE
RECEPTACLE OUTLET - WALL MTD.(24" A.F.F., U.O.N.)
208V RECEPTACLE HUBBELL 208V 14 - #5352 1
208V, 34 - #8420/#8460
Qj JUNCTION OR GANG BOX
0 TELEPHONE OUTLET WITH BUSHED HOLE COVERPLATE
CABLE TELEVISION OUTLET
LB! BUZZER / BELL
H REAR DOOR ALARM
❑T TRANSFORMER
TELEPHONE OUTLET FOR P.O.S. MODEM
0 MOUNTED 96" A.F.F. (ALL OUTLETS HOMERUN
IN 3/4" CONDUIT TO TELEPHONE BACKBOARD)
SECURITY CAMERA BY "PRIVID-EYE"
CONTACT: LARRY SATTLER, 954-581-1756
SECURITY MONITOR BY "PRIVID-EYE"
TV PROVIDE DUPLEX RECEPTACLE ® 84" A.F.F. (VERIFY)
CONNECT TO P.O.S. CIRCUIT
B B BUMP -BAR
(3 P.O.S. PRINTER DEVICE
P.O.S. REGISTER DEVICE
g VIDEO DISPLAY DEVICE (CEILING MTD.)
A-3 CONDUIT RUN WITH ARROW DENOTING HOMERUN.
SUBSCRIPT INDICATES PANEL AND CIRCUIT NO.
GROUND CONDUCTOR REQUIRED IN ALL CONDUITS
BUT NOT INDICATED
O R WAOLK IN REFRIATER GERATOR/FREEZER
KON DVP 182 14 JY 36W 45K LED
SWM 2 LED CW UE GBZ 42W 50K LED WALL MTD AT LOFT, LED SECURITY LIGHT
WGH 1LU M 41W 50K LED
E.WP1X031Z7 27W 40K LED LIGHT FIXTURE SCHED LE NOTES:
1. NOT ALL LIGHT FIXTURE TYPES SHOWN ON SCHEDULE MAY BE USED ON THIS PROJECT.
REFER TO LIGHTING PLAN FOR PROJECT SPECIFIC TYPES AND QUANTITIES.
LSI
XBAL NFL25 LED SS CW UE ELK USF J35AH1
/
23W 40K LED
GROUND MOUNTED, LED NARROW FLOOD
2.
PENDANT FIXTURES "B2" MUST BE CENTERED OVER TABLE TOPS. COORDINATE WITH
-SEAL MOUNTING BOX TO PREVENT
DECOR DRAWINGS.
SECURITY
WATER INTRUSION
3.
EXCEPT FOR DROPPED CEILING OPTION, ALL LIGHT FIXTURES IN DINING ROOM AREA AND
RESTROOM CORRIDOR ARE TO BE SUPPORTED FROM EXPOSED ROOF TRUSSES. - USE 2x4
BETWEEN BOTTOM CORDS FOR SURFACE MOUNTED FIXTURES.
P
CREE
4.
CONTRACTOR TO NOTIFY LIGHTING SUPPLIER OF THE FOLLOWING: FIXTURE TYPES 'C' AND
--
- --
V WILL BE REQUIRED TO BE LENS AT THE LOCATIONS OVER THE SERVICE AREA AND
LSI
LTEM WH
1OW WHT LED
EMERGENCY EGRESS LIGHT
OVER THE SELF -SERVE DRINK AREA. FIXTURE TYPE 'G2' WILL REQUIRE A LENS OR TUBE
GUARD T THOSE LOCATIONS.
SECURITY
5.
SYMBOLHALF SHADED' OR 'NL' IS INDICATED, PROVIDE FIXTURE WITH
WHERE 'SYMBOL
BUILT-IN EMERGENCY BATTERY UNIT FOR EMERGENCY LIGHTING (1100 LUMEN
EM22RWH
11W WHT LED
MIN. FOR 4FT LAMPS). PROVIDE DOWNLIGHTS WITH FACTORY INSTALLED
E M iCREE
INTEGRAL PUSH TO TEST BUTTON MOUNTED IN TOP OF FIXTURE REFLECTOR.
_
_ _
CONNECT TO OPERATE AS FOLLOWS:
LSI
LPRX R U LD11 R
2W RED LED
EMERGENCY EGRESS LIGHT
i
HALF SHADED'- CONNECT FIXTURE TO OPERATE WITH SWITCH AND BATTERY
UNIT TO OPERATE FIXTURE UPON BRANCH CIRCUIT FAILURE. II
SECURITY
CCRRC
2W RED LED
'NL'- FIXTURES ARE TO BE CONNECTED AHEAD OF LOCAL SWITCH ES TO
( )
OPERATE AS NIGHT LIGHT, BATTERY UNIT OPERATES LAMPS ON FAILURE OF
E MX
CREE
EXDMBRWH
2W RED LED
BRANCH CIRCUIT.
FOR SPECIAL LIGHTING PRICING ON THE TOTAL LIGHTING PACKAGE CALL
LSI SECURITY LIGHTING CREE/HERMITAGE KONTECHUSA NAUTICAL FURNISHINGS JUNO LIGHTING/ACUITY BRANDS
RON LARIMORE ERIC HILLESLAND STEVE FRIEDMAN MIGUEL MARTINEZ MICHAEL HOGLUND SHAWN FENTRESS
800-436-7800 x3375 630-63-8493 262-504-5479 866-236-8701 954-771=1100 904-744-7000 x27
CTORY OF MANUFACTURERS AND SUPPLIERS
PHIS LIST IS INTENDED TO ASSIST THE CONTRACTOR IN SOURCING BUILDING MATERIALS AND
PRODUCTS. IN MANY CASES APPROVED BURGER KING MATERIALS AND PRODUCTS MAY BE
PURCHASED DIRECTLY FROM THESE SOURCES AT A NATIONAL ACCOUNTS PRICE. FOR A
COMPLETE LISTING OF APPROVED MANUFACTURERS SEE PLANS AND SPECIFICATIONS.
DIVISION 16000
— ELECTRICAL
-LSI INDUSTRIES INC. (LIGHTING)
-HERMITAGE LIGHTING NAT. ACCOUNTS
INTERIOR AND EXTERIOR LIGHTING
INTERIOR AND EXTERIOR LIGHTING
SURVEYS AND PHOTOMETRICS
500 LAFAYETTE STREET
10000 ALLIANCE ROAD
NASHVILLE, TN. 37203
CINCINNATI, OH 45242
BRYAN BIRDWELL, JOE LUTTMAN
ANDY STRICKLAND
615-843-3369, 615-843-3368
513-793-3200
-RUUD LIGHTING, INC.
-HM ELECTRONICS
(DRIVE-THRU SOUND SYSTEM)
LIGHTING EQUIPMENT
9201 WASHINGTON AVENUE
6675 MESA RIDGE ROAD
RACINE, WI 53406-3772
SAN DIEGO, CA 92121
JEANNE MASCARETTE
(800) 909-6604
262-884-3215
(619) 535-6030
-SECURITY LIGHTING
-3M SOUND PRODUCTS
EXTERIOR SITE / BLDG. LIGHTING
(DRIVE-THRU SOUND SYSTEM &
1085 JOHNSON DRIVE
SATELITE ANTENNA)
BUFFALO GROVE IL 60089
3M CENTER
STEVE FRIEDMAN, MIKE KREINER
BUILDING 551-lW-01
847-279-0627
ST. PAUL, MN 55144
-TRANE CO.
(800) 328-0033
(ENERGY MANAGEMENT PANEL)
(612) 733-8027
2550 CORPORATE EXCHANGE DR.#200
COLUMBUS, OH 43231
-AEI MUSIC NETWORK, INC.
(800) 872-6330
(SATELITE ANTENNA)
900 EAST PINE STREET
-SYLVANIA LIGHTING SERVICES
E, WA 98122
(LIGHTING SERVICES)
(800) 831-8001
(800)
500 FRANK BURR BOULEVARD
TEANECK, NJ 07666
-SUNCOAST ENVIRONMENTAL
(800) 579-1514
CONTROLS, INC.
-N.C.A.
(ELECTRICAL SWITCH GEAR)
(MASTER CONTROL SYSTEM)
8655 115TH AVENUE NORTH
4585 140 AVENUE NORTH, SUITE 1009
LARGO, FL 34643
CLEARWATER, FL 33762
(877) 544-6679
(877) 530-0078
-SENSORMATIC/ADT SECURITY SERVICES
-GE
BURGLAR ALARMS, CCTV, ACCESS
(LIGHTING)
CONTROL, AND FIRE ALARMS
2700 HUTCHISON-MCDONALD RD
ONE TOWN CENTER ROAD
CHARLOTTE, NC 28269
BOCA RATON, FL 33486
GREG AUFDERHEIDE
KERIANN WORLEY
704-597-6720 EXT 122
954-590-3083
ABBREVIATIONS
A.F.F. ABOVE FINISHED FLOOR.
GFCI GROUND FAULT CIRCUIT INTERRUPTING
P.O.S. POINT OF SALES
U, 0. N. UNLESS OTHERWISE NOTED
W.P. WEATHERPROOF
al i
11/22/17
2813E03
ROBERT L. HINKLE PE 29302
POWELL & HINKLE ENGINEERING, P.A.
1409 KINGSLEY AVENUE, BLDG 12A
GALTON
C. MOK
PE
33192
P & H ORANGE PARK, FLORIDA 32073
LANt R.
HINKLE
PE
48076
(904) 264-5570 FAX:(904) 278-2646
ENGINEERING CORPORATION FLA. REG. EB-4577
THOMAS
RICHARD
DAVID R.
M. ELDER
A. MATHEWS
SPELL JR.
PE
PE
PE
56121
59418
54729
r
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FOR CIRCUIT NUMBER.
2. PROVIDE ABOVE FACEPLATE LAMINATED PHENOLIC STRIP 1/16"
THICK AND ENGRAVED TO SHOW BLACK LETTERS ON WHITE
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CIRCUITING REQUIREMENTS FOR THE LIGHT
BAND WITH THE SIGN MANUFACTURER.
2. PARAPET LIGHT BAND DIMENSIONS TO BE
VERIFIED IN FIELD BY SIGN MANUFACTURER.
3. LOCATION OF SIGN JUNCTION BOX PER SIGN
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® KEYED NOTES:
1. SWITCH BANK: REFERENCE DETAIL #1, THIS SHEET.
2. WIRE WALL PACKS THROUGH PHOTO CELL AND MASTER CONTACTOR PANEL.
ELECTRICAL CONTRACTOR TO PROVIDE "PARAGON" PHOTOCELL CW 201-00 MOUNTED
ON ROOF FACING NORTH. MAKE ADJUSTMENTS FOR ANY AMBIENT LIGHT.
3. PROVIDE HARDWARE FOR INSTALLATION IN GYPSUM BOARD CEILINGS.
4. ELECTRICAL CONTRACTOR TO COORDINATE WITH THE DRIVE THROUGH SIGN SUPPLIER
FOR EXACT ELECTRICAL REQUIREMENTS.
5. REFER TO 'ELEC POWER PLAN' FOR CONTINUATION OF MENU BOARD DATA, POWER,
S°�"° D°"NECTIDNS. LIGHTING FIXTURE NOTES
1. ALL LIGHTING FIXTURES SHALL BE 120 VOLT UNLESS NOTED
OTHERWISE.
2. CONTRACTOR SHALL FURNISH AND INSTALL IN -LINE FUSE HOLDER
AND FUSES IN ALL BALLASTED LIGHTING FIXTURES.
GENERAL NOTES: 3. CONTRACTOR SHALL CHECK AND VERIFY FIXTURE QUANTITY AND
MAKE PROPER ADJUSTMENTS FOR ANY CHANGES IN PLAN SHOWN
DUE TO ADDITIONAL REQUIREMENTS SUCH AS VESTIBULES, LOCAL
A. REFER TO ELECTRICAL LEGEND, SCHEDULES AND DIAGRAMS SHEET FOR LIGHT FIXTURE 4. CODES, ETC.
SEE ELEC SITE PLAN FOR AREA LIGHTING POLES SPECIFICATIONS
SPECIFICATIONS. AND DETAILS.
B. SEE ARCHITECTURAL REFLECTED CEILING PLAN FOR EXACT LOCATION AND MOUNTING 5. WHENEVER APPLICABLE, THE INCANDESCENT LIGHTING FIXTURES
HEIGHTS OF LIGHT FIXTURES. COORDINATE FIXTURE LOCATIONS WITH DECOR SUPPLIER. SHALL BE FURNISHED WITH ENERGY EFFICIENT, SELF -BALLASTED
C. ALL WORK AND MATERIALS SHALL BE BY THE ELECTRICAL CONTRACTOR UNLESS NOTED LED LAMPS.
OTHERWISE. 6. PROVIDE DAYLIGHT HARVESTING SENSOR(S) AS REQUIRED BY CODE.
D. MC CABLE ONLY PERMITTED FOR LIGHT WHIPS. ALL OTHER TO BE E.M.T CONDUIT IN MOUNT SENSOR(S) 7'-0" (+/- 12") FROM WINDOWS AND
CEILING AND WALLS -RIGID CONDUIT UNDER SLAB. CONNECT TO SWITCHED LEG WHICH CONTROLS ALL LIGHT FIXTURES
E. PROVIDE JUNCTION BOXES AT LIGHT FIXTURES PER MANUFACTURERS REQUIREMENTS. WITHIN THIS SPACE. ADJUST LIGHT SENSITIVITY TO AUTOMATICALLY
(TYPICAL FOR ALL LIGHTING FIXTURES). DIM FIXTURES WHEN SPACE REACHES 50 OR MORE FOOT CANDLES.
F. WHERE TRUSSES ARE EXPOSED, RUN ALL ELECTRICAL CONDUITS ABOVE THE BOTTOM VERIFY/PROVIDE CONNED LIGHT FIXTURES WITH COMPATIBLE
CHORD OF THE TRUSS. DIMMING CAP LITIEJ
(//►�
`1 V
FILE COPo "
® � V�3/26/18
J` 2813E11
POWELL & HINKLE ENGINEERING, P.A. ROBERT L, HINKLE PE 29302
1409 KINGSLEY AVENUE, BLDG 12A GALTON C, MOK PE 33192
P & H ORANGE PARK, FLORIDA 32073 LANE R. HINKLE PE 48076
(904) 264-5570 FAX:(904) 278-2646 THOMAS M. ELDER PE 56121
ENGINEERING CORPORATION FLA. REG. EB-4577 RICHARD A. MATHEWS PE 59418
DAVID R. SPELL JR. PE 54729
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