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INFORMATION

PROJECT #:

AUTHORIZED FOR:

SCALE:

REVIEWED BY:

DRAWN BY:

ISSUE

REVISIONS

PROJECT

SHEET

INFORMATION

INFORMATION

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/ ARCHITECTURE, INC., P.C.

EUSTIS, FL

1901 N HIGHWAY 19EUSTIS, FL 32726

035473.000

DESIGN

2016

SUN HOLDINGS

STRETCH

PROJECT INFORMATIONGENERAL NOTES

1. THE CONTRACTOR AND SUB-CONTRACTORS SHALL BE SOLELY RESPONSIBLE FOR COMPLYING WITH ALL

FEDERAL, STATE, AND LOCAL SAFETY REQUIREMENTS TOGETHER WITH EXERCISING PRECAUTIONS AT ALL

TIMES FOR THE PROTECTION OF PERSONS INCLUDING EMPLOYEES AND PROPERTY. IT IS THE SOLE

RESPONSIBILITY OF THE CONTRACTOR AND SUB-CONTRACTORS TO INITIATE, MAINTAIN, AND SUPERVISE

ALL SAFETY REQUIREMENTS, PRECAUTIONS, AND PROGRAMS IN CONNECTION WITH THE WORK.

2. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE TO COORDINATE ALL WORK AND FOR THE MEANS,

METHODS, PROCEDURES, TECHNIQUES, AND SEQUENCE OF CONSTRUCTION.

3. GENERAL CONTRACTOR SHALL PROVIDE ALL REQUIRED PERMITS, FEES, AND INSPECTIONS AS MAY BE

REQUIRED BY GOVERNING BODIES HAVING LEGAL JURISDICTION.

4. THE GENERAL CONTRACTOR IS TO GUARANTEE ALL WORK INCLUDING WORK DONE BY

SUB-CONTRACTORS FOR A PERIOD OF A MINIMUM ONE (1) YEAR COMMENCING WITH THE DATE OF

SUBSTANTIAL COMPLETION OF THE WORK, OR AS STATED IN CONTRACT WITH OWNER. WHICHEVER IS

GREATER.

5. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SCHEDULING AND MONITORING OF ON-SITE

TESTING AND INSPECTION SERVICES AS LISTED IN THE PROJECT SPECIFICATIONS MANUAL UNDER

GENERAL CONDITIONS A201.

6. WHEN CONTRACTOR ACCEPTS DELIVERY OF ALL ITEMS NOTED ON PLANS EITHER IN CONTRACT OR NOT IN

CONTRACT HE SHALL BE RESPONSIBLE FOR LOSS AND/ OR DAMAGE TO THESE ITEMS.

7. THE GENERAL CONTRACTOR & EACH SUBCONTRACTOR IS TO HAVE A FULL TIME QUALIFIED SUPERVISOR

ON THE SITE AT ALL TIMES WHILE WORK IS BEING PERFORMED.

8. THE CONTRACTOR SHALL MAINTAIN FOR THE ENTIRE DURATION OF THE WORK ALL EXITS, EXIT LIGHTING,

FIRE PROTECTION DEVICES, AND ALARMS IN CONFORMANCE WITH ALL APPLICABLE CODES AND

ORDINANCES.

9. THE GENERAL CONTRACTOR IS TO VERIFY ALL DIMENSIONS AND EXISTING FIELD CONDITIONS WITH THE

DRAWINGS. IN PARTICULAR: OVERALL WALL DIMENSIONS, SOIL CONDITIONS, INCOMING UTILITIES, ETC.

GENERAL CONTRACTOR IS TO REPORT IMMEDIATELY TO THE ARCHITECT ANY VARIANCES OR FIELD

CONDITIONS THAT MAY CAUSE CONSTRUCTION PROBLEMS PRIOR TO COMMENCING WORK.

10. DO NOT SCALE DRAWINGS. WRITTEN DIMENSIONS GOVERN. ALL PARTITION LOCATIONS, ALL DOOR AND

OPENING LOCATIONS SHALL BE SHOWN ON FLOOR PLAN. IN CASE OF CONFLICT NOTIFY THE ARCHITECT.

FLOOR PLAN BY ARCHITECT SUPERSEDES ALL OTHER PLANS. ALL DIMENSIONS MARKED "CLEAR" SHALL BE

MAINTAINED AND SHALL ALLOW FOR THICKNESS OF ALL FINISHES INCLUDING CARPET, PAD, CERAMIC TILE,

V.C.T., SLATWALL, ETC.

11. ALL DIMENSIONS SHOWN ARE TO FACE OF FRAMING UNLESS SPECIFICALLY NOTED OTHERWISE.

12. ALL DIMENSIONS ON ARCHITECTURAL DRAWINGS LOCATING STRUCTURAL ELEMENTS ARE TO CENTERLINE

OF STEEL COLUMNS AND STEEL BEAMS UNLESS NOTED OTHERWISE.

13. ALL DIMENSIONS SHOWN ARE NOMINAL DIMENSIONS UNLESS SPECIFICALLY NOTED OTHERWISE.

14. EGRESS DOORS SHALL BE PROVIDED PER IBC SECTIONS 1014 THROUGH 1024.

15. ALL DOOR HANDLES SHALL BE OF THE LEVER TYPE, HARDWARE SHALL BE MOUNTED NO HIGHER THAN 48"

ABOVE FINISH FLOOR.

16. ALL ACCESS PANELS SHALL BE 24"X30" UNLESS OTHERWISE NOTED.

17. ALL GLASS UNITS LOCATED IN HAZARDOUS LOCATIONS AS INDICATED IN IBC 2406.3 SHALL COMPLY WITH

TEST REQUIREMENTS OF CONSUMER PRODUCT SAFETY COMMISSION 16, CFR PART 1201 FOR HUMAN

IMPACT LOADS.

18. ALL SAW CUTTING AND CORING LOCATIONS SHALL BE REVIEWED IN FIELD BY THE GENERAL CONTRACTOR

PRIOR TO CUTTING/CORING.

19. ALL WOOD IS TO BE FIRE-RETARDANT TREATED PER AWPA C20 AND C27 AND SHALL NOT HAVE A FLAME

SPREAD OF GREATER THAN 25 WHEN TESTED IN ACCORDANCE WITH ASTM E-84. PER IBC SECTION 2303.2.

20. ALL EXTERIOR WOOD BLOCKING IS TO BE PRESSURE TREATED PER AWPA U1 AND M4.

21. ALL FASTENERS, CONNECTORS, OR OTHER HARDWARE IN DIRECT CONTACT WITH PRESERVATIVE

TREATED OR FIRE RETARDANT TREATED WOOD SHALL BE STAINLESS STEEL TYPE 304 OR TYPE 316, OR

HOT-DIPPED GALVANIZED STEEL ASTM A653, CLASS G-185 WITH 1.85 OUNCES OF ZINC PER SQUARE FOOT

TO REDUCE THE CORROSION PROCESS .

22. FIREBLOCKING SHALL BE INSTALLED IN CONCEALED SPACES OF STUD WALL AND PARTITIONS, INCLUDING

FURRED OR STUDDED-OFF SPACES OF MASONRY OR CONCRETE WALLS, AND AT THE CEILING AND FLOOR

OR ROOF LEVELS. PER IBC SECTION 717.2.2.

23. FIREBLOCKING SHALL BE INSTALLED AT ALL INTERCONNECTIONS BETWEEN VERTICAL AND HORIZONTAL

SPACES SUCH AS OCCURS AT SOFFITS OVER CABINETS, DROP CEILINGS, COVE CEILINGS AND SIMILAR

LOCATIONS. PER IBC SECTION 717.2.3.

24. REQUIRED FLAME SPREAD RATING: INTERIOR FINISH OF WALLS AND CEILINGS SHALL HAVE A FLAME

SPREAD RATING NOT GREATER THAN THAT DESIGNATED BY THE CLASS PRESCRIBED FOR THE VARIOUS

GROUPS LISTED IN IBC TABLE 803.5, WHEN TESTED IN ACCORDANCE WITH IBC SECTION 803.2.

25. PROVIDE PORTABLE FIRE EXTINGUISHERS WITH U.L. LABEL AND A RATING OF NOT LESS THAN 4A 80B:C

WITH 75 FT TRAVEL DISTANCE TO ALL POSITIONS OF BUILDING OR AS DIRECTED BY THE FIRE

DEPARTMENT FIELD INSPECTOR.

INDEX OF DRAWINGS MARCH 5, 2018

PROJECT DESC.

THIS PROJECT INVOLVES CONSTRUCTION OF A FREESTANDING RESTAURANT. THE

RESTAURANT WILL BE 2,503 SF. IN FLOOR AREA AND WILL BE TYPE V-BCONSTRUCTION. THE BUILDING WILL NOT BE PROTECTED BY AN AUTOMATIC FIRESPRINKLER SYSTEM.

BUILDING CODE SUMMARY

ENERGY CODE SUMMARY2017 FLORIDA ENERGY CONSERVATION CODE

BASIC INFORMATION

BUILDING SQUARE FOOTAGE:

SEAT COUNT:

ELECTRICAL SERVICE:

WATER SERVICE:

WATER METER SIZE:

GREASE INTERCEPTOR SIZE:

GAS SERVICE:

RTU TOTAL TONAGE:

2,503 S.F.

70 SEATS INTERIOR

2"

2"

1,000 GAL.

26 TONS

400 AMP, 3Ø

2" LINE 955 CFH TOTAL

THERMAL ENVELOPE: zone 2

METHOD OF COMPLIANCE:

PRESCRIPTIVE ___ PERFORMANCE___ TRADE OFF___ (COM CHECK)

ROOF/CEILING ASSEMBLY (EACH ASSEMBLY)

DESCRIPTION OF ASSEMBLY: "FLAT" ROOF

ROOF MEMBRANE OVER 1/2" DECK BOARD,3" RIGID ROOF

INSUL, WOOD ROOF DECK OVER PRE-ENG. WOOD TRUSSES

AND ACOUSTICAL CEILING TILE.

U-VALUE OF TOTAL ASSEMBLY: 0.046 (BTU/HR.-Ft

² -°F)

CONTINUOUS R-VALUE OF INSULATION: R-25

SKYLIGHTS IN EACH ASSEMBLY: NONE

EXTERIOR WALLS (EACH ASSEMBLY)

DESCRIPTION OF ASSEMBLY: (STANDARD BRICK, 1 1/2" AIR GAP.

1/2" SHEATHING, 6" BATT. INSUL., 6" WOOD. STUD, 1/2" GYP. BD.)

U-VALUE OF TOTAL ASSEMBLY: 0.066

R-VALUE OF INSULATION: R-19

OPENINGS-WINDOWS WITH GLAZING:

U-VALUE OF ASSEMBLY: 0.33 MAX (BTU/HR-FT

²

-°F)

SHADING COEFFICIENT: 0.39 MAX

PROJECTION FACTOR: 0.44

EXTERIOR METAL DOOR U-VALUE: 1.0 MAX

WALLS ADJACENT TO UNCONDITIONED SPACE (EACH ASSEMBLY): NONE

WALLS BELOW GRADE (EACH ASSEMBLY): NONE

FLOORS OVER UNCONDITIONED SPACE (EACH ASSEMBLY): NONE

FLOORS SLAB ON GRADE

DESCRIPTION OF ASSEMBLY: 4" CONCRETE ON 4" CRUSHED STONE

U-VALUE OF TOTAL ASSEMBLY: 0.73

R-VALUE OF INSULATION: 0

HORIZONTAL/VERTICAL REQUIREMENT: NONE

SLAB HEATED: NO

OPENINGS DOORS WITH GLAZING:

U-VALUE OF ASSEMBLY: 0.5 MAX (BTU/HR-FT

² -°F)

SHADING COEFFICIENT: 0.39 MAX

PROJECTION FACTOR: 0.44

OVERHEAD METAL DOOR U-VALUE: 1.45 MAX

TABLE 1005.1, 0.2" PER PERSON

0.2" (49) = 9.8"

50% THRU FRONT=4.9"

TOTAL = 70 PEOPLE 35 MALE, 35 FEMALE

PANIC HARDWARE: ___YES ___NO

SEE CIVIL DRAWINGS

1 per 3 seats = 18 Required

DEAD END LIMIT - MAX.CONDITION:

NUMBER OF EXITS REQUIRED: 1 NUMBER OF EXITS PROVIDED: 3

EXIT WIDTH REQUIRED:

TRAVEL DISTANCE TO EXIT - MAX. CONDITION:

EXIT REQUIREMENTS

EXIT WIDTH PROVIDED:

(200 FEET ALLOWED)

(20 FEET ALLOWED)

FIRE ALARM SYSTEM: ___YES ___NO

SMOKE DETECTION SYSTEM: ___YES ___NO

LIFE SAFETY SYSTEM

EXIT SIGNS: ___YES ___NO

EMERGENCY LIGHTING: ___YES ___NO

AREA INCREASE? ___YES ___NO

GROSS BUILDING AREA:

MEZZANINE: ___YES ___NO

NUMBER OF STORIES: 1

GROUND FLOOR (OUTSIDE OF STUDS):

ALLOWABLE AREA: TABLE 503

BUILDING DATA

BUILDING HEIGHT: 23'-6"

FIRE DISTRICT? ___YES ___NO

MIXED OCCUPANCY? ___YES ___NO

SPRINKLED? ___YES ___NO

CONSTRUCTION TYPE: V-B (WOOD - UNPROTECTED)

0 HR

CEILING/ROOF ASSEMBLY

CHASES

VERTICAL SHAFTS

TENANT SEPARATION

MIXED OCCUPANCY SEPARATION

N/A

N/A

N/A

N/A

INTERIOR WALLS

BEAMS

COLUMNS

CEILING/FLOOR ASSEMBLY

0 HR

0 HR

TENANT SEPARATION

NON-BEARING

BEARING

0 HR

N/A

0 HR

-

-

-

-

0 HR

0 HR

N/A

0 HR

FIRE RESISTANCE RATINGS

PARTY / FIREWALL

ASSEMBLY

EXTERIOR NON-BEARING WALLS

EXTERIOR BEARING WALL

LEFT SIDE

REAR

RIGHT SIDE0 HR

0 HR

0 HR

FRONT0 HR

N/A

REQUIRED

0 HR

0 HR

0 HR

0 HR

N/A

PROVIDED

MALES 1

FEMALES

WC

1

- 1

-

URINALS LAV

1

(3) 36"=108"

THRU FRONT =36"

MALES 1

FEMALES

WC

1

- 1

-

URINALS LAV

1

10'-4"

2,503 S.F.

85'-10"

STRUCTURAL DESIGN LOADS

SEE STRUCTURAL DRAWINGS

SPECIAL INSPECTIONS

SEE STRUCTURAL PLANS

PROVIDED:

REQUIRED:

PROVIDED:

REQUIRED:

N/AN/A

N/AN/A

N/AN/A

N/AN/A

N/AN/A

N/A

N/A

LEFT SIDE

REAR

RIGHT SIDE

FRONT

TOILET FACILITIES

PARKING SPACES

DINING - BASED ON SEATING - 70

MOST RESTRICTIVE = ASSEMBLY A2

OCCUPANT LOAD:

OCCUPANCY:

70

WORST CASE = ASSEMBLY A2

PER PLUMBING TABLE 403.1

30 FEET CLEAR ACCESS AROUND BUILDING

(2) RESTAURANT (1) PRODUCTION

2017 FLORIDA BUILDING CODE

2017 FLORIDA FIRE PREVENTION CODE

2017 FLORIDA PLUMBING CODE

2017 FLORIDA FUEL-GAS CODE

2014 NATIONAL ELECTRIC CODE W/LOCAL AMENDMENTS

2017 FLORIDA MECHANICAL CODE

2017FLORIDA ACCESSIBILITY CODE

2017 FLORIDA ENERGY CONSERVATION CODE

IRRIGATION METER SIZE:1"

CONNECTED LOAD @ 7" w.c. (0.5 psi)

KITCHEN - 973SF/200 - 5

TOILETS/CIRC. - 249/100 - 3

QUE LINE - 59SF/5 - 12

WORST CASE ASSEMBLY A2 = 6000 S.F.

LK-1260 Stretch Prototype

REVISION NUMBER

INTERIOR FINISH NUMBER

EXTERIOR FINISH NUMBER

WALL SECTION NUMBER,

DETAIL, SECTION

BUILDING SECTION LETTER

DETAIL NUMBER

SHEET NUMBER

SHEET NUMBER

OR PLAN NUMBER

DOOR NUMBER

EXISTING COLUMN

GRID NUMBER

ELEV. DATUM POINT

OR LETTER

GRID NUMBER

NEW COLUMN

OR LETTER

SYMBOLS / LEGEND

ELEVATION NUMBER

SHEET NUMBER

NOTE NUMBER

WINDOW NUMBER

EQUIPMENT NUMBER

ROOM NUMBER

ROOM NAME

XX

X

XX

X

Lot 4, Section 2, Township 19 South

1901 N Highway 19

Eustis, FL 32726

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1 City Comments 10.17.18

1

GENERAL NOTES

PLYWOOD OR ORIENTED STRAND BOARD:

Roofs and wall sheathing shall be Plywood or Oriented Strand Board APA-RATED EXT1 sheathing installed in accordance with the

latest APA recommendations for roof and wall construction. Provide 5/8" thick roof deck and 7/16" thick wall sheathing.

Long panel dimension shall be placed perpendicular to supports and shall be continuous over two or more spans.

Provide a minimum 1/8" space between panels along all edges unless noted otherwise by panel manufacturer.

Unless indicated otherwise, nail sheathing w/ 10d common nails @ 6" o.c. along panel edges and @ 12" o.c. along intermediate

framing members.

PREFABRICATED WOOD TRUSSES:

Prefabricated wood trusses and their connectors shall be designed by a registered professional engineer in accordance with the

latest edition of the National Forest Products Association - Design Specification for Wood Construction.

Truss members shall be designed, with a maximum allowable stress increase, for the following loads:

ROOF TRUSSES:

Top Chord DL = 10 psf; LL = 20 psf (reducible)

Bottom Chord DL = 10 psf

The truss manufacturer shall submit the following certifications, sealed by the Engineer in responsible charge of the work:

Certification of the rated load capacity of the connectors used to secure the members by an independent testing agency.

Certification that the manufacturer is licensed to fabricate trusses utilizing the connector system proposed.

Certification that the trusses are designed to meet the load criteria requirements specified herein.

Fabrication and installation drawing shall be submitted to the Contractor for approval of size, shape, and layout, prior to fabrication of

materials.

Bridging for trusses shall be provided as required for in-place loads as well as stability for safe erection. Bridging shall be designed

in accordance with the National Forest Products Association - National Design Specification for Wood Construction.

It is the responsibility of the installer (builder, building contractor, licensed contractor, erector, or erection contractor) to safely install

and brace metal connected wood trusses to protect life and property. All temporary bracing shall comply with the latest edition of

Commentary and Recommendations for Handling, Installing, and Bracing Metal Plate Connected Wood Trusses published by the

Truss Plate Institute.

Truss manufacturer shall be responsible for calculating anchorage forces to resist code required uplift for roof trusses and shall

recommend the appropriate hold down clip adequate for the required anchorage. Contractor shall install the recommended hold

down clips with the required number of nails to fully develop the recommended clip.

Prior to fabrication of wood trusses obtain all required mechanical opening requirements from the General Contractor and/or the

Mechanical Contractor. Provide final trusses designed, detailed, and fabricated with the required mechanical openings.

BUILDING CODE:

This project shall meet all requirements of the 2017 Florida Building Code.

DESIGN LIVE LOADS:

Roof.......................... 20 psf (reducible)

Wind Load:

2017 Florida Building Code / ASCE 7-10

Vu = 132 mph / Exposure Category C

GENERAL:

The structure has been designed to resist design loads only as a completed structure. Applications of construction loads to the

partially completed structure shall be considered by the contractor and so included in the design of shoring, bracing, formwork, and

any other supporting elements provided for construction of the structure. During erection and until all permanent connections are

made, the contractor must provide temporary bracing to brace the structure in all directions.

The engineer shall not have control or charge of, and shall not be responsible for, construction means, methods techniques,

sequences, or procedures for safety precautions and programs in connection with the work, for the acts or omission of the

contractor, subcontractor, or any other persons performing any of the work, or for the failure of any of them to carry out the work in

accordance with the contract documents.

The Contractor shall verify the presence, size, and correctness of all openings, slab depressions, recess pockets, and embedded

items required prior to starting the work. Notify Architect/Engineer of any potential conflicts with mechanical, electrical, or

architectural items and structural elements. No openings shall be permitted through structural elements unless shown on the

drawings or reviewed and approved by the Engineer.

Shop Drawings: All work is to be done using material from approved shop drawings. Submit two prints and one reproducible set of

shop drawings for all proposed material for Engineer's review. Work may begin using materials from shop drawings marked "no

exceptions taken" or "exceptions as noted" only.

FOUNDATION & SUBGRADE PREPARATION:

Design basis: An assumed soil bearing capacity of 1500 psf.

BUILDING PAD SUBGRADE PREPARATION:

The subgrade shall be prepared in accordance with the geotechnical report in Section 5.1 which calls for a minimum of 2 feet of non-

expansive fill on 8 feet of moisture conditioned soils.

The subgrade shall be tested, inspected and approved by the Geotechnical Engineer in writing prior to placing concrete. The

subgrade preparation shall improve subgrade performance to limit the PVR to 1” or less.

After select fill has been brought to the bottom of the floor slab, line the entire building pad with a 10 mill polyethylene sheet.

Positive drainage must be provided away from the structure to prevent ponding of water in the select fill, during and following

construction. Backfill the exterior face of all grade beams with compacted onsite clays at a minimum of 2 percentage points above

optimum moisture and at a minimum of 93 percent of ASTM D 698.

CONCRETE:

Unless noted otherwise, all concrete shall be normal weight, with a maximum aggregate size of 1", a maximum slump of 5", and a 28

day compressive strength equal to 3500 psi.

All concrete work shall conform to the requirements of the latest edition of ACI 301 Specification for Structural Concrete and ACI 318

Building Code Requirements for Structural Concrete unless noted otherwise in the Contract Documents.

Concrete mix designs shall be prepared by a qualified testing agency or material supplier in accordance with ACI 318. Contractor to

submit mix designs for each concrete strength and intended use for review by the Engineer prior to placement.

Unless indicated on drawings, concrete beam or wall sections are not designed for construction imposed lateral earth pressures.

Provide temporary bracing as required to prevent damage from lateral pressures from earth fill operations or equipment surcharge

loads.

Placement of sleeves or openings through beams is not permitted unless indicated on the structural drawings or approved in writing

from the Architect

REINFORCING STEEL:

Reinforcing steel shall be new deformed billet steel conforming to ASTM A615, Grade 60.

Detailing of reinforcing steel and accessories shall conform to ACI 315.

Required minimum reinforcing cover:

Concrete cast against soil 3"

Earth Formed Grade Beams 1 1/2" top, 3" sides, 3" bottom

Slabs on Grade 1 1/2" top

Lap all reinforcing bar splices 30 bar diameters or 2'-0" whichever is greater unless noted otherwise.

Reinforcing call-out legend: #4(2-0,2-0)@12

(2-0,2-0) @12

Length of bar from bend to bend Spacing of bars

or length of bar from bend to end

Provide #4 (2-0,2-0) corner bars to match grade beam exterior reinforcing longitudinal bars.

Hook top and bottom beam reinforcing bars at discontinuous ends.

WOOD FRAMING:

Exterior wall studs shall be 2x6 @ 16" o.c. All load bearing wall studs shall have a minimum Fb=725psi and E=1,200,000 psi. Studs

shall be doubled at all angles, corners, and openings.

Unless otherwise indicated, place a single plate at the bottom and a double plate at the top of all stud walls. Exterior sill plates shall

be bolted to the foundation with 1/2" diameter A36 anchor bolts @ 48" o.c.

All framing members shall be visually graded structural lumber which provides a minimum allowable extreme fiber stress of 1200 psi.

Provide bridging for all spans over 5'-0".

Unless otherwise indicated, headers over openings with spans less than 11'-0" shall be 3 - 2x12.

All exterior lumber, sill plates, and any lumber in contact with concrete or masonry shall be pressure treated.

All exterior exposed framing members shall be pressure treated, visually graded structural lumber, which provides a minimum

allowable extreme fiber stress of 1200 psi. Provide bridging for all spans over 5'-0".

MINIMUM NAILING SCHEDULE

CONNECTION FASTENING

TRUSS TO SILL OR GIRDER

(3) 0.131" x 3" NAILS

LOCATION

TOENAIL

* - SUPPLY RATED CLIPS OR STRAPS FOR UPLIFT FORCES OVER 200 LBS. AS NOTED BY THE

ROOF TRUSS MANUFACTURER ON THE SUBMITTED DESIGN SHEETS.

BRIDGING TO JOIST (2) 0.131" x 3" NAILS TOENAIL EA. END

SOLE PLATE TO JOIST OR BLOCKING 0.131" x 2.5" @ 8" O.C. TYPICAL FACE NAIL

TOP PLATE TO STUD (2) 0.162" x 3.5" NAILS

(3) 0.131" x 3" NAILS

END NAIL

STUD TO SOLE PLATE (2) 0.162" x 3.5" NAILS

(4) 0.131" x 3" NAILS

END NAIL

TOENAIL

DOUBLE STUDS FACE NAIL 2x4

2x6, 2x8

0.131" x 3" @ 8" O.C.

0.131" x 3" @ 8" O.C.

TWO ROWS

FACE NAIL

FACE NAIL

DOUBLE TOP PLATES 0.313" x 3" @ 12" O.C.

14-0.131" x 3" NAILS

FACE NAIL

LAP SPLICE

TOP PLATE AT INTERSECTIONS

(3) 0.131" x 3" NAILS FACE NAIL

CONTINUOUS HEADER, TWO PIECES 0.136" x 3.5" @ 16" O.C. ALONG EACH EDGE

CEILING JOISTS TO PLATE TOENAIL(5) 0.131" x 3" NAILS

CONTINUOUS HEADER TO STUD TOENAIL(4) 0.131" x 3" NAILS

CEILING JOISTS, LAPS OVER PARTITIONS FACE NAIL(4) 0.131" x 3" NAILS

CEILING JOISTS, PARALLEL RAFTERS TOENAIL(4) 0.131" x 3" NAILS

RAFTER OR TRUSS TO PLATE TOENAIL*(3) 0.313" x 3" NAILS

BUILD-UP CORNER STUDS @ 16" O.C.(3) 0.313" x 3" NAILS

0.313" x 3" @ 8" O.C.

0.131" x 3" @ 8" O.C.

TWO ROWS

FACE NAIL

FACE NAIL

BUILD-UP WOOD COLUMNS 2x4

2x6, 2x8

REFER TO THE TRUSS

MANUFACTURER'S

DESIGN

REQUIREMENTS AS

PER THE ENGINEERED

DESIGN SHEETS

FACE NAIL

BUILD-UP GIRDER

NAILING LEDGER FOR ROOF JACK

TRUSSES OF 8'-0" OR LESS

FACE NAIL(3) 0.313" x 3" @ 6" O.C.

NAILING AND BOLTING FOR TREATED

PLATES (TP)

ALL FASTENERS,

NAILS, BOLTS,

ANCHORS IN CONTACT

WITH TP SHALL BE

HOP-DIPPED GLAV.

REFER TO PLANS FOR

SIZE AND SPACING

ABOVE FINISHED FLOOR............... AFF

ADDITIONAL....................................... ADD'L

ADJACENT.......................................... ADJ

AND..................................................... &

ANGLE.................................................L

APPROXIMATE.................................. APPROX

ARCHITECT........................................ ARCH

ARCHITECTURAL.............................. ARCH'L

AT.........................................................@

AIR CONDITIONER........................... A/C

AIR HANDLING UNIT......................... AHU

BEAM....................................................BM

BEARING............................................. BRG

BELOW FINISHED FLOOR............... BFF

BETWEEN ................................... BTW

BOTTOM..............................................BOT

BUILDING LINE................................... B.L

CAST-IN-PLACE................................. C.I.P.

CEILING.............................................. CLG

CENTERLINE...................................... CL

CLEAR................................................ CLR

COLUMN............................................. COL

CONCRETE........................................ CONC

CONCRETE MASONRY UNIT.............CMU

CONNECTION (S)............................... CONNX

CONTINUOUS..................................... CONT

CONSTRUCTION JOINT.....................CJ

DETAIL............................................... DET

DEAD LOAD....................................... DL

DEFORMED BAR ANCHOR................DBA

DIAGONAL.......................................... DIAG

DIAMETER.......................................... DIA

DIMENSION (S)................................... DIM (S)

DRAWING (S).................... DWG (S)

DOUBLE............................. DBL

DOWEL (S)........................ DWL (S)

EACH.................................. EA

ELECTRICAL.................... ELEC

ELEVATION....................... ELEV

EMBEDMENT.................... EMBED

ENGINEER........................ ENGR

EQUAL............................... EQ

EQUIPMENT..................... EQUIP

EXPANSION...................... EXP

EXPANSION JOINT.......... EJ

EXISTING........................... EXIST

EXTERIOR......................... EXT

EXTRA STRONG.............. X-STR

FIELD VERIFY ................. F.V.

FINISHED (ED) ................. FIN

FINISHED FLOOR............................................. FIN FL

FLANGE..............................................................FLG

FLOOR................................................................FL

FLOOR DRAIN...................................................FD

FOOTING ........................................................FTG

GAGE OR GAUGE............................................ GA

GALVANIZE (D) ................................................GALV

GLUE LAMINATED WOOD BEAM................. GLB

GRADE...............................................................GR

GRADE BEAM................................................... GR BM

HEADED STUD ANCHOR............................... HSA

HEIGHT..............................................................HT

HOLLOW STRUCTURAL SECTION................ HSS

HORIZONTAL....................................................HORIZ

HOOK..................................................................HK

INFORMATION.................................... INFO

INSIDE DIAMETER..............................I.D.

INTERIOR........................................... INT

JOINT.................................................. JT

JOIST (S)............................................ JST (S)

KIP (1000 LBS).................................. K

KIP PER LINEAR FOOT..................... KLF

KIP PER SQUARE FOOT................... KSF

LIGHTWEIGHT CONCRETE...............LWT CONC

LIVE LOAD......................................... LL

LONGITUDINAL ................................. LONG

LONG LEG HORIZONTAL.................. LLH

LONG LEG VERTICAL....................... LLV

MANUFACTURER............................... MFR

MAXIMUM............................................MAX

MECHANCIAL............................. MECH

MEZZANINE................................ MEZZ

MIDDLE...................................... MID

MISCELLANEOUS...................... MISC

NOMINAL.................................... NOM

NOT TO SCALE......................... NTS

NUMBER.................................... No. OR #

ON CENTER............................... OC

OPPOSITE................................. OPP

OPPOSITE HAND...................... OH

OUTSIDE DIAMETER............... O.D.

PERPENDICULAR..................... PERP

PLATE........................................ PL

PLYWOOD................................. PLYWD

POINT........................................ PT

POUNDS PER SQUARE FOOT........................... PSF

POUNDS PER SQUARE INCH............................ PSI

POWDER ACTUATED FASTENER.................... PAF

PRECAST CONCRETE........................................ P/C

PRE ENGINEERED METAL BUILDING............. PEMB

PREFABRICATED................................................ PREFAB

PRELIMINARY....................................................... PRELIM

PROJECTION........................................................ PROJ

RADIUS.................................................................. R

REFERENCE (REFER TO).................................. REF

REINFORCE (ING) (ED) (MENT)......................... REINF

REQUIRED............................................................ REQ'D

ROOF DRAIN........................................................ RD

ROOF OPENING.................................................. R.O.

ROOM.................................................................... RM

ROUND.................................................................. RND

SAWN JOINT........................................................ SJ

SCHEDULE (D).............................. SCHED

SECTION......................................... SECT

SHEET............................................. SHT

SIMILAR........................................... SIM

SPECIFICATION (S)...................... SPEC (S)

SQUARE FOOT (FEET)................ SF

STANDARD.................................... STD

STEEL.............................................. STL

STIFFENER..................................... STIFF

STIRRUPS ....................................... STIR

STRUCTURE.................................. STRUCT

STRUCTURAL............................... STRUCT'L

SYMMETRICAL.............................. SYM

SUBCONTRACTOR....................... SUBCONTR

TEMPERATURE............................ TEMP

THICK.............................................. THK

TONGUE AND GROOVE............. T & G

TOP OF BEAM.............................. TOP/BM

TOP OF BEAM........................................... TOP/BM

TOP OF FOOTING..................................... TOP/FTG

TOP OF PIER............................................. TOP/PIER

TOP OF PIER CAP.....................................TOP/PER CAP

TOP OF STEEL.......................................... TOS

TOP OF WALL........................................... TOW

TYPICAL..................................................... TYP

UNLESS NOTED OTHERWISE...................UNO

VERTICAL.................................................. VERT

WELDED WIRE REINFORCING.................WWF

WIND LOAD............................................... WL

WITH.......................................................... w/

WORK POINT............................................ WP

WOOD....................................................... WD

WIDE FLANGE ......................................... WF

ST

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SOILS

A. Site Preparation

IBC 1705.6

1. Visual Observation Periodic At the Contractor's expense, instrument readings shall be

taken by a licensed surveyor to verify final subgrade

elevations and slopes.

Geotechnical Report;

Structural Notes

Qualifications based

on ASTM D3740

Licensed Surveyor

2. Proofrolling

Observations

Continous Proofrolling shall be monitored by a Geotechnical Engineer.

The Geotechnical Engineer shall approve the type of

proofrolling equipment and procedures.

Geotechnical Report;

Structural Notes

Qualifications

based on

ASTM D3740

Verify materials below shallow foundations are adequate to

achieve the design bearing capacity.

Periodic

Verify excavations are extended to proper depth and have

reached proper material.

Periodic

Prior to placement of compacted fill, observe subgrade and

verify that site has been properly prepared.

Periodic

3. Moisture Conditioning

& Recompaction

Continous or

Periodic

Provide (1) one density test for each 2000 sq. ft. Refer

to Notes on Building Pad for Testing Specifications.

Geotechnical Report;

Structural Notes

Qualifications based

on ASTM D3740

Quality controlled testing and evaluation prior and

subsequent to injection shall be performed by the

Geotechnical Engineer to determine effectiveness of the

chemical injection process. The Geotechnical Engineer or

his representative shall monitor the injection process to

verify area coverage, injection depth and review & monitor

swell test results.

Geotechnical Report;

Structural Notes

Qualifications

based on

ASTM D3740

B. Chemical Injection Continous

C. During Fill Placement Continous or

Periodic

Visual Observation: During placement and compaction of fill,

Special Inspector shall determine that material being used

and the maximum lift thickness comply with project

requirements. Perform classification and testing of

compacted fill materials. Verify use of proper materials,

densities and lift thicknesses during placement and

compaction of compacted fill. Pit run materials shall be

visually monitored by the lab with additional samples

tested each day, or more often if material appears to vary.

Geotechnical Report;

Structural Notes

Qualifications

based on

ASTM D3740

D. Evaluation of In-place

Density of Fill

Continous or

Periodic

Provide (1) one density test for each 2000 sq. ft. Refer

to Notes on Building Pad for Testing Specifications.

Geotechnical Report;

Structural Notes

Qualifications

based on

ASTM D3740

E. Trench Backfilling Continous or

Periodic

Trench Backfilling: Trench backfilling with clay cap and

placing of clay plug shall be monitored by Geotechnical

Engineer with a written report sent to Structural Engineer.

Geotechnical Report;

Structural Notes

Qualifications

based on

ASTM D3740

Required Inspection

Verification, or Test

Verification

Monitoring

Frequency

Type and/or Frequency of Testing

IBC Section &

Reference Criteria

Inspector

Qualifications

CONCRETE CONSTRUCTION IBC 1705.3

Provide periodic inspection of reinforcing sizes, spacing,

grade of rebar, and placement at the following frequency:

Columns: 10%

Beams: 30%

Joist: 10%

Other members: randomly @ 20%

IBC 1910.4

ACI 318: 3.5,

7.1-7.7

Structural Notes

Geotechnical Engineer

Qualifications based

on ASTM E329 &

ASTM C1077

PeriodicA. Reinforcing Steel

B. Reinforcing Steel Welding No field welding permitted.

AWS D1.4, ACI 318:

3.5.2 IBC Table

1705.2.2, Item 2b

CWI or Associate CWI

C. Inspection of anchors

cast in concrete where

allowable loads have

been increased or where

strength design is used

Periodic (Increase of allowable loads not recommended)IBC 1908.5,

1909.1

ACI 318: 8.1.3,

21.2.8

Technician trained

in field of work and

has at least one

year of experience.

D. Inspection of anchors

post-installed in hardened

concrete members

PeriodicIBC 1909.1

ACI 318 3.8.6,

8.1.3, 21.2.8

E. Verify use of required

mix design

Periodic Each concrete placement.IBC 1904.2, 1910.2,

1910.3

ACI 318 Ch.4, 5.2-5.4

Qualifications

based

on ASTM C1077

Qualifications

based

on ASTM C1077

F. Sampling of fresh

concrete.

Continous Each

Concrete

Placement

1. All concrete testing is to be made after water, if any,

is added at site.

2. Provide a set of (4) four cylinders to be taken for

every 75 cubic yards of concrete, or fraction therof, by

testing lab.

3. Monitor slump, temperature and air content of concrete

and notify delivery driver if slump deviates more than

plus or minus 1 inch from recommended value. Contact

supplier for further directions.

IBC 1910.10

ASTM C 172

ASTM C31

ACI 318 5.6, 5.8

Qualifications

based

on ASTM C1077

G. Inspection of concrete

and shotcrete placement

for proper applicaton

techniques.

ContinousIBC 1910.6, 1910.7,

1910.8

ACI 318 Ch. 5.9,

5.10

Qualifications

based

on ASTM C1077

H. Inspection for

maintenance of specified

curing temp & techniques

Periodic Each concrete placement.IBC 1910.9

ACI 318 5.11-5.13

Qualifications

based

on ASTM C1077

I. Pre-stressed concrete Continous 1. Application of prestressing forces.

2. Grouting of bonded prestressing tendons in

seismic-force resisting systems.

ACI 318: 18.20

ACI 318: 18.18.4

Qualifications

based

on ASTM C1077

J. Erection of precast

concrete members

PeriodicACI 318: Ch.16 Technician trained

in field of work and

has at least one

year of experience.

K. Post-Tensioned Concrete Periodic Verify in-situ concrete strength prior to stressing of

tendons in post-tensioned concrete and prior to removal

of shores and forms from beams and structural slabs.

ACI 318: 6.2 Qualifications

based

on ASTM E329

L. Formwork Periodic Inspect formwork for shape, location and dimensions of the

concrete member being formed.

ACI 318: 6.1.1 Qualifications based

on ASTM E329

Required Inspection

Verification, or Test

Verification

Monitoring

Frequency

Type and/or Frequency of Testing

IBC Section &

Reference Criteria

Inspector

Qualifications

WOOD CONSTRUCTION IBC 1705.5

A. Prefabricated Structural

Elements & Assemblies

Inspect structural load bearing members and assemblies.

Verify that the fabricator maintains detailed fabrication and

quality control procedures that provide a basis for

inspection control of the workmanship and the fabricator's

ability to conform to approved construction documents and

referenced standards The special inspector shall review the

procedures for completeness and adequacy relative to the

code requirements for the fabricator's scope of work.

Exception: Special inspections shall not be required where

the fabricator is enrolled in a nationally accepted

inspections program acceptable to the registered design

professionally is responsible charge.

PeriodicTechnical

Representative

under

direction of

Licensed

Engineer.

B. Site Built Assemblies Periodic Site built assemblies shall be inspected in accordance with

IBC Section 1705.5

Licensed Engineer

or his/her

representative.

C. Diaphragms Periodic High load diaphragms shall be inspected in accordance

with IBC Section 1705.10, and sheathing checked for

proper grade, thickness, size of framing members at

adjoining panel edges, nail/staple diameter and length, and

fastener pattern.

D. Truss Bracing Periodic Check that all required permanent and lateral bracing has

been installed according to structural drawings and

fabricator design/shop drawings.

Required Inspection

Verification, or Test

Verification

Monitoring

Frequency

Type and/or Frequency of Testing

IBC Section &

Reference Criteria

Inspector

Qualifications

A

B

C

D

E

F

G

H

J

K

L

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

151413121110987654321

C

FRCH

INFORMATION

PROJECT #:

AUTHORIZED FOR:

SCALE:

REVIEWED BY:

DRAWN BY:

ISSUE

REVISIONS

PROJECT

SHEET

INFORMATION

INFORMATION

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dra

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/ ARCHITECTURE, INC., P.C.

EUSTIS, FL

1901 N HIGHWAY 19EUSTIS, FL 32726

035473.000

DESIGN

2016

SUN HOLDINGS

USER

: SHA

MILT

ON

PLO

TTED

: 7/30

/2018

- 9:0

7 AM

C

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STRETCH

en g i n ei n g eo nsu lc t

(757) 965-5710

Norfolk, VA 23510

999 Waterside Drive

Suite 2202

P

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SA

B

CS O

NI

TI T

A

A TI E

.C

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D

E R S

S

sr

www.brittpeters.com

BPA Job No. 180515

FL COA #: 27497

GENERAL NOTES

S0

ES

SH

05.23.2018

10/22/18

10/22/18

2x12 No.2 PARAPET STUDS

SPACED @12" OC

EXTEND TO PLATE LINE

PL LINE ELEV: 11-8

PARAPET ELEV:

7/16" PLYWOOD/OSB EACH

SIDE OF PARAPET STUD

(2) 2x4 BLOCKING @ TOP & BOT

CHORD SPACED @48" OC W/

SIMPSON JB26

2x4 @ 12" OC

FACE MOUNT

HANGER (TYP)

SLOPE

LVL HEADER

(SEE PLAN)

REF PLAN

(2) SIMPSON H6

(4) 16d NAILS TYP

PLACE ROOF TRUSS ADJACENT

TO STUD WALL

(2) SIMPSON A35

(2) SIMPSON H6

(2) 2x4

BRICK VENEER, REF ARCH

LINTEL, REF PLAN

PL LINE ELEV: 11-8

PARAPET ELEV:

REF PLAN

PREFAB BALCONY - BALCONY

SUPPLIER TO PROVIDE SEALED

SHOP DRAWINGS SHOWING

CONNX TO BLDG STRUCTURE

FOR EOR REVIEW/APPROVAL.

PROVIDE TRIPLE 2x10

BLOCKING BETWEEN STUDS

FOR AWNING ATTACHMENT.

SIMPSON A35 ANGLE TOP & BOTTOM

OF BLOCKING w/ (6) 10d NAILS

(TYPICAL)

2x12 No. 2 PARAPET STUD

ADJ TO EACH TRUSS

SIMPSON MTS 30

(3) 2x8 HEADER

W/ SIMPSON

HUC 28-3 @ EA

END

(6) 16d NAILS TO TOP CHORD

SIMPSON H2.5 TIE @

EACH TRUSS

(2) SIMPSON A35

BRICK VENEER, REF ARCH

PL LINE ELEV: 11-8

(6) 16d NAILS @

TOP & BOT CHORD

FASTEN PARAPET STUD TO

TRUSS w/ (2) 8d NAILS @6" OC

SIMPSON H2.5 TIE @

EACH TRUSS

PLYWOOD/OSB ROOF DECK

(REF GEN NOTES)

7/16" PLYWOOD/OSB EACH

SIDE OF PARAPET STUDS

PARAPET ELEV:

REF PLAN

2x12 No. 2 PARAPET STUD

ADJ TO EACH TRUSS

SIMPSON MTS30

(2) SIMPSON A35

BRICK VENEER, REF ARCH

PL LINE ELEV: 11-8

PARAPET ELEV:

REF PLAN

HEADER (REF GEN NOTES)

PREFAB AWNING - AWNING

SUPPLIER TO PROVIDE SEALED

SHOP DRAWINGS SHOWING

CONNX TO BLDG STRUCTURE

FOR EOR REVIEW/APPROVAL.

PROVIDE TRIPLE 2x10

BLOCKING BETWEEN STUDS

FOR AWNING ATTACHMENT.

(2) SIMPSON A35 ANGLE TOP & BOTTOM

OF BLOCKING w/ (6) 10d NAILS

(TYPICAL)

2x12 No. 2 PARAPET STUD

ADJ TO EACH TRUSS

SIMPSON MTS30

SIMPSON H2.5 TIE @

EACH TRUSS

(2) SIMPSON A35

(6) 16d NAILS TO TOP CHORD

L6x4x3/8 (LLV) W/ (2) #12 x 3"

LONG LAG SCREWS @ 12" OC,

PREDRILL ANGLE

BRICK VENEER, REF ARCH

PL LINE ELEV: 11-8

1/2" PLYWOOD/OSB

2'-0

"M

IN

TR

US

S D

EP

TH

SLOPE 1/4" PER FT

(2) 2x4 BLOCKING @ TOP & BOT

CHORD SPACED @48" OC

FACE MOUNT

HANGER (TYP)

2x12 No. 2 PARAPET STUDS

SPACED @12" OC

EXTEND TO PLATE LINE

PARAPET ELEV:

7/16" PLYWOOD/OSB EACH

SIDE OF PARAPET STUD

REF PLAN

PLACE ROOF TRUSS ADJACENT

TO STUD WALL AND TOE NAIL

EACH STUD TO TRUSS

(2) SIMPSON H6

(2) SIMPSON A35

2x4 @ 12" OC

(2) 2x4

(2) SIMPSON H6

BRICK VENEER, REF ARCH

3/4" = 1'-0"

1

SECTION

3/4" = 1'-0"

2

SECTION

3/4" = 1'-0"

3

SECTION

3/4" = 1'-0"

4

SECTION

3/4" = 1'-0"

5

SECTION

A

B

C

D

E

F

G

H

J

K

L

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

151413121110987654321

C

FRCH

INFORMATION

PROJECT #:

AUTHORIZED FOR:

SCALE:

REVIEWED BY:

DRAWN BY:

ISSUE

REVISIONS

PROJECT

SHEET

INFORMATION

INFORMATION

This

dra

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ise,

is th

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of F

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/ ARCHITECTURE, INC., P.C.

EUSTIS, FL

1901 N HIGHWAY 19EUSTIS, FL 32726

035473.000

DESIGN

2016

SUN HOLDINGS

USER

: SHA

MILT

ON

PLO

TTED

: 7/30

/2018

- 9:0

7 AM

N

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en g i n ei n g eo nsu lc t

(757) 965-5710

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999 Waterside Drive

Suite 2202

P

N

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SA

B

CS O

NI

TI T

A

A TI E

.C

TE

D

E R S

S

sr

www.brittpeters.com

BPA Job No. 180515

FL COA #: 27497

TYPICAL DETAILS

S5

ES

SH

05.23.2018

AS INDICATED