Clay_Co_FS24_Struct_(2026_01-02)_Bid_Set.pdf
PDF 2 MB Posted
- Attached to
- Construction of Clay County Fire Station No. 24
- Solicitation number
- 25/26-042
- Issued by
- Clay County, Harold CDP, Florida
About this file
Summary
This file consists of structural design bid documents for the construction of Clay County Fire Station No. 24, prepared by Dasher Hurst Architects in Jacksonville, Florida, with structural engineering by G.M. Hill Engineering, Inc. The documents include comprehensive general notes, design criteria, schedules, wind pressure diagrams, and detailed sections for the foundation, framing, and connections of the fire station facility located at 1075 County Road 226 in Green Cove Springs, Florida. The project utilizes the Florida Building Code 2023, 8th Edition, and incorporates design standards including ASCE 7-22 for loads, TMS 402/602-16 for masonry, AISC 360-16 for structural steel, and ACI 318-19 for concrete. The structural design includes concrete masonry unit (CMU) walls with reinforcement, reinforced concrete foundations with footings ranging from continuous wall footings to spread footings, pre-fabricated wood trusses at 24-inch on-center spacing, and structural steel elements including columns and beams with detailed connection specifications. The design accommodates ultimate wind speeds of 143 miles per hour, gravity loads with roof live loads of 20 psf and floor live loads of 100 psf, and incorporates proper control joints, expansion joints, and construction sequencing requirements throughout the structure.
The structural documents establish minimum concrete compressive strength of 3,000 psi for normal-weight concrete with air entrainment for weather-exposed surfaces, masonry grout minimum compressive strength of 2,000 psi, and reinforcing steel with minimum yield strength of 60,000 psi. All structural steel conforms to ASTM A572, A992, A36, A500, or A53 standards as specified, with structural bolts meeting ASTM A325 or A490 requirements and all bolting tightened to snug-tight condition. Contractor submittals are required for concrete mix designs, reinforcing steel shop drawings, soil density and compressive strength test results, masonry product data, and wood truss calculations sealed by a specialty engineer. The foundation design is based on net allowable soil bearing pressures of 2,500 psf for spread footings and 2,000 psf for continuous wall footings, with design verification required from the on-site soils engineer for engineered fill materials. The documents include extensive technical specifications for masonry construction, including grout placement in 4-foot maximum lifts, horizontal joint reinforcement spacing requirements, control joint locations at maximum 25-foot intervals, and detailed reinforcing placement tolerances. All work must comply with the geotechnical investigation report prepared by Terracon dated January 27, 2023, with more stringent criteria applied where conflicts exist between the engineer's specifications and the geotechnical report.
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GENERAL NOTES:
1. GENERAL INFORMATION
3. EARTHWORK/FOUNDATION NOTES
6. REINFORCING STEEL
5. CONCRETE MASONRY
2. DESIGN CRITERIA
4. CONCRETE
1. THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR THE CONSTRUCTION MEANS AND METHOD, TECHNIQUES, PROCEDURES OR SEQUENCES OR THE ACTS OF OMISSIONS OF THE CONTRACTOR OR ANY OTHER PERSONS PERFORMING THE WORK OR FOR THE FAILURE FOR ANY OF THEM TO CONSTRUCT THE WORK IN ACCORDANCE WITH THE
CONTRACT DOCUMENTS.
2. IF THE DRAWINGS AND SPECIFICATIONS ARE IN CONFLICT, THE MORE STRINGENT RESTRICTIONS AND REQUIREMENTS SHALL
GOVERN.
3. PLAN NOTES, DETAILS AND SECTIONS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES. TYPICAL DETAILS AND
SECTIONS NOT CUT ON THE PLANS SHALL APPLY UNLESS NOTED OTHERWISE.
4. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN ON THE STRUCTURAL DRAWINGS.
5. CONTRACTORS ARE REQUIRED TO COORDINATE THEIR RESPECTIVE WORK WITH ALL OTHER DISCIPLINES TO AVOID ANY CONFLICTS DURING CONSTRUCTION. IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THE STRUCTURAL DRAWINGS
WITH ALL OTHER CONSTRUCTION DOCUMENTS.
6. LOCATION, SIZES AND QUANTITY OF ALL OPENINGS MAY NOT BE COMPLETELY INDICATED ON THE STRUCTURAL DRAWINGS.
CONTRACTOR IS RESPONSIBLE TO COORDINATE ALL OPENINGS WITH ALL OTHER DISCIPLINES PRIOR TO ANY FABRICATION.
7. CONTRACTORS ARE REQUIRED TO VERIFY EXISTING CONDITIONS PRIOR TO ANY FABRICATION OR CONSTRUCTION. IF EXISTING CONDITIONS ARE DIFFERENT THAN SHOWN, NOTIFY A/E IMMEDIATELY FOR MODIFICATIONS TO THE DRAWINGS.
8. THE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT LIMITED TO, BRACING, SHORING, UNDERPINNING, ETC. THE A/E IS NOT RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES,SEQUENCES OR SAFETY PROCEDURES DURING CONSTRUCTION.
9. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL TEMPORARY BRACING THAT IS REQUIRED DURING CONSTRUCTION TO KEEP THE STRUCTURE SAFE AND PLUMB UNTIL THE ENTIRE STRUCTURE IS COMPLETE. ANY BRACING INDICATED OR CALLED FOR ON
THESE DRAWINGS ARE DESIGNED FOR THE FINAL AND COMPLETED STRUCTURE ONLY.
10. GENERAL CONTRACTOR MUST REVIEW AND APPROVE SHOP DRAWINGS PRIOR TO SUBMITTAL TO ARCHITECT/ENGINEER.
1. BUILDING CODE: THE FLORIDA BUILDING CODE 2023, 8TH EDITION.
2. DESIGN CODES: (LATEST EDITION, U.O.N.):
- MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES (ASCE 7-22)
- BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (TMS 402-16)
- SPECIFICATION FOR MASONRY STRUCTURES (TMS 602-16)
- SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS (ANSI/AISC 360-16)
- NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (AFPA / AF&PA NDS-2018)
- AMERICAN CONCRETE INSTITUTE (ACI 318-19)
- CONCRETE REINFORCING STEEL INSTITUTE (CRSI)
- STRUCTURAL WELDING CODE (D1.1-2020)
3. DESIGN LOAD CRITERIA:
GRAVITY LOADS:
- DEAD LOADS ROOF:
1. TOTAL SYSTEM .................................................................................................................. 20 PSF
- LIVE LOAD ROOF:....................................................................................................................... 20 PSF
- DEAD LOADS FLOOR:
1. SUPER IMPOSED................................................................................................................. 100 PSF
WIND LOAD CRITERIA:
- ULTIMATE DESIGN WIND SPEED ......................................................: Vult = 143 MPH (3 SECOND GUST)
- NOMINAL DESIGN WIND SPEED .......................................................: Vasd = 111 MPH
- RISK CATEGORY ..................................................................................: IV
- ENCLOSURE CLASSIFICATION ...........................................................: ENCLOSED
- WIND EXPOSURE CATEGORY ............................................................: C
- INTERNAL PRESSURE COEFFICIENT .................................................: ± 0.18
REFER TO SHEET S-004 FOR COMPONENTS AND CLADDING TABLES.
1. ALL CONCRETE, UNLESS OTHERWISE NOTED IN SCHEDULES OR DETAILS, SHALL HAVE A MINIMUM 28 DAY CONCRETE COMPRESSIVE STRENGTH OF 3000 PSI.
ALL CONCRETE SHALL BE NORMAL WEIGHT (145 PCF).
2. ALL CONCRETE EXPOSED TO THE WEATHER SHALL BE AIR-ENTRAINED. FOR SURFACE FINISHES AND OTHER REQUIREMENTS, REFER TO THE CONCRETE
SPECIFICATIONS.
3. DETAILS OF FABRICATION OF REINFORCEMENT, HANDLING AND PLACEMENT OF THE CONCRETE, CONSTRUCTION OF FORMS AND PLACEMENT OF REINFORCEMENT, NOT OTHERWISE COVERED BY THE PLANS AND SPECIFICATIONS, SHALL COMPLY WITH THE LATEST EDITION OF THE A.C.I. CODE AND
C.R.S.I.REQUIREMENTS.
4. PROVIDE 3/4" CHAMFERS ON ALL EXPOSED EDGES OF CONCRETE AND THE EXPOSED CORNERS OF BEAMS, GIRDERS AND COLUMNS UNLESS OTHERWISE
SHOWN OR NOTED. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL DETAILS.
5. ALL MISCELLANEOUS ITEMS TO BE INSTALLED IN ANY CONCRETE WORK, SUCH AS PIPES, ELECTRICAL CONDUITS, DOVETAIL ANCHOR SLOTS, RELETS, ETC., SHALL BE PROPERLY LOCATED, INSTALLED AND CHECKED PRIOR TO PLACEMENT OF CONCRETE. REFER TO ARCHITECTURAL AND MEP DRAWINGS FOR THE EXACT EXTENT AND LOCATION OF THESE ITEMS THAT ARE NOT SPECIFICALLY SHOWN ON THE STRUCTURAL DRAWINGS.
6. PROVIDE SLEEVES FOR ALL PIPE AND CONDUIT PENETRATIONS IN FOUNDATION WALLS, GRADE BEAMS, WALL FOOTINGS AND TRENCH FOOTINGS TO TOTALLY
SEPARATE THE PIPES FROM THE CONCRETE.
7. THE CONTRACTOR SHALL CONSULT WITH THE ENGINEER BEFORE STARTING CONCRETE WORK TO ESTABLISH A SATISFACTORY PLACING SCHEDULE AND TO DETERMINE THE LOCATION OF CONSTRUCTION JOINTS SO AS TO MINIMIZE THE EFFECTS OF SHRINKAGE.
8. NO HORIZONTAL CONSTRUCTION JOINTS SHALL BE MADE IN CONCRETE WALLS, FOOTINGS, BEAMS OR SLABS UNLESS SHOWN OR NOTED IN THE CONTRACT DRAWINGS. VERTICAL JOINTS ARE PERMITTED IN CONCRETE SLABS, WALLS, WALL FOOTINGS, TRENCH FOOTINGS AND GRADE BEAMS. REFER TO TYPICAL
DETAILS.
9. ALL CONSTRUCTION JOINTS IN CONCRETE WALLS, FOOTINGS, BEAMS OR SLABS SHALL BE PROVIDED WITH A KEY WAY. THE SURFACE OF THE CONCRETE SHALL BE THOROUGHLY CLEANED AND ALL LATIANCE REMOVED. IN ADDITION, THE JOINT SHALL BE THOROUGHLY WETTED AND SLUSHED WITH A COAT OF
CEMENT GROUT OR A BONDING AGENT IMMEDIATELY BEFORE PLACING CONCRETE.
10. CONTROL JOINTS, IF NOT SHOWN ON DRAWINGS, SHALL BE PROVIDED IN ALL SLABS-ON-GRADE THAT ARE EXPOSED OR THAT SUPPORT BRITTLE FINISHES SUCH AS CERAMIC TILE OR TERRAZZO. JOINTS SHALL BE LOCATED ON EACH COLUMN LINE AND NOT TO EXCEED 15' IN EITHER DIRECTION U.O.N. SEE TYPICAL
SLAB-ON-GRADE DETAILS.
11. THE SAW CUTTING OF CONTROL JOINTS IN A SLAB-ON-GRADE MAY BEGIN WHEN THE CUTTING ACTION WILL NOT TEAR, ABRADE, OR OTHERWISE DAMAGE THE SURFACE AND BEFORE THE CONCRETE DEVELOPS RANDOM SHRINKAGE CRACKING. SAW CUTTING MAY BEGIN AND FINISH WITHIN 4 TO 12 HOURS AFTER
SURFACE FINISHING IS COMPLETE.
12. REFER TO CONCRETE SPECIFICATIONS FOR FLOOR FLATNESS REQUIREMENTS AT THE SLAB-ON-GRADE.
13. MAINTAIN A MAXIMUM SLOPE OF 1 VERTICAL TO 2 HORIZONTAL BETWEEN BEARING ELEVATIONS OF ADJACENT FOOTINGS TO AVOID UNDERMINING
FOUNDATIONS UNLESS NOTED OTHERWISE IN PLANS.
14. SET ANCHOR BOLTS WITH 3/4" THICK PLYWOOD TEMPLATES OR 1/4" THICK STEEL PLATE TEMPLATES AND BRACE AGAINST DISPLACEMENT.
1. ALL MASONRY CONSTRUCTION SHALL COMPLY WITH "TMS 402/602-16 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES", LATEST EDITION.
2. CONCRETE MASONRY UNITS SHALL BE ASTM C 90, HOLLOW LOAD BEARING UNITS, TYPE 1, NORMAL WEIGHT, WITH A MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI (f'm = 2,000 PSI).
3. GROUT SHALL CONFORM TO ASTM C476 WITH A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,000 PSI PER ASTM C1019. GROUT SHALL BE MIXED TO
PROVIDE A SLUMP BETWEEN 8" TO 11".
4. MORTAR SHALL CONFORM TO ASTM C270 TYPE M OR S.
5. LAP VERTICAL BARS MINIMUM OF 48 BAR DIAMETERS WITH WIRE TIES.
6. GROUT ALL CELLS CONTAINING VERTICAL REINFORCEMENT IN 4'-0" LIFTS MAXIMUM. DO NOT BEGIN PLACEMENT OF GROUT UNTIL ALIGNMENT OF CELLS ARE
INSPECTED AND APPROVED.
7. ALL CELLS SHALL BE FULLY GROUTED WHERE VERTICAL REINFORCEMENT IS INDICATE ON THESE DRAWINGS.
8. FILL ALL CELLS BELOW FINISHED GRADE.
9. PROVIDE #9 GALV. HORIZONTAL JOINT REINFORCEMENT IN WALLS AT 16"O.C. VERTICALLY, UNLESS NOTED OTHERWISE. PROVIDE HORIZONTAL JOINT REINFORCEMENT IN BOND BEAMS AT 8"O.C. VERTICALLY. LAP JOINT REINFORCEMENT @ 12"O.C. MINIMUM.
10. PROVIDE HORIZONTAL JOINT REINFORCEMENT AT 32"O.C. ACROSS VERTICAL CONTROL JOINTS IN WALLS AT 16"O.C. AND ACROSS VERTICAL CONTROL JOINTS IN BOND BEAMS. TOP AND BOTTOM REINFORCEMENT IN SPANDREL BEAMS SHALL BE CONTINUOUS ACROSS CONTROL JOINTS.
11. PROVIDE 8"x16" BOND BEAM @ TOP OF WALLS. REINFORCE BOND BEAM WITH (2) #5 PER 8" OF DEPTH U.O.N.
12. PROVIDE (1) #5 BAR VERTICAL MINIMUM AT ALL CORNERS, INTERSECTIONS AND EACH SIDE OF CONTROL JOINTS.
13. PROVIDE (2) #5 BARS VERTICAL AT 8"O.C. AT END WALLS. PROVIDE #5 @ 48"O.C. MINIMUM VERTICAL REINFORCEMENT, TYPICAL U.O.N. ON PLAN.
14. PROVIDE (2) #5 BAR VERTICAL MINIMUM EACH SIDE OF OPENINGS.
15. ALL REINFORCED HOLLOW UNIT MASONRY SHALL BE BUILT TO PRESERVE THE UNOBSTRUCTED VERTICAL CONTINUITY OF THE CELLS TO BE FILLED. WALLS AND CROSS WEBS FORMING SUCH CELLS TO BE FILLED SHALL BE FULL-BEDDED IN MORTAR TO PREVENT LEAKAGE OF GROUT. ALL HEAD (OR END) JOINTS SHALL BE SOLIDLY FILLED WITH MORTAR FOR A DISTANCE IN FROM THE FACE OF THE WALL OR UNIT NOT LESS THAN THE THICKNESS OF THE LONGITUDINAL FACE SHELLS. BOND SHALL BE PROVIDED BY LAPPING UNITS IN SUCCESSIVE VERTICAL COURSES OR BY EQUIVALENT MECHANICAL ANCHORAGE.
16. VERTICAL CELLS TO BE FILLED SHALL HAVE VERTICAL ALIGNMENT SUFFICIENT TO MAINTAIN A CLEAR, UNOBSTRUCTED, CONTINUOUS, VERTICAL CELL
MEASURING NOT LESS THAN 3" AND HAVING A CLEAR AREA OF 10 SQUARE INCHES.
17 .VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION AT TOP AND BOTTOM AND AT INTERVALS NOT EXCEEDING 10 FEET.
18. WHEN THE GROUTING IS STOPPED FOR ONE HOUR OR LONGER, HORIZONTAL CONSTRUCTION JOINTS SHALL BE FORMED BY STOPPING THE POUR OF
GROUT NOT LESS THAN 1/2" BELOW THE TOP OF THE UPPERMOST UNIT GROUTED.
19. WHERE LINTELS BEAR ON MASONRY WALLS, THEY SHALL BEAR ON EITHER A BOND BEAM COURSE OR CORES GROUTED SOLID. ALL LINTELS SHALL HAVE AT
LEAST 8" OF BEARING AT EACH END UNLESS NOTED OTHERWISE.
20. ALL GROUT PLACED SHALL BE VIBRATED BY MECHANICAL VIBRATORS.
21. PROVIDE CONTROL JOINTS IN MASONRY WALLS AT A MAXIMUM OF 25'-0". COORDINATE LOCATION WITH ARCHITECTURAL DRAWINGS.
1. ALL REINFORCING STEEL SHALL BE DETAILED AND PLACED IN ACCORDANCE WITH THE LATEST EDITION OF ACI 315, ACI 318, AND CRSI.
2. REINFORCEMENT SHALL HAVE DEFORMED SURFACES IN ACCORDANCE WITH ASTM A615 WITH MINIMUM YIELD STRENGTH OF 60,000 PSI.
3. WELDED WIRE FABRIC SHALL BE SMOOTH CONFORMING TO ASTM A185.
4. ALL REINFORCING STEEL SHALL BE HELD SECURELY IN POSITION WITH STANDARD ACCESSORIES IN CONFORMANCE WITH CRSI MANUAL
OF STANDARD PRACTICE.
5. PROVIDE CORNER BARS AT ALL WALL CORNERS AND INTERSECTIONS PER TYPICAL DETAILS.
6. REINFORCING STEEL SHALL HAVE THE FOLLOWING CONCRETE PROTECTION (CLEAR COVER) UNLESS OTHERWISE NOTED:
- SURFACES NOT FORMED AND IN CONTACT WITH SOIL ...............: 3"
- FORMED SURFACES IN CONTACT WITH SOIL OR WEATHER .........: 2"
- BEAMS, GIRDERS AND COLUMNS .................................................: 1 1/2"
- WALLS AND JOISTS .......................................................................: 3/4"
- SLABS ON GROUND ......................................................................: 2" FROM TOP
7. CONTINUOUS REINFORCING STEEL IN CONCRETE SHALL BE LAP SPLICED PER CONCRETE LAP TABLE, CLASS "B", OR MASONRY LAP
TABLE. TYP. U.O.N., WWF WIRE SPLICE SHALL BE ONE FULL MESH SPACING + 6".
8. OPENINGS THROUGH CONCRETE WALLS, SLABS OR OTHER STRUCTURAL ELEMENTS NOT DETAILED ON THE STRUCTURAL DRAWINGS MUST BE LOCATED AND SHOWN ON THE APPLICABLE REINFORCING STEEL SHOP DRAWINGS. THE FINAL LOCATION OF ALL OPENINGS
MUST BE REVIEWED BY THE A/E BEFORE THE CONCRETE IS POURED.
9. WELDED WIRE FABRIC IN THE CONCRETE SLAB-ON-GRADE SHALL BE SUPPORTED TO PROVIDE REQUIRED COVER/PLACEMENT DEPTH;
AND PREVENT DISPLACEMENT DURING CONCRETE PLACEMENT OPERATIONS.
10. ALL HOOKS IN REINFORCING BARS SHALL BE AN ACI STANDARD HOOK, U.O.N.
11. AT CHANGE IN DIRECTION OF CONCRETE WALLS, BEAMS AND STRIP FOOTINGS PROVIDE CORNER BARS OF SAME SIZE AND SPACING AS
HORIZONTAL REINFORCING.
12. EPOXY ADHESIVE ANCHORS SHALL BE INSTALLED WITH HILTI HIT HY 500 V3 UNLESS OTHERWISE NOTED ON PLANS AND INSTALLED
ACCORDING TO MANUFACTURER'S RECOMMENDATIONS BY SIMPSON OR APPROVED EQUAL.
13. REINFORCING STEEL SHOP DRAWINGS SHALL BE SUBMITTED TO ENGINEER FOR APPROVAL PRIOR TO FABRICATION. CONTRACTOR SHALL CAREFULLY CHECK AND "APPROVED" BEFORE STAMP SUBMITTING TO THE EOR. NO SPLICES OR OTHER DETAILS ARE TO BE
ADDED WITHOUT SUBMITTAL.
7. STRUCTURAL STEEL
1. DETAILS FOR DESIGN, FABRICATION AND ERECTION OF ALL STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE LATEST A.I.S.C.
STANDARDS UNLESS OTHERWISE NOTED OR SPECIFIED.
2. ALL STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING U.O.N. ON THE STRUCTURAL DRAWINGS:
-WIDE FLANGE SHAPES ............................... ASTM A572 OR ASTM A992 (Fy =50 KSI)
-CHANNELS, ANGLES, PLATES, BARS ......... ASTM A36 (Fy = 36 KSI) -RECTANGULAR TUBES (HSS) ..................... ASTM A500 GRADE B (Fy = 46 KSI) -STRUCTURAL PIPE ..................................... ASTM A53 GRADE B (Fy = 35 KSI)
3. ALL STRUCTURAL BOLTS (INCLUDING WASHERS AND NUTS) SHALL CONFORM TO THE REQUIREMENTS OF ASTM A325 OR A490. ALL BOLTS SHALL BE TIGHTENED TO THE SNUG TIGHT CONDITION U.O.N. BOLTING OF STRUCTURAL STEEL SHALL CONFORM TO THE PROVISIONS OF RCSC "SPECIFICATIONS" FOR STRUCTURAL JOINTS USING ASTM A325 AND A490 BOLTS.
4. MINIMUM SIZE OF BOLTS SHALL BE 3/4" DIAMETER, AND EACH CONNECTION SHALL HAVE A MINIMUM OF 2 BOLTS WITH ONE
HARDENED WASHER PER BOLT.
5. ANCHOR BOLTS SHALL CONFORM TO ASTM F-1554, GRADE 36, AS NOTED ON THE DRAWINGS. REFER TO TYPICAL DETAIL FOR SIZE
AND LENGTH.
6. PERMANENT MACHINE BOLTS, USING AN APPROVED TYPE OF SELF ANCHORING HEX NUT, MAY BE USED FOR SUCH MINOR
CONNECTIONS AS SHELF ANGLES, CLOSURES, ETC.
7. EXPANSION BOLTS SHALL BE A MINIMUM OF 3/4" DIAMETER (HILTI KWIK BOLT II OR APPROVED EQUAL) WITH A MINIMUM EMBEDMENT
OF 31/4" INTO CONCRETE AND 51/4" INTO GROUT FILLED CONCRETE MASONRY UNITS.
8. EPOXY ANCHOR BOLTS SHALL BE A MINIMUM OF HILTI HIT HY 500 V3 (OR APPROVED EQUAL). MINIMUM EMBEDMENT SHALL BE 12" TIMES BAR DIAMETER U.O.N. FOLLOW ALL WRITTEN MANUFACTURER'S INSTRUCTIONS FOR INSTALLATION.
9. WELDING PROCEDURES SHALL CONFORM TO THE LATEST EDITION OF THE AMERICAN WELDING SOCIETY'S (AWS) STRUCTURAL
WELDING CODES. ALL WELDING SHALL BE PERFORMED BY PREQUALIFIED WELDERS.
10. WELDED CONNECTIONS FOR STEEL MEETING ASTM A992 OR A572 SHALL BE MADE WITH E70XX LOW HYDROGEN ELECTRODES.
OTHER WELDED CONNECTIONS TO BE MADE WITH REGULAR E70XX ELECTRODES.
11. WELDS NOT OTHERWISE NOTED ON DRAWINGS SHALL BE CONTINUOUS FILLET WELDS. THE MINIMUM SIZE SHALL BE 1/4", (MINIMUM
2"-12") OR AS REQUIRED BY THE AISC SPECIFICATIONS, WHICHEVER IS LARGER.
12. MINIMUM THICKNESS OF ALL CONNECTION MATERIAL SHALL BE 5/16".
13. UNLESS NOTED OTHERWISE, ALL SIMPLE BEAM SHEAR CONNECTIONS SHALL BE MADE USING DOUBLE ANGLE CONNECTIONS.
CONNECTIONS SHALL BE HIGH STRENGTH BOLT BEARING TYPE WITH THREADED PARTS INCLUDED IN THE SHEAR PLANE. ALL CONNECTIONS, UNLESS FULLY DETAILED ON THE STRUCTURAL DRAWINGS, SHALL BE DESIGNED AND DETAILED BY THE STRUCTURAL STEEL FABRICATOR TO MEET BOTH AISC AND OSHA REQUIREMENTS. REFER TO TYPICAL DETAILS FOR TYPE OF SIMPLE BEAM
CONNECTION AND MINIMUM BOLT REQUIREMENTS.
14. PROVIDE TEMPORARY ERECTION BRACING OF THE STRUCTURE UNTIL ALL PERMANENT LATERAL SUPPORT IS IN PLACE. FIELD PAINT, WHERE APPLICABLE, ALL FIELD WELDS, ABRASIONS, RUST SPOTS AND FIELD BOLTS ON STRUCTURAL STEEL, JOISTS AND
DECKING AFTER ERECTION.
15. ALL EDGE ANGLES OR BENT PLATES SHALL BE FIELD APPLIED TO THE BEAMS WITH ±1/8" HORIZONTAL AND VERTICAL TOLERANCE TO
FACILITATE OTHER INSTALLATIONS.
16. REFER TO PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS FOR ARCHITECTURALLY EXPOSED STEEL.
17. ALL INTERIOR & EXTERIOR EXPOSED STEEL SHALL RECEIVE ONE SHOP COAT OF RED OXIDE PRIMER. INTERIOR STEEL BEAMS, COLUMNS, ANGLES ETC. ARE REQUIRED TO BE SHOP PRIMED PRIOR TO PAINTING EXPOSED STEEL.
1. BUILDING FOUNDATION DESIGN BASED ON NET ALLOWABLE SOIL BEARING PRESSURE OF 2,500 PSF FOR COLUMN SPREAD
FOOTINGS AND 2,000 PSI FOR CONTINUOUS WALL FOOTINGS.
2. BUILDING FOUNDATION SHALL BE PLACED ON FIRM, UNDISTURBED NATURAL SOILS OR ON ENGINEERED FILL MATERIAL. FOR AREAS REQUIRING ENGINEERED FILL, THIS MATERIAL SHALL CONSIST OF CLEAN GRANULAR FILL COMPACTED AND PLACED IN LIFTS AS RECOMMENDED BY THE SOILS ENGINEER ON SITE. SOIL BEARING PRESSURE OF ENGINEERED FILL TO BE FIELD VERIFIED
BY THE SOILS ENGINEER ON SITE PRIOR TO CONSTRUCTION.
3. SUBBASE MATERIAL UNDER SLABS-ON-GRADE TO BE CLEAN GRANULAR FILL COMPACTED AS RECOMMENDED BY THE SOILS
ENGINEER ON SITE.
4. BACKFILL AGAINST GRADE BEAMS AND SITE WALLS SHALL BE PLACED EVENLY ON BOTH SIDES.
5. UNDERCUTTING OF THE SOIL FOR FOUNDATION AND/OR PLACEMENT MAY BE REQUIRED. THE STRUCTURAL DRAWINGS MAY NOT INDICATE THE ENTIRE SCOPE OF UNDERCUTTING, FILL, BAD SOIL OR ROCK REMOVAL THAT MAY BE REQUIRED TO ATTAIN THE DESIGN SOIL BEARING PRESSURES. IT IS THE CONTRACTOR'S RESPONSIBILITY, BEFORE BIDDING, TO ASSESS THE EXTENT OF
EXCAVATION AND COMPACTION THAT MAY BE REQUIRED TO MEET THE DESIGN CRITERIA.
6. IF DEWATERING IS REQUIRED, SUMPS SHALL NOT BE PLACED WITHIN THE FOUNDATION EXCAVATION.
7. REFER TO GEO-TECHNICAL REPORT AS PREPARED BY TERRACON, PROJECT No. EQ225049, DATED JANUARY 27, 2023. FOR ADDITIONAL FOUNDATION REQUIREMENTS. IF CONFLICT BETWEEN EOR AND GEO-TECHNICAL INVESTIGATION REPORT MORE
STRINGENT CRITERIA SHALL BE FOLLOWED.
DATE:
PROJECT NO.:
THIS DRAWING IS AN INSTRUMENT OF SERVICE
AND IS THE PROPERTY OF DASHER HURST
ARCHITECTS, PA. IT SHALL NOT BE
REPRODUCED IN WHOLE OR IN PART WITHOUT
THE EXPRESS WRITTEN PERMISSION OF DASHER
HURST ARCHITECTS, PA.
DASHER HURST
1 0 2 2 P A R K S T R E E T , S U I T E 2 0 8
A R C H I T E C T S
J A C K S O N V I L L E , F L O R I D A 3 2 2 0 4 P H O N E : 9 0 4 . 4 2 5 . 1 1 9 0
F L L I C E N S E N U M B E R A A 2 6 0 0 2 1 6 5 W. W. W. D A S H E R H U R S T . C O M
GENERAL
NOTES
22003
06.23.2023
C O
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A D
S001
BID DOCUMENTS
C
LA
Y C
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UN
TY
C
LA
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O F
IR
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ST
A
TIO
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STRUCTURAL ENGINEER
G.M. HILL ENGINEERING,
INC.
9700 PHILIPS HWY, SUITE 101
JACKSONVILLE, FL 32256
MEP ENGINEER
POWELL & HINKLE
ENGINEERING, P.A.
1409 KINGSLEY AVENUE, BLDG 12A
ORANGE PARK, FL 32073
CIVIL ENGINEER
GOODSON BERGEN &
ASSOC
11555 CENTRAL PARKWAY, SUITE 103
JACKSONVILLE, FL 32224
REVISIONS
# DATE DESCRIPTION
4 07/25/25 90% IRC REVIEW
: ABBREVIATIONS
12. ROOFING & WATERPROOFING
L - ANGLE
LG
LW
- LONG
- METAL
- PLATE
NTS
PLF
PSF
OC
OPNG
PART
PL
MTL
MIN
MISC
NIC
NS
MFR
MAT'L
MAX
MECH'L
MAS
MO
PCJ
- MATERIAL
- MINIMUM
- MECHANICAL
- MAXIMUM
- MASONRY
- NEAR SIDE
- ON CENTER
- OPENING
- PARTITION
- MANUFACTURER
- MASONRY OPENING
- MISCELLANEOUS
- NOT TO SCALE
- NOT IN CONTRACT
- POUNDS PER LINEAR FOOT
- POUNDS PER SQUARE FOOT
- PRECAST CONCRETE JOIST
- LONG WAY
REM
- SLOPE
- ROOM
- SIMILAR
- SPIRAL
- STEEL
SW
STL
STRUCT'L
SECT
SIM
STD
SQ
SP
SL
REQ'D
REV
SCHED
RM
RO
- RISER/RADIUS
REINF
R
PT
- REMAINDER
- ROUGH OPENING
- REQUIRED
- STANDARD
- SECTION
- SQUARE
- SCHEDULE
- STRUCTURAL
- REVISED/REVISION
- SHEARWALL/SHORT WAY
- REINFORCING
- POST TENSIONED/PRESSURE TREATED
- WITH
WWF
UON
VERT
WP
W/
- TREAD/TRUSS
T/
TEMP
TYP
TR
T/O
TC
- UNLESS OTHERWISE NOTED
- VERTICAL
- WORK POINT
- WELDED WIRE FABRIC
- TIE COLUMN/TOP CHORD
- TOP OF
- THRU OUT
- TYPICAL
- TEMPERATURE
- TIE BEAMTB
- POUNDS PER SQUARE INCHPSI
- APPROXIMATELY
- ALTERNATE
- ANCHOR BOLTAB
APPROX
ALT
- BUILDING
- ARCHITECTURAL
- CONTRACTOR
- CONTINUOUS
- CONFIGURATION
- CONCRETE
- CENTERLINE
- CAST IN PLACE
CJ
CL
CIP
CMU
COL
CONC
CONFIG
CONT
CONTR
CLR
CTR - CENTER
- COLUMN
- CLEAR
BM
B/
ARCH'L
BLDG
BOTT
BRG
C/C
- BOTTOM
- BEAM
- BEARING
- BOTTOM OF
DET - DETAIL
- ELEVATION/ELEVATOR
- ELEVATION
- EXPANSION JOINT
- EACH FACE
- DIMENSION
- DIAMETER
- EXPANSION
- EACH WAYEW
FIN
EXIST
EXP
FLR - FLOOR
- FINISH
- EXISTING
DIA
DN
DIM
EA
EJ
EL
EF
DWG
ELEV
DR
EQ
- EACH
- EQUAL
- DRAWING
- DOOR/DRAIN
- DOWN
EE - EACH END
- FAR SIDE
- INTERIOR
- INFORMATION
- ISOLATION JOINT
- HIGH POINT
- HORIZONTAL
- HOLLOW CORE
- GALVANIZED
HC
HP
IJ
HORIZ
INT
JT
KJ
INFO
- JOINT
FS
GA
FT
FOM
FTG
GALV
- GAGE
- FOOTING
- FOOT
HDG
- FOUNDATIONFND
DBL - DOUBLE
- FACE OF MASONRY
- CONSTRUCTION JOINT
- CONTROL JOINT
- CENTER TO CENTER
- CONCRETE MASONRY UNIT
- HOT DIPPED GALVANIZED
LP - LOW POINT
- ARCHITECTARCH
W/O - WITHOUT
TJ - TIE JOIST
- SLAB-ON-GRADESOG
JR - JAMB REINFORCING WD - WOOD
- HIP GIRDERHG
- GIRDER TRUSSGT
OH - OPPOSITE HAND
PART'L - PARTIAL
EOS - EDGE OF SLAB
BC - BOTTOM CHORD
PAF - POWDER ACTUATED FASTENERS
EXT - EXTERIOR
- HOLLOW CORE PLANKHCP
- ENGINEERENGR
- IRREGULARIRR
- HOOKHK
RQMTS - REQUIREMENTS
- REGULARREG
LLV - LONG LEG VERTICAL
LLH - LONG LEG HORIZONTAL
- HIGH STRENGTHHS
SS - STAINLESS STEEL
- GENERAL CONTRACTORGC
EOR - ENGINEER OF RECORD
KLF - KIPS PER LINEAR FOOT
KIP(s) - 1000 POUNDS K - KIP(s)
1. THE ARCHITECT SHALL BE RESPONSIBLE FOR THE DESIGN OF THE ROOF COVERING SYSTEM AND FLASHING AND VALLEY MATERIAL.
2. THE ARCHITECT SHALL BE RESPONSIBLE FOR THE DESIGN OF ALL WATERPROOFING AND FLASHING.
11. SUBMITTALS
CONTRACTOR SHALL SUBMIT THE FOLLOWING FOR APPROVAL PRIOR TO FABRICATION AND ERECTION:
1. CONCRETE MIX DESIGNS.
2. STEEL REINFORCEMENT SHOP DRAWINGS.
3. TESTING LAB RESULTS FOR SOIL DENSITY AND CONCRETE COMPRESSIVE STRENGTH.
4. MASONRY PRODUCT DATA AND REINFORCING.
5. STRUCTURAL STEEL ERECTION AND DETAIL SHOP DRAWINGS.
6. WOOD TRUSS LAYOUT AND CALCULATIONS, SIGNED AND SEALED BY SPECIALTY ENGINEER.
9. WOOD FRAMING
1. ALL WOOD MEMBERS EXPOSED TO EARTH OR IN CONTACT WITH CONCRETE MASONRY OR EARTH SHALL BE TREATED WITH A PRESERVATIVE
SUITABLE FOR THE SITE, AWPA UC2 MINIMUM AT TREATED MEMBER.
2. NAILS AND FASTENERS ARE REQUIRED TO BE HOT-DIPPED GALVANIZED AFTER FABRICATION MEETING ASTM A 153, CLASS C OR ASTM B695.
3. ALL EXPOSED EXTERIOR HARDWARE TO BE HOT-DIPPED GALVANIZED AFTER FABRICATION MEETING ASTM A 153, CLASS C OR ASTM B695.
4. ALL FRAMING CONNECTORS AND HARDWARE NOTED ON DRAWINGS SHALL BE MANUFACTURED BY SIMPSON STRONG TIE OR APPROVED EQUAL.
5. WOOD FRAMING SHALL BE IN ACCORDANCE WITH FBC EXCEPT AS NOTED WITHIN THESE PLANS.
6. ALL MANUFACTURED LUMBER SHALL BE PRESSURE TREATED TO A SERVICE LEVEL UC3A TREATMENT FOR EXTERIOR CONDITIONS, U.O.N.
7. PRE-FABRICATED WOOD TRUSSES SHALL COMPLY WITH NDS AND ANSI/TIP 1-02. THE DESIGN OF PRE-FABRICATED WOOD TRUSSES AND ASSOCIATED CONNECTIONS SHALL BE DESIGNED BY A SPECIALITY ENGINEER REGISTERED IN THE STATE OF FLORIDA. DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED FOR REVIEW AND APPROVAL AND BEAR THE SEAL AND SIGNATURE OF THE SPECIALTY ENGINEER. DESIGN CRITERIA SHALL BE CLEARLY LABELED WITH RATED LOAD CAPACITY OF ALL TRUSS TO TRUSS CONNECTOR, REACTIONS, SIZES OF ALL
MEMBERS, DEAD, LIVE AND WIND LOADINGS WITH SPECIFIED SPACING.
8. JOBSITE HANDLING AND ERECTION AND TEMPORARY TRUSS BRACING DURING INSTALLATION OF TRUSSES SHALL BE CLEARLY LABELED AND
COMPLY WITH TPI/WTCA BCSI 1.
9. PROVIDE CONTINUOUS LATERAL BOTTOM CHORD TRUSS BRACING W/ A MIN. OF SYP #2 2X4'S AT 4'-0" ON CENTER, ATTACH w/(3)-16d .148x31/4"
COMMONS EA.TRUSS MEMBER TYP. U.O.N.
10. ALL PRE-FABRICATED TRUSSES SHALL BE FASTENED TO THEIR SUPPORTING MEMBERS I.E. WALLS, BEAMS WITH CONNECTOR PER UPLIFT
INDICATED ON TRUSS DRAWINGS. SEE SCHEDULE FOR CONNECTOR VALUES.
11. PROVIDE SEAT PLATES AT ALL BEARING POINTS.
8. TREATED WOOD
1. LUMBER AND TIMBER SHALL CONFORM TO THE SOUTHERN PINE INSPECTION BUREAU "STANDARD GRADING RULES", CURRENT EDITION.
2. ALL LUMBER AND TIMBER SHALL BE DRESSED S4S AND GRADE STAMPED BY AN AGENCY CERTIFIED BY THE AMERICAN LUMBER STANDARDS COMMITTEE'S BOARD OF REVIEW AND MANUFACTURED IN ACCORDANCE WITH PS 20, LATEST REVISION. PROVIDE NOMINAL SIZES AS INDICATED ON DESIGN PLANS. WANES ARE NOT ACCEPTABLE IN EXPOSED MATERIAL.
3. ALL EXTERIOR WOOD, NO. 2 SOUTHERN YELLOW PINE K.D. AFTER TREATMENT. TREATMENT SHALL BE IN ACCORDANCE WITH AWPA STANDARDS FOR MCQ .40P/CF. FOR ABOVE GROUND, .60P/CF. FOR PERMANENT FOUNDATION USE.
4. CUT SURFACES OF TREATED WOOD SHALL BE TREATED WITH PRESERVATIVE IN ACCORDANCE WITH AWPA STANDARD M4. COPPER
NAPHTHENATE SOLUTION SHALL BE BRUSHED INTO ALL BOLT HOLES.
10. ROOF SHEATHING AND DIAPHRAGM ATTACHMENT
1. ROOF SHEATHING- USE A MINIMUM OF EXP. 1 APA RATED 5/8" THICK SHEATHING WITH A SPAN RATING NOT LESS THAN 32/16. ALL PANELS SHALL BE
CONTINUOUS OVER A MINIMUM OF 3 SUPPORTS. END JOINTS SHALL BE STAGGERED. TYPICAL U.O.N. ON PLAN.
2. ROOF ATTACHMENTS SHALL BE 6" ON CENTER SPACING AT PANEL EDGES AND 6" AT INTERMEDIATE SUPPORTS UTILIZING 8d RING-SHANK NAILS.
REDUCE NAIL SPACING TO 3" ON CENTER AROUND ALL OPENINGS. TYPICAL U.N.O. ON PLAN.
3. ALL ROOF DIAPHRAGMS SHALL BE BLOCKED (SYP#2 2X4 BLOCKING) 4'-0" FROM GABLED ENDS. TYPICAL U.N.O. ON PLAN. ROOF ATTACHMENTS SHALL BE 4" ON CENTER SPACING AT PANEL EDGES AND 6" ON CENTER SPACING AT INTERMEDIATE SUPPORTS AND BLOCKING UTILIZING 8d RING-SHANK
NAILS. REDUCE NAIL SPACING TO 3" ON CENTER AROUND ALL OPENINGS.
13. MASONRY CONSTRUCTION
DEFINITIONS:
1. GROUT POUR HEIGHT- THE TOTAL HEIGHT OF THE MASONRY TO BE GROUTED PRIOR TO ERECTION OF ADDITIONAL MASONRY.
2. GROUT POUR- CONSISTS OF ONE OR MORE GROUT LIFTS
3. GROUT LIFT- THE LAYER OF GROUT PLACED IN A SINGLE CONTINUOUS OPERATION AND IS LIMITED TO 8 FEET.
4. RODDING- THE ACT OF COMPACTING FRESHLY POURED CONCRETE OR GROUT IN ITS FORM BY FREEING THE MASS OF AIR POCKETS.
5. PUDDLING- THE PROCESS OF INDUCING COMPACTION OF GROUT BY USE OF A TAMPING ROD.
6. PUDDLE- THE ACT OF WORKING CONCRETE TO ELIMINATE HONEYCOMBS, AND IT PRODUCE A DENSER MASS.
7. PUDDLE STICK- A STICK OR ROD USED TO CONSOLIDATE GROUT BY HAND.
MASONRY CONSTRUCTION AND INSPECTION GUIDELINES:
1. LAY UP MASONRY IN RUNNING BOND FOR SIZES AND REINFORCING SEE PLANS AND ELEVATIONS.
2. FACE SHELLS OF BED JOINT SHALL BE MORTARED.
3. WEBS SHALL BE MORTARED AT CELLS TO BE GROUTED.
4. VERTICAL CELLS ARE TO BE ALIGNED WHERE THEY ARE TO BE GROUT FILLED UNLESS BOND IS SHIFTED DUE TO SITE CONDITIONS.
5. INSTALL HORIZONTAL JOINT REINFORCING AT 16" ON CENTER SPACING STARTING FIRST BLOCK ABOVE FOUNDATION, U.N.O.
6. MAINTAIN MIN. OF ½" COVER ON JOINT REINFORCING TO EXTERIOR AND REINFORCING SHALL BE EMBEDDED IN MORTAR.
7. GROUT SPACES BOTH VERTICAL AND HORIZONTAL ARE TO BE SUBSTANTIALLY FREE OF DROPPINGS, DEBRIS, LOOSE AGGREGATE AND ANY DELETERIOUS
TO MASONRY GROUT.
8. INSTALL REINFORCING IN GROUT CELLS PRIOR TO GROUTING.
9. GROUT SPACES ARE TO BE INSPECTED PRIOR TO PLACING GROUT.
10. FILL CELLS AS NOTED ON THE PLANS, ELEVATIONS AND DETAILS.
11. A REINFORCING BAR MAY BE USED TO ROD GROUT IN CELL, TO ENSURE THAT ARE NO VOIDS IN GROUT.
13. GROUT SHOULD SET IN APPROXIMATELY 90 MINUTES DEPENDING ON GROUT SLUMP AND WEATHER CONDITIONS.
14. DO NOT BEND OR MOVE REINFORCEMENT AFTER GROUT HAS SET.
15. FILL ALL CELLS SOLID BELOW FINISH FLOOR ELEVATION.
TOLERANCES:
1. CENTER REINFORCING:
a. CENTERLINE LOCATION SHOULD BE ½" OF CENTER OF MASONRY.
b. HORIZONTAL LOCATION SHALL BE WITHIN 2" OF THE CENTER OF THE CELL.
c. REINFORCING SHALL MAINTAIN POSITION WITHOUT BEING TIED.
d. DO NOT MOVE REINFORCING AFTER INITIAL SET OF GROUT.
2. REINFORCING AT EACH FACE:
a. MAINTAIN AT LEAST 1/4" CLEAR OF MASONRY FOR FINE GROUT AND ½"
b. REINFORCING SHALL BE PLACED 1" CLEAR TO THE SIDE OF THE DOWELS.
3. BOND BEAMS:
a. HORIZONTAL REINFORCING SHALL BE ¼" CLEAR OF MASONRY FOR FINE GROUT AND ½" COURSE GROUT.
b. KNOCK OUT WEB BLOCKS SHALL BE USED FOR BLOCK AT THE TOP AND/OR THE BOTTOM OF THE BOND BEAMS, DEPENDING ON THE LOCATION.
c. WIRE MESH OR SOME OTHER MEANS SHALL BE USED TO PREVENT GROUT FROM ESCAPING
DATE:
PROJECT NO.:
THIS DRAWING IS AN INSTRUMENT OF SERVICE
AND IS THE PROPERTY OF DASHER HURST
ARCHITECTS, PA. IT SHALL NOT BE
REPRODUCED IN WHOLE OR IN PART WITHOUT
THE EXPRESS WRITTEN PERMISSION OF DASHER
HURST ARCHITECTS, PA.
DASHER HURST
1 0 2 2 P A R K S T R E E T , S U I T E 2 0 8
A R C H I T E C T S
J A C K S O N V I L L E , F L O R I D A 3 2 2 0 4 P H O N E : 9 0 4 . 4 2 5 . 1 1 9 0
F L L I C E N S E N U M B E R A A 2 6 0 0 2 1 6 5 W. W. W. D A S H E R H U R S T . C O M
GENERAL
NOTES
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STRUCTURAL ENGINEER
G.M. HILL ENGINEERING,
INC.
9700 PHILIPS HWY, SUITE 101
JACKSONVILLE, FL 32256
MEP ENGINEER
POWELL & HINKLE
ENGINEERING, P.A.
1409 KINGSLEY AVENUE, BLDG 12A
ORANGE PARK, FL 32073
CIVIL ENGINEER
GOODSON BERGEN &
ASSOC
11555 CENTRAL PARKWAY, SUITE 103
JACKSONVILLE, FL 32224
REVISIONS
1 11/03/23 PERMIT REV 1
4" M
IN
C
O V
E R
T/CONC.
COL. BEARING
BASE PLATE W/
OVERSIZED HOLE, PER
SCHEDULE
ANCHOR ROD SIZE, SEE
COLUMN SCHEDULE
FULLY TIGHTENED
DOUBLE NUTS OR HEAVY
HEX BOLT HEAD
NOMINAL NON-SHRINK
GROUT THICKNESS PER
SCHEDULE
TYPICAL ANCHOR ROD ASSEMBLY
M
IN2"
MINIMUM ANCHOR ROD
PROJECTION ABOVE BASE
PLATE PER SCHEDULE
MINIMUM SPECIFIED
EMBEDMENT LENGTH,
SEE SCHEDULE.
BOTTOM PL WASHER
PER SCHEDULE
THREAD LENGTH
SQUARE OR ROUND PLATE
WASHER W/ STANDARD HOLE
SIZE AND THICKNESS PER
SCHEDULE
HEAVY HEX NUT
SETTING NUT AND PLATE
WASHER (1/2" MIN WASHER
THICKNESS) OR SHIM STACK
AT CONTRACTORS OPTION
BOTTOM OF
FOOTING OR
MAT
FOUNDATION
ANCHOR ROD SCHEDULE
ANCHOR
ROD SIZE
BASE PLATE
HOLE DIA.
MIN.
WASHER
SIZE
MIN.
WASHER
THICK
MIN. PROJ.
ABOVE
BASE
PLATE
NOMINAL
GROUT
THICKNESS
3/4"ø 1 5/16"
1"ø 1 13/16"
1 1/2"ø 2 5/16"
2"
3"
3 1/2"
1/4"
3/8"
1/2"
3"
3 1/2"
4"
2"
2"
3"
"A"
ANCHOR ROD ASSEMBLY NOTES:
1. ANCHOR ROD SHALL BE HEAVY HEX ASTM 1554 GRADE 36.
2. SEE COLUMN SCHEDULE AND BASE PLATE DETAILS FOR BASE PLATE AND ANCHOR ROD LAYOUT
PATTERNS, SIZES AND EMBEDMENTS.
3. REFER TO ANCHOR ROD SCHEDULE FOR ROD PROJECTIONS, WASHERS AND BASE PLATE HOLE
SIZES.
4. WHERE WELD 'A' IS NOT SCHEDULED, TACK WELD AS REQUIRED FOR ERECTION.
WELD "A"
SIZE
1/8"
3/16"
1/4"
B/COL.
SEE SCHEDULE
FOR WELD "A"
SIZE
SEE BASE
PLATE
DETAILS
MIN.
EMBED.
DEPTH
9"
12"
18"
TYPE "A"
GRID
G R
ID HSS COLUMN
BASE PLATE
2" , TYP.
EQUAL EQUAL
"C"
2"
TY
P.
EQ
U
AL
EQ
U
AL
"B
AISC MIN
TYPICAL
TYPE "B"
GRID
G R
ID
WF COLUMN
BASE PLATE
2" , TYP.
EQUAL EQUAL
"C"
2"
TY
P.
EQ
U
AL
EQ
U
AL
"B
AISC MIN
TYPICAL
TYPE 2 TYPE 3
TYPE 4 TYPE 5
1' - 4" 2' - 0"
2'-8". 3'-4".
SIZE OF BAR
REQUIRED
DEVELOPMENT LENGTH
STRAIGHT BARS
REQUIRED
DEVELOPMENT LENGTH
HOOKED BARS
#3 1'-4" 8 1/4" #4 1'-10" 11 1/2" #5 2'-4" 1'-3 1/4" #6 2'-9" 1'-4 1/2" #7 4'-0" 1'-7 1/4" #8 4'-7" 1'-10" #9 5'-2" 2'-0 3/4" #10 5'-10" 2'-4" #11 6'-6" 2'-7"
SIZE OF BAR. SPLICE (A) SPLICE (B)
#3 1'-1" 1'-5" #4 1'-6" 1'-11" #5 1'-10" 2'-4" #6 2'-2" 2'-10" #7 3'-2" 4'-1" #8 3'-9" 4'-11" #9 4'-8" 6'-1" #10 5'-7" 7'-3" #11 6'-7" 8'-7"
CONCRETE REINFORCING SPLICE
LENGTH SCHEDULE PER ACI 318
CONCRETE REINFORCING DEVELOPMENT
LENGTH SCHEDULE PER ACI 318
REINFORCING YEILD STRENGTH, Fy = 60 KSI CONCRETE COMPRESSIVE STRENGHT, F'c = 3,000 PSI
REINFORCING YEILD STRENGTH, Fy = 60 KSI CONCRETE COMPRESSIVE STRENGHT, F'c = 3,000 PSI
SCALE: = NTS
A4STEEL COLUMN BASE PLATE DETAIL
DATE:
PROJECT NO.:
THIS DRAWING IS AN INSTRUMENT OF SERVICE
AND IS THE PROPERTY OF DASHER HURST
ARCHITECTS, PA. IT SHALL NOT BE
REPRODUCED IN WHOLE OR IN PART WITHOUT
THE EXPRESS WRITTEN PERMISSION OF DASHER
HURST ARCHITECTS, PA.
DASHER HURST
1 0 2 2 P A R K S T R E E T , S U I T E 2 0 8
A R C H I T E C T S
J A C K S O N V I L L E , F L O R I D A 3 2 2 0 4 P H O N E : 9 0 4 . 4 2 5 . 1 1 9 0
F L L I C E N S E N U M B E R A A 2 6 0 0 2 1 6 5 W. W. W. D A S H E R H U R S T . C O M
SCHEDULES
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STRUCTURAL ENGINEER
G.M. HILL ENGINEERING,
INC.
9700 PHILIPS HWY, SUITE 101
JACKSONVILLE, FL 32256
MEP ENGINEER
POWELL & HINKLE
ENGINEERING, P.A.
1409 KINGSLEY AVENUE, BLDG 12A
ORANGE PARK, FL 32073
CIVIL ENGINEER
GOODSON BERGEN &
ASSOC
11555 CENTRAL PARKWAY, SUITE 103
JACKSONVILLE, FL 32224
M4 8" x 16" (4) #5 #2 @ 8" 2 MASONRY
M3 DOUBLE 8" x 40" (10)#5 #2 @ 8" 5 MASONRY
M2 DOUBLE 8" x 32" (8) #5 #2 @ 8" 4 MASONRY
M1 8" x 24" (6) #5 #2 @ 8" 3 MASONRY
COLUMN ID. NO. COLUMN SIZE (WxD INCHES) VERTICAL REINFORCEMENT OR BASE PLATE COLUMN TIES OR CAP PLATE TYPE REMARKS
MASONRY COLUMN SCHEDULE
TD1.33 1'-4" x CONT. x 1'-4" (2) #5 CONT. BOTTOM MONOLITHIC w/ SLAB
TD1.0 1'-0" x CONT. x 1'-4" (2) #5 CONT. BOTTOM MONOLITHIC w/ SLAB
TD0.67 0'-8" x CONT. x 0'-8" (1) #5 CONT. BOTTOM MONOLITHIC w/ SLAB
F5.0 5'-0" x 5'-0" x 1'-4" (6) #5 CONT. EACH WAY, BOTTOM
RF5.0x15.0 5'-0" x 15'-0" x 2'-4" (5) #7 LONG WAY TOP AND BOTTOM, (14) #7 SHORT
WAY TOP AND BOTTOM (OUTER BARS IN OUTER... FOOTING NOT USED
CF2.5 2'-6" x CONT. x 1'-0" (3) #5 CONT. BOTTOM #4 @ 24"O.C. TRANSVERSE
CF2.0 2'-0" x CONT. x 1'-0" (3) #5 CONT. BOTTOM #4 @ 24"O.C. TRANSVERSE
CF1.67 1'-8" x CONT. x 1'-0" (2) #5 CONT. BOTTOM
MARK SIZE (WxLxD) REINFORCING REMARKS
FOOTING SCHEDULE
B-3 16'-0" 8" x 24" (2)#5 (2)#5 (2)#5 #3 @ 8"O.C. MASONRY BEAM
B-2 9'-4" 8" x 16" (2)#5 (2)#5 #3 @ 8"O.C. MASONRY BEAM
B-1 10'-8" 8" x 16" (2)#7 (2)#5 #3 @ 8"O.C. MASONRY BEAM
TB-6 10'-8" 8" x 24" (2)#5 (2)#5 - MASONRY TIE BEAM
TB-5 9'-4" 8" x 16" (2)#5 (2)#5 - MASONRY TIE BEAM
TB-4 19'-4" 8" x 16" (2)#5 (2)#5 - MASONRY TIE-BEAM
TB-3 19'-4" 12" x 16" (2)#5 (2)#5 - MASONRY TIE-BEAM
TB-2 10'-8" 12" x 16" (2)#5 (2)#5 - MASONRY TIE-BEAM
TB-1 10'-8" 8" x 16" (2)#5 (2)#5 - MASONRY TIE-BEAM
BOT... TOP "C" "E"
BEAM
MARK TOP OF BEAM ELEV. SIZE (W x D INCHES)
REINFORCING
#3 STIRRUPS REMARKS
MASONRY & CONCRETE BEAM SCHEDULE
C3 HSS 4x4x1/4 1/2" x 6 1/2" x 1'-0" (4) 3/4" A325 - TYPE C 1/4" SPACE BOLTS @ BEAM GAGE - SEE A3/S502
C2 W8x31 1" x 14" x 1'-2" 1" DIA. - TYPE B 1/2" NOT USED
C1 HSS 6x6x5/16 3/4" x 14" x 1'-2" 3/4" DIA. - TYPE A 1/4"
COLUMN MARK COLUMN TYPE BASE PLATE SIZE ANCHOR BOLT SIZE AND TYPE CAP PLATE SIZE REMARKS
STEEL COLUMN SCHEDULE
WF COLUMN
NOT USED
REVISIONS
# DATE DESCRIPTION
1 11/03/23 PERMIT REV 1
3 07/19/24 VE REV 1
WIND PRESSURE DIAGRAMS
TYPICAL GABLE ROOFS
REFER TO COMPONENTS AND CLADDING WIND
LOAD DESIGN PRESSURE SCHEDULE' ON THIS SHEET
a1 a1
PLAN VIEW
SIMPLIFIED TYPICAL FLAT ROOF
PLAN VIEW
(NOTE: DOES NOT APPLY @ ATTACHED CANOPIES)
SHORT DIRECTION
LO
N
G D
IR
EC
TI
O
N
TYPICAL WALLS
(GABLE AND FLAT ROOF)
a1 OR a2 a1 OR a2 a1 OR a2 a1 OR a2
1 2 2
"a 1"
O R
"a 2"
"a 1"
O R
"a 2"
"a1"OR"a2" "a1"OR"a2"
2"a 1"
"a 1" 3
PLAN VIEW
3 < 0 < 27 27 < 0 < 45
"a1" "a1"
"a1" "a1"
ZONE
10 S.F. OR LESS
50 S.F.
100 S.F.
500 OR LARGER
+44,-80
ROOF SURFACES VERTICAL SURFACE
+35,-52
+31,-40
EFFECTIVE
WIND AREA
10"/12" HIGH SLOPE ROOF ULTIMATE DESIGN PRESSURES (PSF)
FOR COMPONENTS AND CLADDING SURFACES:
1. "a1", = 4'-6" (TYP. AT ALL ROOF AREAS, UNO), "a2" = 6'-8" (4"/12" ROOF AREAS).
2. THE PROPOSED STRUCTURE IS LOCATED WITHIN A WIND BORNE DEBRIS AREA GLAZED OPENINGS SHALL BE MISSILE IMPACT RATED OR PROTECTED.
3. DESIGN PRESSURE VALUES FOR OTHER EFFECTIVE TRIBUTARY AREAS SHALL BE LINEARLY INTERPOLATEDBETWEEN VALUES SHOWN.
4. ULTIMATE DESIGN WIND LOADS PROVIDED SHALL BE USED WITH LOAD COMBINATIONS PER ASCE 7-22, CHAPTER 2.
5. DESIGN WIND PRESSURES PROVIDED TO BE USED FOR EXTERIOR COMPONENT AND CLADDING MATERIALS NOT SPECIFICALLY DESIGNED BY THE REGISTERED DESIGN PROFESSIONAL RESPONSIBLE FOR THE DESIGN OF THE STRUCTURE PER SECTION 1603.1.4 OF THE 2018 IBC.
NOTES:
+28,-40
4 5
+48,-52
+43,-47
+42,-45
+36,-40
OVERHANG
10"/12" HIGH SLOPE ROOF NOMINAL DESIGN PRESSURES (PSF)
FOR COMPONENTS AND CLADDING SURFACES:
2" TO 4"/12" SLOPE ROOF ULTIMATE DESIGN PRESSURES (PSF)
FOR COMPONENTS AND CLADDING SURFACES:
2" TO 4"/12" SLOPE ROOF NOMINAL DESIGN PRESSURES (PSF)
FOR COMPONENTS AND CLADDING SURFACES:
ZONE
10 S.F. OR LESS
50 S.F.
100 S.F.
500 OR LARGER
ROOF SURFACES VERTICAL SURFACE
EFFECTIVE
WIND AREA
FLAT ROOF ULTIMATE DESIGN PRESSURES (PSF)
FOR COMPONENTS AND CLADDING SURFACES:
3 4 5
+41,-45
+37,-42
+35,-39
+31,-35
OVERHANG2
+19,-94
+16,-80
+16,-74
+16,-60
+19,-128
+16,-100
+16,-88
+16,-60
-122
-89
-75
-42
+41,-55
+37,-47
+35,-43
+31,-34
ZONE
10 S.F. OR LESS
50 S.F.
100 S.F.
500 OR LARGER
ROOF SURFACES VERTICAL SURFACE
EFFECTIVE
WIND AREA
FLAT ROOF NOMINAL DESIGN PRESSURES (PSF)
FOR COMPONENTS AND CLADDING SURFACES:
3 4 5
+25,-27
+23,-26
+21,-24
+19,-21
OVERHANG2
+11,-57
+10,-48
+10,-45
+10,-36
-74
-54
-45
-26
+11,-77
+10,-60
+10,-53
+10,-36
+25,-33
+23,-29
+21,-26
+19,-21
10 S.F. OR LESS
50 S.F.
100 S.F. LARGER
ROOF SURFACES
PRESSURES (NET)EFFECTIVE
WIND AREA
ATTACHED CANOPY ROOF ULTIMATE
DESIGN PRESSURES (PSF) FOR
COMPONENTS AND CLADDING SURFACES:
+37,-57
+30,-48
+27,-45
10 S.F. OR LESS
50 S.F.
100 S.F. LARGER
ROOF SURFACES
PRESSURES (NET)EFFECTIVE
WIND AREA
ATTACHED CANOPY ROOF NOMINAL DESIGN
PRESSURES (PSF) FOR COMPONENTS AND
CLADDING SURFACES:
+22,-35
+18,-29
+16,-27
2 3 1
-117
2 3
+44,-88
+35,-66
+31,-57
+28,-48
+44,-108
+35,-76
+31,-62
+28,-48
-84
-70
-65
-125
-98
-87
-73
-157
-115
-97
-73
+48,-64
+43,-54
+42,-50
+36,-40
ZONE
10 S.F. OR LESS
50 S.F.
100 S.F.
500 OR LARGER
+26,-48
ROOF SURFACES VERTICAL SURFACE
+21,-32
+19,-24
EFFECTIVE
WIND AREA
+17,-24
4 5
+29,-32
+26,-29
+26,-27
+22,-24
OVERHANG
2 3 1
-71
2 3
-51
-42
-39
-75
-59
-53
-44
-95
-69
-59
-44
+26,-53
+21,-40
+19,-35
+17,-29
+26,-65
+21,-46
+19,-38
+17,-29
+29,-39
+26,-33
+26,-30
+22,-24
ZONE
10 S.F. OR LESS
50 S.F.
100 S.F.
500 OR LARGER
+33,-92
ROOF SURFACES VERTICAL SURFACE
+26,-62
+23,-49
EFFECTIVE
WIND AREA
+21,-29
4 5
+50,-54
+45,-49
+42,-47
+37,-42
OVERHANG
2 3 1
-130
2 3
-95
-80
-55
-172
-124
-103
-76
-197
-139
-115
-109
+50,-67
+45,-56
+42,-52
+37,-42
ZONE
10 S.F. OR LESS
50 S.F.
100 S.F.
500 OR LARGER
+20,-56
ROOF SURFACES VERTICAL SURFACE
+16,-38
+14,-30
EFFECTIVE
WIND AREA
+13,-18
4 5
+30,-33
+27,-30
+26,-29
+23,-26
OVERHANG
2 3 1
-78
2 3
-57
-48
-33
-104
-75
-62
-46
-119
-84
-69
-66
+30,-41
+27,-34
+26,-32
+23,-26
+33,-121
+26,-83
+23,-66
+21,-50
+33,-159
+26,-106
+23,-83
+21,-83
+20,-73
+16,-50
+14,-40
+13,-30
+20,-96
+16,-64
+14,-50
+13,-50
DATE:
PROJECT NO.:
THIS DRAWING IS AN INSTRUMENT OF SERVICE
AND IS THE PROPERTY OF DASHER HURST
ARCHITECTS, PA. IT SHALL NOT BE
REPRODUCED IN WHOLE OR IN PART WITHOUT
THE EXPRESS WRITTEN PERMISSION OF DASHER
HURST ARCHITECTS, PA.
DASHER HURST
1 0 2 2 P A R K S T R E E T , S U I T E 2 0 8
A R C H I T E C T S
J A C K S O N V I L L E , F L O R I D A 3 2 2 0 4 P H O N E : 9 0 4 . 4 2 5 . 1 1 9 0
F L L I C E N S E N U M B E R A A 2 6 0 0 2 1 6 5 W. W. W. D A S H E R H U R S T . C O M
WIND
PRESSURE
DIAGRAMS
22003
06.23.2023
C O
UN
TY
R O
A D
S004
BID DOCUMENTS
C
LA
Y C
O
UN
TY
C
LA
Y C
O F
IR
E
ST
A
TIO
N
STRUCTURAL ENGINEER
G.M. HILL ENGINEERING,
INC.
9700 PHILIPS HWY, SUITE 101
JACKSONVILLE, FL 32256
MEP ENGINEER
POWELL & HINKLE
ENGINEERING, P.A.
1409 KINGSLEY AVENUE, BLDG 12A
ORANGE PARK, FL 32073
CIVIL ENGINEER
GOODSON BERGEN &
ASSOC
11555 CENTRAL PARKWAY, SUITE 103
JACKSONVILLE, FL 32224
REVISIONS
1. REFER TO ARCH. FLOOR PLAN FOR ALL OPENINGS, WALL LOCATIONS, DEPRESSED / SLOPING SLABS, ELEVATIONS AND DIMS.
2. REFER TO SHEETS S401, S402, S403 AND S404 FOR FOUNDATION SECTIONS AND DETAILS.
3. FOOTINGS & FOUNDATIONS SHALL BE IN ACCORDANCE WITH FBC CHAPTER 18 AND GEO-TECHNICAL INVESTIGATION REPORT. TOP OF
FOOTING ELEVATION -1'-4" U.N.O.
4. REFER TO S001, S002, S003 AND S004 FOR ADDITIONAL GENERAL NOTES AND DESIGN CRITERIA.
5. THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS TECHNIQUES, PROCEDURES OR SEQUENCE, FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR OR ANY OTHER PERSONS PERFORMING THE WORK, OR THE FAILURE OF ANY OF THEM TO CARRY OUT THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.
6. DENOTES 8" OR 12" CMU WALL ON PLAN. PROVIDE VERTICAL REINFORCEMENT AS INDICATED ON PLAN IN GROUTED FILLED CELLS, GROUT ALL CELLS UP TO SLAB ON GRADE, TYP. U.O.N.
7. S.F. - DENOTES TYPICAL STEP FOOTING ON PLAN REFER TO DETAIL A4/S401
8. - DENOTES GROUT FILLED CELL WITH REINF., SEE PLAN FOR SIZE AND SPACING OF REINF., TYP.
9. PROVIDE (1)#5 x 3'-0" LONG BARS @ RE-ENTRY CORNERS, REFER TO DETAIL B3/S401.
10. CF2.5 STEM WALL FOOTING REINFORCEMENT IS CONTINUOUS THROUGH CANOPY FOUNDATION, WHERE REQUIRED.
COLUMN SYMBOLS
INDICATES COLUMN BELOW
INDICATES COLUMN THRU
INDICATES COLUMN ABOVE
4" CONCRETE SLAB ON GRADE w/ 6x6-W2.1-W2.1 W.W.R. OVER 10 MIL.
VAPOR BARRIER ON COMPACTED FILL.,
TYP. U.N.O. - T/SLAB EL. 0'-0"
8" CONCRETE SLAB ON GRADE w/
#5 @ 12"O.C. EACH WAY AT
MID- DEPTH, TYP.
8" CMU WALLS w/(1)#5 VERTICAL
REINF. @ 48"O.C. CENTERED IN
GROUT FILLED CELLS , TYP. U.O.N.
C1
12" WIDE CONCRETE
CURB w/ #4 @ 12" VERT.
AND HORZ. EACH FACE
58' - 0" OUT/OUT OF CMU
4' - 8" 14' - 0" 3' - 4" 14' - 0" 3' - 4" 14' - 0" 4' - 8"
16' - 8"9' - 0" 20' - 8" 9' - 0" 10' - 0"
48' - 8" OUT/OUT OF CMU
2' - 0"
14' - 0"
58' - 0" OUT/OUT OF CMU 21' - 4"2'-0".
14' - 0" 5' - 4"4' - 8"14' - 0"3' - 4"14' - 0"3' - 4"14' - 0"4' - 8"
79' - 4" OUT/OUT OF CMU
6'
8"
" O
U T/
O U
T O
F C
M U
26' - 8"16' - 4"6' - 0"16' - 4"
38' - 8" OUT/OUT OF CMU 10' - 0"
16' - 8"
/4
/4
2'
0"
9' - 0"
7'
4"
T/FTG.
EL. -2' - 0"
F5.0 FTG.
T/FTG.
EL. -2' - 0"
F5.0 FTG.
C F1
.6
CF1.67 CF1.67
CF1.67
CF1.67
CF2.0
CF2.0
CF2.0
CF2.0
CF1.67
CF1.67
CF1.67
CF1.67
CF1.67
CF1.67
CF1.67
C F1
.6
C F1
.6
C F1
.6
C F2
.0
C F1
.6
C F2
.0
C F2
.0
C F1
.6
C F1
.6
C F1
.6
CF1.67
C F1
.6
CF1.67
CF1.67
CF1.67
CF1.67
CF1.67
CF1.67
CF1.67
CF1.67
5' - 4"
21' - 4"
C.J.
C.J.
C.J.
C.J.
C.J.
C .J
C .J
C .J
C .J
C .J
C.J.
C.J.
C.J.
C.J.
C.J.
C .J
C.J.
C.J.
C.J.
C.J.
C.J.
C .J
C .J
C .J
C
.J
C .J
C F2
.0
5' - 0" 14' - 4"
C.J.
A1 S402
A2 S402
A4 S402
A4 S402
C3 S401
A3 S402
B1 S402
B1 S402
B2 S402
B3 S402
B4 S402
B4 S402
A4 S402
A2 S402
A2 S404
A2 S404
A1 S404
A1 S404
C F2
.5
12" CMU WALLS w/(1)#5
VERTICAL REINF. @ 32"O.C.
CENTERED IN GROUT FILLED
CELLS , TYP. U.O.N.
16" DIA. CONCRETE
ENCASEMENT
T/ENCASEMENT
ELEV. +6'-0"
16" DIA. CONCRETE
ENCASEMENT
T/ENCASEMENT
ELEV. +6'-0"
8"
C1
7'
4"
8'
0"
12' - 3 1/2"
1' - 4"
8' - 8"
2'
0"
C .J
C .J
7' - 0"
4"
RECESS SLAB 2"
SEE ARCH. DWGS.
FOR DIMS.
EXTRACTOR SLAB,
12" THICK SLAB WITH #4
@ 12"O.C. EACH WAY,
TOP AND BOTTOM
RECESS SLAB 2"
SEE ARCH. DWGS.
FOR DIMS.
RECESS SLAB 1 3/4"
SEE ARCH. DWGS.
FOR DIMS.
CANOPY COLUMN
AND FTG. BY CANOPY
SUPPLIER, TYP.
4'
6"
3' - 10"
C.J.C .J
C3 S402
C .J
C.J.
RECESS SLAB 2"
SEE ARCH. DWGS.
FOR DIMS.
A3 S404
C F1
.6
C F1
.6
TD0.67
TD
0.
C3 S401
REFER TO NOTE #10
TD0.67
TD
0.
M3M2 M2M3
M1 M1
M1 M1
M3M2 M2M3
DATE:
PROJECT NO.:
THIS DRAWING IS AN INSTRUMENT OF SERVICE
AND IS THE PROPERTY OF DASHER HURST
ARCHITECTS, PA. IT SHALL NOT BE
REPRODUCED IN WHOLE OR IN PART WITHOUT
THE EXPRESS WRITTEN PERMISSION OF DASHER
HURST ARCHITECTS, PA.
DASHER HURST
1 0 2 2 P A R K S T R E E T , S U I T E 2 0 8
A R C H I T E C T S
J A C K S O N V I L L E , F L O R I D A 3 2 2 0 4 P H O N E : 9 0 4 . 4 2 5 . 1 1 9 0
F L L I C E N S E N U M B E R A A 2 6 0 0 2 1 6 5 W. W. W. D A S H E R H U R S T . C O M
FOUNDATION
& SLAB PLAN
22003
06.23.2023
C O
UN
TY
R O
A D
S101
BID DOCUMENTS
C
LA
Y C
O
UN
TY
C
LA
Y C
O F
IR
E
ST
A
TIO
N
STRUCTURAL ENGINEER
G.M. HILL ENGINEERING,
INC.
9700 PHILIPS HWY, SUITE 101
JACKSONVILLE, FL 32256
MEP ENGINEER
POWELL & HINKLE
ENGINEERING, P.A.
1409 KINGSLEY AVENUE, BLDG 12A
ORANGE PARK, FL 32073
CIVIL ENGINEER
GOODSON BERGEN &
ASSOC
11555 CENTRAL PARKWAY, SUITE 103
JACKSONVILLE, FL 32224
PROJECT
NORTH
SCALE: 1/8" = 1'-0"
1 FOUNDATION/SLAB PLAN
FOUNDATION NOTES:
REVISIONS
# DATE DESCRIPTION
1 11/03/23 PERMIT REV 1
2 12/11/23 PERMIT REV 2
x xx x x
2'
8" 6'
8"
2'
8"
15' - 4" 6' - 0"
CF1.67 CONT.
C F1
.6
C O
N T.
A4 S103
A4 S103
A4 S103
SIM.
CF1.67 CONT.
C F1
.6
C O
N T.
TD
1.
4" CONCRETE SLAB ON GRADE w/ 6x6-W2.1-W2.1 W.W.R. OVER 10 MIL.
VAPOR BARRIER ON COMPACTED FILL. 12
2'
8" 6'
8"
2'
8"
15' - 4"
TB-5
TB-5
TB
-5
TB
-5
PRE-FAB PRE-ENGINEERED WOOD TRUSSES @ 24"0.C.
2x
O U
TR
IG
G
ER
S
4"
O .C
2x
O U
TR
IG
G
ER
S
4"
O .C
BB
-1
B4 S103
B4 S103
C4 S103
D R
O
PP
ED
G
AB
LE
E N
D T
R U
SS
D R
O
PP
ED
G
AB
LE
E N
D T
R U
SS
RIDGE
REFER TO MECH. DWGS.
FOR OPENING SIZE, TYP.
1. REFER TO ARCH. FLOOR PLAN FOR ALL OPENINGS, WALL LOCATIONS, DEPRESSED / SLOPING SLABS, ELEVATIONS AND DIMS.
2. REFER TO SHEETS S401, S402, S403 & S404 FOR FOUNDATION SECTIONS AND DETAILS.
3. FOOTINGS & FOUNDATIONS SHALL BE IN ACCORDANCE WITH FBC CHAPTER 18 AND GEO-TECHNICAL
INVESTIGATION REPORT. TOP OF FOOTING ELEVATION -1'-4" U.N.O.
4. REFER TO S001 AND S002 FOR ADDITIONAL GENERAL NOTES AND DESIGN CRITERIA.
5. THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS TECHNIQUES, PROCEDURES OR SEQUENCE, FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR OR ANY OTHER PERSONS PERFORMING THE WORK, OR THE FAILURE OF ANY OF THEM TO CARRY OUT THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS.
6. DENOTES 8"/12" CMU WALL ON PLAN. PROVIDE VERTICAL REINFORCEMENT AS INDICATED ON PLAN IN
GROUTED FILLED CELLS, GROUT ALL CELLS UP TO SLAB ON GRADE, TYP. U.O.N.
7. S.F. - DENOTES TYPICAL STEP FOOTING ON PLAN REFER TO DETAIL A4/S401.
8. - DENOTES GROUT FILLED CELL WITH REINF., SEE PLAN FOR SIZE AND SPACING OF REINF., TYP.
9. PROVIDE (1)#5 x 3'-0" LONG BARS @ RE-ENTRY CORNERS, REFER TO DETAIL B3/S401.
CONT. BOND BEAM,
SEE PLAN, TYP.
T/BOND BEAM
ELEV. SEE PLAN
PLYWOOD ROOF SHEATHING, REFER TO
NOTES ON SHEETS S0.1 AND S0.2, TYP.
2x FACIA, REFER TO ARCH.
DWGS., TYP.
WOOD TRUSSES @ 24"O.C.,
TYP. - SEE PLAN
TYPICAL WALL REINF., SEE PLAN
FOR SIZE AND SPACING TYP.
8" CMU SEE PLAN WITH HORIZ. JOINT
REINF @ 16"O.C., TYPICAL
REFER TO
ARCH. DWGS.
TRUSS HOLD-DOWN,
SEE PLAN
T/FTG.
EL. SEE PLAN
CMU, SEE PLAN WITH HORIZ.
JOINT REINF @ 16"O.C.,
TYPICAL
2"
3"
CLR,
TYP.
DOWELS TO MATCH VERT.
REINF. w/ STD. HOOK INTO FTG., TYP.
SEE PLAN
SE
E
PL
AN
SE
E
PL
AN
SLAB ON VAPOR BARRIER
ON COMPACTED FILL, TYP.
T/SLAB
EL. SEE PLAN
TYPICAL WALL REINF.,
SEE PLAN FOR SIZE AND SPACING,
TYP.
FINISHED GRADE
EL. SEE ARCH DWGS
CONT FTG. CENTERED UNDER/CMU
WALL, TYP. - SEE PLAN
1/2" EXP. JOINT. MATERIAL w/
SEALANT TYP.
3"
8"x16" CONT. BOND BEAM, SEE PLAN, TYP.
T/BOND BEAM
ELEV. SEE PLAN
PLYWOOD ROOF SHEATHING, REFER TO
NOTES ON SHEETS S0.1 AND S0.2, TYP.
2x FACIA, REFER TO
ARCH. DWGS., TYP.
WOOD TRUSSES @ 24"O.C.,
TYP. - SEE PLAN
TYPICAL WALL REINF., SEE PLAN
FOR SIZE AND SPACING TYP.
8" CMU SEE PLAN WITH HORIZ. JOINT
REINF @ 16"O.C., TYPICAL
DROPPED GABLE END TRUSS,
SEE PLAN, TYP.
2x OUTRIGGERS @
24"O.C., TYP.
TRUSS HOLD-DOWN,
SEE PLAN
WALL SHEATHING, REFER
TO GENERAL NOTES, TYP.
DATE:
PROJECT NO.:
THIS DRAWING IS AN INSTRUMENT OF SERVICE
AND IS THE PROPERTY OF DASHER HURST
ARCHITECTS, PA. IT SHALL NOT BE
REPRODUCED IN WHOLE OR IN PART WITHOUT
THE EXPRESS WRITTEN PERMISSION OF DASHER
HURST ARCHITECTS, PA.
DASHER HURST
1 0 2 2 P A R K S T R E E T , S U I T E 2 0 8
A R C H I T E C T S
J A C K S O N V I L L E , F L O R I D A 3 2 2 0 4 P H O N E : 9 0 4 . 4 2 5 . 1 1 9 0
F L L I C E N S E N U M B E R A A 2 6 0 0 2 1 6 5 W. W. W. D A S H E R H U R S T . C O M
WELL HOUSE
FRAMING
PLANS
22003
06.23.2023
C O
UN
TY
R O
A D
S103
BID DOCUMENTS
C
LA
Y C
O
UN
TY
C
LA
Y C
O F
IR
E
ST
A
TIO
N
STRUCTURAL ENGINEER
G.M. HILL ENGINEERING,
INC.
9700 PHILIPS HWY, SUITE 101
JACKSONVILLE, FL 32256
MEP ENGINEER
POWELL & HINKLE
ENGINEERING, P.A.
1409 KINGSLEY AVENUE, BLDG 12A
ORANGE PARK, FL 32073
CIVIL ENGINEER
GOODSON BERGEN &
ASSOC
11555 CENTRAL PARKWAY, SUITE 103
JACKSONVILLE, FL 32224
SCALE: 3/8" = 1'-0"
1 WELL HOUSE - FOUNDATION PLAN
SCALE: 3/8" = 1'-0"
2 WELL HOUSE - ROOF FRAMING PLAN
FOUNDATION NOTES:
SCALE: 3/4" = 1'-0"
B4SECTION AT CMU WALL @ EXTERIOR WALL
SCALE: 3/4" = 1'-0"
A4SECTION AT CMU WALL @ EXTERIOR WALL
SCALE: 3/4" = 1'-0"
C4SECTION AT CMU WALL @ EXTERIOR GABLE END WALL
REVISIONS
1. REFER TO ARCH. FLOOR PLAN FOR ALL OPENINGS, WALL AND FLOOR LOCATIONS, DEPRESSED / SLOPING SLABS, ELEVATIONS
AND DIMS.
2. REFER TO S001, S002, S003 AND S004 FOR ADDITIONAL GENERAL NOTES AND DESIGN CRITERIA.
3. THE STRUCTURAL ENGINEER SHALL NOT HAVE CONTROL OR BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS TECHNIQUES, PROCEDURES OR SEQUENCE, FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR OR ANY OTHER PERSONS PERFORMING THE WORK, OR THE FAILURE OF ANY OF THEM TO CARRY OUT THE WORK IN ACCORDANCE WITH THE
CONTRACT DOCUMENTS.
4. TB-1, B-1, ETC., DENOTES MASONRY TIE BEAM, SEE PLAN AND SCHEDULE ON SHEET S003.
5. REFER TO S003 FOR SCHEDULES AND WIND PRESSURE DIAGRAMS ON SHEET S004.
6. DESIGN FLAT TRUSSES FOR ADDITIONAL LIVE LOAD OF 30 PSF FOR MECHANICAL UNITS. (TOTAL LIVE LOAD = 50 PSF).
7. WL-1 - DENOTES (2) 2x10 P.T. LEDGER w/ (2) ROWS OF 5/8" DIA. EXPANSION BOLTS AT 16"O.C., TYP.
COLUMN SYMBOLS
INDICATES COLUMN BELOW
INDICATES COLUMN THRU
INDICATES COLUMN ABOVE
GABLE TRUSS
GABLE TRUSS
GABLE TRUSS
GABLE TRUSS
GABLE TRUSS
GABLE TRUSS
GABLE TRUSS
GABLE TRUSS
GABLE TRUSS
GABLE TRUSS
G
AB
LE
T
R U
SS
G
AB
LE
T R
U
SS
GIRDER TRUSS
VALLEY TRUSSES
PRE-ENGINEERED
PR
E-
EN
G
IN
EE
R
ED
T R
U
SS
ES
4"
O .C
. M
AX
S
PA
C
IN
G
PR
E-
EN
G
IN
EE
R
ED
T R
U
SS
ES
4"
O .C
. M
AX
S
PA
C
IN
G
VALLEY TRUSSES
PRE-ENGINEERED
TB-1 TB-1
TB
-1
TB
-1
TB-1
TB
-6
TB
-1
TB
-6
B-
B-
TB
-6
TB
-1
TB
-1
TB
-1
W L-
TB
-3
(3 ) 2
X1
W L-
TB
-2
W L-
TB-1 WL-1 TB-1
B-2
TB-1
TB-1
TB-1
TB-1
TB-1
TB-1
TB-1
TB-1
GIRDER TRUSS
B-3
B-3
B-3
B-3
B-3
B-3
TB-4
TB-4
W x4
'-2
/2
W x5
'-2
/2
W x4
'-2
/2
B-3
B-3
TB
-3
TB
-3
TB
-3
B-3
B-3
TB-4
B-3
B-3
B-3
B-3
B-3
B-3
TB-4
TB-4
B2 S602
B2 S602
C4 S602
C4 S602
B3 S602
B1 S602
B1 S602
A4 S602
A3 S602
A3 S602
A2 S602
A1 S602
A3 S601
A3 S601
B3 S601
B1 S601
A4 S601
B1 S601
A1 S601
A2 S601
A1 S601
A2 S601
A1 S601
A2 S601
A1 S603
A1 S603
C1
C1
MGT
MGT
MGT
MGT
MTS16 AT
EACH TRUSS, TYP.
HETAL16 TRUSS
HOLD-DOWN AT EACH
TRUSS, TYP. UNO
C4 S601
B2 S601
B2 S601
AL
U
M
IN
U M
C
AN
O
PY
BY
S
PE
C
IA
LT
Y
EN
G
IN
EE
R
R
EF
ER
T O
A R
C H
. D W
G S.
7' - 0"
R
ID
G E
R
ID
G E
R
ID
G E
ALUMINUM CANOPY
BY SPECIALTY ENGINEER,
REFER TO ARCH. DWGS.
2x6 OUTRIGGERS @ 24"O.C.
DROPPED GABLE END TRUSS
DROPPED GABLE
END TRUSS
58' - 0"
2x6 OUTRIGGERS @ 24"O.C., TYP.
21' - 4"
7'
4" 7'
4"
58' - 0" 21' - 4"
2x6 OUTRIGGERS @ 24"O.C., TYP.
DROPPED GABLE
END TRUSS
DROPPED GABLE
END TRUSS
HOOD #1
200lbs.
38' - 8" 10' - 0"
16' - 8"
RTU-04 1700lbs.
MAXIMUM, REFER
TO MECH. DWGS., TYP.
RACK MOUNTED
CU-3 AND CU-4,
REFER TO MECH.
DWGS., TYP.
RACK MOUNTED
CU-1 AND CU-2,
REFER TO MECH.
DWGS., TYP.
16' - 8"38' - 8" 10' - 0"
WL-1
B1 S603
ROOF HATCH
OPENING, REFER TO
ARCH. AND MECH.
DWGS., TYP.
DROPPED
GABLE END
TRUSS
B2 S601
B2 S601
MECHANICAL PENETRATIONS,
REFER TO ARCH. AND MECH.
DWGS., TYP.
MECHANICAL PENETRATIONS,
REFER TO ARCH. AND MECH.
DWGS., TYP.
2x
O U
TR
IG
G
ER
S
4"
O .C
DROPPED
GABLE END
TRUSS
2x
O U
TR
IG
G
ER
S
4"
O .C
.C3 S602
C3 S602
2x6 OUTRIGGERS @ 24"O.C.
DATE:
PROJECT NO.:
THIS DRAWING IS AN INSTRUMENT OF SERVICE
AND IS THE PROPERTY OF DASHER HURST
ARCHITECTS, PA. IT SHALL NOT BE
REPRODUCED IN WHOLE OR IN PART WITHOUT
THE EXPRESS WRITTEN PERMISSION OF DASHER
HURST ARCHITECTS, PA.
DASHER HURST
1 0 2 2 P A R K S T R E E T , S U I T E 2 0 8
A R C H I T E C T S
J A C K S O N V I L L E , F L O R I D A 3 2 2 0 4 P H O N E : 9 0 4 . 4 2 5 . 1 1 9 0
F L L I C E N S E N U M B E R A A 2 6 0 0 2 1 6 5 W. W. W. D A S H E R H U R S T . C O M
ROOF
FRAMING
PLAN
22003
06.23.2023
C O
UN
TY
R O
A D
S201
BID DOCUMENTS
C
LA
Y C
O
UN
TY
C
LA
Y C
O F
IR
E
ST
A
TIO
N
STRUCTURAL ENGINEER
G.M. HILL ENGINEERING,
INC.
9700 PHILIPS HWY, SUITE 101
JACKSONVILLE, FL 32256
MEP ENGINEER
POWELL & HINKLE
ENGINEERING, P.A.
1409 KINGSLEY AVENUE, BLDG 12A
ORANGE PARK, FL 32073
CIVIL ENGINEER
GOODSON BERGEN &
ASSOC
11555 CENTRAL PARKWAY, SUITE 103
JACKSONVILLE, FL 32224
PROJECT
NORTH
SCALE: 1/8" = 1'-0"
1 ROOF FRAMING PLAN
REVISIONS
# DATE DESCRIPTION
1 11/03/23 PERMIT REV 1
2 12/11/23 PERMIT REV 2
xx xx x xx x x xx xx x x x xx x xx x x xx x x x x x x x xx x x
CONT FTG, SEE
PLAN AND SCHD.
FOR SIZE AND
REINF.
ADD CORNER BAR ON ALL
CONT. BARS TO MATCH
SIZE OF FTG. REINF.
STANDARD ACI BAR
DIAIMETER LAP, TYP.
PLAN VIEW AT FTG.
COMPACTED FILL, TYP.
VAPOR BARRIER, TYP.
CONCRETE SLAB SEE
PLAN FOR SIZE & REINF.
CONCRETE SLAB SEE
PLAN FOR SIZE &
REINF.
(1)#4 CONT.,
TYP.
SE
E
PL
AN
SE
E
PL
AN
SAME SIZE & NO. AS FTG.
REINF.
TOP OF FOOTING
EL. SEE PLAN
TOP OF FOOTING
EL. SEE PLAN
SEE PLAN & SCHEDULE
FOR FTG. SIZE & REINF.
S.
F.
LO
C
AT
E
AS
S
H O
W N
O N
P
LA
N S
2' -0
" M
AX
3" C
LR
. M
IN
USE WHERE
APPLICABLE
2'-0" MIN.
WWF, SEE…
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