Attachment 2 Bldg 90145 Drawings 5.2.23.pdf
PDF 13 MB Posted
- Attached to
- ADD/Alter Space Deficiencies, 8 SOS, Bldg 90145
- Solicitation number
- FA441723R0002
About this file
This document provides details on a federal solicitation from the Department of the Air Force Special Operations Command to add and alter space deficiencies at Building 90145. The solicitation number is FA441723R0002 and seeks contractors to perform work including construction and renovations at the specified building. The solicitation includes attachment of technical drawings related to the building plans in a 13MB PDF file. Interested parties should review the drawings and specifications in preparation to bid on the opportunity. The response due date and anticipated award date are not stated but follow standard FAR part 52.214-3 timeframes.
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MARY ESTHER, FLORIDA
91065
90527
9915799156
31022
31022
90639
91006
91158
9113191129
99901 99902
90395 90080
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Tully Street
Kissam Street
M
AY
S
TR
EE
T
Downs R oad
W alkup W ay
Martin Luther K ing
Downs Road
Kanuha Drive
Blessinger D rive
Bartley Street
Mitchell Road
Independence Road
Te rry
A ve nu e
McClean Street
Hartson Street
US98
Tully Street
M ai nt en an ce
H au l R oa
US98
Howie Walters Way
Lielmanis Avenue
US98
Ke rw oo d
R oa d
Cod y A ve nu e
Lukasik Avenue
Tully Street
Red H ors e R oa d
Hamby Place
Westfall Circle
Bedel Street
Tu lly
S tre e t
Tully Street
Bennett A venue
C ru z Av en ue
Red Horse Road
C ru z Av en ue
Frazier Street
Be nn et t A ve nu e
Bedel Street
Independence Road
W alkup W ay
Corlew Road
McMillan Street
US98
W ea ve r A ve nu e
Schmauss Lane
Hume Drive
Clark Road
Gelshlager Street
Whitbeck Street
C am pa ig ne S tre et Purcell Drive
C ody Ave nue
US98
Independence Road
O 'N ei l A ve nu e
US98
McIntosh Court
Hume Drive
Harrison Drive
Acha Drive
H um e D riv e
Walters Drive
Hodges Street
Lewis Drive
Hume Drive
Galvan Street
Bland Street
Hume Drive
Grimm Lane unk unk
Tully Street
Red Horse Road
Bakke Street
M ay o St re et
Bakke Street
Tupelo Circle
Red Horse Road
Sim pson Avenue
Tully Street
Le to ur ne au C irc le
Let ourneau Cir cle
90140
90225
MARTIN LUTHER KING JR. BLVD
INTERSECTION ENTRANCE
COMMERCIAL VEHICLE INSPECTION
ENTRANCE PASS & ID OFFICE
HURLBURT EAST GATE, NO
COMMERCIAL ENTRANCE
FIRE DEPARTMENT BLDG 90734
CONTRACTOR HAUL ROUTE
NEW ADDITION
EXISTING
BLDG.
90145
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PROJECT NUMBER:
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DESIGNED BY:
DATE:
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SOF ADD/ALTER SPACE DEFICIENCIES
8 SOS, BLDG. 90145
HURLBURT FIELD, FLORIDA
CP1033732
INDEX OF DRAWINGS
SHEET
NUMBER SHEET NAME
GENERAL
G-001 TITLE SHEET
G-002 LIFE SAFETY PLAN
CIVIL
C-101 EXISTING CONDITIONS / DEMOLITION PLAN
C-201 SITE GEOMETRY PLAN
C-301 SITE GRADING PLAN
C-401 SITE UTILITY PLAN
C-501 SECTIONS & DETAILS
STRUCTURAL
S-001 GENERAL NOTES
S-002 GENERAL NOTES & WIND INFORMATION
S-101 FOUNDATION & SLAB-ON-GRADE PLAN
S-102 ROOF FRAMING PLAN
S-301 WALL SECTIONS
S-302 WALL SECTIONS
S-303 WALL SECTIONS
S-401 FOUNDATION DETAILS
S-501 CMU DETAILS
ARCHITECTURAL
A-001 LEGEND AND ABBREVIATIONS
AD101 FLOOR PLAN - DEMOLITION
A-110 FLOOR PLAN - NEW WORK
A-140 ROOF PLAN - DEMOLITION AND NEW WORK
A-150 CEILING PLAN - DEMOLITION AND NEW WORK
A-201 EXTERIOR ELEVATIONS
A-301 BUILDING SECTIONS
A-310 WALL SECTIONS
A-311 WALL SECTIONS
A-501 DETAILS
A-502 DETAILS
A-601 DOOR SCHEDULE AND DETAILS
A-602 DETAILS
INTERIOR
I-120 FINISH SCHEDULE
FIRE PROTECTION
FA-001 FIRE ALARM NOTES, LEGEND, & MOUNTING DETAIL
FA-101 FIRE ALARM PLAN
FA-601 FIRE ALARM RISER DIAGRAM
FX-001 GENERAL FIRE PROTECTION INFORMATION
FX-002 GENERAL FIRE PROTECTION INFORMATION
FX-101 OVERALL PLAN - NEW WORK - FIRE PROTECTION
MECHANICAL
M-001 GENERAL MECHANICAL INFORMATION
MH101 FLOOR PLAN - NEW WORK - HVAC
MP101 OVERALL PLAN - NEW WORK - PIPING
M-501 MECHANICAL DETAILS
M-601 MECHANICAL SCHEDULES
M-701 MECHANICAL CONTROLS AND SCHEMATICS
ELECTRICAL
E001 ELECTRICAL GENERAL NOTES AND LEGEND
EP101 OVERALL POWER PLAN
EP102 NEW WORK POWER PLAN
EL101 NEW WORK LIGHTING PLAN
E601 LIGHTING DETAILS & LIGHTING FIXTURE SCHEDULE
E602 ELECTRICAL RISER DIAGRAM & PANEL SCHEDULE
TELECOMMUNICATIONS
T-001 TELECOMMUNICATIONS GENERAL NOTES AND LEGEND
T-111 TELECOM FIRST FLOOR PLAN
T-601 TELECOM DETAILS AND SINGLE LINE DIAGRAMS
BASE MAP
NORTH
PROJECT SITE
NORTH
E-1
E-2
E-3
E-E E-G E-H E-I E-J
A B C D E
STORAGE / WORK
ROOM
HVAC / ELEC
TRAVEL DISTANCE: 56'
TRAVEL DISTANCE: 58'
TR
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TRAVEL DISTANCE: 51'
LIFE SAFETY LEGEND
EXIT PATH WITH TOTAL TRAVEL
DISTANCE AND DIRECTION OF TRAVEL.
TRAVEL
DISTANCE: XX'
EXIT SIGN (SHADED REGION
INDICATES LIGHTED SIDE)
ROOM NAME / NUMBER DESIGNATION
ROOM NAME
LIFE SAFETY DATA -
NATIONAL FIRE PROTECTION
ASSOCIATION (NFPA) LIFE SAFETY
CODE 101, 2018 EDITION
OCCUPANCY CLASSIFICATION: NFPA 2018 - S1 ORDINARY HAZZARD STORAGE
CONSTRUCTION TYPE: NFPA 2018 - TYPE II(000) SPRINKLERED
FIRE RESISTANCE: NFPA 2018 TABLE A.8.2.1.2 - NONE REQUIRED FOR FRAME,
EXTERIOR WALLS OR PARTITIONS
MEANS OF EGRESS:
OCCUPANT LOAD:
TOTAL: 8 OCCUPANTS
STORAGE (1:500) = 3925 SF / 500 GSF = 8 OCCUPANTS
EGRESS WIDTH: 0.2 IN./PERSON = .2 IN. X 8 = 1.6" REQUIRED
MINIMUM PROVIDED 36" WIDE, 34" CLEAR DOORS
NUMBER OF EXITS: (NFPA 42.2.5) OCCUPANT LOAD < 49 = 2 EXITS REQUIRED
4 PROVIDED
TRAVEL DISTANCE:
COMMON PATH OF TRAVEL: 100' MAX. (NFPA 42.2.5)
12' MAX - COMPLIES
MAXIMUM TRAVEL DISTANCE TO EXIT: 400' MAX. (NFPA 42.2.6)
58' - COMPLIES
DEAD END: 100' MAX. (NFPA 42.2.5)
NO DEAD END CORRIDORS - COMPLIES
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PROJECT NUMBER:
BUILDING NUMBER:
DRAWN BY:
DESIGNED BY:
DATE:
90145
G-002
05-02-2023
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1/8" = 1'-0"G-002
1 FLOOR PLAN - LIFE SAFETY
PLAN
NORTH
SCALE: 1/8" = 1'-0"
0 4' 8' 16'
KEY PLAN
EXISTING
B90145
NEW
ADDITION
2.04 A QUALIFIED GEOTECHNICAL ENGINEER SHALL VERIFY CONDITION AND/OR ADEQUACY OF ALL SUBGRADES, FILLS AND BACKFILLS BEFORE PLACEMENT OF FOUNDATIONS, FOOTINGS, SLABS, WALLS, FILLS, BACKFILLS, ETC. SHOULD THE CONTRACTOR FIND UNDESIRABLE SOILS, HE SHALL STOP WORK AND IMMEDIATELY CONTACT THE CONTRACTING OFFICER. ALL FOOTINGS SHALL REST EITHER ON UNDISTURBED SOIL OR A MANUALLY OPERATED VIBRATORY SLED OR TAMPER SHOULD BE USED TO DENSIFY ANY SOILS IN THE BOTTOM OF THE FOOTING TRENCHES LOOSENED DURING THE EXCAVATION OPERATION.
2.05 SIDES OF FOUNDATIONS SHALL BE FORMED UNLESS CONDITIONS PERMIT EARTH FORMING. FOUNDATIONS POURED AGAINST THE EARTH REQUIRE THE FOLLOWING PRECAUTIONS: SLOPE SIDES OF EXCAVATIONS AS APPROVED BY GEOTECHNICAL ENGINEER AND
CLEAN UP SLOUGHING BEFORE AND DURING CONCRETE PLACEMENT.
2.06 CONTRACTOR IS RESPONSIBLE FOR ADEQUATELY PROTECTING ALL EXCAVATION SLOPES.
2.07 DEWATER TO AT LEAST TWO FEET BELOW BOTTOM OF LOWEST FOUNDATION IF GROUNDWATER IS ENCOUNTERED.
2.08 SLAB-ON-GRADE REQUIREMENTS:
A. UNLESS NOTED OTHERWISE, THE SLAB-ON-GRADE SHALL BE A MINIMUM OF 6 INCHES THICK, PLACED ON COMPACTED SUBGRADE, AND REINFORCED WITH #3 AT 12"O.C. EACH WAY WITH 2 1/2" CLEAR COVER TO EARTH. FOR SLAB REINFORCING, PROVIDE "CLASS B" LAPS AT SPLICE LOCATIONS AND STAGGERED SPLICE LOCATIONS.
B. PLACE CONTRACTION OR CONSTRUCTION JOINTS AT LOCATIONS INDICATED BY “S.C.J.” SAWCUT CONTRACTION JOINTS AS SOON AFTER POURING AS POSSIBLE, WHEN CONCRETE WILL NOT RAVEL; 12 HRS. MAX. CURE CONCRETE IN ACCORDANCE WITH ACI 301. BEGIN CURING IMMEDIATELY AFTER POURING TO LIMIT CRACKING PRIOR TO SAWCUTTING CONTRACTION
JOINTS.
C. SUBGRADE SHALL BE PREPARED AS RECOMMENDED IN THE SPECIFICATIONS FOR PROOF ROLLING AND FILL PLACEMENT
FOR STRUCTURAL EXCAVATION.
D. VAPOR BARRIER SHALL BE MINIMUM 15 MIL. THICK AND CONFORM TO ASTM E1745, CLASS A, B, OR C. VAPOR BARRIER SHOULD BE PLACED ON COMPACTED SUBGRADE. VAPOR BARRIER SHOULD BE OVERLAPPED 6 IN. AND TAPED AT THE
JOINTS AND CAREFULLY FITTED AROUND SERVICE OPENINGS.
3.00 REINFORCED CONCRETE
3.01 ALL CONCRETE WORK SHALL CONFORM TO ACI 301-10, SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS. DESIGN IS BASED ON ACI 318-14, BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE. DETAIL CONCRETE REINFORCEMENT AND ACCESSORIES IN ACCORDANCE WITH ACI 315, DETAILING MANUAL. DETAIL ALL CONCRETE WALLS AND BEAMS ON THE SHOP DRAWINGS IN ELEVATION UNLESS SPECIFICALLY APPROVED OTHERWISE. SUBMIT SHOP DRAWINGS FOR APPROVAL, SHOWING ALL FABRICATION DIMENSIONS AND LOCATIONS FOR PLACING REINFORCING STEEL AND ACCESSORIES. DO NOT BEGIN FABRICATION
UNTIL SHOP DRAWINGS ARE COMPLETED AND REVIEWED.
3.02 UNLESS NOTED OTHERWISE, ALL CONCRETE SHALL BE NORMAL WEIGHT AND HAVE THE FOLLOWING MINIMUM 28 DAY
COMPRESSIVE STRENGTHS:
A. FOUNDATIONS 3500 PSI
B. SLAB-ON-GRADE 3500 PSI
CONCRETE MAY CONTAIN A PROPERLY DESIGNED SUPERPLASTICIZER FOR WORKABILITY.
MINIMUM CONCRETE FLEXURAL STRENGTH (MODULUS OF RUPTURE) SHALL BE:
A. SLAB-ON-GRADE 440 PSI
3.03 REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60 UNLESS NOTED OTHERWISE.
3.04 THE PROPOSED MATERIALS AND MIX DESIGN SHALL BE FULLY DOCUMENTED AND REVIEWED BY THE CONTRACTING OFFICER.
RESPONSIBILITY FOR OBTAINING THE REQUIRED DESIGN STRENGTH IS THE CONTRACTOR'S.
3.05 USE OF CALCIUM CHLORIDE, CHLORIDE IONS, OR OTHER SALTS IN CONCRETE IS NOT PERMITTED.
3.06 CHAMFER OR ROUND ALL EXPOSED CORNERS A MINIMUM OF 3/4".
3.07 TIE ALL REINFORCING STEEL AND EMBEDMENTS SECURELY IN PLACE PRIOR TO PLACING CONCRETE. PROVIDE SUFFICIENT SUPPORTS TO MAINTAIN THE POSITION OF REINFORCEMENT WITHIN SPECIFIED TOLERANCE DURING ALL CONSTRUCTION
ACTIVITIES. "STICKING” DOWELS INTO WET CONCRETE IS NOT PERMITTED.
3.08 PROVIDE CONTINUOUS REINFORCEMENT WHEREVER POSSIBLE; SPLICE ONLY AS SHOWN OR APPROVED; STAGGER SPLICE WHERE POSSIBLE; USE FULL TENSION SPLICE (CLASS "B") UNLESS NOTED OTHERWISE. DOWELS SHALL MATCH THE SIZE AND SPACING OF THE SPECIFIED REINFORCEMENT AND SHALL BE LAPPED WITH FULL TENSION SPLICES (CLASS "B") UNLESS NOTED OTHERWISE.
TERMINATE BARS WITH STANDARD HOOKS. PROVIDE CLASS "B" LAP SPLICE CORNER BARS FOR ALL CONTINUOUS REINFORCING AT
CORNER LOCATIONS, INCLUDING BUT NOT LIMITED TO FOOTINGS AND WALLS.
3.09 REINFORCING STEEL SHALL HAVE THE FOLLOWING CONCRETE COVER UNLESS NOTED OTHERWISE (PER ACI 318-05 PAR.7.7.1):
A. CONCRETE AGAINST EARTH (NOT FORMED): 3"
B. FORMED CONCRETE EXPOSED TO THE EARTH OR WEATHER:
1. #6 THROUGH #18 BARS: 2"
2. #5 BARS AND SMALLER: 1-1/2"
C. CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
1. SLABS AND WALLS: 1"
2. BEAMS (STIRRUPS) AND COLUMNS (TIES): 1-1/2"
3.10 DO NOT PLACE DUCTS EXCEEDING ONE-THIRD THE SLAB OR WALL THICKNESS WITHIN THE SLAB OR WALL UNLESS SPECIFICALLY
SHOWN AND DETAILED ON STRUCTURAL DRAWINGS.
3.11 DO NOT WELD OR TACK WELD REINFORCING STEEL UNLESS APPROVED OR DIRECTED BY THE STRUCTURAL ENGINEER.
3.12 SHORING SHALL REMAIN IN PLACE UNTIL CONCRETE HAS ATTAINED 75% OF ITS 28-DAY STRENGTH.
3.13 ALL REINFORCING STEEL PLACEMENTS SHALL BE REVIEWED BY THE CONTRACTING OFFICER, OR BY A REPRESENTATIVE
RESPONSIBLE TO HIM. (RE: ACI 318 PAR. 1.3.1)
3.14 FOR CONCRETE PADS SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS.
1.00 GENERAL NOTES
1.01 THESE STRUCTURAL NOTES SHALL BE APPLIED WITH THE TECHNICAL SPECIFICATIONS IN THE SPECIFICATIONS MANUAL. ANY CONFLICTING REQUIREMENTS SHALL BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER-OF-RECORD FOR RESOLUTION BEFORE PROCEEDING WITH FABRICATION OR
CONSTRUCTION.
1.02 ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE, 2018.
1.03 THE STRUCTURE HAS BEEN DESIGNED UTILIZING THE FOLLOWING REFERENCES:
A. UFC 1-200-01, GENERAL BUILDING REQUIREMENTS, CHANGE 1, 24 FEBRUARY 2023
B. UFC 3-301-01, STRUCTURAL ENGINEERING, CHANGE 1, 4 FEBRUARY 2022
C. UFC 4-010-01, DOD MINIMUM ANTITERRORISM STANDARD FOR BUILDINGS, CHANGE 2,
30 JULY 2022
D. INTERNATIONAL BUILDING CODE, 2018
E. ASCE 7-16, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES
F. ACI 318-14, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE
G. ACI 360 R-10, DESIGN OF SLAB ON GRADES
H. AISC 360-10, SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS, LATEST EDITION
I. TMS 402/602-16, BUILDING CODE REQUIREMENTS AND SPECIFICATIONS FOR MASONRY STRUCTURES J. ANSI/SDI, AMERICAN NATIONAL STANDARDS INSTITUTE / STEEL DECK INSTITUTE, RD-2010
STANDARD STEEL ROOF DECK
1.04 WIND LOADS - STRUCTURE HAS BEEN DESIGNED TO CONFORM TO THE WIND PROVISIONS OF ASCE 7-10.
SEE WIND PRESSURE DIAGRAM & CHART FOR THE FOLLOWING:
A. ULTIMATE BASIC WIND SPEED
B. BUILDING RISK CATEGORY
C. WIND EXPOSURE CATEGORY
D. INTERNAL PRESSURE COEFFICIENT
E. COMPONENT & CLADDING WIND PRESSURES
1.05 EARTHQUAKE LOADS - THE IBC REQUIRES THAT EARTHQUAKE DESIGN DATA BE PROVIDED REGARDLESS OF WHETHER OR NOT SEISMIC LOADS GOVERN THE LATERAL FORCE RESISTING SYSTEM DESIGN. THE
DESIGN DATA IS AS FOLLOWS:
A. SEISMIC DESIGN CATEGORY: B
B. SPECTRAL RESPONSE COEFFICIENTS
1. Ss = 0.08g Sds = 0.09g
2. S1 = 0.05g Sd1 = 0.08g
C. SITE CLASSIFICATION: D
D. BASIC SEISMIC-FORCE-RESISTING SYSTEM: STEEL ORDINARY MOMENT FRAMES
E. SEISMIC BASE SHEAR (V): 10 KIPS
F. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE
1.06 DESIGN GRAVITY LOADS ARE AS FOLLOWS:
A. SUPERIMPOSED DEAD LOADS:
1. ROOFING AND INSULATION: 3 PSF
2. MECHANICAL, ELECTRICAL, PLUMBING: 6 PSF
3. CEILINGS: 8 PSF
B. LIVE LOADS: (MAY BE REDUCED PER CODE)
1. ROOFS: 20 PSF
2. SLAB-ON-GRADE: 100 PSF
3. MECHANICAL/ ELECTRICAL/STORAGE ROOMS: 150 PSF
1.07 DRAWINGS SHOW TYPICAL AND CERTAIN SPECIFIC CONDITIONS ONLY. FOR DETAILS NOT SPECIFICALLY
SHOWN, PROVIDE DETAILS SIMILAR TO THOSE SHOWN.
1.08 THE DESIGN, ADEQUACY, AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC., ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
1.09 CONTRACTOR SHALL MAKE NO DEVIATION FROM DESIGN DRAWINGS WITHOUT WRITTEN APPROVAL OF THE CONTRACTING OFFICER. FOR ADDITIONAL OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS, SEE ARCHITECTURAL, MECHANICAL, AND PLUMBING DRAWINGS. NOTIFY CONTRACTING OFFICER OF ANY
CONFLICT AND/OR OMISSION.
1.10 REVIEW OF SUBMITTALS AND/OR SHOP DRAWINGS BY THE CONTRACTING OFFICER OR OTHERS DOES NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY TO REVIEW AND CHECK SHOP DRAWINGS BEFORE SUBMITTAL TO THE CONTRACTING OFFICER. THE CONTRACTOR REMAINS SOLELY RESPONSIBLE FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF SHOP DRAWINGS AS THEY PERTAIN TO MEMBER SIZES, DETAILS, AND DIMENSIONS SPECIFIED IN THE CONTRACT DOCUMENTS.
CONTRACTOR IS ALSO RESPONSIBLE FOR MEANS, METHODS, TECHNIQUES, SEQUENCES, AND
PROCEDURES OF CONSTRUCTION.
2.00 FOUNDATIONS AND SLAB-ON-GRADE
2.01 THE DESIGN OF FOUNDATIONS, RETAINING WALLS AND SLAB ON GRADE IS BASED ON THE CRITERIA ESTABLISHED IN THE GEOTECHNICAL REPORT BY UNIVERSAL ENGINEERING SCIENCES, PENSACOLA, FLORIDA; UES PROJECT NO. 1730.2000003.0000; UES REPORT NO. 1750983, DATED FEBRUARY 28, 2020. THE RECOMMENDATIONS OF THAT REPORT SHALL BE CONSIDERED AN INTEGRAL PART OF THE CONTRACT
DOCUMENTS.
2.02 A QUALIFIED GEOTECHNICAL ENGINEER SHALL CHECK COMPACTION OF THE FOOTINGS. THE SOILS IMMEDIATELY BENEATH ALL FOOTINGS SHOULD BE COMPACTED FOR A MINIMUM DEPTH OF 12 INCHES TO A MINIMUM OF 95% OF THE SOIL’S MAXIMUM DENSITY AS DETERMINED BY THE MODIFIED PROCTOR TEST
(ASTM D1557) USING A LARGE TAMPER.
2.03 SHALLOW FOUNDATIONS HAVE BEEN DESIGNED BASED ON AN ALLOWABLE SOIL BEARING PRESSURE OF
1,500 PSF.
4.00 STRUCTURAL STEEL, STEEL JOISTS, STEEL DECK AND ENGINEERED STAIRS AND RAILINGS
4.01 STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED ACCORDING TO AISC "SPECIFICATION FOR STRUCTURAL
STEEL BUILDINGS, LATEST EDITION.
4.02 SUBMIT SHOP DRAWINGS PREPARED IN ACCORDANCE WITH AISC MANUAL "DETAILING FOR STEEL CONSTRUCTION", LATEST EDITION. STEEL FABRICATOR SHALL SUPPLY ANCHOR BOLT LOCATION DRAWINGS. DO NOT BEGIN FABRICATION UNTIL SHOP
DRAWINGS ARE COMPLETED AND REVIEWED.
4.03 STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992. STRUCTURAL STEEL SHAPES, PLATES, ANGLES, AND CHANNELS SHALL CONFORM TO ASTM A36 UNLESS NOTED OTHERWISE. STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, GRADE B, FY = 46 KSI, UNLESS NOTED OTHERWISE. STEEL PIPE SHALL CONFORM TO ASTM A501 OR ASTM A53, TYPE E OR S, GRADE B. ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 GR. 36 UNLESS NOTED OTHERWISE.
4.04 BOLTS SHALL CONFORM TO ASTM A325, 3/4-INCH DIAMETER MINIMUM, UNLESS NOTED OTHERWISE. COMPRESSIVE-WASHER- TYPE DIRECT TENSION INDICATORS OR TWIST-OFF-TYPE TENSION-CONTROL BOLTS CONFORMING TO RCSC SHALL BE PROVIDED AT ALL
BOLTED CONNECTIONS PER UFC 3-301-01.
4.05 ALL COLUMNS, UNLESS NOTED OTHERWISE, SHALL BEAR ON 1 1/2" GROUT BED. GROUT SHALL BE NON-SHRINK, NON-METALLIC
AND SHALL BE PLAED PRIOR TO POURING OF UPPER FLOOR LEVELS.
4.06 HEADED STUD SHEAR CONNECTORS: ASTM A 108, GRADES 1010 THROUGH 1020, HEADED-STUD TYPE, COLD-FINISHED CARBON STEEL; AWS D1.1, TYPE B. USE AUTOMATIC END WELDING OF HEADED-STUD SHEAR CONNECTORS ACCORDING TO AWS D1.1 AND
MANUFACTURER’S WRITTEN INSTRUCTIONS.
4.07 DEFORMED BAR ANCHORS (INDICATED AS “DBA” ON PLANS): DEFORMED STEEL REINFORCING BARS IN ACCORDANCE WITH ASTM A-496 SPECIFICATIONS, YIELD STRENGTH 70 KSI. USE AUTOMATIC END WELDING OF HEADED-STUD SHEAR CONNECTORS
ACCORDING TO AWS D1.1 AND MANUFACTURER’S WRITTEN INSTRUCTIONS.
4.08 USE PRE-QUALIFIED WELDED JOINTS AS PER AISC, AND AWS D1.1 "STRUCTURAL WELDING CODE." USE ONLY CERTIFIED WELDERS; ALL ELECTRODES SHALL CONFORM TO AWS A5 GRADE E70XX. BARE ELECTRODE AND GRANULAR FLUX SHALL CONFORM TO AWS A5, F70 AWS FLUX CLASSIFICATION. MINIMUM WELD SIZE TO BE 3/16" FILLET WELD, U.N.O.
4.09 CUTS, BOLTS, COPING, ETC. REQUIRED FOR WORK OR OTHER TRADES SHALL BE SHOWN ON THE SHOP DRAWINGS AND MADE IN THE SHOP. CUTS OR BURNING HOLES IN STRUCTURAL STEEL MEMBERS IN THE FIELD WILL NOT BE PERMITTED.
4.10 SHOP CONNECTIONS NOT SPECIFICALLY DETAILED ON THE DRAWINGS MAY BE WELDED OR BOLTED. FIELD CONNECTIONS NOT
SPECIFICALLY DETAILED ON THE DRAWINGS SHALL BE BOLTED, WHERE POSSIBLE.
4.11 WHEN SPECIFICALLY NOT DETAILED ON THE DESIGN DRAWINGS PROVIDE THE FOLLOWING BEAM CONNECTIONS:
A. PROVIDE CONNECTIONS SIMILAR TO THOSE SHOWN IN TYPICAL DETAILS IN THESE DRAWINGS.
B. WHERE BEAM REACTIONS ARE SHOWN, CONNECTIONS SHALL DEVELOP THE REACTION GIVEN.
C. WHEN BEAM REACTIONS ARE NOT SHOWN, CONNECTIONS SHALL FOLLOW TYPICAL CONNECTION DETAILS PROVIDED IN
THIS SET AND SHALL BE DESIGNED TO SUPPORT ONE-HALF THE TOTAL UNIFORM LOAD CAPACITIES SHOWN IN THE ALLOWABLE UNIFORM LOAD TABLES, PART 2 OF THE AISC MANUAL, FOR THE GIVEN BEAM, SPAN AND GRADE OF STEEL
SPECIFIED.
D. WHERE REACTIONS ARE SUBJECT TO ECCENTRICITY, SUCH ECCENTRICITY SHALL BE TAKEN INTO ACCOUNT.
E. SIGNED AND SEALED CONNECTION CALCULATIONS SHALL BE PROVIDED WITH THE STRUCTURAL STEEL SHOP
DRAWINGS.
F. SERVICE CONNECTION DESIGN CAPACITIES SHALL BE LISTED ON THE STRUCTURAL STEEL ERECTION SHOP DRAWINGS.
4.12 FIELD SPLICES SHALL BE DESIGNED TO DEVELOP THE FULL CAPACITY OF MEMBER AT THE POINT OF SPLICE IN BENDING, SHEAR AND AXIAL LOAD (COMPRESSION AND TENSION).
4.13 ALTERNATE CONNECTION DETAILS MAY BE USED IF SUCH DETAILS ARE SUBMITTED TO THE CONTRACTING OFFICER ENGINEER FOR REVIEW AND ACCEPTANCE IS GRANTED. HOWEVER, THE CONTRACTING OFFICER SHALL BE THE SOLE JUDGE OF ACCEPTABILITY AND THE CONTRACTOR'S BID SHALL ANTICIPATE THE USE OF THE SPECIFIC DETAILS SHOWN ON THE DRAWINGS.
IN ANY EVENT, THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN OF SUCH ALTERNATE DETAILS, WHICH HE PROPOSES.
4.14 PROVIDE STIFFENER PLATES ON EACH SIDE OF WEB OF BEAM OR GIRDER AT POINTS OF CONCENTRATED LOADS. MINIMUM STIFFENER PLATE THICKNESS SHALL BE 3/8" OR FLANGE THICKNESS OF COLUMNS ABOVE OR BELOW, WHICHEVER IS THICKER.
4.15 FILLER BEAMS OR JOISTS SHOULD BE SPACED EQUALLY BETWEEN THE COLUMNS IF NOT SHOWN OTHERWISE ON THE
DRAWINGS.
4.16 PROVIDE TEMPORARY BRACING OF STRUCTURAL FRAMING TO PROVIDE LATERAL SUPPORT UNTIL ALL PERMANENT BRACING MOMENT CONNECTIONS AND FLOOR AND ROOF DECKS (DIAPHRAGMS) ARE COMPLETELY INSTALLED.
4.17 STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL AND MECHANICAL DRAWINGS AND DRAWINGS RELATED TO OTHER TRADES. CONTRACTOR SHALL BE RESPONSIBLE TO CHECK AND COORDINATE DIMENSIONS, CLEARANCES, ETC. WITH THE WORK OF OTHER TRADES. THE STRUCTURAL STEEL CONTRACTOR SHALL PROVIDE FRAMING AROUND OPENINGS IN
FLOOR AND ROOF SLAB AS INDICATED IN THE MECHANICAL AND ARCHITECTURAL DRAWINGS.
4.18 UNLESS SPECIFICALLY NOTED AND DETAILED IN THESE DRAWINGS, HOLES IN BEAMS ARE NOT PERMITTED.
4.19 STRUCTURAL STEEL CONTRACTOR SHALL COORDINATE THE BOTTOM OF BASE PLATE ELEVATION WITH THE TOP OF CONCRETE ELEVATION. IN CASE OF CONFLICT, THE CONTRACTOR SHALL MAKE ALLOWANCE
IN HIS BID FOR MORE STRINGENT REQUIREMENTS.
4.20 PAINT STRUCTURAL STEEL IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. DO NOT PAINT STEEL SURFACES TO BE ENCASED IN CONCRETE OR RECEIVE SPRAYED ON FIREPROOFING, CONNECTIONS DESIGNATED AS SLIP CRITICAL, OR TO BE WELDED. STEEL SURFACES RECEIVING AUTOMATICALLY
WELDED SHEAR CONNECTORS STUDS IN THE FIELD SHALL NOT BE PAINTED.
NOTE: REFER TO SPECIAL INSPECTION
SPECIFICATION SECTION 01 45 35 FOR
SPECIAL INSPECTION REQUIREMENTS.
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PROJECT NUMBER:
BUILDING NUMBER:
DRAWN BY:
DESIGNED BY:
DATE:
90145
S-001
100% SUBMITTAL
02 MAY 2023
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GENERAL NOTES CONT.
STEEL DECKING
4.21 FABRICATION AND ERECTION OF STEEL DECKING SHALL CONFORM TO THE LATEST EDITION OF THE STEEL DECK INSTITUTE'S (SDI) "SPECIFICATION AND COMMENTARY FOR COMPOSITE STEEL FLOOR DECK, NON-
COMPOSITE STEEL DECK, AND STEEL ROOF DECK" AS APPLICABLE TO THIS PROJECT.
STEEL DECKING:
4.22 MATERIAL FOR STEEL DECKING SHALL CONFORM TO ASTM A1008 GRADES 33 AND 40, OR FROM A653. SEE
DRAWINGS FOR STEEL DECK TYPE, GAUGE, YIELD STRENGTH AND SECTION PROPERTIES.
4.23 ROOF DECK SHALL BE TYPE B, WIDE RIB.
4.24 UNLESS NOTED OTHERWISE ALL STEEL DECKING SHALL HAVE A GALVANIZED COATING CONFORMING TO
ASTM A525, G60.
4.25 STEEL ROOF DECK ANCHORAGE: SEE ROOF DECK LEGEND ON SHEET S-003
4.26 PROVIDE DECKING CONTINUOUS OVER 3 SPANS MINIMUM WHERE SUPPORTING STRUCTURE PERMITS.
4.27 STEEL DECKING SHALL BE ERECTED IN STRICT COMPLIANCE WITH THE MANUFACTURER'S
RECOMMENDATIONS
5.00 MASONRY
5.01 CONCRETE MASONRY DESIGN AND CONSTRUCTION SHALL CONFORM TO ACI 530, BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY STRUCTURES AND ACI 530.1, SPECIFICATIONS FOR CONCRETE
MASONRY CONSTRUCTION.
5.02 PROVIDE MASONRY WALL REINFORCEMENT & BOND BEAM SHOP DRAWINGS WITH FULLY DETAILED PLANS, SECTIONS AND ELEVATIONS OF EACH WALL.
5.03 PROVIDE LIGHTWEIGHT, HOLLOW, CONCRETE MASONRY UNITS (CMU) CONFORMING TO ASTM C90, UNLESS
NOTED OTHERWISE.
5.04 PROVIDE MASONRY CONSTRUCTION WITH MINIMUM COMPRESSIVE STRENGTH, f'm = 1700 PSI.
5.05 PROVIDE TYPE "M" OR "S" MORTAR IN ACCORDANCE WITH ASTM C270, UNLESS NOTED OTHERWISE.
5.06 VERTICAL CELLS SHALL BE REINFORCED AS NOTED IN LEGEND ON S-101, UNLESS NOTED OTHERWISE (U.N.O.) IN THE CONTRACT DRAWINGS. VERTICAL REINFORCING SHALL BE CONTINUOUS (LAPPED 48 BAR DIAMETERS MINIMUM AT SPLICES, U.N.O.) AND HELD IN POSITION AT THE TOP AND BOTTOM OF THE GROUT
POUR. U.N.O., POSITION VERTICAL REINFORCING IN THE CENTER OF THE CELL.
5.07 PROVIDE GROUT FOR REINFORCED MASONRY IN ACCORDANCE WITH ASTM C476. GROUT SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 3,000 PSI UNLESS NOTED OTHERWISE. GROUT SHALL BE FLUID CONSISTENCY. FLUID CONSISTENCY SHALL MEAN THAT CONSISTENCY AS FLUID AS POSSIBLE FOR POURING WITHOUT SEGREGATION OF THE CONSTITUENT PARTS. FILL ALL CELLS BELOW GRADE WITH GROUT. ALL GROUT SHALL BE CONSOLIDATED AT THE TIME OF POURING BY VIBRATING AND THEN RECONSOLIDATED BY AGAIN PUDDLING LATER, BEFORE PLASTICITY IS LOST. WHEN GROUTING IS STOPPED FOR ONE HOUR OR LONGER, CONSTRUCTION JOINTS SHALL BE FORMED BY STOPPING THE POUR OF THE
GROUT 1-1/2 INCHES BELOW THE TOP OF THE UPPERMOST UNIT.
5.08 PROVIDE HORIZONTAL JOINT REINFORCEMENT COMPLYING WITH ASTM A82, NO. 9 GAUGE OR HEAVIER, ZINC
COATED, PLACED 16 INCHES ON CENTER IN CMU WALLS, UNLESS NOTED OTHERWISE.
5.09 PROVIDE RUNNING BONDS WITH VERTICAL JOINTS LOCATED AT CENTER OF MASONRY UNITS IN THE
ALTERNATE COURSE BELOW, UNLESS NOTED OTHERWISE.
5.10 ALL MASONRY UNITS SHALL BE FREE OF EXCESSIVE DUST AND DIRT AT THE TIME THEY ARE LAYED BY THE
MASON.
5.11 ALL REINFORCED HOLLOW UNIT MASONRY SHALL BE BUILT TO PRESERVE THE UNOBSTRUCTED VERTICAL CONTINUITY OF THE CELLS TO BE FILLED. WALLS AND CROSS WEBS IN ALL REINFORCED MASONRY WALLS SHALL BE FULLY BEDDED IN MORTAR. ALL HEAD (OR END) JOINTS SHALL BE SOLIDLY FILLED WITH MORTAR FOR A DISTANCE IN FROM EACH FACE OF THE UNIT NOT LESS THAN THE THICKNESS OF THE LONGITUDINAL FACE SHELLS, BOND SHALL BE PROVIDED BY LAPPING UNITS IN SUCCESSIVE VERTICAL COURSES.
5.12 PROVIDE VERTICAL CONTROL JOINTS BETWEEN REINFORCED MASONRY WALLS AND MASONRY PARTITION
WALLS AND AS INDICATED IN THE STRUCTURAL CONTRACT DRAWINGS.
5.13 SAMPLE AND TEST MASONRY MATERIAL IN ACCORDANCE WITH TMS 602-16, TABLE 3, QUALITY
ASSURANCE LEVEL 2.
5.14 INSPECT MASONRY CONSTRUCTION IN ACCORDANCE WITH TMS 602-16, TABLE 4, QUALITY ASSURANCE
LEVEL 2.
6.00 COLD FORMED METAL FRAMING
6.01 COLD FORMED METAL STUDS: GALVANIZED STEEL PER ASTM A525, G60 COATING MEETING THE
REQUIREMENTS OF ASTM A446 GRADE A, WITH A MINIMUM YIELD STRENGTH OF 33,000 PSI.
6.02 ALL STUDS INDICATED SHALL BE 18 GAGE MINIMUM AND HAVE 1-5/8” WIDE FLANGES MINIMUM
WITH A ½” MINIMUM LIP AND SHALL BE SPACED AT 1’-4” O.C MAXIMUM, UNLESS NOTED
OTHERWISE. ALL TRACK INDICATED SHALL BE 18 GAGE MINIMUM AND HAVE 1-1/4” WIDE MINIMUM
FLANGES.
6.03 CONNECTION REQUIREMENTS (MINIMUMS):
A. TRACK TO STEEL OPTIONS
1. 0.145” DIA. P.A.F.s @ 8” O.C. STAGGERED.
2. #12 HWH SELF TAPPING TEK SCREWS @ 8” O.C.
B. TRACK TO BLOCK – (2) 3/16” TAPCON SCREW ANCHORS AT EACH JOIST/STUD
LOCATION EMBED 1¼” MINIMUM INTO BLOCK/GROUT.
C. TRACK TO CONCRETE OPTIONS:
1. 0.145” DIA. P.A.F.s @ 8” O.C. STAGGERED EMBED 1¼” MIN.
2. 3/16” TAPCON SCREW ANCHORS @ 8” O.C. EMBED 1¼” MIN.
D. STUD TO STUD OR JOIST TO JOIST: (4) #10 HWH SELF TAPPING TEK SCREWS, MIN.
E. STUD TO TRACK – (2) #10 HWH SELF TAPPING TEK SCREWS.
F. STUD TO STEEL OPTIONS
1. (2) 0.145" DIA. P.A.F.'s
2. (2) #12 HWH SELF TAPPING TEK SCREWS.
7.00 PRE-ENGINEERED METAL BUILDINGS (PEMB)
7.01 BUILDING SHALL BE CONSTRUCTED IN ACCORDANCE WITH METAL BUILDING MANUFACTURER’S
ASSOCIATION (MBMA) CRITERIA.
7.02 BUILDING SHALL BE DESIGNED FOR THE WIND AND SUPERIMPOSED GRAVITY LOADS AS SHOWN
IN SECTION 1.00 OF THESE GENERAL NOTES AS WELL AS THE ADDITIONAL LOADS:
A. BUILDING SELF-WEIGHT
B. COLLATERAL LOAD = 10 PSF
C. REDUCIBLE ROOF LIVE LOAD…PER CODE
7.03 THE FOUNDATIONS HAVE BEEN DESIGNED BASED ON THE ASSUMPTION THAT THE RIGID
FRAMES ARE PINNED AT THE BASE. THE FINAL RIGID FRAME COLUMN REACTIONS SHALL BE SUBMITTED TO THE CONTRACTING OFFICER FOR REVIEW PRIOR TO FABRICATION OF THE PEMB. THE PURPOSE OF THIS REVIEW IS TO GIVE THE CONTRACTING OFFICER OPPORTUNITY TO VERIFY THE FINAL RIGID FRAME COLUMN REACTIONS DO NOT EXCEED THE FOUNDATION CAPCITIES GIVEN ON S-101. REVISIONS
TO THE FOUNDATION DESIGN MAY BE NECESSARY PENDING THE REVIEW OF THIS SUBMITTAL.
7.04 DRIFT CRITERIA: H/180
7.05 WALL GIRT HORIZONTAL DEFLECTION CRITERIA FOR THE FOLLOWING VENEER:
A. METAL PANELS: L/120
B. SHEETROCK INTERIOR WALLS: L/240
C. MASONRY: L/600
7.05 ROOF PURLIN VERTICAL DEFLECTION CRITERIA:
A. METAL PANELS: L/180
7.06 PEMB MANUFACTURER TO PROVIDE SUPPORT AT TOP OF CMU WALLS AND TO DESIGN RIGID
FRAMES AND OTHER LATERAL SYSTEMS FOR WIND LOAD FROM CMU WALLS.
8.00 POST INSTALLED ANCHORS
8.01 ANCHOR BASIS OF DESIGN, FOR ALL POST INSTALLED ANCHORS ARE HILTI, INC PRODUCTS OR
APPROVED EQUAL. CONTACT HILTI AT (800) 879-8000.
8.02 WHERE CALLED FOR IN THE CONSTRUCTION DRAWINGS, EPOXY (ADHESIVE) SHALL BE HILTI HIT- HY 200 OR EQUIVALENT SYSTEM. PROVIDE GALVANIZED A-307 OR EQUIV. ALL-THREAD ROD AND
GALV. WASHERS AND NUTS, TYPICAL.
8.03 WHERE CALLED FOR IN THE CONSTRUCTION DRAWINGS, EXPANSION (EXP.) ANCHORS SHALL BE GALVANIZED HILTI KWIK BOLT 3, INCLUDING NUT AND WASHER, WITH 3 1/4" EMBEDMENT INTO
GROUT FILLED CMU OR CONCRETE OR APPROVED EQUAL. ANCHOR EDGE DISTANCE SHALL BE
4" MINIMUM AT ALL LOCATIONS.
8.04 INSTALL ALL ANCHORS PER THE MANUFACTURER'S WRITTEN INSTRUCTIONS, AS INCLUDED IN
THE ANCHOR PACKAGING.
8.05 THE CONTRACTOR SHALL ARRANGE AN ANCHOR MANUFACTURER'S REPRESENTATIVE TO
PROVIDE ONSITE INSTALLATION TRAINING FOR ALL OF THEIR ANCHORING PRODUCTS
SPECIFIED. THE CONTRACTING OFFICER MUST RECEIVE DOCUMENTED CONFIRMATION THAT
ALL OF THE CONTRACTOR'S PERSONNEL WHO INSTALL ANCHORS ARE TRAINED PRIOR TO THE
COMMENCEMENT OF INSTALLING ANCHORS.
8.06 ANCHOR CAPACITY IS DEPENDANT UPON SPACING BETWEEN ANCHORS, ANCHOR EMBEDMENT, AND PROXIMITY OF ANCHORS TO EDGES OF CONCRETE AND/OR MASONRY. INSTALL ANCHORS
IN ACCORDANCE WITH THE SPACING AND EDGE CLEARANCES INDICATED IN THESE DRAWINGS.
WIND LOAD DETERMINATION ASSUMPTIONS - INTERNATIONAL BUILDING CODE 2018
ROOF SLOPE
145 C 24.0 3 ON 12 II ENCLOSED
NOTES:
1. FOR EFFECTIVE AREAS BETWEEN THOSE GIVEN ABOVE THE LOAD MAY BE INTERPOLATED,
OTHERWISE USE THE LOAD ASSOCIATED WITH THE LOWER EFFECTIVE AREA.
2. THE EDGE STRIP, a = 4.3 FT.
3. PRESSURES SHALL BE APPLIED IN ACCORDANCE WITH THE FIGURE SHOWN ON THIS SHEET.
WIND VELOCITY
(MPH)
EXPOSURE
CATEGORY
MEAN ROOF
HEIGHT (FT.)
RISK
CATEGORY
ENCLOSURE
CATEGORY
REPRESENTATIVE DIAGRAMS
4. PRESSURES GIVEN ARE ULTIMATE LOADS TO BE USED WITH STRENGTH DESIGN. FOR
SERVICE LOADS TO BE USED WITH ALLOWABLE STRESS DESIGN, MULTIPLY THE PRESSURES
BY 0.60. SEE TABLES 2.3 AND 2.4 IN ASCE 7-16 FOR MORE INFORMATION ON LOAD
COMBINATIONS.
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SP
EC
IA
L O
PE
R
A
TI
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S C
O M
M A
N D
SP
EC
IA
L O
PE
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A
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S C
IV
IL
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IN
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S Q
U A
D R
O N
H U
R
LB
U R
T
FI
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LD
, F
LO
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ID
A
PROJECT NUMBER:
BUILDING NUMBER:
DRAWN BY:
DESIGNED BY:
DATE:
90145
S-002
100% SUBMITTAL
02 MAY 2023
G E
N E
R A
L N
O T
E S
W
IN
D
IN
F
O R
M A
T
IO
N
JTG
JTG
CP1033732
A d d /A lt e r
S p a c e D e fi c ie n c ie s
S O
S B ld g
5−2−2023
H U
R L B
U R
T F
IE
L D
F
L
A B C D E
E-E E-F E-G E-H E-I E-J
E-1
E-1
E-2E-2
E-3E-3
2'-0" 21'-0" 22'-0" 24'-0" 21'-0" 2'-0"
88'-0"
2' -0
'-4
2' -0
4' -2
'-6
'-1
0"
'-4
S-301
S-301
S-302 3
B.8 C.3 D.4 D.7
F 3.0 F 3.0
F 3.0 F 3.0
F 3.0
F 3.0 F 3.0
F 3.0
HSS4X4X1/4
RCP16 HSS4X
4X 1/
RCP16
HSS4X4X1/4
RCP16
HSS4X
4X
1/
RCP16
HSS4X4X1/4
RCP16 HSS4X
4X 1/
RCP16
HSS4X
4X
1/
RCP16
HSS4X4X1/4
RCP16
4' -2
'-6
2' -1
1" 8'
-5
/2
1' -5
/2
'-4
TD3X2.25 TD3X2.25
TD3X2.25 TD3X2.25
T D
3X 2.
S.C.J. S.C.J.
S.C.J. S.C.J.
S .C
.J
S .C
.J
S .C
.J
S .C
.J
S .C
.J
S .C
.J
S .C
.J
S .C
.J
(TOF:-2'-8")
(TOF:-2'-0")
(TOF:-2'-8")
(TOF:-2'-0") 8"
'-4
8"
1' -4
40'-11 1/2" 8'-1" 26'-11" 8'-1" 3'-11 1/2"
2'-3 5/8"
8" 8"
8"
HAIRPIN (TYP.);
SEE DETAIL
6" SLAB6" SLAB
S-302
S-301
T D
3X 2.
T D
3X 2.
T
D 3X
2.
PORTAL FRAME
PORTAL FRAME
FOUNDATION AND SLAB-ON-GRADE LEGEND
= SAWN CONTRACTION JOINT OR CONSTRUCTION JOINT; CONTRACTOR'S OPTION U.N.O. PLACE
WHERE SHOWN ON PLAN
S.C.J.
= VERTICAL MASONRY CONTROL JOINT LOCATION; SEE TYPICAL DETAILS
= 8" NOMINAL CMU WALL. UNLESS NOTED OTHERWISE (U.N.O.), WALL SHALL BE REINFORCED WITH #5 VERTICAL REINFORCING AT 24" ON CENTER IN CENTER OF GROUT FILLED CELLS. PROVIDE HORIZONTAL JOINT REINFORCING AND ADDITIONAL VERTICAL REINFORCING AS OUTLINED IN THE GENERAL NOTES, TYPICAL DETAILS AND SECTIONS IN THESE DRAWINGS. ALL CMU WALLS BELOW
GRADE SHALL BE FULLY GROUT FILLED.
6" MINIMUM THICKNESS SLAB-ON-GRADE REINFORCED WITH #3 AT 12"O.C. EACH WAY WITH 2 1/2" CLR. POSITIVE SUPPORT FROM BOTTOM OF SLAB. SLAB SHALL BE PLACED OVER A VAPOR BARRIER
AS INDICATED IN THE GENERAL NOTES SECTION 2.08 ON SHEET S-001.
6" SLAB =
RCP16 16"x16" REINFORCED CONCRETE PIER WITH (8) #5 VERTICALS AND #3 TIES AT 8"O.C.=
(TOF: X'-X") TOP OF FOOTING REFERENCE ELEVATION=
= 12" NOMINAL CMU WALL. UNLESS NOTED OTHERWISE (U.N.O.), WALL SHALL BE REINFORCED WITH #5 VERTICAL REINFORCING AT 24" ON CENTER IN CENTER OF GROUT FILLED CELLS. PROVIDE HORIZONTAL JOINT REINFORCING AND ADDITIONAL VERTICAL REINFORCING AS OUTLINED IN THE GENERAL NOTES, TYPICAL DETAILS AND SECTIONS IN THESE DRAWINGS. ALL CMU WALLS BELOW
GRADE SHALL BE FULLY GROUT FILLED.
TD3X2.25 3'-0" WIDE x 2'-3" DEEP TURNDOWN SLAB EDGE; SEE SECTION 1/S-301 FOR REINF.; PROVIDE
CORNER BARS FOR CONT. REINF.
F3.0 3'-0" SQ. x 1'-0" THICK FOOTING; REINF. WITH #5 AT 12"O.C. E.W. BOTTOM=
ALLOWABLE FOUNDATION CAPACITIES
NOTES:
1. PEMB RIGID FRAME COLUMN REACTIONS SHALL NOT EXCEED THE ABOVE FOUNDATION CAPACITIES.
TD3X2.25 UPLIFT LOAD CAPACITY: 20 KIPS
TD3X2.25 GRAVITY LOAD CAPACITY: 35 KIPS
HORIZONTAL THRUST CAPACITY: 15 KIPS
8' -0
30.00°
TURNDOWN BELOW;
SEE SECTIONS FOR
SIZE & REINFORCING
SLAB EDGE
#5 HAIRPINSEE PLAN FOR SLAB
REINFORCING
D
EU
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NIGNED
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SI
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F R
STATE OF
No. 54319
E T
ACFIT
C R
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R
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OF
RC
SP
EC
IA
AN
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P
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L O
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M M
S
CO
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SHEET REFERENCE:
D A
T E
SHEET NUMBER:
OF
D E
S C
R
IP
T
IO
N R
E V
A
IR
F O
R C
E
SP
EC
IA
L O
PE
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A
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S C
O M
M A
N D
SP
EC
IA
L O
PE
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A
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S C
IV
IL
E N
G
IN
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S Q
U A
D R
O N
H U
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LB
U R
T
FI
E
LD
, F
LO
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ID
A
PROJECT NUMBER:
BUILDING NUMBER:
DRAWN BY:
DESIGNED BY:
DATE:
90145
S-101
100% SUBMITTAL
02 MAY 2023
F O
U N
D A
T
IO
N
S
LA
B -O
N -G
R A
D E
P
LA
N
JTG
JTG
CP1033732
A d d /A lt e r
S p a c e D e fi c ie n c ie s
S O
S B ld g
5−2−2023
H U
R L B
U R
T F
IE
L D
F
L
1/8" = 1'-0"S-101
1 FOUNDATION & SLAB-ON-GRADE PLAN
T.O.SLAB REF. ELEV: 0'-0" U.N.O.; REF. EL: 0'-0" = ELEV: (SEE CIVIL)
KEY PLAN
0 4' 8' 16'
SCALE 1/8":1'-0"
2'
1/4" = 1'-0"S-101
2 PEMB - TYPICAL HAIRPIN DETAIL
0 2' 4' 8'
SCALE 1/4":1'-0"
1'
PLAN
A B C D E
E-E E-F E-G E-H E-I E-J
E-1
E-1
E-2E-2
E-3E-3
S-301
S-301
S-302
B.8 C.3 D.4 D.7
PEMB ROOF FRAMING
BY PEMB MANUF.
EXISTING
BUILDING
(E )1
6K
(E )1
6K
(E )1
6K
(E )1
6K
(E )1
6K
(E )1
6K
(E )1
6K
(E )1
6K
(E )1
6K
(E )1
6K
(E )1
6K
(E )1
6K
(E )1
6K
(E )1
6K
(E )1
6K
(E )1
6K
(E )1
6K
(E )1
6K
(E )1
6K
(E )1
6K
(E )1
6K
(E)W10X30 (E)W10X30
(E)W8X24(E)W18X50(E)W18X35
(E )2
4K
(E )2
4K
(E )2
4K
(E )2
4K
(E )2
4K
(E )2
4K
(E )2
4K
(E )2
4K
(E )2
4K
S-303
HSS8X4
H S
S 8X
HSS8X4
H S
S 8X
4CRIP
CRIP
CRIP
CRIP
21'-0" 22'-0" 24'-0" 21'-0"
4' -2
'-6
'-1
0"
'-4
40'-11 1/2" 8'-1" 26'-11" 8'-1" 3'-11 1/2"
2' -1
1" 8'
-5
/2
1' -5
/2
'-4
CRIP CRIP
S-302
HSS4
HSS4
HSS4
HSS4
S-303
H S
S 8X
H S
S 8X
H
S S
H S
S
H S
S
H S
S
(L O
(L O
(L O
(L O
PORTAL FRAME
(BOTTOM BEAM MINIMUM
ELEVATION: 18'-0")
PORTAL FRAME
(BOTTOM BEAM MINIMUM
ELEVATION: 18'-0")
PRE-ENGINEERED
CANOPY; SEE ARCH
1.5" TYPE B 16 GA VULCRAFT OR EQUIVALENT
( TH= 0.0598 in, I= 0.373 in^4/ft) ROOF DECK.
INSTALLATION/ATTACHMENT:
SUPPORT FASTENERS: SIMPSON XLQ114T1224 OR EQUIVALENT
SIDELAP FASTENERS: SIMPSON XU34S1016 OR EQUIVALENT
FASTENER LAYOUT:
ZONES 1, 2 & 3: XLQ114T1224 OR EQUIVALENT @ 36/7
PATTERN
NO OF SIDELAP FASTENER PER SPAN: 6
* ANCHOR DECKING TO ALL EDGE PLATES, RIDGE PLATES AND
TOP PLATES @ 6" O.C.
ROOF FRAMING NOTES AND LEGEND
(E) EXISTING STRUCTURAL MEMBER=
(TOS: X'-X") TOP OF STEEL REFERENCE ELEVATION=
(BOD) BOTTOM OF DECK (REFERENCE ELEVATION)=
HSS8X4 HSS8X4X1/4=
HSS4 HSS4X4X1/4=
D
EU
SOJ
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ISTERE
R E
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NIGNED
EPH
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SI
U
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A
DIOL
F R
STATE OF
No. 54319
E T
ACFIT
C R
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R
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OF
RC
SP
EC
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AN
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P
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L O
AT
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M M
S
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SHEET REFERENCE:
D A
T E
SHEET NUMBER:
OF
D E
S C
R
IP
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N R
E V
A
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F O
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SP
EC
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L O
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M A
N D
SP
EC
IA
L O
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IV
IL
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IN
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U A
D R
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H U
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LB
U R
T
FI
E
LD
, F
LO
R
ID
A
PROJECT NUMBER:
BUILDING NUMBER:
DRAWN BY:
DESIGNED BY:
DATE:
90145
S-102
100% SUBMITTAL
02 MAY 2023
R O
O F
F R
A M
IN
G
P
LA
N
JTG
JTG
CP1033732
A d d /A lt e r
S p a c e D e fi c ie n c ie s
S O
S B ld g
5−2−2023
H U
R L B
U R
T F
IE
L D
F
L
1/8" = 1'-0"S-102
1 ROOF FRAMING PLAN
0 4' 8' 16'
SCALE 1/8":1'-0"
2'
PLAN
NORTH
KEY PLAN
SLAB ON GRADE
0"
PEMB EAVE
17' - 4"
(5) #8 CONT. BOTTOM
VAPOR RETARDER;
TYP.1
#3 CLOSED
STIRRUPS @ 2'-0"
O.C. MAX SPACING
EXTERIOR GRADING/PAVING;
SEE CIVIL
PEMB RIGID FRAME;
BY PEMB MRF.
(4) ASTM F1554, GRADE 36 3/4" DIA.
HEADED ANCHOR BOLTS. BOLTS TO BE
HOT-DIPPED GALVANIZED. PROVIDE MIN.
12" EMBEDMENT INTO CONCRETE, (U.N.O.)
COLUMN BASE PLATE BY
PEMB. MFR./DESIGNER
(4) #7 CONT. TOP
HAIRPIN, SEE PLAN
FOR LOCATIONS
PEMB WALL GIRT;
BY PEMB MRF.
3'-4"
TOP/CMU
REF. ELEV.:
(2) #5 CONT. MIDDLE
#4 STIRRUPS @ 2'-0"
O.C. MAX SPACING
8" CMU WALL; SEE PLAN
8" BOND BEAM
WITH (1) #5 CONT.
PEMB WALL GIRT;
BY PEMB MRF.
8" 1'
-7 "2'
-3
8" 2'-4"
3'-0"
PEMB ROOF PURLIN;
BY PEMB MRF.
PEMB EAVE STRUT;
BY PEMB MRF.
PEMB WALL PANEL;
BY PEMB MRF.
PEMB ROOF PANEL;
BY PEMB MRF.
RANGE: 12" TO 18"
PEMB COLUMN DEPTH
8" MIN.
4"
T Y
P
3" C
LR
8" BOND BEAM
WITH (1) #5 CONT.
SLAB ON GRADE
0"
E
SEE SECTION 1/S-301
FOR TURNDOWN REINF.
VAPOR RETARDER;
TYP.
EXTERIOR
GRADING/PAVING;
SEE CIVIL
12" CMU WALL;
SEE PLAN
24" BOND BEAM WITH (2) #5
CONT. TOP & BOTTOM
1' -7
8"
2' -3
CMU VENEER;
SEE ARCH.
8" 2'-4"
3'-0"
1/2" P.J.F.
Z-PURLIN; BY
PEMB MANUF.
C-BENT; BY
PEMB MANUF.
RIGID FRAME; BY
PEMB MANUF.
3/4"x6" EXPANSION ANCHOR
AT 24"O.C. INTO GROUT
FILLED CMU; PROVIDE
2"x2"x1/4" PLATE WASHERS
3"
WALL CAP; SEE
ARCH.
3' -4
LA
P 1'-4"8"
FORM AND POUR TOP
8" (MINIMUM) PER TOP
OF WALL SLOPE
SERVICE REACTION (0.6W) FOR
PEMB TO RESIST: 450 LBS/FT
8" BOND BEAM WITH
(2) #5 CONT.
10'-0"
BOTTOM OF BOND BEAM
REF. ELEV.:
TOP/STEEL
18'-0 3/8"VARIES W/ SLOPE
A
1'-4" 3 5/8"
8" 11 5/8" 8"
8" 8"
8"
1' -4
2'-3 5/8"
4" CMU VENEER;
SEE ARCH
12" CMU WALL;
SEE PLAN
8" CMU WALL;
SEE PLAN
PEMB FRAME
COLUMN
D
EU
SOJ
R E
G
ISTERE
R E
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NIGNED
EPH
ER
IL
SI
U
OL
A
DIOL
F R
STATE OF
No. 54319
E T
ACFIT
C R
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I
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R
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OF
RC
SP
EC
IA
AN
N
P
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L O
AT
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M M
S
CO
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SHEET REFERENCE:
D A
T E
SHEET NUMBER:
OF
D E
S C
R
IP
T
IO
N R
E V
A
IR
F O
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SP
EC
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L O
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S C
O M
M A
N D
SP
EC
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L O
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IV
IL
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IN
EE
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S Q
U A
D R
O N
H U
R
LB
U R
T
FI
E
LD
, F
LO
R
ID
A
PROJECT NUMBER:
BUILDING NUMBER:
DRAWN BY:
DESIGNED BY:
DATE:
90145
S-301
100% SUBMITTAL
02 MAY 2023
W A
LL
S
E C
T
IO
N S
JTG
JTG
CP1033732
A d d /A lt e r
S p a c e D e fi c ie n c ie s
S O
S B ld g
5−2−2023
H U
R L B
U R
T F
IE
L D
F
L
3/4" = 1'-0"S-301
1 TYPICAL EAVE WALL SECTION
3/4" = 1'-0"S-301
2 TYPICAL ENDWALL SECTION
0 6" 1' 2'
SCALE 3/4":1'-0"
4'
3/4" = 1'-0"S-301
3 WALL CORNER DETAIL
SLAB ON GRADE
0"
B.8 C.3
T/STL CANOPY
12' - 9"
SOFFIT
10' - 0"
EQ EQ
3'-0"
-8"
-2'-0"
TOP OF PIER
TOP OF FOOTING
SEE SCHEDULE FOR
FOUNDATION REINF.
SEE DETAIL FOR ANCHOR
BOLTS AND BASE PLATE
COLUMN; SEE PLAN
4" 8'-1" 4"
EQ EQ
3'-0"
C
LR
3"
S-302
S-303
3/16" RIDGE
PLATE CONT.
6" 6"
HSS CRIPPPLE BEAM;
SEE PLAN
ROOF DECK;
SEE PLAN
3/16" 3"
TYP. EA.
JOIST
1/4" BENT PLATE
PROVIDE A DOUBLE COAT OF
COAL TAR EPOXY FOR ALL
STEEL ELEMENTS BELOW
GRADE. EXTEND 2" ABOVE
FINISHED FLOOR ELEVATION.
HSS BEAM;
SEE PLAN
400S162-43
AT 16"O.C.
400T125-43
CONT.
1/
8" 2'
/4
1/ 4"
1/
2"
4"
NOTE:
EXPOSED STEEL COLUMNS TO
BE GALVANIZED AND RECEIVE
EXTERIOR PAINT (SEE ARCH.)
COLUMN; SEE PLAN
SLAB ON GRADE
0"
PEMB EAVE
17' - 4"
2 E-1
S-302
3 4
T/STL CANOPY
12' - 9"
T/(E)CMU
12' - 0"
S-303
SOFFIT
10' - 0"
SEE SCHEDULE FOR
FOUNDATION REINF.
SEE DETAIL FOR
ANCHOR BOLTS
AND BASE PLATE
SEE DETAIL FOR ANCHOR
BOLTS AND BASE PLATE
SEE SCHEDULE FOR
FOUNDATION REINF.
DRILL AND EPOXY
CONT. REINF. 8" INTO
EXISTING FOOTING
EXISTING FOOTING
-2'-8"
T/ (E) FOOTING
EXTERIOR
GRADING/PAVING;
SEE CIVIL
TOP/CMU
REF. ELEV.:
EXISTING CMU WALL
TURNDOWN
SLABEDGE; SEE
SECTION 1/S-301
3'-4"
COLUMN;
SEE PLAN
PEMB WALL GIRT;
BY PEMB MRF.
8" CMU WALL;
SEE PLAN
8" BOND BEAM
WITH (1) #5 CONT.
PEMB WALL GIRT;
BY PEMB MRF.
PEMB WALL PANEL;
BY PEMB MRF.
HSS BEAM;
SEE PLAN
HSS BEAM;
SEE PLAN
COLUMN;
SEE PLAN
ROOF DECK;
SEE PLAN
CONT. 14 GA.x8"x8" VALLEY
PLATE W/ (2) #12 SCREWS AT
8"O.C. (EA. SIDE OF VALLEY)
EXISITNG ROOF DECK
PROVIDE A DOUBLE COAT OF
COAL TAR EPOXY FOR ALL
STEEL ELEMENTS BELOW
GRADE. EXTEND 2" ABOVE
FINISHED FLOOR ELEVATION.
NOTE:
COORDINATE LOCATION OF COLUMN
FOOTINGS WITH UNDERGROUND
UTILITES PRIOR TO CONSTRUCTION
JOINT
2" EXPANSION
1/4
FLARE BEVEL
WHERE REQ'D
1'-5 1/2" 8'-5 1/2" 2'-11" (F.V.)
NOTE:
EXPOSED STEEL COLUMNS TO
BE GALVANIZED AND RECEIVE
EXTERIOR PAINT (SEE ARCH.)
D
EU
SOJ
R E
G
ISTERE
R E
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NIGNED
EPH
ER
IL
SI
U
OL
A
DIOL
F R
STATE OF
No. 54319
E T
ACFIT
C R
E
I
IA
R
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OF
RC
SP
EC
IA
AN
N
P
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L O
AT
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M M
S
CO
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SHEET REFERENCE:
D A
T E
SHEET NUMBER:
OF
D E
S C
R
IP
T
IO
N R
E V
A
IR
F O
R C
E
SP
EC
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L O
PE
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A
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S C
O M
M A
N D
SP
EC
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L O
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A
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S C
IV
IL
E N
G
IN
EE
R
S Q
U A
D R
O N
H U
R
LB
U R
T
FI
E
LD
, F
LO
R
ID
A
PROJECT NUMBER:
BUILDING NUMBER:
DRAWN BY:
DESIGNED BY:
DATE:
90145
S-302
100% SUBMITTAL
02 MAY 2023
W A
LL
S
E C
T
IO
N S
JTG
JTG
CP1033732
A d d /A lt e r
S p a c e D e fi c ie n c ie s
S O
S B ld g
5−2−2023
H U
R L B
U R
T F
IE
L D
F
L
3/4" = 1'-0"S-302
1 CANOPY SECTION 1
0 6" 1' 2'
SCALE 3/4":1'-0"
4'
3/4" = 1'-0"S-302
3 CANOPY SECTION 2
B.8 C.3
T/STL CANOPY
12' - 9"
SOFFIT
10' - 0"
S-302
S-303
(2) L4x3x1/4", LLV
CAP HSS; TYPICAL
3/16"
TYP; EACH
ANGLE
3/16"
TYP.
HSS BEAM; SEE PLAN
400S162-43 AT 16"O.C.
3/16" 3"
TYP. EA.
JOIST
4" 8'-1" 4"
1/4" BENT PLATE
400T125-43 CONT.
400T125-43 CONT.
400S162-43 AT 16"O.C.
400T125-43 CONT.
1/
8" 2'
/4
1/ 4"
3/16" RIDGE
PLATE CONT.
1/
2"
4"
6" 6"
HSS BEAM; SEE PLAN
HSS CRIPPPLE BEAM;
SEE PLAN
ROOF DECK;
SEE PLAN
PEMB EAVE
17' - 4"
2 E-1
S-302
3 4
T/STL CANOPY
12' - 9"
T/(E)CMU
12' - 0"
S-303
SOFFIT
10' - 0"
JOINT
2" EXPANSION
CONT. 14 GA.x8"x8"
VALLEY PLATE W/ (2) #12
SCREWS AT 8"O.C. (EA.
SIDE OF VALLEY)
EXISITNG ROOF DECK
ROOF DECK;
SEE PLAN
HSS BEAM;
SEE PLAN
400S162-43
AT 16"O.C.PEMB WALL GIRT;
BY PEMB MRF.
PEMB WALL PANEL;
BY PEMB MRF.
1'-5 1/2" 8'-5 1/2" 2'-11" (F.V.)
EXISTING FASCIA,
GUTTER AND SOFFIT
FRAMING
D
EU
SOJ
R E
G
ISTERE
R E
E
NIGNED
EPH
ER
IL
SI
U
OL
A
DIOL
F R
STATE OF
No. 54319
E T
ACFIT
C R
E
I
IA
R
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OF
RC
SP
EC
IA
AN
N
P
ER
L O
AT
IO
M M
S
CO
D
SHEET REFERENCE:
D A
T E
SHEET NUMBER:
OF
D E
S C
R
IP
T
IO
N R
E V
A
IR
F O
R C
E
SP
EC
IA
L O
PE
R
A
TI
O N
S C
O M
M A
N D
SP
EC
IA
L O
PE
R
A
TI
O N
S C
IV
IL
E N
G
IN
EE
R
S Q
U A
D R
O N
H U
R
LB
U R
T
FI
E
LD
, F
LO
R
ID
A
PROJECT NUMBER:
BUILDING NUMBER:
DRAWN BY:
DESIGNED BY:
DATE:
90145
S-303
100% SUBMITTAL
02 MAY 2023
W A
LL
S
E C
T
IO
N S
JTG
JTG
CP1033732
A d d /A lt e r
S p a c e D e fi c ie n c ie s
S O
S B ld g
5−2−2023
H U
R L B
U R
T F
IE
L D
F
L
3/4" = 1'-0"S-303
1 CANOPY ROOF SECTION 1
3/4" = 1'-0"S-303
2 CANOPY ROOF SECTION 2
0 6" 1' 2'
SCALE 3/4":1'-0"
4'
CUT WWF AT JOINT
3/4"
S E
E P
LA
N
2"
CONSTRUCTION JOINTCONTROL JOINT
1/8"x(d/4) SAWN
CONTROL JOINT
d/
CONTROL JOINT OR CONSTRUCTION
JOINT AT CONTRACTOR'S OPTION
PROVIDE CONT.
WWF AT STEP
TYPICAL SLAB STEP DETAIL
4"6"
S E
E P
LA
N
S
LA
B D
E P
T H d)
SLAB EDGE
SLAB EDGE
TYPICAL SLAB REINF.;
SEE PLAN AND
DETAILS
CORNER BAR DETAIL AT TYPICAL CORNER
CORNER BAR
TO MATCH
TOP & BOTT
SLAB REINF.
2' - 0" TYP.
CRITICAL: DO NOT CUT SLAB REINF.
#5 U-BAR
SEE TYPICAL
SECTION AT
WALL OPENING
#5 BAR
2' - 0"
WITH ARCH DWGS
SEE PLAN, COORDINATE 2' - 0"
2" CLR, TYPICAL
1/2" PJF
HSS BEAM TO HSS COLUMN, U.N.O.
HSS BEAM,
CAP ENDS; TYP.
HSS COLUMN
BEYOND
1/4" MIN. END
CAP; TYP.
HSS BEAM
HSS COLUMN
HSS BEAM TO HSS BEAM, U.N.O.
HSS BEAM,
CAP ENDS; TYP.
L3x3x1/4" x FULL
HEIGHT EACH SIDE;
TYPICAL
1/4
SHOP OR
FIELD;
TYP.
1/4
FLARE BEVEL
WHERE REQ'D
L6x4x3/8" LLV x BEAM WIDTH"
ERECTION SEAT
1/4
FLARE BEVEL
WHERE REQ'D
BASE PLATE 3/4"x10"x10" W/
(4)-3/4" DIA. ANCHOR BOLTS
1-1/2" MINIMUM GROUT BED
FOR LEVELING NUTS
9"
1/
2" 7"
1/
2"
1 1/2" 7" 1 1/2"
10"
HSS4x4 COLUMNS
NOTES:
1. ALL ANCHOR BOLTS ARE 3/4-INCH DIAMETER
2. ALL ANCHORS ARE TO BE HOT-DIP ZIC GALVANIZED
3. ALL ANCHORS ARE ASTM F1554 GRADE 36
4. ALL EMBEDMENTS ARE 9 INCHES, U.N.O.
5. SEE SPECIFICATIONS AND GENERAL NOTES
FOR ADDITIONAL INFORMATION.
TYPICAL ANCHOR BOLT DETAIL, U.N.O.
P R
O
JE
C T
IO
N
4" 8"
O.S. WASHER SHOP TACK
WELDED TO NUT.
(2) NUT AND 2"X2"X3/16"
WASHERS, GALV.; TYP.
3/4" DIA. HOT DIP GALV. A307 OR
EQUIV. ANCHOR BOLT
D
EU
SOJ
R E
G
ISTERE
R E
E
NIGNED
EPH
ER
IL
SI
U
OL
A
DIOL
F R
STATE OF
No. 54319
E T
ACFIT
C R
E
I
IA
R
E
OF
RC
SP
EC
IA
AN
N
P
ER
L O
AT
IO
M M
S
CO
D
SHEET REFERENCE:
D A
T E
SHEET NUMBER:
OF
D E
S C
R
IP
T
IO
N R
E V
A
IR
F O
R C
E
SP
EC
IA
L O
PE
R
A
TI
O N
S C
O M
M A
N D
SP
EC
IA
L O
PE
R
A
TI
O N
S C
IV
IL
E N
G
IN
EE
R
S Q
U A
D R
O N
H U
R
LB
U R
T
FI
E
LD
, F
LO
R
ID
A
PROJECT NUMBER:
BUILDING NUMBER:
DRAWN BY:
DESIGNED BY:
DATE:
90145
S-401
100% SUBMITTAL
02 MAY 2023
T Y
P
IC
A L
D E
T A
IL
S
JTG
JTG
CP1033732
A d d /A lt e r
S p a c e D e fi c ie n c ie s
S O
S B ld g
5−2−2023
H U
R L B
U R
T F
IE
L D
F
L
1" = 1'-0"S-401
1 TYPICAL SLAB-ON-GRADE DETAILS
3/4" = 1'-0"S-401
2 TYPICAL ADD. REINFORCEMENT AT WALL OPENING
0 6" 1' 2'
SCALE 3/4":1'-0"
4'
0 6" 1' 2'
SCALE 1":1'-0"
3"
1" = 1'-0"S-401
4 STEEL - CONNECTION DETAILS
3/4" = 1'-0"S-401
3 STEEL - BASE PLATE DETAILS
(2) #5 CONT.
CONC. FILL
3"
1/
4"
WHERE CMU VENEER OCCURS,
BENT PLATE 5/16"xAS REQ'Dx6"
LLH (GALV.) W/ 5/8" x 6" EXP.
BOLTS AT 16" O.C.
PROVIDE 8" DEEP OPEN
BOTTOM SILL REINF. W/
(2) #5 CONT.
S E
E A
R C
H
M A
S O
N R
Y O
P E
N
IN
G
CMU LINTEL REINFORCING SHALL EXTEND 24"
PAST FACE OF OPENING AND SHALL BEAR, EACH
SIDE, ON (2) REINFORCED GROUT FILLED CELLS.
BEARING OF STEEL LINTEL NOT REQ'D
FOR OPENINGS UP TO 4'-0"
(2) #5 CONT.
TOP & BOT.
CONC. BEAM
12" CMU
1/
4"
PROVIDE 16" DEEP OPEN
BOTTOM SILL REINF. W/
(2) #5 TOP AND BOT. CONT.
FOR OPENINGS GREATER THAN 4'-0"
8" 8"
1' -4
S E
E A
R C
H
M A
S O
N R
Y O
P E
N
IN
G 1'
-4
CMU LINTEL REINFORCING SHALL EXTEND 24"
PAST FACE OF OPENING AND SHALL BEAR, EACH
SIDE, ON (3) REINFORCED GROUT FILLED CELLS.
BEARING OF STEEL LINTEL NOT REQ'D
1/2"
WHERE CMU VENEER OCCURS,
BENT PLATE 5/16"xAS REQ'Dx6"
LLH (GALV.) W/ 5/8" x 6" EXP.
BOLTS AT 16" O.C.
ADDITIONAL GROUT FILLED
AND REINFORCED CELLS, SEE
LINTEL SCHEDULE ABOVE
PAST FACE OF OPENING; TYP.
EXTEND CMU LINTEL AND SILL REINF. 2'-0"
S E
E A
R C
H
SEE ARCH.
LINTEL REINF; SEE
SCHED. ABOVE
SILL REINF (AT WINDOWS); SEE
SCHED. ABOVE
TYPICAL GROUT FILLED AND
REINF. CELL; SEE PLAN FOR REQ'MENTS.
ELEVATION AT OPENINGS WITH 2'-0" MIN. WALL EXTENSION PAST FACE OF OPENING
VENEER;
SEE ARCH.
VENEER;
SEE ARCH.
12" CMU
ARCH
SEE
1/2"
ARCH
SEE
#3 TIES AT 6"O.C.
9 GA. STD. LADUR TYPE
JOINT REINF. AT 16" O.C.
VERTICALLY
(CUT AT CONTROL JOINT)
TYPICAL WALL
REINF.
PROVIDE (3) ADD'L GROUT FILLED
AND REINF. CELLS IN ALL
CORNERS; TYP.
TYPICAL CMU WALL CORNER DETAIL, U.N.O.
SEE PLAN
S E
E P
L A
N
PROVIDE FACTORY FABRICATED
CORNER SECTION OF HORIZ. JOINT
REINF, LAP AS REQ'D BY MFR.
SPECIFICATIONS; TYP.
CMU WALL;
SEE PLANS
TYPICAL CMU WALL END DETAIL, U.N.O.
9 GA. STD. LADUR TYPE
JOINT REINF. AT 16" O.C.
VERTICALLY
(CUT AT CONTROL JOINT)
TYPICAL WALL
REINF.
PROVIDE (2) ADD'L GROUT FILLED
AND REINF. CELLS AT ALL WALL
ENDS; TYP.
S E
E P
L A
N
CMU WALL;
SEE PLANS
SASH BLOCK UNIT
PREFORMED GASKET
CAULK JOINT
CONTROL JOINTS SHALL STOP ABOVE AND
BELOW BOND BEAMS. BOND BEAM
REINFORCING SHALL BE CONTINUOUS
THROUGH JOINT.
SEE GENERAL NOTES FOR
HORIZONTAL JOINT REINF.
S E
E P
L A
N
TYPICAL VERTICAL
WALL REINFORCEMENT
PROVIDE ADDITIONAL GROUT FILLED
AND REINF. CELL ON EACH SIDE OF
ALL CONTROL JOINTS; TYP.
CMU WALL; SEE PLAN
D
EU
SOJ
R E
G
ISTERE
R E
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NIGNED
EPH
ER
IL
SI
U
OL
A
DIOL
F R
STATE OF
No. 54319
E T
ACFIT
C R
E
I
IA
R
E
OF
RC
SP
EC
IA
AN
N
P
ER
L O
AT
IO
M M
S
CO
D
SHEET REFERENCE:
D A
T E
SHEET NUMBER:
OF
D E
S C
R
IP
T
IO
N R
E V
A
IR
F O
R C
E
SP
EC
IA
L O
PE
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A
TI
O N
S C
O M
M A
N D
SP
EC
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L O
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R
A
TI
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S C
IV
IL
E N
G
IN
EE
R
S Q
U A
D R
O N
H U
R
LB
U R
T
FI
E
LD
, F
LO
R
ID
A
PROJECT NUMBER:
BUILDING NUMBER:
DRAWN BY:
DESIGNED BY:
DATE:
90145
S-501
100% SUBMITTAL
02 MAY 2023
C M
U D
E T
A
IL
S
JTG
JTG
CP1033732
A d d /A lt e r
S p a c e D e fi c ie n c ie s
S O
S B ld g
5−2−2023
H U
R L B
U R
T F
IE
L D
F
L
3/4" = 1'-0"S-501
1 CMU - LINTEL (WITH VENEER)
1 1/2" = 1'-0"S-501
2 CMU - TYPICAL REINFORCING
1 1/2" = 1'-0"S-501
3 CMU - VMCJ DETAIL
0 6" 1' 2'
SCALE 3/4":1'-0"
4'
0 3" 6" 1'
SCALE 1-1/2":1'-0"
2'
SYMBOLS LEGEND
ROOM NAME / NUMBER
DESIGNATION
DOOR NUMBER
WINDOW / LOUVER
TYPE
WALL TYPE
ELEVATION
TARGET
ELEVATION NUMBER
INTERIOR ELEVATION
SYMBOL
SHEET ON WHICH
ELEVATION IS DRAWN
ELEVATION NUMBER
EXTERIOR ELEVATION
SYMBOL
SHEET ON WHICH
ELEVATION IS DRAWN
NORTH ARROW
SECTION NUMBER
SECTION SYMBOL
SHEET ON WHICH
SECTION IS DRAWN
DETAIL NUMBER
DETAIL SYMBOL
SHEET ON WHICH
DETAIL IS DRAWN
PLAN
NORTH
A101
SIM
A
A
4 A-200
ROOM NAME
PLAN NORTH
TRUE NORTH
ABBREVIATIONS
PL PROPERTY LINE
PLAM PLASTIC LAMINATE
PLYWD PLYWOOD
PSF POUNDS PER SQUARE FOOT
PSI POUNDS PER SQUARE INCH
PT PRESSURE TREATED
PVC POLYVINYL CHOLORIDE
R RADIUS, RANGE, RISER
RCP REFLECTED CEILING PLAN
RD REINFORCING STEEL BARS REBAR
REF REFERENCE, REFRIGERATOR
REG REGISTER
REINF REINFORCE
RET RETURN
REV REVISION
RH RIGHT HAND
RM ROOM
ROW RIGHT OF WAY
SC SOLID CORE
SCHED SCHEDULE
SD STORM DRAIN
SECT SECTION
SF SQUARE FOOT(FEET)
SHT SHEET
SIM SIMILAR
SPEC SPECIFICATION
SPKR SPEAKER
SQ SQUARE
SS SERVICE SINK
SST STAINLESS STEEL
STC SOUND TRANSMISSION…
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