GENERAL STRUCTURAL AND CONSTRUCTION NOTES"
THESE NOTES SUPPLEMENT THE SPECIFICATIONS THAT SHALL BE REFERRED
TO FOR ADDITION REQUIREMENTS.
A. CODES AND STANDARDS:
1. THE FOLLOWING CODES AND STANDARDS, INCLUDING ALL
SPECIFICATIONS REFERENCED WITHIN, SHALL APPLY TO THE DESIGN,
CONSTRUCTION, QUALITY CONTROL AND SAFETY OF ALL WORK
PERFORMED ON THE PROJECT. USE THE LATEST EDITIONS UNLESS
NOTED OTHERWISE.
a. "INTERNATIONAL BUILDING CODE - 2012"
b. "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES"
(ASCE 7-10), AMERICAN SOCIETY OF CIVIL ENGINEERS.
c. "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI
318-08", AMERICAN CONCRETE INSTITUTE.
d. "ACI MANUAL OF CONCRETE PRACTICE - PARTS 1 THROUGH 5 - 2009".
e. "MANUAL OF STANDARD PRACTICE - 2009", CONCRETE REINFORCING
STEEL INSTITUTE.
f. "STEEL CONSTRUCTION MANUAL", FOURTEENTH EDITION, 2010,
AMERICAN INSTITUTE OF STEEL CONSTRUCTION (INCLUDING
SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS,
SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490
BOLTS, AND AISC CODE OF STANDARD PRACTICE WITH EXCEPTION,
IF ANY, AS INDICATED IN THE SPECIFICATIONS).
g. "DETAILING FOR STEEL CONSTRUCTION - SECOND EDITION",
AMERICAN INSTITUTE OF STEEL CONSTRUCTION.
h. "STRUCTURAL WELDING CODE ANSI/AWS D 1.1-06", AMERICAN
WELDING SOCIETY.
i. "STANDARD SPECIFICATIONS FOR OPEN WEB STEEL JOISTS,
K-SERIES", STEEL JOIST INSTITUTE.
j. "DESIGN MANUAL FOR FLOOR DECKS AND ROOF DECKS - NO. 31",
STEEL DECK INSTITUTE.
k. "SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL
STRUCTURAL MEMBERS", AMERICAN IRON AND STEEL INSTITUTE.
l. "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES &
SPECIFICATIONS FOR MASONRY STRUCTURES (ACI
530/530.1-05/530R/530.1R-05)."
B. DESIGN DATA:
1. GRAVITY - SUPERIMPOSED DEAD LOADS
AREA PSF
a. FLAT ROOF: 30 (INCLUDES ROOFING & HANGING LOADS)
2. GRAVITY - SUPERIMPOSED LIVE LOADS
AREA PSF
a. ROOF LIVE LOAD 20 MINIMUM
b. ROOF SNOW LOAD Pf = 0.7(Pg)(Ce)(Ct)(I) = 0.7(5)(0.9)(1.0)(1.1) = 3.47
c. GROUND SNOW LOAD 5 PSF
3. LATERAL LOADS - WIND
a. MAIN WIND-FORCE RESISTING SYSTEM:
1. BASIC WIND SPEED: 90 MPH EXPOSURE: (FASTEST 3 SECOND GUST, V3s)
2. IMPORTANCE FACTOR ( I ): 1.0
3. BUILDING CATEGORY: II
4. WIND EXPOSURE: B
5. ADJUSTMENT FACTOR FOR BUILDING HEIGHT & EXPOSURE: 1.0
6. INTERNAL PRESSURE COEFFICIENT: AS PER ASCE 7
HEIGHT (FT) EFFECTIVE PRESSURE (PSF)
25 MAX 15
b. COMPONENTS & CLADDING - TO BE DESIGNED IN ACCORDANCE WITH ASCE 7-05.
c. NET WIND UPLIFT - AT THE ROOF LEVEL: 10 PSF ON MAIN WIND RESISTING
SYSTEM.
4. LATERAL LOADS - SEISMIC
a. SEISMIC USE GROUP: II
b. SEISMIC DESIGN CATEGORY: B
c. DESIGN SPECTRAL RESPONSE ACCELERATION SHORT PERIOD (SDS): 0.245
d. DESIGN SPECTRAL ACCELERATION AT 1-SECOND PERIOD (SD1): 0.136
e. SOIL-PROFILE TYPE (SITE CLASS): D
f. SEISMIC RESISTING SYSTEM: ORDINARY REINFORCED MASONRY SHEAR WALLS
g. OCCUPANCY IMPORTANCE FACTOR (IE): 1.0
h. RESPONSE MODIFICATION FACTOR (R): 2
i. DEFLECTION AMPLIFICATION FACTOR (Cd): 1 3/4
j. ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
5. LATERAL LOADS - EARTH PRESSURE - DRAINED (RECOMMENDED IN THE
GEOTECHNICAL ENGINEERING REPORT).
a. LATERAL EQUIVALENT FLUID PRESSURE
(1) AT REST CONDITION (BRACED WALLS): 60 PSF/FT OF DEPTH
(2) ACTIVE CONDITION (CANTILEVERED RETAINING WALLS): 36 PSF/FT OF
DEPTH
C. FOUNDATIONS/GEOTECHNICAL REPORT:
1. FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE GEOTECHNICAL
REPORT PREPARED BY WILMER ENGINEERING, DATED NOVEMBER 17, 2008,
PROJECT NO. 171-3433 SEE THAT REPORT FOR ADDITIONAL REQUIREMENTS. THIS
REPORT IS A CONTRACT DOCUMENT. ALL CAPACITIES ARE AT WORKING (SERVICE)
LOAD STATE.
2. FOUNDATIONS PLACED ON UNDISTURBED SOIL AT ELEVATIONS INDICATED HAVE
BEEN DESIGNED FOR AN ALLOWABLE NET BEARING PRESSURE OF 3000 PSF.
3. FOUNDATIONS PLACED ON COMPACTED STRUCTURAL FILL, WHERE INDICATED ON
THE DRAWINGS, HAVE BEEN DESIGNED FOR AN ALLOWABLE NET BEARING
PRESSURE OF 3000 PSF.
D. MATERIALS:
1. THE FOLLOWING ASTM STANDARDS AND DESIGN STRESSES SHALL BE USED FOR
THE APPROPRIATE MATERIALS USED IN THE CONSTRUCTION OF THIS PROJECT.
2. CEMENT: ASTM C150; TYPE I OR III
ASTM C150; TYPE II FOR CONCRETE IN CONTACT WITH EARTH
3. CEMENT SUBSTITUTES: ASTM C595, TYPE IS (LIMIT TO 25% MAX OF
CEMENTITIOUS CONTENT BY WEIGHT)
4. AGGREGATES: ASTM C33 (NORMALWEIGHT)
ASTM C330 (STRUCTURAL LIGHTWEIGHT)
5. CONCRETE: ALL CONCRETE SHALL BE AIR-ENTRAINED 5%+/1'-1/2" BY
VOLUME. AIR- ENTRAINING ADMIXTURE TO COMPLY WITH ASTM C260. FOR
CONCRETE COLUMNS, BEAMS, PIERS, AND SUPPORTED SLABS, PROVIDE A
CORROSION INHIBITING ADMIXTURE, SUCH AS DC1-S A3 MANUFACTURED BY W.R.
GRACE & CO. SHALL CONTAIN 50% ± 2% CALCIUM NITRITE, DOSAGE RATE IS 2 1/2
GALLONS PER CUBIC YARD OF CONCRETE.
F'C @ WT W/C
APPLICATION 28 DAYS (PCF) W/C (MAX)
a. SLABS ON GRADE 4000 145 0.45
b. FOOTINGS 3000 145 0.55
c. WALLS 4000 145 0.45
d. CONC. COLUMNS, PIERS,
BEAMS AND SLABS 4000 145 0.45
6. REINFORCEMENT:
a. DEFORMED REINFORCING BARS ASTM A615, GRADE 60
b. WELDED WIRE FABRIC (WWF) ASTM A185
c. ADHESIVE REINF BAR HILTI HIT HY-150 SYSTEM OR EQUAL
7. STEEL:
a. STRUCTURAL SHAPES ASTM A992 FOR W SHAPES, OTHERWISE
(ANGLES, CHANNELS, ETC.) A36 OR AS NOTED
ON THE DRAWINGS
b. STRUCTURAL PLATES AND BARS ASTM A572, GRADE 50 OR AS NOTED ON THE
DRAWINGS, OTHERWISE MATCH THE YIELD
STRENGTH OF THE PLATED MEMBER
c. STRUCTURAL PIPE ASTM A53, GRADE B, FY=35KSI OR ASTM A501,
FY=36KSI
d. STRUCTURAL HSS ASTM A500, GRADE C, FY=46KSI
e. LIGHTGAGE/LIGHTWEIGHT ASTM A446 (GALVANIZED)
STEEL FRAMING
f. HIGH STRENGTH BOLTS ASTM A325-N
g. ANCHOR RODS ASTM F1554, GRADE 36,55,105 GRADE 105
UNLESS NOTED OTHERWISE ON DRAWINGS
h. SMOOTH & THREADED ROD ASTM A36
i. HEADED SHEAR STUDS ASTM A108
j. WELDING ELECTRODES AWS A5.1 OR A5.5, E7OXX
k. EXPANSION BOLTS ITW RAMSET/REDHEAD TRU-BOLT
WEDGE ANCHOR, HILTI KWIK-BOLT II OR
APPROVED EQUAL.
l. ADHESIVE ANCHORING SYSTEM ITW RAMSET/REDHEAD EPCON SYSTEM,
HILTI HVA SYSTEM OR APPROVED EQUAL
m. GALVANIZED METAL FLOOR DECK ASTM A446
n. GALVANIZED METAL ROOF DECK ASTM A446
o. GALVANIZED SHEET STEEL ASTM A653, GRADE 50, ZINC COATED,
GALVANIZED G60 COATING
8. MASONRY:
a. LOAD BEARING CONCRETE HOLLOW - ASTM C90, TYPE I, GRADE N,
MINIMUM COMPRESSIVE STRENGTH ON NET
AREA = 2000 PSI; SOLID - ASTM C145;
BRICK - ASTM C55; MINIMUM COMPRESSIVE
STRENGTH ON NET AREA = 2000 PSI ASTM C270;
b. MORTAR ASTM C270;
TYPE M (BELOW GRADE)
TYPE S (ABOVE GRADE)
NOTE: MORTAR IS NOT ALLOWED AS GROUT.
c. GROUT ASTM C476; MINIMUM COMPRESSIVE
STRENGTH AT 28 DAYS = 2000 PSI
d. HORIZONTAL JOINT
GALVANIZING REINFORCING ASTM A82; 9 GAGE LADDER TYPE
e. PRISM STRENGTH PRISM STRENGTH F'm = 1350 PSI PER
ACI 530/ASCE 5, UNIT STRENGTH METHOD.
INSPECTION REQUIRED. SEE SPECIAL INSPECTION
PLAN & NOTES S2.
E. CONSTRUCTION:
1. GENERAL:
a. REPRODUCTION OF ANY PORTION OF THE STRUCTURAL CONTRACT DRAWINGS FOR
RESUBMITTAL AS SHOP DRAWINGS IS PROHIBITED. SHOP DRAWINGS PRODUCED IN
SUCH A MANNER WILL BE REJECTED AND RETURNED.
b. SHOP DRAWINGS SUBMITTED FOR STRUCTURAL REVIEW SHALL CONSIST OF TWO
SETS OF PRINTS AND ONE SET OF SEPIAS. ONLY ONE MARKED UP SET OF SEPIAS
WITH THE STRUCTURAL ENGINEER'S COMMENTS WILL BE RETURNED TO THE
CONTRACTOR.
c. SUBMIT SHOP DRAWINGS AND SUBMITTALS TO THE STRUCTURAL ENGINEER SO
THAT THE STRUCTURAL ENGINEER RECEIVES THE SUBMITTAL AT LEAST 15
CALENDAR DAYS BEFORE THE DATE REVIEWED SUBMITTALS WILL BE NEEDED BY
THE CONTRACTOR. SHOP DRAWINGS SHALL BEAR THE CONTRACTOR'S STAMP OF
APPROVAL WHICH SHALL CONSTITUTE CERTIFICATION THAT THE CONTRACTOR
HAS VERIFIED ALL FIELD MEASUREMENTS, CONSTRUCTION CRITERIA, MATERIALS
AND SIMILAR DATA AND HAS CHECKED EACH DRAWING FOR COMPLETENESS,
COORDINATION AND COMPLIANCE WITH THE CONTRACT DOCUMENTS. THE
CONTRACTOR MUST PROVIDE A STRUCTURAL SUBMITTAL SCHEDULE TO THE
STRUCTURAL ENGINEER WITHIN 15 DAYS OF THE ISSUANCE OF THE NOTICE TO
PROCEED.
d. THESE DESIGN STRUCTURAL DRAWINGS REPRESENT THE COMPLETED PROJECT,
WHICH HAS BEEN DESIGNED FOR THE WEIGHTS OF THE MATERIALS INDICATED ON
THE DRAWINGS AND FOR THE SUPERIMPOSED LOADS INDICATED IN THE DESIGN
DATA. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ALLOWABLE
CONSTRUCTION LOADS AND TO PROVIDE PROPER LOADS AND TO PROVIDE
PROPER DESIGN AND CONSTRUCTION OF FALSEWORK, FORMWORK, STAGINGS,
BRACING, SHEETING AND SHORING ETC.
e. EXISTING BUILDING INFORMATION SHOWN IS AS INDICATED ON EXISTING BUILDING
DRAWINGS. THE CONTRACTOR SHALL VERIFY ALL EXISTING BUILDING
INFORMATION SHOWN (DIMENSIONS, ELEVATIONS, ETC) AND NOTIFY THE
ARCHITECT AND STRUCTURAL ENGINEER OF ANY DISCREPANCIES PRIOR TO
FABRICATION OF ANY STRUCTURAL COMPONENT UNLESS INDICATED OTHERWISE,
NEW SLABS ARE TO BE A THE SAME ELEVATIONS AS ADJACENT EXISTING SLABS.
FOUNDATION ELEVATIONS OR COLUMN LENGTHS SHALL BE ADJUSTED WITH THE
APPROVAL OF THE STRUCTURALL ENGINEER TO ACHIEVE MATCHING SLAB
ELEVATIONS.
f. IMPLEMENTING JOB SITE SAFETY AND CONSTRUCTION PROCEDURES IS THE SOLE
RESPONSIBILITY OF THE CONTRACTOR.
g. ALL COSTS OF INVESTIGATION AND/OR REDESIGN, DUE TO CONTRACTOR
MISLOCATION OF STRUCTURAL ELEMENTS OR OTHER LACK OF CONFORMANCE
WITH THE PROJECT DOCUMENTS SHALL BE AT THE CONTRACTOR'S EXPENSE.
h. CONTRACTOR SHALL REFER TO ARCHITECTURAL, MECHANICAL, PLUMBING,
ELECTRICAL, ELEVATOR, LAUNDRY AND FOOD SERVICE DRAWINGS FOR SIZE AND
LOCATIONS OF OPENINGS, SLEEVES, CONCRETE HOUSEKEEPING PADS, INSERTS,
AND DEPRESSIONS.
i. SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR DETAILED
INFORMATION REGARDING FINISHES, FIREPROOFING, ETC.
j. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS OF MASONRY AND DRYWALL
NON-LOAD BEARING PARTITIONS. PROVIDE SLIP CONNECTIONS THAT ALLOW
VERTICAL MOVEMENT AT THE HEADS OF ALL SUCH PARTITIONS. CONNECTIONS
SHALL BE DESIGNED TO SUPPORT THE TOP OF THE WALLS LATERALLY FOR THE
CODE- REQUIRED LATERAL LOAD. PROVIDE COMPRESSIBLE FIRESAFING AT TOP OF
SUCH WALLS AS REQUIRED BY ARCHITECTURAL DRAWINGS.
k. THE CONTRACTOR SHALL SUBMIT FOR REVIEW, DRAWINGS AND CALCULATIONS
FOR ALL OF THE FOLLOWING ASSEMBLIES. THE DESIGN OF THESE ASSEMBLIES IS
THE RESPONSIBILITY OF THE CONTRACTOR'S ENGINEER REGISTERED IN THE
PROJECT'S JURISDICTION. ALL SUBMITTALS SHALL BEAR THIS ENGINEER'S SEAL &
SIGNATURE. REVIEW SHALL BE FOR GENERAL CONFORMANCE WITH THE PROJECT
PARAMETERS AS INDICATED ON THE DRAWINGS AND IN THE GENERAL NOTES.
(1) NON-LOAD BEARING STUD WALL AND CURTAIN WALL (CLADDING)
SYSTEMS (INCLUDING BUT NOT LIMITED TO WINDOW WALL AND STONE)
AND RELATED CONNECTIONS: DESIGNS SHALL TAKE INTO ACCOUNT ALL
VERTICAL AND LATERAL LOADS REQUIRED BY APPLICABLE BUILDING
BACK UP SYSTEM AND CURTAIN WALL SHALL BE DESIGNED
FOR A MAXIMUM DEFLECTION OF 1/600 OF THE SPAN IN INCHES, OR 3/8",
WHICHEVER IS LESS, AT THE APPLICABLE DESIGN WND OR
EARTHQUAKE LATERAL LOAD. THE CONNECTIONS FROM THE WALLS
SHALL BE DESIGNED SO THAT NO ECCENTRIC OR TORSIONAL FORCES
ARE INDUCED IN THE BASE BUILDING SUPPORTING STRUCTURAL
MEMBERS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR
FURNISHING AND INSTALLING KICKERS, EMBEDS AND HARDWARE AS
REQUIRED BY THE WALL DESIGN.
(2) METAL STAIRS AND METAL RAILINGS: DESIGNS SHALL TAKE INTO
ACCOUNT ALL VERTICAL AND LATERAL LOADS REQUIRED BY
APPLICABLE BUILDING CODES. HEADERS OR OTHER TYPES OF
STRUCTURAL MEMBERS HAVE BEEN DESIGNED BY THE STRUCTURAL
ENGINEER OF RECORD TO SUPPORT THE STAIRS THE CONNECTIONS
FROM THE STAIRS SHALL BE DESIGNED SO THAT NO ECCENTRIC OR
TORSIONAL FORCES ARE INDUCED IN THE BASE BUILDING
SUPPORTING STRUCTURAL MEMBERS. THE CONTRACTOR SHALL BE
RESPONSIBLE FOR FURNISHING AND INSTALLING KICKERS, EMBEDS
AND HARDWARE AS REQUIRED BY THE STAIR DESIGN.SEE
ARCHITECTURAL DRAWINGS FOR LAYOUT & DETAILS.
l. IN CASE OF CONFLICT BETWEEN THE GENERAL NOTES, DETAILS AND
SPECIFICATIONS, THE MOST RIGID REQUIREMENTS SHALL GOVERN.
m. CONTRACTOR SHALL FURNISH DIMENSIONED SHOP DRAWINGS AT ALL LEVELS
LOCATING FLOOR AND ROOF EDGES FOR REVIEW BY THE ARCHITECT AND
STRUCTURAL ENGINEER. CONFLICTS WILL BE RESOLVED BY THE ARCHITECT AND
CONTRACTOR BEFORE SUBMISSION TO THE STRUCTURAL ENGINEER.
n. CONTRACTOR SHALL FURNISH DIMENSIONED COORDINATED SHOP DRAWINGS AT
ALL LEVELS SHOWING THE LOCATIONS OF ALL SLEEVES AND OPENINGS REQUIRED
BY ALL TRADES ON ONE PLAN FOR EACH LEVEL. CONFLICTS BETWEEN TRADES
WILL BE RESOLVED BY GENERAL CONTRACTOR BEFORE SUBMISSION TO THE
ARCHITECT.
2. INSPECTION AND TESTING:
a. THE OWNER WILL ENGAGE A TESTING AGENCY TO PROVIDE SERVICES AS
INDICATED BELOW AND SUBMIT REPORTS. SEE SPECIFICATION NOTE E.2.6 &
SPECIAL STRUCTURAL INSPECTION PLAN ON S-2.
b. CAST-IN-PLACE CONCRETE:
(1) THE TESTING AGENCY SHALL INSPECT THE FORMWORK AND REINFORCING
STEEL PLACEMENT FOR COMPLIANCE WITH THE CONTRACT DOCUMENTS
AND SHOP DRAWINGS. THE AGENCY SHALL MONITOR ALL STRUCTURAL
CONCRETE PLACEMENT FOR CONFORMANCE WITH APPLICABLE ACI
REQUIREMENTS.
(2) SAMPLE FRESH CONCRETE IN ACCORDANCE WITH ASTM C172. MOLD TEST
CYLINDERS IN ACCORDANCE WITH ASTM C31
(1) THE FOLLOWING NUMBER OF TEST CYLINDERS SHALL BE CAST FOR EACH
DAY'S POUR OR EACH 50 CUBIC YARDS, WHICHEVER RESULTS IN MORE TEST
CYLINDERS:
FOR FOOTINGS AND FOR ELEVATED SLABS FOR WALLS
OTHER STRUCTURAL (TO INCLUDE BEAMS, AND COLUMNS
CONCRETE JOISTS, AND GIRDERS
2 @ 7 DAYS 2 @ 7 DAYS 2 @ 7 DAYS
(LAB CURED) (LAB CURED) (LAB CURED)
2 @ 28 DAYS 2 @ 7 DAYS 2 @ 7 DAYS
(LAB CURED) (FIELD CURED) (FIELD CURED)
2 @ 28 DAYS (LAB CURED) 2 @ 28 DAYS
(LAB CURED)
2 @ 28 DAYS (FIELD CURED) 2 @ 28 DAYS
(FIELD CURED)
(4) THE TESTING AGENCY WILL MAKE ADDITIONAL TESTS OF IN-PLACE
CONCRETE AT THE CONTRACTOR'S EXPENSE WHEN TEST RESULTS INDICATE
SPECIFIED CONCRETE STRENGTHS HAVE NOT BEEN ATTAINED, AS DIRECTED
BY THE STRUCTURAL ENGINEER.
c. MASONRY:
(1) THE TESTING AGENCY SHALL MONITOR THE PROPORTIONING, MIXING AND
CONSISTENCY OF MORTAR AND GROUT; THE PLACEMENT OF MORTAR,
GROUT AND MASONRY UNITS; AND THE PLACEMENT OF REINFORCING STEEL
FOR COMPLIANCE WITH THE CONTRACT DOCUMENTS.
(2) COMPRESSION TEST MASONRY PRISMS FOR EACH TYPE OF WALL
CONSTRUCTION IN ACCORDANCE WITH ASTM E447, METHOD B.
(3) THE CONTRACTOR SHALL PREPARE ONE SET OF PRISMS FOR TESTING AT 7
(3) THE CONTRACTOR SHALL PREPARE ONE SET OF PRISMS FOR TESTING AT 7
DAYS AND ONE SET FOR TESTING AT 28 DAYS. TESTS ARE TO BE
CONDUCTED BY THE AGENCY FOR EACH 3000 SQUARE FEET OF WALL
INSTALLED, BUT NOT LESS THAN 2 TESTS.
(4) SEE SPECIAL INSPECTION PLAN ON S2.
d. STRUCTURAL STEEL:
(1) VISUALLY INSPECT ALL FILLET WELDS, BOLTED CONNECTIONS AND SHEAR
STUDS.
(2) THE AGENCY SHALL MONITOR THE INSTALLATION OF BOLTS REQUIRING
PRETENSIONING FOR CONFORMANCE WITH SPECIFIC PRE-CALIBRATED
TIGHTENING PROCEDURES.
(3) EACH FULL PENETRATION BUTT OR GROOVE WELD AND FIFTY PERCENT OF
PARTIAL PENETRATION WELDS SHALL BE TESTED BY THE ULTRASONIC
METHOD 10% OF ALL FIELD FILLET WELDS IN PRIMARY BRACING AND SHEAR
CONNECTIONS
(4) AND MULTI-PASS WELDS SHALL BE TESTED BY THE MAGNETIC PARTICLE
METHOD.
(5) TEST ANY WELD FOR WHICH VISUAL EXAMINATION INDICATES AN UNUSUAL
CONDITION AND/OR POOR QUALITY.
(6) WELDING INSPECTION AND TESTING PROCEDURES SHALL BE IN
ACCORDANCE WITH THE AWS CODE.
(7) SEE STRUCTURAL STEEL SECTION "I" FOR OTHER TESTING.
e. SPECIAL INSPECTIONS:
(1) SPECIAL INSPECTIONS SHALL BE MADE ACCORDING TO THE PROCEDURES
AND REPORTING SPECIFIED IN THE INTERNATIONAL BUILDING CODE (IBC)
AND AMENDED BY THE LOCAL JURISDICTION. THERE MUST BE A STATEMENT
OF SPECIAL INSPECTIONS, A SPECIAL INSPECTIONS ENGINEER OF RECORD,
CERTIFIED FIELD PERSONNEL, AND ACCREDITED LABORATORY FACILITIES.
COSTS FOR THE SPECIAL INSPECTIONS WILL BE BORNE BY THE OWNER. SEE
SPECIAL INSPECTION PLAN & NOTES S-2.
F. FOUNDATIONS & STRUCTURAL EARTHWORK:
1. GENERAL:
a. SEE THE SPECIFICATIONS AND GEOTECHNICAL REPORT REQUIREMENTS FOR
EXCAVATION AND PREPARATION OF THE FOUNDATION AND SLAB-ON-GRADE
SUBGRADE, INCLUDING COMPACTION PROCEDURES. REQUIREMENTS
CONTAINED IN
THE GEOTECHNICAL REPORT ARE PART OF THIS WORK.
b. CONTRACTOR SHALL VERIFY ALL EXISTING FIELD CONDITIONS THAT MAY
AFFECT THE INSTALLATION OF THE FOUNDATION SYSTEM AS SHOWN PRIOR TO
STARTING WORK.
c. EXISTING UTILITIES KNOWN TO BE IN THE CONSTRUCTION AREA HAVE BEEN
INDICATED IN THE CONTRACT DOCUMENTS. THE SIZE, LOCATION AND DEPTH OF
THE UTILITIES ARE NOT KNOWN EXACTLY AND MAY VARY SIGNIFICANTLY FROM
THAT INDICATED. OTHER UNKNOWN UTILITIES NOT INDICATED MAY ALSO BE
PRESENT. THE CONTRACTOR, SHALL BE RESPONSIBLE FOR LOCATING AND
PROTECTING ALL EXISTING UTILITIES, WHICH MAY BE AFFECTED BY THE
CONSTRUCTION PROCESS, WHETHER INDICATED OR NOT.
d. ALL FOUNDATIONS SHALL BE PLACED ON UNDISTURBED SOIL OR COMPACTED
STRUCTURAL FILL. BEARING ELEVATIONS ARE ESTIMATED FROM SOIL BORING
DATA INDICATED IN THE GEOTECHNICAL REPORT. DETERMINATION OF FINAL
BEARING ELEVATIONS AND FIELD VERIFICATION OF ALLOWABLE BEARING
PRESSURE SHALL BE MADE BY AN EXPERIENCED, QUALIFIED GEOTECHNICAL
ENGINEER BEFORE SETTING FOUNDATION REINFORCING STEEL.
e. CONCRETE FOR FOUNDATIONS SHALL BE CAST ON THE SAME DAY AFTER
SUBGRADE APPROVAL IS GIVEN BY THE GEOTECHNICAL ENGINEER. f. ALL
EXTERIOR FOUNDATION SHALL BEAR A MINIMUM OF 1'-0" BELOW GRADE. IN
CASE OF CONFLICT, NOTIFY THE ARCHITECT AND STRUCTURAL ENGINEER IN
ADVANCE OF ANY CONSTRUCTION TO ALLOW FOR ADJUSTMENT.
f. UTILITY LINES SHALL NOT BE PLACED THROUGH OR BELOW FOUNDATIONS
WITHOUT THE STRUCTURAL ENGINEER'S APPROVAL.
g. THE SLOPE BETWEEN THE LOWER EDGES OF ADJACENT FOOTINGS SHALL NOT
EXCEED 45 DEGREES WITH THE HORIZONTAL, UNLESS INDICATED OTHERWISE IN
THE GEOTECHNICAL REPORT.
h. NEW FOOTING BEARING ELEVATIONS MUST MATCH ADJACENT EXISTING FOOTING
BEARING ELEVATIONS WHERE APPLICABLE UNLESS INDICATED OTHERWISE ON
PLANS.
i. PROVIDE CONTINUOUS WATERSTOP AT ALL HORIZONTAL AND VERTICAL
CONSTRUCTION JOINTS IN PIT BASEMENT WALLS.
j. ALL SHORING, SHEETING, AND DEWATERING SHALL BE THE TOTAL
RESPONSIBILITY OF THE CONTRACTOR. SHEETING AND SHORING SHALL BE
DESIGNED BY THE CONTRACTOR'S ENGINEER REGISTERED IN THE PROJECT'S
JURISDICTION. ALL SUBMITTALS SHALL BEAR HIS/HER SEAL AND SIGNATURE
AND MUST ACCOUNT FOR THE FOUNDATION WALL LAYOUT, DRAINAGE AND
WALL THICKNESS. RAKERS, TIEBACKS, AND WALERS MUST BE COORDINATED
WITH THE FLOOR AND COLUMN DESIGNS AND MUST MISS BEAMS, COLUMN
STRIPS AND COLUMNS.
k. THE CONTRACTOR SHALL TAKE PRECAUTIONS TO PROTECT ALL EXISTING
STRUCTURES, CURBS, STREETS, ETC., FROM DAMAGE BY CONSTRUCTION
EQUIPMENT. THE CONTRACTOR SHALL NOT DISPOSE OF ANY LIQUIDS, SLURRY,
SPOILS OR CHEMICALS ON THE SITE EXCEPT AS DIRECTED BY THE OWNER'S
REPRESENTATIVE AND APPROVED BY THE DEPARTMENT OF ENVIRONMENTAL
RESOURCES OR OTHER AGENCIES HAVING JURISDICTION.
2. BACKFILL:
a. ALL BACKFILL SHALL BE ACCOMPLISHED USING MATERIAL CONSISTING OF BANK
RUN GRAVEL, CRUSHED STONE AND/OR MATERIAL APPROVED BY THE
GEOTECHNICAL ENGINEER, WITH OPTIMUM MOISTURE CONTENT FOR
COMPACTING AND SHALL BE FREE OF ANY DEBRIS.
b. NO BACKFILL MATERIAL SHALL BE PLACED AGAINST FOUNDATION WALLS UNTIL
THE UPPER BRACING FLOORS ARE IN PLACE FOR AT LEAST 7 DAYS U.N.O., OR
ADEQUATE BRACING IS INSTALLED.
c. WHERE THE FINAL GRADE ELEVATIONS ARE APPROXIMATELY EQUAL ON BOTH
SIDES OF A WALL, BACKFILL IN LIFTS TO MAINTAIN LEVEL ELEVATIONS WITHIN
12" ON BOTH SIDES AT ANY TIME.
3. STRUCTURAL FILL:
a. REFER TO SPECIFICATIONS AND GEOTECHNICAL REPORT REQUIREMENTS FOR
COMPACTED STRUCTURAL FILL. REQUIREMENTS CONTAINED IN THE
GEOTECHNICAL REPORT ARE PART OF THIS WORK. INSPECTION OF THE
PLACEMENT OF COMPACTED STRUCTURAL FILL SHALL BE BY AN EXPERIENCED,
QUALIFIED GEOTECHNICAL ENGINEER.
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ANIMAL HEALTH COMPLEX
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DRAWN REVIEWED
ATLANTA, GEORGIA
COPYRIGHT © 2017 TORRE DESIGN CONSORTIUM, LTD., A PROFESSIONAL CORPORATION
PRELIMINARY
NOT FOR CONSTRUCTION
ALTHOUGH EVERY EFFORT HAS BEEN MADE IN PREPARING THESE PLANS, ANY USER IS
RESPONSIBLE TO CHECK ALL DETAILS FOR ACCURACY OR ERRORS AND SHALL BE
RESPONSIBLE FOR THE SAME. THIS DRAWING CONTAINS VALUABLE, CONFIDENTIAL,
PROPRIETARY, TRADE SECRET INFORMATION TO WHICH TORRE DESIGN CONSORTIUM,
LTD. HOLDS ALL COPYRIGHTS. NO REPRODUCTION OR OTHER USE OF ANY DRAWING OR
ANY OF ITS CONTENTS IS PERMITTED WITHOUT WRITTEN CONSENT OF TORRE DESIGN
CONSORTIUM, LTD., APC.
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AH1.1
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S1.0
GENERAL NOTES
DFL GK
G. CONCRETE:
1. CAST-IN-PLACE:
a. REINFORCING STEEL CLEAR COVER SHALL BE AS FOLLOWS UNLESS NOTED
OTHERWISE:
CONCRETE CAST AGAINST &
PERMANENTLY EXPOSED TO EARTH
CONCRETE EXPOSED TO EARTH OR WEATHER
#6 BARS AND LARGER
#5 BARS AND SMALLER
CONCRETE NOT EXPOSED TO WEATHER OR
IN CONTACT WITH GROUND
SLABS, WALL, JOISTS:
#11 BARS AND SMALLER
BEAMS, COLUMNS:
PRIMARY REINFORCEMENT,
TIES, STIRRUPS, SPIRALS
b. CONCRETE SLABS ON GRADE SHALL BE 6" THICK, PLACED ON A VAPOR RETARDER
OVER A MINIMUM 4" LAYER OF CLEAN, WELL-GRADED GRAVEL OR CRUSHED STONE
OVER COMPACTED SUBGRADE, UNLESS NOTED OTHERWISE ON THE PLAN.
c. CONTROL JOINTS IN SLABS-ON-GRADE SHALL BE ARRANGED TO LIMIT MAXIMUM
AREA BETWEEN JOINTS TO 225 S.F. APPROXIMATELY SQUARE, ALLOW A MIN. OF 48
HRS TIME BETWEEN PLACEMENT OF ADJACENT SECTIONS.
d. NO SLEEVE SHALL BE PLACED THROUGH ANY CONCRETE ELEMENT UNLESS
SHOWN ON THE STRUCTURAL DRAWINGS, APPROVED SLEEVING SHOP DRAWINGS
OR SPECIFICALLY AUTHORIZED IN WRITING BY THE STRUCTURAL ENGINEER.
e. CORE DRILLING OF FOUNDATIONS, WALLS, COLUMNS OR ANY CONCRETE
MEMBERS SHALL NOT BE PERMITTED UNLESS AUTHORIZED IN WRITING BY THE
STRUCTURAL ENGINEER.
f. NO SPLICES OR REINFORCEMENT SHALL BE PERMITTED EXCEPT AS DETAILED OR
AUTHORIZED BY THE STRUCTURAL ENGINEER. MAKE BARS CONTINUOUS AROUND
CORNERS. WHEN PERMITTED, SPLICES SHALL BE MADE BY CONTACT TENSION LAP
SPLICES, UNLESS OTHERWISE NOTED.
g. ALL INSERTS AND SLEEVES SHALL BE CAST-IN-PLACE WHENEVER FEASIBLE.
DRILLED OR POWER DRIVEN FASTENERS WILL BE PERMITTED WHEN PROVEN, TO
THE SATISFACTION OF THE STRUCTURAL ENGINEER, THAT THE FASTENERS WILL
NOT SPALL THE CONCRETE AND HAVE THE SAME CAPACITY AS
CAST-IN-PLACE INSERTS.
h. WHEN INSTALLING EXPANSION BOLTS OR ADHESIVE ANCHORS, THE CONTRACTOR
SHALL TAKE MEASURES TO AVOID DRILLING OR CUTTING OF ANY EXISTING
REINFORCING AND DESTROYING CONCRETE. HOLES SHALL BE BLOWN CLEAN
PRIOR TO PLACING BOLTS OR ADHESIVE ANCHORS.
i. CHAMFER ALL EXPOSED CONCRETE CORNERS, 3/4" X 3/4" MINIMUM, UNLESS
NOTED OTHERWISE ON ARCHITECTURAL DRAWINGS.
j. THE CONCRETE SLABS SHALL BE FINISHED FLAT AND LEVEL WITHIN TOLERANCE
TO THE ELEVATION INDICATED ON THE DRAWINGS. CONTRACTOR SHALL PROVIDE
ADDITIONAL CONCRETE REQUIRED DUE TO FORMWORK AND FRAMING
DEFLECTION TO ACHIEVE THIS FINISHED TOP OF SLAB ELEVATION.
k. WELDED WIRE FABRIC REINFORCEMENT SHALL BE SUPPLIED IN SHEETS, EXCEPT
FOR SLAB-ON-GRADE CONSTRUCTION WHERE ROLLS MAY BE USED. LAP TWO
FULL MESH LENGTHS (12" MINIMUM) AT SPLICES AND WIRE TOGETHER.
l. NO WELDING OF REINFORCING SHALL BE PERMITTED UNLESS SPECIFICALLY
CALLED FOR OR APPROVED BY THE STRUCTURAL ENGINEER.
m. PROVIDE PLASTIC TIPPED BOLSTERS AND CHAIRS AT ALL LOCATIONS WHERE THE
CONCRETE SURFACE IN CONTACT WITH THE BOLSTERS OR CHAIRS IS EXPOSED.
H. MASONRY
1. GENERAL:
a. PROVIDE STANDARD WEIGHT GALVANIZED HORIZONTAL JOINT REINFORCEMENT IN
ALL WALLS AND PARTITIONS AT 16" O.C. UNLESS OTHERWISE OR NOTED. PROVIDE
ONE PIECE PREFABRICATED UNITS AT 8" O.C. AT ALL WALL CORNERS AND
INTERSECTIONS.
b. PROVIDE MASONRY ANCHORS AT 16" O.C. SET ON COURSING AND ATTACHED TO
ALL BEAMS, COLUMNS, PARTITIONS AND WALLS ABUTTING OR EMBEDDED IN
MASONRY.
c. PROVIDE BOND BEAMS WITH 2 #5 HORIZONTAL REINFORCEMENT CONTINUOUS IN
ALL MASONRY WALLS AT EACH FRAMING LEVEL, U. N. O., SEE DETAILS S-205.
d. ALL PIERS AND PARTITIONS SHALL BE BONDED OR ANCHORED TO ADJACENT
MASONRY WALLS. PROVIDE TIES TO ADJACENT FLOOR AND ROOF CONSTRUCTION
IN ACCORDANCE WITH DETAILS ON DRAWINGS.
e. IN MULTIPLE WYTHE WALLS (CAVITY AND COMPOSITE WALLS), BOND THE WYTHES
TOGETHER WITH RIGID METAL TIES OR PREFABRICATED JOINT REINFORCEMENT
CONFORMING TO ACI 530/ASCE 5 REQUIREMENTS. COMPLETELY FILL ALL COLLAR
JOINTS IN COMPOSITE WALLS WITH MORTAR OR GROUT.
f. IN GROUTED AND/OR REINFORCED MASONRY WALLS, USE MASONRY UNITS WITH
CORES THAT ALIGN VERTICALLY TO PROVIDE CONTINUOUS UNOBSTRUCTED
CELLS FOR GROUTING AND REINFORCING STEEL PLACEMENT.
g. LAP SPLICES FOR DEFORMED REINFORCING BARS USED IN MASONRY
CONSTRUCTION SHALL BE 50 BAR DIAMETERS, U. N. O.
h. ALL WALL SECTIONS AND PIERS LESS THAN 4 SQUARE FEET IN CROSS-SECTIONAL
AREA TO BE FULLY GROUTED OR OF 100% SOLID MASONRY UNITS.
i. SUBMIT GROUT MIX DESIGN AND MASONRY UNIT CERTIFICATIONS TO THE
STRUCTURAL ENGINEER FOR APPROVAL.
j. CONTRACTOR SHALL PROVIDE ADEQUATE BRACING AND SUPPORT FOR ALL
MASONRY WORK UNTIL PERMANENT CONSTRUCTION IS IN PLACE.
k. SEE SPECIFICATIONS AND DETAILS FOR GENERAL CONTROL JOINT
REQUIREMENTS. JOINTS ARE TO BE CONSTRUCTED IN ALL WALLS AND
PARTITIONS.
l. THE CONTRACTOR SHALL PROVIDE LINTELS OF PRECAST CONCRETE, OR
REINFORCED CONCRETE BLOCK AT HIS/HER OPTION FOR NON-LOAD
BEARING WALLS AND PARTITIONS AS FOLLOWS:
REINFORCED CMU LINTELS: PROVIDE MINIMUM 8" BEARING EACH END.
UP TO 4'-0" OPENING, LINTEL SIZE = WALL THICKNESS X 8" DEEP REINFORCED W/ 2
#4 BOTTOM UP TO 8" THICK. REINFORCED W/ 3 #4 BOTTOM OVER 8" THICK.
4'-0" TO 8'-0" OPENING, LINTEL SIZE = WALL THICKNESS X 16" DEEP REINFORCED W/ 2
#5 BOTTOM UP TO 8" THICK. REINFORCED W/3 #5 BOTTOM OVER 8" THICK & #3
STIRRUPS AT 6" 0.C.
PRECAST CONCRETE LINTELS: PROVIDE MINIMUM 8" BEARING EACH END.
UP TO 4'-0" OPENING, LINTEL SIZE = WALL THICKNESS X 8" DEEP REINFORCED W/2
#4 BOTTOM.
4'-0" TO 8'-0" OPENING, LINTEL SIZE = WALL THICKNESS X 16" DEEP REINFORCED W/2
#5 BOTTOM.
m. THE CONTRACTOR SHALL VERIFY ALL OPENINGS BELOW LINTELS INDICATED ARE
ADEQUATE TO ACCEPT DOOR FRAMES, LOUVERS, ETC., AS SHOWN ON THE
ARTHITECTURAL AND MECHANICAL DRAWINGS. NOTIFY THE ARCHITECT AND
STRUCTURAL ENGINEER OF ANY DISCREPANCIES BEFORE LINTEL INSTALLATION.
n. NO OPENINGS SHALL BE PLACED ABOVE ANY LINTEL WITHIN A HEIGHT LESS THAN
OR EQUAL TO THE WIDTH OF THE CLEAR OPENING BELOW THE LINTEL, UNLESS
SPECIFICALLY SHOWN OR APPROVED BY THE STRUCTURAL ENGINEER.
I. STRUCTURAL STEEL:
1. GENERAL:
a. STRUCTURAL STEEL SHALL BE OF DOMESTIC ORIGIN.
b. ALL SHOP AND FIELD CONNECTIONS SHALL BE MADE WITH HIGH STRENGTH BOLTS
OR WELDS. ALL HIGH STRENGTH BOLTS AND NUTS SHALL BE CLEARLY MARKED
AS REQUIRED BY AISC SPECIFICATIONS. CONNECTIONS MADE WITH UNMARKED
BOLTS AND NUTS WILL BE REJECTED.
c. PROVIDE ACCESS FOR INSPECTION OF ALL SHOP AND FIELD CONNECTIONS FOR
PROPER MATERIALS AND WORKMANSHIP.
d. ALTERNATE CONNECTION DESIGNS SHALL ONLY BE ALLOWED WITH PRIOR
WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER. IF SUCH APPROVAL IS
GRANTED, ALL CONNECTIONS, SPLICES AND ERECTION PIECES NOT IN
ACCORDANCE WITH CONTRACT DRAWINGS (FABRICATOR REDESIGN) SHALL BE
DESIGNED BY THE FABRICATOR'S ENGINEER REGISTERED IN THE PROJECT'S
JURISDICTION. CALCULATIONS AND SHOP DRAWINGS SHALL BE SUBMITTED FOR
REVIEW BEARING THE ENGINEER'S SEAL AND SIGNATURE.
e. ALL STEEL AT AND BELOW FINISHED GRADE OR FLOOR SLAB SHALL RECEIVE
TWO (2) COATS OF BITUMINOUS PAINT - OR 3" MINIMUM CONCRETE COVER.
f. ALL STRUCTURAL STEEL THAT IS LOCATED IN EXTERIOR UNHEATED SPACES,
INCLUDING STEEL DIRECTLY EXPOSED TO WEATHER, SHALL BE COMMERCIAL
BLAST CLEANED AND PAINTED WITH THREE (3) COATS OF EPOXY PAINT IN
ACCORDANCE WITH STEEL STRUCTURES PAINTING COUNCIL PAINTING SYSTEM
SPECIFICATION NO. 13.01. A URETHANE TOPCOAT SHALL BE PROVIDED FOR ALL
STEEL EXPOSED TO VIEW.
g. CERTIFIED COPIES OF MILL TEST REPORTS SHALL BE SUBMITTED TO THE
STRUCTURAL ENGINEER.
h. THE GENERAL CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER OF ANY
FABRICATION OR ERECTION ERRORS OR DEVIATIONS AND RECEIVE WRITTEN
APPROVAL BEFORE ANY FIELD CORRECTIONS ARE MADE. ENGINEERING REVIEWS
OF FIELD CORRECTIONS SHALL BE AT THE CONTRACTOR'S EXPENSE
COMPENSATED THROUGH THE ARCHITECT/OWNER.
i. CONNECTIONS SHALL BE SELECTED FOR REACTIONS AS SHOWN ON PLANS AND AS
DETAILED AND SCHEDULED. NO CONNECTION SHALL CONSIST OF LESS THAN
2-3/4" DIA. A325-N BOLTS OR WELDS DEVELOPING LESS THAN 10,000 POUNDS.
MINIMUM WELD 3/16" FILLET.
j. UNLESS OTHERWISE NOTED, ALL A325 BOLTS SHALL BE TIGHTENED TO THE "SNUG
TIGHT" CONDITION DEFINED AS THE TIGHTNESS ATTAINED BY A FEW IMPACTS OF
AN IMPACT WRENCH OR THE FULL EFFORT OF A MAN USING AN ORDINARY SPUD
WRENCH. THE SNUG TIGHT CONDITION MUST ENSURE THAT THE PLIES OF THE
CONNECTED MATERIAL HAVE BEEN BROUGHT INTO SNUG CONTACT.
k. ALL A325 BOLTS SUBJECT TO DIRECT TENSION OR DESIGNATED AS SC
(SLIP-CRITICAL) SHALL BE PRE-TENSIONED IN ACCORDANCE WITH ONE OF THE
FOLLOWING METHODS AS DESCRIBED IN THE AISC "MANUAL OF STEEL
CONSTRUCTION"; TURN-OF-NUT TIGHTENING, CALIBRATED WRENCH TIGHTENING
OR DIRECT TENSION INDICATOR TIGHTENING.
l. PERMANENT FRAMING AND FINAL CONNECTION DETAILS ARE SHOWN ON THE
STRUCTURAL DESIGN DRAWINGS. THE FABRICATOR AND ERECTOR ARE
RESPONSIBLE FOR THE DESIGN OF TEMPORARY BRACING AND RECOMMENED
ERECTION PROCEDURES.
m. CAMBER INDICATED ON THESE DRAWINGS IS THE REQUIRED CAMBER AT TIME OF
ERECTION.
n. STEEL GRATING SHALL HAVE DEPTH AS SHOWN ON DRAWINGS. MANUFACTURER
SHALL DESIGN GRATING FOR A UNIFORM LOAD OF 100 PSF OR CONCENTRATED
LOAD OF 1,000 POUNDS (APPLIED OVER A 1 FOOT WIDTH) AT MIDSPAN,
WHICHEVER PRODUCES MAXIMUM STRESSES. TRUCK DRIVEWAY GRATING SHALL
BE AS SHOWN ON THE DRAWINGS. ALL GRATING SHALL BE GALVANIZED PER
ASTM A123.
o. WHEN INSTALLING EXPANSION BOLTS OR ADHESIVE ANCHORS, THE CONTRACTOR
SHALL TAKE MEASURES TO AVOID DRILLING OR CUTTING OF ANY EXISTING
REINFORCING AND DESTRUCTION OF CONCRETE. HOLES SHALL BE BLOWN CLEAN
PRIOR TO PLACING BOLTS OR ADHESIVE ANCHORS.
p. WELDING ELECTRODES, WELDING PROCESS, MINIMUM PREHEAT AND INTERPASS
TEMPERATURES SHALL BE IN ACCORDANCE WITH THE AISC AND AWS
SPECIFICATIONS. ANY STRUCTURAL STEEL DAMAGED IN WELDING IS TO BE
REPLACED OR REINFORCED AS ACCEPTABLE TO THE STRUCTURAL ENGINEER.
q. WELDERS SHALL HAVE CURRENT EVIDENCE OF PASSING THE APPROPRIATE AWS
QUALIFICATIONS TEST. THE ENGINEER MAY REQUEST SUCH EVIDENCE AT ANY
TIME DURING THE PROJECT.
r. GAS CUTTING TORCHES SHALL NOT BE USED TO CORRECT FABRICATION ERRORS
WITHOUT THE APPROVAL OF THE STRUCTURAL ENGINEER.
s. DETAIL CONNECTIONS TO ALLOW FOR BOLTING ACCESS, ERECTION SUPPORT, AND
OTHER PROVISIONS OF OSHA STANDARD 29CFR SUBPART R, 1926.750-761.
GENERAL CONTRACTOR MUST COMPLY WITH APPLICABLE RULES TO INFORM
STEEL ERECTOR OF SUPPORT (BEARING) CONDITIONS FOR STRUCTURAL STEEL
ERECTION.
J. STEEL DECK:
1. DECK PROPERTIES ARE BASED ON PRODUCTS MANUFACTURED BY UNITED STEEL DECK,
INC., (USD) DECKS BY OTHER MANUFACTURERS MAY BE SUPPLIED PROVIDED SECTION
PROPERTIES ARE WITHIN 5% OF THOSE SPECIFIED AND IF APPROVED BY THE
ARCHITECT AND STRUCTURAL ENGINEER.
2. PROVIDE STEEL DECK WITH THE FOLLOWING MINIMUM SECTION PROPERTIES:
a. 1-1/2" DEEP 20 GAGE COMPOSITE GALVANIZED FLOOR DECK: Ip = 0.195 in4
In = 0.222 in4
Sp = 0.231 in3
Sn = 0.240 in3
b. 1-1/2" DEEP 18 GAGE TYPE B GALVANIZED ROOF DECK: l = 0.292 in4
Sp = 0.318 in3
Sn = 0.327 in3
3. INSTALL IN ACCORDANCE WITH SDI SUGGESTED SPECIFICATIONS UNLESS NOTED
OTHERWISE ON THE DRAWINGS. INDIVIDUAL SHEETS SHALL EXTEND OVER AT LEAST
THREE SPANS, WITH LAPS TO BE PLACED OVER SUPPORTS.
4. DECK SUPPLIER SHALL PROVIDE ALL ADDITIONAL FRAMING TO SUPPORT DECK AT
OPENINGS THROUGH DECK AND ALL CLOSURE ANGLES AND PLATES WHERE REQUIRED
TO RESULT IN A COMPLETE INSTALLATION.
5. ROOF AND NON-COMPOSITE DECKS SHALL BE WELDED TO STEEL SUPPORTS,
INCLUDING THE EDGE SUPPORT PARALLEL TO THE DECK SPAN WITH 5/8" DIAMETER
(EFFECTIVE FUSION DIAMETER) PLUG WELDS, 36/7 PATTERNS. FASTEN SIDE LAPS W/
1-1/2" SEAM WELDS OR #10 SELF-TAPPING SCREWS AT 6" 0.C. MAX. SPACING.
6. USE WELDING WASHERS FOR DECK MATERIAL LESS THAN 22 GA. AND WHERE
RECOMMENDED BY DECK MANUFACTURER.
K. STEEL JOISTS:
1. STEEL SHALL BE OF DOMESTIC ORIGIN.
2. DESIGN OF JOISTS SHALL BE BY MANUFACTURER'S ENGINEER REGISTERED IN THE
PROJECT'S JURISDICTION FOR ALL LOADINGS REQUIRED BY THESE DOCUMENTS. ALL
SUBMISSIONS SHALL BEAR THIS ENGINEER'S SEAL AND SIGNATURE.
3. BRIDGING SHALL BE WELDED OR BOLTED AND ANCHORED AT END WALLS OR BEAMS.
ALL BRIDGING, BRIDGING ANCHORS AND JOIST CONNECTIONS SHALL BE COMPLETELY
INSTALLED PRIOR TO THE APPLICATION OF ANY CONSTRUCTION LOADS.
4. FOR ROOF JOISTS RESISTING NET WIND UPLIFT, PROVIDE BRIDGING AT THE FIRST
PANEL POINT FROM SUPPORTS. PROVIDE ADDITIONAL BRIDGING AS REQUIRED BY THE
JOIST MANUFACTURER.
5. ALL SUPPORTED ROOFTOP UNITS AND OTHER SUSPENDED EQUIPMENT AND PIPING
SHALL BE DIRECTLY SUPPORTED FROM JOIST PANEL POINTS UNLESS TOP OR BOTTOM
CHORD IS SPECIFICALLY DESIGNED FOR INTERPANEL LOADING OR ADDITIONAL
REINFORCEMENT IS PROVIDED. SEE PLANS FOR ROOFTOP UNITS AND MECHANICAL
DRAWINGS FOR UNIT WEIGHTS TO BE ACCOUNTED FOR IN ADDITION TO LOAD DRAWING S1.
L. WOOD:
1. SAWN LUMBER:
a. SEE INTERNATIONAL BUILDING CODE, CHAPTER 23 FOR MINIMUM BRACING AND
FASTENING.
b. MEMBERS SHALL BE SET WITH CROWN UP AND HAVE A MINIMUM OF 3” BEARING.
c. MEMBERS FRAMING TO BEAMS, HEADERS, ETC., SHALL BE SECURED WITH SIMPSON
STRONG-TIE FRAMING ANCHORS OR APPROVED EQUAL, UNLESS OTHERWISE
NOTED OR SHOWN.
d. ALL JOISTS AND RAFTERS SHALL BE RIGIDLY BRIDGED AT INTERVALS NOT
EXCEEDING 8'0".
e. USE 1/2" DIA. LAG BOLTS OR THRU BOLTS AT 24" 0.C. TO JOIN MULTIPLE 2X BEAMS OR
GIRDERS SO THAT LOAD DISTRIBUTES EQUALLY.
f. ALL WOOD SILL PLATES SHALL BE ANCHORED TO GROUT FILLED CMU OR CONCRETE
FOUNDATIONS WITH 1/2" DIA. ANCHORS AT 4'-0" 0.C. OR 2 ANCHORS MINIMUM PER
MEMBER. ANCHOR BOLTS SHALL BE EMBEDDED A MINIMUM OF 15" INTO MORTAR
GROUT AND 8" INTO CAST-IN-PLACE CONCRETE FOUNDATIONS.
g. ALL BOLTS AND LAG BOLTS SHALL BE FITTED WITH GALVANIZED, MALLEABLE IRON
OR STEEL PLATE WASHERS.
h. CONNECTION DETAILS SHOW ARRANGEMENT OF STRUCTURAL MEMBERS ONLY.
DESIGN OF CONNECTIONS SHALL BE THE RESPONSIBILITY OF THE
BUILDER/FABRICATOR
2. WOOD PRESERVATIVE TREATMENT:
a. PRESSURE TREAT ABOVE-GROUND ITEMS WITH WATER-BORNE PRESERVATIVES TO
COMPLY WITH AMERICAN WOOD PRESERVERS BUREAU (AWPB) LP-2. AFTER
TREATMENT, KILN-DRY LUMBER AND PLYWOOD TO A MAXIMUM MOISTURE CONTENT,
RESPECTIVELY, OF 10 PERCENT AND 15 PERCENT.
b. TREAT INDICATED ITEMS AND WOOD SILLS, SLEEPERS, BLOCKING AND SIMILAR
CONCEALED MEMBERS IN CONTACT WITH MASONRY OR CONCRETE.
3. WOOD FIRE RETARDANT TREATMENT:
a. THE USE OF FIRE RETARDANT TREATMENT FOR PLYWOOD SHEATHING OR
TREATMENT WILL NOT CAUSE ACID HYDROLYSIS TO OCCUR UNDER HUMID
CONDITIONS AND AT TEMPERATURES BELOW 400 DEGREES (F) WITH A DETAILED
DESCRIPTION OF THE TESTING PROCEDURE USED BY AN ACCREDITED TESTING
LABORATORY.
b. FOR PLYWOOD SHEATHING - SUBMIT THE RESULTS AND A DETAILED DESCRIPTION
OF A STRUCTURAL LOAD TEST OF TREATED PLYWOOD PERFORMED BY AN
ACCREDITED TESTING LABORATORY AND CORRESPONDING SPAN TABLES SIGNED
AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN THE PROJECT'S
JURISDICTION.
c. IF FIRE RETARDANT TREATMENT HAS BEEN PRE-APPROVED BY BUILDING OFFICIALS
IN THE PROJECT'S JURISDICTION, SUBMIT SUCH DOCUMENTATION IN LIEU OF THE
ABOVE REQUIREMENTS.
d. DIMENSIONAL LUMBER SIZES INDICATED ON PLANS ARE BASED UPON ALLOWABLE
STRESS REDUCTIONS OBTAINED WHEN PYRO-GUARD FIRE RETARDANT CHEMICALS
ARE USED, AS SUPPLIED BY HOOVER TREATED WOOD PRODUCTS OF THOMSON,
GEORGIA. OTHER CHEMICALS MAY BE USED WITH THE APPROVAL OF THE
STRUCTURAL ENGINEER. SUBMIT A CERTIFICATION STATING THE ALLOWABLE WOOD
STRESSES RESULTING FROM THE PROPOSED ALTERNATE CHEMICALS ALONG WITH
SUPPORTING TEST DATA. THE CERTIFICATION HSALL BE SIGNED AND SEALED BY A
PROFESSIONAL ENGINEER REGISTERED IN THE PROJECT’S JURISDICTION.
e. ALL FASTENERS USED IN THE ATTACHMENT OF FIRE RETARDANT LUMBER AND
PLYWOOD SHALL BE GALVANIZED STEEL OR OTHER SUITABLE MATERIAL PROVEN TO
BE CORROSION RESISTANT.
f. PROVIDE EXTERIOR TYPE FIRE RETARDANT CHEMICALS WHERE WOOD IS SUBJECT
TO WETTING OR WEATHERING.
FOR INFORMATION ONLY:
NOT IN CONTRACT (SERVICES CONTRACTED BY OWNER)
SPECIAL STRUCTURAL INSPECTION PLAN & NOTES:
MUST BE REPORTED TO THE ARCHITECT AND ENGINEER
OF RECORD.
1) FOUNDATION WALLS:
a. INSPECT REINFORCEMENT AGAINST DESIGN DRAWINGS
AND APPROVED/CORRECTED SHOP DRAWINGS.
b. GEOTECHNICAL ENGINEER AND/OR REPRESENTATIVE
MUST VERIFY ALL FOOTING BOTTOMS FOR COMPLIANCE
WITH GEOTECHNICAL ENGINEERING REPORT.
c. ALL CONCRETE MUST BE TESTED ACCORDING TO THE
SPECIFICATION AND GENERAL NOTES.
2) SLABS AND BEAMS:
a. SAME AS 1.a
b. SAME AS 1.c
3) ORDINARY REINFORCED MASONRY:
a. ALL CMU CONSTRUCTION IS UNDER CONTINUOUS
FULL-TIME INSPECTION, INCLUDING ALL REINFORCING
MATERIALS, AND GROUTING OPERATIONS. SEE THE
PLANS AND SPECIFICATIONS. PROVIDE LEVEL C QUALITY
ASSURANCE AND REPORTING BY ACI 530-05.
4) STRUCTUAL STEEL AND STEEL ROOF DECK:
a. ALL STRUCTURAL STEEL CONNECTIONS, DECK WELDING
AND FASTENING, AND OTHER DETAILS MUST BE
INSPECTED AGAINST DESIGN DRAWINGS,
SPECIFICATIONS, AND APPROVED OR CORRECTED SHOP
DRAWINGS.
5) ALL STRUCTURAL NON-COMPLIANCES MUST BE CORRECTED
AT NO COST TO THE OWNER. ADDITIONAL
ENGINEERING/TESTING SERVICES NEEDED FOR
NON-COMPLIANCES WILL BE DEDUCTED FROM THE BID
CONTRACT AMOUNT AT PROJECT CLOSE-OUT.
SPECIAL NOTES :
1. SEE THE ARCHITECTURAL DRAWINGS FOR THE TOP OF SLAB ON
GROUND ELEVATIONS (FINISHED FLOOR), SLOPES TO DRAINS.
2. SEE THE PLUMBING DRAWINGS FOR LOCATION OF DRAINS; DRAINS
ARE SHOWN ON THE STRUCTURAL DRAWINGS FOR CONVENIENCE
AND SUPPLIED BY THE ARCHITECT AND PLUMBING ENGINEER.
3.U.N.O., SET THE TOP OF FOOTINGS 1'-4” BELOW THE LOWEST
ADJACENT FINISHED FLOOR ELEVATIONS. STEP FOOTINGS AS
NEEDED USING TYPICAL DETAILS SHOWN ON THE STRUCTURAL
DRAWINGS.
4. PROVIDE STANCHIONS AND OTHER ITEMS FOR ANIMAL CARE AND
HANDLING; THESE ARE NOT SHOWN ON THE STRUCTURAL DRAWINGS.
SEE THE ARCHITECTURAL DRAWINGS.
5. SEE THE CIVIL AND ARCHITECTURAL DRAWINGS FOR SITE GRADING.
6. SEE THE CIVIL DRAWINGS FOR WALL DRAINAGE. ALL REINFORCED
CONCRETE RETAINING WALLS ARE DRAINED WITH PERFORATED PIPE
IN STONE WRAPPED IN FILTER CLOTH. DO NOT PROVIDE WEEPHOLE
WALL DRAINS. PROVIDE PVC WATERSTOPS AT ALL REINFORCED
CONCRETE RETAINING WALLS BETWEEN THE WALL STEM AND THE
WALL FOOTING.
P
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K
J
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F
E
D
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B
A
1 2 3 4 5 6 7 8 9 10
DATE
OF
SEAL
DRAWING TITLE
PROJECT TITLE
DRAWING NO.PROJECT NO.
REVISIONS / SUBMISSIONSNO. DATE
11 12 13 14 15 16 17
106
ANIMAL HEALTH COMPLEX
ZOO ATLANTA
01/25/17
28004
PHASE
100% CD
DRAWN REVIEWED
ATLANTA, GEORGIA
COPYRIGHT © 2017 TORRE DESIGN CONSORTIUM, LTD., A PROFESSIONAL CORPORATION
PRELIMINARY
NOT FOR CONSTRUCTION
ALTHOUGH EVERY EFFORT HAS BEEN MADE IN PREPARING THESE PLANS, ANY USER IS
RESPONSIBLE TO CHECK ALL DETAILS FOR ACCURACY OR ERRORS AND SHALL BE
RESPONSIBLE FOR THE SAME. THIS DRAWING CONTAINS VALUABLE, CONFIDENTIAL,
PROPRIETARY, TRADE SECRET INFORMATION TO WHICH TORRE DESIGN CONSORTIUM,
LTD. HOLDS ALL COPYRIGHTS. NO REPRODUCTION OR OTHER USE OF ANY DRAWING OR
ANY OF ITS CONTENTS IS PERMITTED WITHOUT WRITTEN CONSENT OF TORRE DESIGN
CONSORTIUM, LTD., APC.
XX
AH1.1
FLOOR PLAN
DFL GK
123
10/09/17
76
S2.0
FLOOR PLAN
DFL GK
1
SH9
6
SH3
9
SH3
8
SH3
9
SH3
TYP.
SIM. (SEE SH2 FOR ROOF JOISTS
ON THIS WALL AND ARCH.
DWGS. FOR TOP OF WALL)
1
SH9
1
SH9
TYP. AT
OPENINGS
10
SH3
10
SH3
TYP. AT EXISTING
BUILDING STEP
FOOTINGS TO MEET
THIS SECTION
SIM. W/O
WALL
10
SH3
TYP. AT EXISTING
BUILDING STEP
FOOTINGS TO MEET
THIS SECTION
1
S
H
1
T
Y
P
.
1
SH9
TYP.
8
S
H
3
T
Y
P
1
S
H
9
H
S
S
6
x
6
x1
4
T
Y
P
(
6
)
T
Y
P
(
6
)
F
-
4
(
-
1
'
-
4
"
)
F
-
3
F
-
3
TYPICAL - SEE 5/SH8 FOR FOOTING
AND PIER DETAIL. ELEVATION VARIES
WITH GROUND - SUBMIT ON SHOP
DRAWING FOR REVIEW. DO NOT
DAMAGE EXISTING TREE ROOTS.
SEE ARCHITECTURAL DRAWINGS
AND SHEET SH8 FOR POST
LAYOUT AND CENTERLINES
HSS 6x6x
1
4
TYP (10)
(
-
2
'
-
6
"
)
F
-
3
(
-
2
'
-
6
"
)
SEE CIVIL DRAWINGS FOR DRAINAGE, SEE DWG GP1.1 AND GRADES
1
SH9
H
S
S
6
"
Ø
x
0
.
2
5
H
S
S
6
"
Ø
x
0
.
2
5
F-4 (-1'-4")
TYP (10)
F
-
3
1
SH9
SEE SITE PLAN FOR WALKWAYS
AND STAIR STEPS (NOT SHOWN)
TYP - NO WALL JOINTS AT
WALLS WITH CMU ON TOP
WALL EXP JOINT WALL EXP JOINT
FOR ALL WALLS:
6
S
H
3
S
I
M
2
2
2
2
2
SH9
1
S
H
8
F
-
3
F
-
3
F
-
3
F
-
3
3
S
H
8
3
SH8
4
S
H
8
4
SH8
2
S
H
8
SIM
SIM
T
Y
P
H
E
R
E
PROTECT EXISTING TREE.
CANTILEVER WALL OVER F-3 FOOTING.
(DO NOT CUT GROUND FOR WALL, BUT
SET THE WALL ATOP THE GROUND AT
THE CANTILEVER.) BOTTOM OF WALL EL =
998.00'. REMOVE EXISTING TOP OF
GROUND, 6" DEEP x 2'-0" WIDE, CENTERED
ON WALL AT CANTILEVERED LENGTH AND
BACKFILL WITH COMPACTED SELECT
SOIL, 98% STANDARD PROCTOR DENSITY.
T
/
F
T
G
E
L
=
9
9
8
.
0
0
'
F
-
3
T
/
F
T
G
E
L
=
9
9
8
.
0
0
'
PAPER JOINT
BETWEEN FTGS
CANTILEVERED
LENGTH
F
-
3
1
S
H
9
T
Y
P
.
F
-
5
F
-
5
1GROUND FLOOR AND FOUNDATION PLAN
1/8"=1'-0"
1
BUILD 8/SH3 STEMWALL HERE BUT HOLD STEMWALL 4"
LOW FOR SITE SIDEWALK OVER THE WALL. SEE
DRAWINGS SH8 AND COORDINATE LEDGER DETAIL
1/SH8 WITH THIS WALL. PROVIDE 4X4 W1.2-W1.2 WWF
IN SIDEWALK AT MID-DEPTH FOR AT LEAST 6'-0" FROM
WALL AND OVER THE WALL.
BUILD SITE RETAINING WALLS HERE TO
ACCOMMODATE STEPS AND RAMPS. (SEE SCHEDULE
AND DETAILS). SEE ARCHITECTURAL DRAWINGS FOR
ELEVATIONS AND SLOPES. STEP BUILDING FOOTINGS
TO MEET THIS CONSTRUCTION. MATCH WALL
FOOTING TOPS TO THE RETAINING WALL FOOTINGS.
PLAN FOOTINGS ARE NOT DRAWIN AS 1/SH9
FOOTINGS. SUBMIT TRUE SCALE SHOP DRAWINGS.
BUILD FTG F-3 REBAR WITHIN 1/SH9 FOOTINGS AS
NEEDED.
BUILD F-3 FOOTING FIRST, THEN SET HSS CANOPY
POST AND THEN BUILD LOADING DOCK SLAB AND
EDGE.
2
ALL CMU WALLS 8" U.N.O.,
SEE ARCHITECTURAL
DRAWINGS
SEE ARCH. DWGS. FOR TOP OF WALL
SEE CIVIL SCHEDULE FOR REINFORCED
CONC RETAINING WALL HERE (NOT SHOWN)
EXISTING BUILDING TO REMAIN
LOADING DOCK PAVING
(SEE CIVIL DRAWINGS
AND CIVIL SITE PLANS)
RAMP, SEE DWG GP1.1
STAIR NOT SHOWN, SEE
DETAIL 7/SH3 AND ARCH.
DWGS
R
A
M
P
U
P
2
EXISTING UTILITIES KNOWN TO BE IN THE CONSTRUCTION AREA HAVE
BEEN INDICATED. THE SIZE, LOCATION AND DEPTH OF THE UTILITIES IS
NOT KNOWN EXACTLY AND MAY VARY SIGNIFICANTLY FROM THAT
INDICATED. OTHER UNKNOWN UTILITIES NOT INDICATED MAY ALSO BE
PRESENT. THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING
AND PROTECTING ALL EXISTING UTILITIES, WHETHER INDICATED OR
NOT, WHICH MAY BE AFFECTED BY THE CONSTRUCTION PROCESS.
6" SLAB ON GRADE TYP UNLESS NOTED
REINF. W/2 LAYERS 6 x 6 W2.1 x W2.1 WWF 1"
CLEAR FROM TOP - 2" CLEAR FROM BOTTOM
PROVIDE SUPPORT CHAIRS TO HOLD WWF IN
POSITION DURING CONCRETE PLACEMENT
PLAN NOTES:
1. TOP OF SLAB IS AT ELEVATION = 1003.00 = DATUM ELEVATION 0'-0"
UNLESS NOTED. SEE NOTE 10 BELOW.
2. ALL ELEVATIONS INDICATED (±0'-0") ARE TAKEN FROM DATUM
ELEVATION.
3. TOP OF INTERIOR FOOTING ELEVATION = -1'-4" UNLESS NOTED.
4. TOP OF EXTERIOR FOOTING ELEVATION = -1'-4" UNLESS NOTED.
TOP OF WALL FOOTING ELEVATION TO MATCH ADJACENT COLUMN
FOOTING. STEP FOOTING AS REQUIRED.
5. COLUMN AND FOOTING KEY:
6. ALL PIERS, COLUMNS AND FOOTINGS SHALL BE CENTERED ON
COLUMN LINES UNLESS NOTED.
7. SEE S1-S2 FOR GENERAL NOTES.
8. SEE SH3-SH7 FOR TYPICAL DETAILS.
9. SEE ARCHITECTURAL DRAWINGS FOR COLUMN CENTERLINES
AND OUT TO OUT DIMENSIONS OF BUILDING. SEE
ARCHITECTURAL DRAWINGS FOR CMU PARTITION LAYOUTS NOT
SHOWN. SEE ARCHITECTURAL DRAWINGS AND DRAWING SH2 FOR
INTERIOR BEARING WALL LAYOUTS.
10. SEE ARCHITECTURAL SLAB DRAWING FOR DETAILED SLAB
SLOPES TO DRAINS, SLAB STEPS, DEPRESSIONS, AND OTHER TOP
OF SLAB INFORMATION. THESE ITEMS ARE NOT SHOWN HERE FOR
CLARITY. SEE TYPICAL SLAB DETAILS FOR CONSTRUCTION.
11. SEE DWG GP1.1 FOR DETAILED SITE GRADING PLAN AND SPOT
ELEVATIONS.
TOP OF FOOTING ELEVATION
RELATIVE TO DATUM ELEVATION
(IF DIFFERENT FROM TYPICAL)
F
-
3
.
0
(
-
2
'
-
0
"
)
FOOTING MARK (SEE
SCHEDULE ON SH6)
H
S
S
6
X
6
X
1
/
4
COLUMN SIZE
1
SLOPE UP
SEE NOTE 10
SEE ARCH. DWGS.
E
D
G
E
D
E
T
A
I
L
3
TYP.
TYP.
3
#4 @ 18" OC
3'-0"
WWF
SOG
VAPOR RETARDER
#4 @ 12" OC CONT
12"
MIN
1 1/2" CLR
FINISH GRADE OR
PAVING - SEE PLANS
1 1/2"
SE
E
PLA
N
P
O
N
M
L
K
J
I
H
G
F
E
D
C
B
A
1 2 3 4 5 6 7 8 9 10
DATE
OF
SEAL
DRAWING TITLE
PROJECT TITLE
DRAWING NO.PROJECT NO.
REVISIONS / SUBMISSIONSNO. DATE
11 12 13 14 15 16 17
106
ANIMAL HEALTH COMPLEX
ZOO ATLANTA
01/25/17
28004
PHASE
100% CD
DRAWN REVIEWED
ATLANTA, GEORGIA
COPYRIGHT © 2017 TORRE DESIGN CONSORTIUM, LTD., A PROFESSIONAL CORPORATION
PRELIMINARY
NOT FOR CONSTRUCTION
ALTHOUGH EVERY EFFORT HAS BEEN MADE IN PREPARING THESE PLANS, ANY USER IS
RESPONSIBLE TO CHECK ALL DETAILS FOR ACCURACY OR ERRORS AND SHALL BE
RESPONSIBLE FOR THE SAME. THIS DRAWING CONTAINS VALUABLE, CONFIDENTIAL,
PROPRIETARY, TRADE SECRET INFORMATION TO WHICH TORRE DESIGN CONSORTIUM,
LTD. HOLDS ALL COPYRIGHTS. NO REPRODUCTION OR OTHER USE OF ANY DRAWING OR
ANY OF ITS CONTENTS IS PERMITTED WITHOUT WRITTEN CONSENT OF TORRE DESIGN
CONSORTIUM, LTD., APC.
XX
AH1.1
FLOOR PLAN
DFL GK
123
10/09/17
77
SH1.0
GROUND FLOOR AND
FOUNDATION PLAN
DFL GK
DWG GP1.1
RAMP, SEE DWG GP1.1
STAIR NOT SHOWN, SEE
DETAIL 7/SH3 AND ARCH.
DWGS
1
SH9
19
SH5
19
SH5
19
SH5
TYP. AT
CONC.
SLAB
9
SH5
TYP
19
SH5
3
SH5
TYP. AT
STEEL
JOISTS
19
SH5
AT CONC.
SLAB
16
SH5
2
SH5
TYP.
1
SH5
TYP.
5
SH5
TYP
1
SH2
1
SH2
20
K7
S
P0
1 2
'-0
" O
.C
.
16
K2
2
'-0
" O
.C
.
16
K4
2
'-0
" O
.C
.
10
K1
4
'-0
" O
.C
.
1
0
K
1
18K3 4'-0" O.C.
1
2
K
1
4
'
-
0
"
O
.
C
.
4
'
-
0
"
O
.
C
.
1
0
K
1
4
'
-
0
"
O
.
C
.
1
0
K
1
4
'
-
0
"
O
.
C
.
1
8
K
3
4
'
-
0
"
O
.
C
.
1
2
K
1
4
'
-
0
"
O
.
C
.
18K3 4'-0" O.C.12K1 4'-0" O.C.
12K1 4'-0" O.C.14K3 2'-0" O.C.
10K1
4'-0" O.C.
W16x36
NOTE 15
10
K1
2
'-0
" O
.C
.
TWO (2) C5x9 x10'-0" LONG
AT EACH EXTENDED JOIST
END. STITCH WELD TO
JOIST,
1
4
" WELD 2@8, TYP.
S-1
S-1
S-1
S-1
7
7
7
7
7
7
7
7
7
7
7
7
7
7
W
8
x
2
4
(
S
)
W
8
x
2
4
(
S
)
RF
D
EC
K S
PA
NR
F D
EC
K S
PA
N
R
F
D
E
C
K
S
P
A
N
RF
D
EC
K S
PA
N
RF
D
EC
K S
PA
N
W8x28 (S)
W8x13
R
O
O
F
D
E
C
K
S
P
A
N
W8x28 (S) NOTE 12
CO
NC
R
00
F
SL
AB
RF DECK SPAN
S-1
CO
NC
R
OO
F S
LA
B
S-1
CO
NC
R
OO
F S
LA
B
W
8
x
2
4
(
S
)
4
SH9
W
8
x
2
4
W
8
x
2
4
W
8
x
2
4
W
8
x
2
4
W8x13
W8x13
W8x13
W1
6x3
1 C
ON
T
HSS
HSS
HSSHSS
HSS
HSS
W1
6x3
1 C
ON
T
W1
6x3
1
W1
6x3
1
W
1
6
x
3
1
C
O
N
T
W
1
6
x
3
1
C
O
N
T
W
1
6
x
3
1
1
1
2
H
S
S
H
S
S
H
S
S
H
S
S
H
S
S
13
#5
@
6
" O
.C
. T
OP
X
2
0'-0
" C
EN
TE
RE
D
ON
C
OR
RID
OR
W
AL
LS
#5
@
6
" O
.C
. T
OP
x 1
2'-0
" C
EN
TE
RE
D
ON
C
OR
RID
OR
W
AL
L
7
8
1
1
0
7
7
7
7
8
1
1
1
5
7
W
1
6
x
3
1
C
O
N
T
1
4
12" DEEP HSS STAIR
STRINGER, GALVIZED
HSS 12x8x
1
4
POST,
GALVANIZED, TYP.
H
S
S
14.33 14.33
14.33 14.33
12.38
12.38
1
2
.
5
0
1
2
.
5
0
1
3
.
0
6
1
4
.
3
3
1
4
.
3
3
1
4
.
3
3
1
2
.
3
8
1
2
.
3
8
1
2
.
3
8
1
4
.
3
3
1
4
.
3
3
1
4
.
3
3
1
3
.
0
6
12.38
13.88
13.00
13.00 13.00
##.##
13.00
13.00
13.00
13.00
13.00
13.00
W16x31
W8x28W8x28
W16x31
W8
x2
8
W8
x2
8
OPEN
3
4
" W
OO
D
SH
EA
TH
IN
G
##.##
##.##
##.##
#5
@
6
" O
.C
. T
OP
##.##
##.##
##.##
SEE SHT SH9 FOR ADDL
STAIR INFORMATION
(2
) 1
6K
2 S
P0
1 A
T B
AL
C
3
SH9
S
E
E
S
H
T
S
H
2
A
F
O
R
R
O
O
F
A
B
O
V
E
1
SH9
1
SH9
1
SH9
2x8 ROOF JOIST, 16" O.C.
CMU LINTEL
S
C
R
E
E
N
W
A
L
L
A
N
D
T
R
E
L
L
I
S
.
S
E
E
T
R
E
L
L
I
S
F
R
A
M
I
N
G
P
L
A
N
,
5
/
S
H
2
.
A
1 2ND FLOOR AND MAIN ROOF FRAMING PLAN
1/8"=1'-0"
SEE ARCHITECTURAL DRAWINGS FOR SKYLIGHT
DETAILS.
SEE ARCHITECTURAL DRAWINGS FOR CLERESTORY.
SEE PARTIAL FRAMING PLAN 2/SH2A FOR STRUCTURAL
PLAN DETAILS. SEE CODED NOTE .
SEE ARCHITECTURAL DRAWINGS FOR CLERESTORY.
SEE PARTIAL FRAMING PLAN 3/SH2A FOR ROOF
FRAMING. SEE CODED NOTE .
POLYCARBONATE AWNING - SEE ARCHITECTURAL
DRAWINGS. SEE CODED NOTE .
CAGING "ROOF" - SEE ARCHITECTURAL DRAWINGS.
STANDING SEAM ARCH ROOF. SEE ARCHITECTURAL
DRAWINGS FOR DETAILS. SEE STRUCTURAL GENERAL
NOTES FOR LIVE AND WIND LOADS. SUBMIT SIGNED
AND SEALED DRAWINGS AND CALCULATIONS TO THE
ARCHITECT AND ENGINEER FOR REVIEW AND
COMMENT. DESIGN ROOF TO ACT AS A DIAPHRAGM TO
REACT SHEARS/THRUSTS AT EACH END OF THE ROOF
(EAST AND WEST ENDS).
CMU REINFORCED MASONRY BEARING WALL. SEE
NOTE 14 FOR LINTELS.
CAMBER SLAB FORM WORK UP 5/8" FROM SLOPING
SLAB SOFFIT AT MID-SLAB. SEE ARCHITECTURAL
DRAWINGS FOR THE SLOPE OF THE CONCRETE SLAB.
THE SLAB MAY BE SLOPED TO ALLOW POINT FROM
TWO DIRECTIONS. THE SLAB THICKNESS IS CONSTANT
WITH A SLOPING SOFFIT.
POLYCARBONATE ROOFING MATERIAL - SEE
ARCHITECTURAL DRAWINGS AND SPECIFICATIONS.
FRAMING OF THIS CLERESTORY IS THE SAME AS
SHOWING FOR DETAIL 3 BUT WITH DIMENSIONAL
CHANGES TO FIT THIS OPENING. 6 POSTS ARE NEEDED.
SEE CODED NOTE FOR FURTHER SIMILAR
INFORMATION AND REQUIREMENTS. SEE CODED
NOTE .
BEAMS OVER HSS COLUMNS. TOP OF STEEL FOR
BEAMS SHALL BE COORDINATED WITH THE
ARCHITECTURAL OPENINGS. SEE ARCHITECTURAL
ELEVATIONS OF THESE WALLS.
THIS STEEL WORK IS ARCHITECTURAL AND EXPOSED.
GRIND ALL WELDS SMOOTH AND CAP ANY OPEN HSS
ENDS WITH SEAL-WELDED 1/4" PLATES. MINIMUM
TYPICAL WELD IS 1/4" FILLET ALL AROUND OR
EQUIVALENT "SHOULDER" WELD.
W16 OVER HSS COLUMN AND FRAME W8s TO W16.
SET THE JOISTS BEARINGS ALONG THIS LINE TO HOLD THE
ROOF PLANE SLOPE FROM THE ROOF TO THE EAST OF THIS
LINE. PROVIDE A TRIMMED HSS OR OTHER WELDED JOIST
SEAT BEARING AT THE LOWER FLANGE AND WEB OF THE
W8. SEE PLAN FOR THE SLOPED W8 AND SEE THE
ARCHITECTURAL DRAWINGS TO LAYOUT THE W8 SLOPE
AND WORK THE JOIST BEARING DETAIL INTO THIS SLOPE.
ABOVE +6'-0" AFF, REINFORCE EACH CMU CELL WITH #5 AT
MID-WALL THICKNESS AND FILL THESE CELLS SOLID WITH
GROUT TO THE TOP OF THE WALL.
EXISTING BUILDING
OPEN
TYP. @ OPEN
OPEN
OPENOPENOPENOPENOPEN
OPEN
ADDL BARS NOT SCHEDULED ON SLAB SCHEDULE
HOOK ADD'L TOP
BARS HERE
OPEN
O
P
E
N
O
P
E
N
A
B
O
V
E
PLAN NOTES:
1. TOP OF STRUCTURAL STEEL (BOTTOM OF METAL DECK), ELEVATION VARIES.
SEE ARCHITECTURAL DRAWINGS. TOP OF STEEL DECK AND TOP OR
ONE-WAY CONC SLAB INDICATED THUS: XX.XX, ON PLAN.
2. TOP OF STEEL ELEVATION OF BEAMS PARALLEL TO JOISTS IS TO MATCH
ELEVATION AND SLOPE OF JOIST BETWEEN SUPPORTING GIRDERS UNLESS
NOTED.
3. ROOF DECK TO BE 1-1/2" DEEP, WIDE RIB, 18 GAGE GALVANIZED STEEL DECK.
4. STRUCTURAL STEEL FRAMING KEY:
5. ALL JOISTS ARE SPACED EVENLY BETWEEN COLUMN LINES UNLESS NOTED.
6. SEE S1-S2 FOR GENERAL NOTES.
7. SEE SH3-SH7 FOR TYPICAL DETAILS. USE AS NEEDED.
8. COORDINATE SIZE AND LOCATION OF ALL OPENINGS AND SLEEVES WITH
ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS.
9. STEEL JOIST BRIDGING LINES ARE NOT SHOWN ON THIS DRAWING FOR
CLARITY. PROVIDE BRIDGING AS SHOWN ON 8 AND 9 OF DRAWING SH5.
10. ALL JOIST SPACINGS ARE MAX. SHOW ACTUAL JOIST LAYOUTS ON SHOP
DRAWINGS.
11. STAGGER JOIST BEARINGS AT CMU BEARING WALLS. SEE 2/SH5.
12. PROVIDE ADDITIONAL PLATES AS NEEDED TO "TURN" THE STEEL DECK SPAN.
13. TYPICAL COLUMNS MARKED HSS BELOW ARE HSS 6X6X1/4.
14. SEE MASONRY GENERAL NOTES FOR LINTELS IN WALLS THAT ARE PARALLEL
TO STEEL JOISTS, SEE DRAWING S2. FOR BEARING WALL LINTELS, SEE
10/SH7 FOR SIZES AND DETAILS (U.NO.) - THESE ARE NOT TYPICALLY SHOWN
ON THE PLAN.
15. 5-1/2" NORMAL WEIGHT CONCRETE (TOTAL THICKNESS) ON 1-1/2" COMPOSITE
DECK, 20 GAGE, GALVANIZED.
16. THE TOP OF STEEL AROUND SKYLIGHT OPENINGS IS 14.08. SEE NOTE 1 FOR
FURTHER INFORMATION ON THE TOP OF STEEL.
17. PROVIDE ¼” THICK BENT PLATES ATOP SLOPED BEAMS AT “HIPS” FOR ROOF DECK
SUPPORT. STITCH-WELD THE PLATES TO THE BEAMS WITH ¼” FILLET WELDS (2”@8”
O.C.), EACH SIDE OF THE BENT PLATE.
18. WHERE DOORWAYS OR OTHER OPENINGS ARE SPANNED BY HIGHER STRUCTURAL
STEEL, SUPPORT THE CMU BETWEEN THE OPENING HEAD AND THE UPPER
STRUCTURAL STEEL WITH NOTE 14 LINTELS. LEAVE A 3/8” TO ¾” GAP BETWEEN
THE TOP OF MASONRY AND THE BOTTOM OF THE STRUCTURAL STEEL. SEE THE
ARCHITECTURAL DRAWINGS FOR WALL ELEVATIONS.
19. LEAVE A 1” +/- GAP ALL AROUND THE JOISTS THAT RUN THROUGH A MASONRY OR
STEEL STUD PARTITION WALLS (NOT LOAD-BEARING). DO NOT ALLOW JOISTS TO
BEAR ON THESE WALLS. SEE THE ARCHITECTURAL SPECIFICATIONS FOR
FIRE-STOPPING THESE GAPS. SEE CODED NOTE 7.
20. 8/SH4 AND 9/SH4 ARE FOR ALL MASONRY WALLS IN THIS BUILDING, WHETHER
LOAD-BEARING OR NOT.
21. THE CONTRACTOR SHALL COORDINATE BETWEEN THE STEEL SUPPLIER AND THE
MASONRY CONTRACTOR AT SLOPED STEEL BEAM BEARING PLATES. THE MASON
CONTRACTOR SHALL SET THE STEEL BEAM ON ITS PROPER SLOPE USING THE
GROUT UNDER THE BEARING TO MAKE THE SLOPE.
22. UNLESS NOTED OTHERWISE IN DETAILS OR SECTIONS, FOR STEEL BEAMS AND
LINTELS WITH CMU ATOP THESE BEAMS AND LINTELS, PROVIDE ¾” HEADED STUDS
X5” HIGH AT 16” OC. GROUT THE CELLS WITH THE STUDS AT THE FIRST CMU
COURSE ABOVE THE BEAMS AND LINTELS.
FULLY RIGID MOMENT
CONNECTION (IF OCCURS)
BEAM REACTION (IN KIPS)
10KIPS MIN. IF NOT SHOWN
BEAM SIZE
COLUMN
40k 40k
W18X50 (S)
OPEN
OPEN
CANOPY (SEE ARCHITECTURAL
DRAWINGS)
HSS 6" Ø
POSTS x 0.25
H
S
S
1
2
X
6
X
3
/
8
H
S
S
4
X
6
X
1
/
4
P
U
R
L
I
N
S
T
Y
P
.
P
O
L
Y
C
A
R
B
O
N
A
T
E
P
A
N
E
L
S
P
A
N
H
S
S
1
2
X
6
X
1
/
4
H
S
S
1
2
X
6
X
3
/
1
6
S
L
O
P
E
2
:
1
2
6
"
4
"
,
T
Y
P
.
HSS
12X6X3/16
H
S
S
1
2
X
6
X
1
/
4
6
"
6
"
T
Y
P
.
HSS 6" Ø
POSTS X
0.25 (HSS
BEAM
OVER HSS
COLUMN -
TYPICAL)
HSS
12 X6
X 3/8
HS
S 12X
6X
3/16
DECK BELOW - SEE
DRAWING SH8
SEE ARCH. DRAWINGS FOR
WINDOW AND DOORS
NOTE 2
TYP. L3X3X3/8 X 6"
@ 2'-0" O.C. MAX
HSS 12X6
(SEE PLAN)
REINF. CMU
WALL - SEE PLAN
AND DETAILS
TYP. 1/2"Ø X 4 1/4"
EMBED HILTI OR EQUAL
HAS STANDARD HIT150
AT L3X3 CENTERLINE
1/4
NOTE 1
1/4
TYP.
T.O. STEEL
(SEE ARCH. DWGS)
NOTES:
1. WORK POLYCARBONATE WITH SLOPE AND
LEVEL 6" TOP OF HSS.
2. PROVIDE BOND BEAMS AT EMBEDDED
BOLTS WITH 2#4 CONTINUOUS.
P
O
N
M
L
K
J
I
H
G
F
E
D
C
B
A
1 2 3 4 5 6 7 8 9 10
DATE
OF
SEAL
DRAWING TITLE
PROJECT TITLE
DRAWING NO.PROJECT NO.
REVISIONS / SUBMISSIONSNO. DATE
11 12 13 14 15 16 17
106
ANIMAL HEALTH COMPLEX
ZOO ATLANTA
01/25/17
28004
PHASE
100% CD
DRAWN REVIEWED
ATLANTA, GEORGIA
COPYRIGHT © 2017 TORRE DESIGN CONSORTIUM, LTD., A PROFESSIONAL CORPORATION
PRELIMINARY
NOT FOR CONSTRUCTION
ALTHOUGH EVERY EFFORT HAS BEEN MADE IN PREPARING THESE PLANS, ANY USER IS
RESPONSIBLE TO CHECK ALL DETAILS FOR ACCURACY OR ERRORS AND SHALL BE
RESPONSIBLE FOR THE SAME. THIS DRAWING CONTAINS VALUABLE, CONFIDENTIAL,
PROPRIETARY, TRADE SECRET INFORMATION TO WHICH TORRE DESIGN CONSORTIUM,
LTD. HOLDS ALL COPYRIGHTS. NO REPRODUCTION OR OTHER USE OF ANY DRAWING OR
ANY OF ITS CONTENTS IS PERMITTED WITHOUT WRITTEN CONSENT OF TORRE DESIGN
CONSORTIUM, LTD., APC.
XX
AH1.1
FLOOR PLAN
DFL GK
123
10/09/17
78
SH2.0
2ND FLOOR AND MAIN ROOF
FRAMING PLAN
DFL GK
INDICATES SLOPING MEMBER
32LH06 SP01 4'-0" O.C.
W16x36 BELOW
NO
TE
3
1
H
S
S
4
x
4
x
1
4
,
P
U
R
L
I
N
,
T
Y
P
.
S
E
E
N
O
T
E
2
H
S
S
8
x
8
x
1
4
C
U
R
V
E
D
,
N
O
T
E
1
H
S
S
8
x
6
x
1
4
C
U
R
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E
D
D
O
D
O
H
I
G
H
L
O
W
H
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S
8
x
6
x1
4
H
S
S
8
x
6
x
1
4
P
O
L
Y
C
A
R
B
O
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A
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E
D
E
C
K
,
N
O
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@
@
H
S
S
4
x
4
x
1
4
H
S
S
4
x
4
x
1
4
H
S
S
8
x
6
x
1
4
H
S
S
4
x
4
x1
4
P
O
S
T
W
I
T
H
1
2
"
T
H
I
C
K
B
A
S
E
P
L
A
T
E
B
O
L
T
E
D
T
O
W
1
6
B
E
L
O
W
U
S
I
N
G
4
-3 4
"
D
I
A
A
3
2
5
B
O
L
T
S
,
T
Y
P
.
C
U
R
V
E
D
B
E
A
R
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G
S
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O
E
A
T
O
P
P
O
S
T
,
T
Y
P
,
U
.
N
.
O
C
O
N
T
I
N
U
O
U
S
R
O
O
F
E
D
G
E
M
E
M
B
E
R
,
W
E
L
D
T
O
E
N
D
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F
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R
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E
D
H
S
S
8
x
8
,
T
Y
P
.
C
A
N
T
.
C
A
N
T
.
T
Y
P
I
C
A
L
C
A
N
T
.
D
O
1
0
K
1
4
'
-
0
"
O
.
C
.
W
8
x
2
4
W
8
x
2
4
W
8
x
2
4
W
8
x
2
4
1
0
7
H
S
S
4
x
4
x1
4
P
O
S
T
W
I
T
H
1
2
"
T
H
I
C
K
B
A
S
E
P
L
A
T
E
,
B
O
L
T
E
D
T
O
W
1
6
B
E
A
M
,
U
S
I
N
G
4
-3 4
"
D
I
A
A
3
2
5
B
O
L
T
S
,
T
Y
P
.
HSS 4x4x
1
4
HSS 4x4x
1
4
DO
DO
DO
DO
6
HS
S 4x4x
3
8
C
ON
T. W
ELD
ED
A
TO
P H
SS
P
OS
TS
HS
S 4x4x
3
8
C
ON
T. W
ELD
ED
A
TO
P H
SS
P
OS
TS
2
x
6
@
1
6
"
O
.
C
.
O
V
E
R
6
x
6
T
/
R
A
F
T
E
R
=
1
2
'
-
6
"
A
F
F
H
S
S
6
x
6
x
1
4
C
O
N
T
.
C.L. HSS 6x6 BEAM =
C.L. STEEL POST
T/STL = 12'-0
1
2
"
STEEL POST HSS 6x6x
1
4
, TYP
6
x
6
O
V
E
R
6
x
6
O
V
E
R
6
x
6
O
V
E
R
,
T
O
P
=
1
2
'
-
0
1
2
"
T
Y
P
BENT PLATE, NOTE 3.
H
S
S
4
x
4
x
1
4
U
N
D
E
R
H
S
S
4
x
4
x
1
4
U
N
D
E
R
HSS 4x4x
1
4
UNDER
T
Y
P
T
/
S
T
L
=
1
1
'
-
7
"
STEEL PLATE, NOTE 4.
HS
S 6
x6
x
1
4
, C
ON
T.
℄ WO
R
K
P
O
I
N
T
STEEL PLATE,
NOTE 1.
HIGH ROOF PLAN NOTES:
1. TOP OF STRUCTURAL STEEL (BOTTOM OF METAL DECK), ELEVATION VARIES.
SEE ARCHITECTURAL DRAWINGS.
2. TOP OF STEEL ELEVATION OF BEAMS PARALLEL TO JOISTS IS TO MATCH
ELEVATION AND SLOPE OF JOIST BETWEEN SUPPORTING GIRDERS UNLESS
NOTED.
3. ROOF DECK TO BE 1-1/2" DEEP, WIDE RIB, 18 GAGE GALVANIZED STEEL DECK.
4. STRUCTURAL STEEL FRAMING KEY:
5. ALL JOISTS ARE SPACED EVENLY BETWEEN COLUMN LINES UNLESS NOTED.
6. SEE S1-S2 FOR GENERAL NOTES. SEE SHEET SH2 FOR CODED NOTES.
7. SEE SH3-SH7 FOR TYPICAL DETAILS. USE AS NEEDED.
8. COORDINATE SIZE AND LOCATION OF ALL OPENINGS AND SLEEVES WITH
ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS.
9. STEEL JOIST BRIDGING LINES ARE NOT SHOWN ON THIS DRAWING FOR
CLARITY. PROVIDE BRIDGING AS SHOWN ON 8 AND 9 OF DRAWING SH5.
10. ALL JOIST SPACINGS ARE MAX. SHOW ACTUAL JOIST LAYOUTS ON SHOP
DRAWINGS.
11.STAGGER JOIST BEARINGS AT CMU BEARING WALLS. SEE 2/SH5.
12.PROVIDE ADDITIONAL PLATES AS NEEDED TO "TURN" THE STEEL DECK SPAN.
13.TYPICAL COLUMNS MARKED HSS BELOW ARE HSS 6X6X1/4.
14.SEE MASONRY GENERAL NOTES FOR LINTELS IN WALLS THAT ARE PARALLEL
TO STEEL JOISTS, SEE DRAWING S2. FOR BEARING WALL LINTELS, SEE 10/SH7
FOR SIZES AND DETAILS (U.NO.) - THESE ARE NOT TYPICALLY SHOWN ON THE
PLAN.
FULLY RIGID MOMENT
CONNECTION (IF OCCURS)
BEAM REACTION (IN KIPS)
10KIPS MIN. IF NOT SHOWN
BEAM SIZE
COLUMN
40k 40k
W18X50
P
O
N
M
L
K
J
I
H
G
F
E
D
C
B
A
1 2 3 4 5 6 7 8 9 10
DATE
OF
SEAL
DRAWING TITLE
PROJECT TITLE
DRAWING NO.PROJECT NO.
REVISIONS / SUBMISSIONSNO. DATE
11 12 13 14 15 16 17
106
ANIMAL HEALTH COMPLEX
ZOO ATLANTA
01/25/17
28004
PHASE
100% CD
DRAWN REVIEWED
ATLANTA, GEORGIA
COPYRIGHT © 2017 TORRE DESIGN CONSORTIUM, LTD., A PROFESSIONAL CORPORATION
PRELIMINARY
NOT FOR CONSTRUCTION
ALTHOUGH EVERY EFFORT HAS BEEN MADE IN PREPARING THESE PLANS, ANY USER IS
RESPONSIBLE TO CHECK ALL DETAILS FOR ACCURACY OR ERRORS AND SHALL BE
RESPONSIBLE FOR THE SAME. THIS DRAWING CONTAINS VALUABLE, CONFIDENTIAL,
PROPRIETARY, TRADE SECRET INFORMATION TO WHICH TORRE DESIGN CONSORTIUM,
LTD. HOLDS ALL COPYRIGHTS. NO REPRODUCTION OR OTHER USE OF ANY DRAWING OR
ANY OF ITS CONTENTS IS PERMITTED WITHOUT WRITTEN CONSENT OF TORRE DESIGN
CONSORTIUM, LTD., APC.
XX
AH1.1
FLOOR PLAN
DFL GK
123
10/09/17
79
SH2.A
HIGH ROOF FRAMING PLAN
DFL GK
TRELLIS FRAMING PLAN NOTES:
1. BRING ALL THREE HSS 4X4 INTO THE WORKING POINT, WELDING THEM TOGETHER AS
GIVEN IN NOTE 5. WELD THE HSS 4X4 TO THE WALL PLATE, SEE NOTE 6. WELD THE
OTHER END OF THE HSS 4X4 TO THE HSS 6X6 POSTS; SEE THE FRAMING PLAN.
2. FASTEN THE 6X6 TO THE WALL PLATE (NOTE 6), USING 3/8” X5 ½” DEEP X 8” LONG, KNIFE
PLATE, WELDED ON EACH SIDE TO THE WALL PLATE. THE KNIFE PLATE IS AT THE
CENTERLINE OF THE 6X6 WITH TWO (2) ½” DIAMETER A307 BOLTS, SPACED 4” AND 7”
FROM THE 6X6 END. USE THE SAME KNIFE PLATE AT THE OPPOSITE END OF THE 6X6;
WELD THE KNIFE PLATE TO THE HSS 6X6 CAP BEAM.
3. PROVIDE A FULL HEIGHT BENT ¼” BENT PLATE NAILER FOR THE 2X SCREENWALL
BOARDS. STITCH WELD 1” @ 6” O.C. EACH SIDE OF THE BENT PLATE.
4. PROVIDE A WALL PLATE AT THE TOP OF THIS POST. SEE NOTES 5 AND 7.
5. UNLESS NOTED OTHERWISE, ALL WELDING SHALL BE AT LEAST 2” OF ¼” FILLET WELDS
OR AN EQUAL J WELD ON EACH FACE OF A FAYING SURFACE. OTHER THAN THESE
STRENGTH WELDS, SEAL WELD ALL HSS SO THAT WATER CANNOT GET INTO ANY OPEN
JOINTS. PROVIDE A SEAL-WELDED ¼ CAP PLATE TO ALL OPEN ENDS OF HSS; HOWEVER
LEAVE THE BOTTOM OF THE HSS POSTS OPEN WITHOUT A CAP PLATE.
6. PROVIDE ADJUSTMENT IN THE LOWER PLATE FOR THE SCREENWALL POSTS WITH
VERTICAL SLOTTED HOLES SUCH THAT THE TOP OF ALL SCREENWALL POSTS IS AT
11'-6½” AFF; PLUG WELD THE SLOTS AFTER SETTING AND LEVELING THE HSS 6X6 CAP
BEAM. THE HSS 6X6 CAP BEAM MAY BE FIELD OR SHOP WELDED. SEE NOTE 7 FOR THE
FASTENING OF THE SCREENWALL POST TO THE BACKSIDE OF THE CONCRETE STEM
WALL BELOW.
7. ALL PLATES ARE 3/8” THICK, A36 STEEL OR BETTER. DETAIL ALL PLATES ON THE SHOP
DRAWINGS FOR APPROVAL BY THE ARCHITECT. THREADED RODS INTO EITHER
GROUTED-FILLED MASONRY OR CONCRETE SHALL BE ½” DIAMETER X4½” EMBED, A-307
STEEL OR BETTER. USE 4 BOLTS FOR EACH PLATE AND SPACE THE BOLTS AT LEAST 9”
APART IN BOTH DIRECTIONS WITH 1” EDGE DISTANCES ON THE PLATE.
8. ALL HARDWARE SHALL BE GALVANIZED AS SPECIFIED ELSEWHERE ON THESE DRAWINGS
AND IN THE SPECIFICATIONS. USE ZRC FOR TOUCH-UP AS RECOMMENDED BY THE MFR.
9. CLIP THE 2X6S TO EACH 6X6 BELOW WITH SIMPSON CLIPS ON EACH SIDE. BLOCK THE
2X6S WITH 2X6 BLOCKING AT THE CENTERLINE OF EACH 6X6. THE BLOCKING MAY BE
SKIPPED, EVERY OTHER PAIR OF 2X6. HOWEVER, BLOCK THE SAME PAIRS THROUGHOUT
THE 2X6'S LENGTHS. BLOCK THE SAME 2X6 PAIRS AT THE HSS 6X6 ENDS; BEAR THE 2X6
FULLY ON THE HSS 6X6 CAP BEAM; FASTEN THIS END BLOCKING TO THE HSS 6X6 WITH A
SIMPSON STRAP, MIN. 3 NAILS, WELDED EACH SIDE TO THE BACKSIDE OF THE HSS 6X6.
FRAME ALL 2X6S WITH THE SWEEP IN THE SAME DIRECTION.
2
SH3
IF DEPRESSION IS
GREATER THAN SLAB
THICKNESS - SEE BELOW
TYP SOG & WWF
#4 CONT @ 10" OC
2'-0" M
AX
ST
EP
IN
SLA
B
6" MIN
#4 CONT
10"
1'-0" MIN
ROUGHEN SURFACE
STANDARD 90° HOOK
#4 CONT
3'-0"
#4 @ 18"
NOTES:
1. LANES SHALL BE CAST IN SEQUENCE INDICATED.
2. LANES SHALL BE DIVIDED BY CONSTRUCTION JOINTS AT WALL
CENTERLINES AND SUBDIVIDED AT A MAXIMUM OF 30'-0" CENTERS.
3. ALLOW 48 HOURS BETWEEN ADJACENT LANE PLACEMENT. SUBMIT
SEQUENCE PLAN FOR SLAB ON GRADE. DETAIL TO BE USED AS GUIDE
AND REFERENCE.
4. CONTROL JOINTS ARE NOT TO BE PLACED UNDER TRIANGLE TANKS. SEE
ARCHITECTURAL DRAWING FOR LOCATIONS.
SEE DETAIL 2/SRC7 FOR
ISOLATION STRIP AROUND
WALL - TYP
CONSTRUCTION JOINT
SEE DETAIL 4/SRC7
ISOLATION
STRIP
LA
NE
1
LA
NE
3
30'-0"
MAX
LA
NE
2
LA
NE
4
30'-0"
MA
X
CONTROL JOINTS DETAIL 5/SRC7
WA
LL
NOTES:
1. SEE SEQUENCE OF PLACING SLAB ON GRADE FOR LOCATION OF
JOINTS.
2. PROVIDE SUPPORT CHAIRS TO HOLD WWF AND/OR REINFORCING IN
POSITION DURING CONCRETE PLACEMENT.
CONTROL OR CONSTRUCTION
JOINTS SEE DETAILS 5/SRC4 &
4/SRC4
WWF (SEE NOTE 2)
1 1/5" M
AX
GRANULAR
FILL
SUBGRADE
1/4" ISOLATION STRIP FULL
DEPTH OF SLAB
VAPOR RETARDER
WALL
SLAB
NOTES:
1. SEE SEQUENCE OF PLACING SLAB ON GRADE FOR LOCATION OF
JOINTS.
2. PROVIDE SUPPORT CHAIRS TO HOLD WWF AND/OR REINFORCING IN
POSITION DURING CONCRETE PLACEMENT.
1/4" ISOLATION STRIP
FULL DEPTH OF SLAB -
NOT REQUIRED
AT STEEL COLUMNS
COL, PIER OR
WALL FACE
CONSTRUCTION
JOINT
VAPOR RETARDER
GRANULAR
FILL
SUBGRADE
1 1/5" M
AX
1ST PLACEMENT
2ND PLACEMENT VARIES
-NOT REQUIRED ALONG
FLAT WALL SURFACE
WWF (SEE NOTE 2)
PIPE COLUMN
CONTROL OR
CONSTRUCTION JOINT
SEE DETAILS 5/SRC4 &
4/SRC4
WF OR HSS COLUMN
4
"
M
I
N
T
Y
P
PIER
90°
CONSTRUCTION OR
CONTROL JOINT
℄ COLUMN
WALL
NOTES:
1. CONSTRUCTION JOINT MAY REPLACE
CONTROL JOINT.
2. REFER TO ARCHITECTURAL DETAILS
FOR JOINT FILLER WHERE REQUIRED.
3. SEE SEQUENCE OF PLACING SLAB ON
GRADE FOR LOCATION OF JOINTS.
4. PROVIDE SUPPORT CHAIRS TO HOLD
WWF AND/OR REINFORCING IN
POSITION DURING CONCRETE
PLACEMENT.
PERMANENT 24 GAUGE
GALVANIZED PREFORMED
JOINT STRIP (SCREED KEY JOINT)
NO REINF THRU JOINT
WWF
3/4" MIN
1 1/2" M
AX
#4@16"
EACH
WAY
EACH
FACE
SEE 8/SH3 FOR FOOTING
3 #4 CONT
ELEVATION -
SEE PLAN
2 #4 SUPPORT BARS
#4 x 3'-0" @ 18" OC
+ STD HOOK
STD. HOOK
SLAB ON GROUND
WWF
1 1/2"
NOTES:
1. FILL JOINT WITH SEALANT AFTER SLAB HAS BEEN CURED.
2. CONSTRUCTION JOINT MAY REPLACE CONTROL JOINT.
3. SEE SEQUENCE OF PLACING SLAB ON GRADE FOR LOCATION OF JOINTS.
4. SAWCUT JOINTS ARE PERMITTED WITH THE APPROVAL OF THE STRUCTURAL ENGINEER
ONLY. IF APPROVED, SAWCUT JOINTS USING A "SOFF-CUT" MACHINE OR EQUAL
IMMEDIATELY AFTER FINISHING SLAB.
5. PROVIDE SUPPORT CHAIRS TO HOLD WWF AND/OR REINFORCING IN POSITION DURING
CONCRETE PLACEMENT.
REMOVABLE PLASTIC OR
HARDBOARD PREFORMED STRIP
TOOL EDGES ON EACH SIDE OF
INSERT
1 1/2" M
AX
WWF
T/4
1/4"
FINISH GRADE OR
SLAB - SEE PLANS
SEE ARCH DWGS FOR STAIR
NOSING, RAKE, RISE & RUN
TYP #4 NOSING BAR
6" 6"
#4 CONT
BLDG OR CHEEK
WALL BEYOND
#4 @ 12"
#4 @ 16"
SOG & WWF
3" CLR
5" MIN
1'-6"
1'-0" M
IN
@
IN
T
8"
MIN
AT CONC WALL
#4 DOWEL @ 16"
NOTE:
WHERE CHEEK WALL IS NOT
DETAILED, PROVIDE 8" THICK
CONC WALL w/ #4 @ 10" EW AND
10" DEEP BY 1'-6" WIDE STRIP
FOOTING w/ 2#4 CONT (HOOK
VERTICAL WALL REINFORCING
INTO FOOTING)
#4 @ 16"
#4 @ 12"
1'-6"
2'-0"
8"
#4 DOWELS WITH STD
90° HOOK - SAME
SPACING AS VERTICAL
REINFORCING
EL - SEE PLAN NOTES
#4 @ 24" OC
3 #4 CONT
ALTERNATE DIRECTION
OF HOOKS
BOND BEAM
w/ 2 #4 CONT.
1/4" ISOLATION STRIP
FINISH FLOOR
FINISH GRADE
#5 @ 32" O.C. VERTICAL CMU
REINFORCING. GROUT VERTICAL CELLS
WITH REINFORCING SOLID.
EQ. EQ.
12"
3" CLR
3" C
LR
1'-8"
8" CMU, U.NO.
LA
P =
50db
#4 DOWELS WITH STD 90° HOOK - SAME
SPACING AS VERTICAL REINFORCING
BOND BEAM WITH 2#4 CONT (BOND
BEAM NOT REQUIRED WHERE TOP
OF FOOTING IS WITHIN 4'-0" OF THE
ADJACENT SLAB ON GRADE)
#5 @ 32" O.C. VERTICAL CMU
REINFORCING. GROUT
VERTICAL CELLS WITH
REINFORCING SOLID.
#4 DOWELS WITH STD 90° HOOK -
SAME SPACING AS VERTICAL
REINFORCING
EL - SEE PLAN NOTES
1/4" ISOLATION STRIP
FINISH FLOOR
LA
P =
50db
TO MATCH TOP EL OF
ADJ COL FTG
1'-4"
MIN
IM
UM
#4 @ 24" OC
3 #4 CONT
12"
3" C
LR
ALTERNATE
DIRECTION OF HOOKS
EQ
EQ
NOTE:
IF SLABS OR AT DIFFERENT ELEVATION
ON EITHER SIDE OF THE WALL, PLACE
HIGHER SLAB AT LOCATION SHOWN (TOP
OF BOND BEAM). 1'-4" MINIMUM DEPTH
REQUIREMENT TO TOP OF FOOTING
SHOULD APPLY TO LOWER SLAB.
1'-8"
8" CMU, U.NO.
3" CLR
#5 @ 32" VERTICAL O.C.
CMU REINFORCING. GROUT
ALL CELLS WITH
REINFORCING SOLID.
#5 DOWELS WITH STD 90° HOOK -
SAME SPACING AS VERTICAL
REINFORCING - 1'-0" MIN. EMBED
#4 @ 12" OC
WWF - SEE PLAN
FINISH FLOOR EL. = 1003.00
CONC. SLAB ON
GROUND (SEE PLANS
FOR THICKNESS AND
REINFORCING.)
EXISTING WALL
0" SEALED GAP TO
BETWEEN EXISTING
WALL AND NEW WALL
EXISTING
COLUMN
EL. = 1003.00
EXISTING
SLAB
2'-0"x2'-0" PIER
6 #4 CONT
FOOTING
BOTTOM = TOP OF EXISTING
SPREAD FOOTING (VERIFY IN
FIELD) - COMPACT FOOTING
BOTTOM BETWEEN SPREAD
FOOTING
* EL. = 999.50
6'-0"x6'-0" FOOTING (AT
EVERY 22 FEET)
* FOOTING ELEVATION
TAKEN FROM EXISTING
BUILDING DRAWINGS.
(VERIFY IN FIELD)
PAPER JOINT
(ADJACENT TO
EXISTING)
4'-0"
2'-0" MIN.
MAY OVERLAP
EXISTING
FOOTING
1. FILL ALL BELOW-GRADE MASONRY SOLID WITH
GROUT.
T
#4 @ 24" O.C.
SEE 8/SH3 FOR FURTHER
INFORMATION
#4 DOWELS W/ STD 90° HOOKS -
SAME SPACING AS VERT. REINF.
8"
6" DIA. SCHED. 40 PVC
PIPE LAID WITH
PERFORATIONS DOWN
NON-WOVEN
FILTER FABRIC
DRAINAGE FILL
1
4
" TO
3
4
" CRUSHED STONE
FRENCH DRAIN
DETAIL 12/SH3
8"
P
O
N
M
L
K
J
I
H
G
F
E
D
C
B
A
1 2 3 4 5 6 7 8 9 10
DATE
OF
SEAL
DRAWING TITLE
PROJECT TITLE
DRAWING NO.PROJECT NO.
REVISIONS / SUBMISSIONSNO. DATE
11 12 13 14 15 16 17
106
ANIMAL HEALTH COMPLEX
ZOO ATLANTA
01/25/17
28004
PHASE
100% CD
DRAWN REVIEWED
ATLANTA, GEORGIA
COPYRIGHT © 2017 TORRE DESIGN CONSORTIUM, LTD., A PROFESSIONAL CORPORATION
PRELIMINARY
NOT FOR CONSTRUCTION
ALTHOUGH EVERY EFFORT HAS BEEN MADE IN PREPARING THESE PLANS, ANY USER IS
RESPONSIBLE TO CHECK ALL DETAILS FOR ACCURACY OR ERRORS AND SHALL BE
RESPONSIBLE FOR THE SAME. THIS DRAWING CONTAINS VALUABLE, CONFIDENTIAL,
PROPRIETARY, TRADE SECRET INFORMATION TO WHICH TORRE DESIGN CONSORTIUM,
LTD. HOLDS ALL COPYRIGHTS. NO REPRODUCTION OR OTHER USE OF ANY DRAWING OR
ANY OF ITS CONTENTS IS PERMITTED WITHOUT WRITTEN CONSENT OF TORRE DESIGN
CONSORTIUM, LTD., APC.
XX
AH1.1
FLOOR PLAN
DFL GK
123
10/09/17
80
SH3.0
TYPICAL DETAILS
DFL GK
8" MIN.
TYP.
MARK
DIMENSIONS
WIDTH LENGTH DEPTH
REINFORCEMENT REMARKS
4 #5 EWB
5 #6 EWB
16"
12"3'-0"
5'-0"
3'-0"
5'-0"
F-3
F-5
5 #5 EWB
12"4'-0"4'-0"F-4
℄ COL & FTG
COL BASE PL
SEE SCHED
1 1/2" NON-SHRINK GROUT
ANCHOR BOLTS
NOTES:
1. STEEL BELOW TOP OF FLOOR SLAB TO RECEIVE 2 COATS OF
BITUMINOUS PAINT- OR 3" MIN CONCRETE COVER.
2. LEVELING PLATES MAY BE USED (NOT SHOWN).
3. SEE SCHEDULES FOR DIMENSIONS AND REINFORCEMENT.
SEE 16/SH4 AND PLAN
3" C
LR
3" CLR
DE
PT
H
1'-4"
MIN
MILL END
ON COL
FLOOR
SLAB
VA
RIE
S - S
EE
P
LA
N
FO
R T
OP
O
F
FO
OT
IN
G E
LE
VA
TIO
N
MARK, TYP.
BASE PLATE SIZE ANCHOR ROD
REMARKS
*LENGTHSIZENO.THICKNESSLENGTHWIDTH
1'-0" 1'-0"
1 1/2"4
3/4"
9"
* LENGTH INDICATED IS MINIMUM EMBEDMENT.
HSS, 1/SH4
HSS ON WALL
7 1/2" 1'-2"
1"4
3/4"
12"
USE AT ALL
COLUMNS
LENGTH IS TAKEN
ALONG WALL
1 1/2" NON-SHRINK GROUT
SE
E
LE
NG
TH
SC
HE
DU
LE
4"
HOOK (TYP.)
3/4" BOLT
UNLESS NOTED
NOTES:
1. SEE SCHEDULE FOR BOLT SIZE.
2. LEVELING PLATE MAY BE USED AT CONTRACTORS OPTION
WITH ENGINEERS APPROVAL.
3. HEAVY WASHERS OR PLATES REQUIRED AT ALL
OVERSIZED HOLES.
PL
AT
E
TH
IC
KN
ES
S
- S
EE
SC
HE
DU
LE
1 3/4" M
IN
.
WID
TH
1 3/4" MIN.
LENGTH
SQUARE
NOTE:
SEE SCHEDULE FOR PLATE DIMENSIONS & BOLT SIZES.
ENCASE BEAM IN
MASONRY
BEARING PLATE (ALSO
ACTS AS LEVELING
PLATE) - SEE SCHEDULE
WALL MAY CONTINUE ABOVE
FLOOR SLAB OR ROOF
3/4" NON-SHRINK GROUT
2 3/4"Ø ANCHOR BOLTS
GROUT SOLID A MIN.
AREA OF 16" LONG BY
24" DEEP DIRECTLY
BELOW THE BEAM
BEAM BEARING AT C OF WALL UNLESS
NOTED OTHERWISE
16"
3"
GROUT SOLID A MIN.
AREA OF 16" LONG BY
24" DEEP DIRECTLY
BELOW THE BEAM
BEARING PLATE (ALSO
ACTS AS LEVELING
PLATE) - SEE SCHEDULE
3/4" NON-SHRINK GROUT
2 3/4"Ø ANCHOR BOLTS
16"
3"
WALL MAY CONTINUE ABOVE
FLOOR SLAB OR ROOF
PLATE
MARK
DIM. I
TO
WALL
DIM. II
TO
WALL
THICKNESS
W8
W12
W16
7"
7"
7"
9"
9"
9"
3/4"
3/4"
3/4"
NOTES:
1. SEE GENERAL NOTES AND 10/SH7 FOR LOOSE
LINTELS AND BEARING PLATES.
2. FOR BEAMS THAT "BUTT" INTO EACH OTHER ON
PLANS, OFFSET LOCATIONS TO FIT ON WALL.
3. A-36 STEEL OR BETTER.
WRAP BOTT. OF LINTEL BM.
w/ BUILDING PAPER @ CONTROL
JOINT TO ALLOW MOVEMENT
VERT. REBAR & DOWELS
AS REQ'D BY PLANS & DETAILS
GROUT TWO CELLS
SOLID BELOW LINTELS
ADDED HORIZ. REINF. @ FIRST JOINT
NEXT TO TOP BOTT. OF OPNG'S
JOINT REINF. @ 16" O.C.
BOND BEAM
LINTEL
BOND BEAM
NOTE 6
WINDOW SHOWN, BUILD
DOORWAYS SIM.
CONTROL JOINT - SEE NOTES
PARAPET
ROOF
GROUND
FLOOR
FOOTING
CONTROL JOINT
NOTES:
1. HORIZONTAL JOINT REINFORCEMENT SHALL BE (HOHMANN & BARNARD OR APPROVED EQUAL) TRUSS TYPE FORMED OF
No. 9 GAGE LONGITUDINAL AND CROSS WIRES.
2. ALL CELLS CONTAINING VERTICAL REINFORCEMENT SHALL BE GROUTED SOLID.
3. BOND BEAM HORIZONTAL REINFORCEMENT SHALL BE CONTINUOUS THRU CONTROL JOINT.
4. IF "b" IS GREATER THAN 6'-0", PROVIDE A CONTROL JOINT ON EACH SIDE OF THE OPENING (NOT SHOWN).
SEE "CONTROL JOINT NOTES CONCRETE MASONRY", NOTE 5.
5. IF THE LINTEL BEAM IS STEEL WITH AN ANCHORED BEARING PLATE, DO NOT WELD THE THE LINTEL BEAM
TO THE BEARING PLATE AT THE CONTROL JOINT.
6. FOR PRECAST CONCRETE LINTELS WITH OPEN VERTICAL SLOTS IN THE BEARING AREA, SET THE
VERTICAL REINFORCING IN THE CELL NEXT TO THE WINDOW OR DOOR OPENING AND LOCATE THE
CONTROL JOINTS BETWEEN OPENINGS OR AS SPECIFIED ELSEWHERE.
7. SEE 9/SH4.
TYPICAL MASONRY WALL
CORNER DETAIL
3 # 7 VERT. W/
#7 FOOTING
DOWELS W/
48" LAP GROUT
SOLID
NOTES:
PROVIDE VERTICAL CONTROL JOINTS IN THE CONCRETE MASONRY UNIT PORTION OF
ALL WALLS AND PARTITIONS AS FOLLOWS.
SEE 8/SH4
1. WHEN WALL LENGTH EXCEEDS 25 FEET.
2. AT JUNCTIONS OF BEARING AND NON-BEARING WALLS, CHANGES IN WALL
HEIGHT OR THICKNESS, JUNCTIONS OF WALL WITH COLUMNS AND PIERS AND
INTERSECTING WALL AND PARTITION JUNCTION WHEN THE PARTITION EXCEEDS
12'-0".
3. AT RETURN ANGLES OF "L", "T", "U" SHAPED CONSTRUCTION
4. AT CHASES, AND RECESSES FOR PIPING OR FIXTURES.
5. AT ONE SIDE OF WALL OPENINGS LESS THAN 6'-0" AND AT BOTH SIDES OF
OPENIINGS OVER 6'-0" WIDE. CONTROL JOINT SPACING SHALL NOT EXCEED 30'0"
WHENEVER FEASIBLE.
6. CONTROL JOINTS MAY BE BEST LOCATED AT THE ENDS OF LINTELS OVER DOOR
OPENINGS AND EXTEND UP FOR THE REMAINDER OF THE WALL HEIGHT.
7. CONTROL JOINTS TO EXTEND THRU ENTIRE WALL THICKNESS AND FOR FULL
WALL HEIGHT.
8. SUBMIT CONTROL JOINT LOCATIONS AS A SHOP DRAWING SUBMITTAL.
EXTERIOR FINISH
(STUCCO, BRICK,
ETC. - SEE ARCH.)
CONTROL JOINT TREATMENT - SEE ARCHITECTURAL
ELASTOMERIC SEALANT
FELT BUILDING PAPER
3/8
VOID FILLED WITH
MORTAR FULL
HEIGHT OF WALL
ELASTOMERIC SEALANT
FELT BUILDING PAPER THROUGH JOINT
VOID FILLED WITH
MORTAR FULL
HEIGHT OF WALL
3/8"
EXTERIOR FINISH
(STUCCO, BRICK,
ETC. - SEE ARCH.)
1" EXPANSION JOINT
WEATHER TIGHT COVER - SEE ARCH.
ELASTOMERIC SEALANT
FILL WITH
PERLITE
INSULATION
REFER ARCH.
DETAILS FOR
COVER IF REQ'D
1" EXPANSION JOINT
CAULK WITH ELASTOMERIC SEALANTFILL WITH
PERLITE
INSULATION
NO. 9 GAGE JOINT REINF. (ONE PIECE)
PREFAB CORNERS @ 8" O.C.
3'-0"
3'-0"
NO. 9 GAGE JOINT
REINF. (ONE PIECE)
PREFAB TEE @ 8" O.C.
3'-0" 3'-0"
3'-0"
ABBREVIATIONS:
EWB= EACH WAY BOTTOM EWT= EACH WAY TOP
SW= SHORT WAY LW= LONG WAY
90° TO 145°
(SEE PLANS)
P
O
N
M
L
K
J
I
H
G
F
E
D
C
B
A
1 2 3 4 5 6 7 8 9 10
DATE
OF
SEAL
DRAWING TITLE
PROJECT TITLE
DRAWING NO.PROJECT NO.
REVISIONS / SUBMISSIONSNO. DATE
11 12 13 14 15 16 17
106
ANIMAL HEALTH COMPLEX
ZOO ATLANTA
01/25/17
28004
PHASE
100% CD
DRAWN REVIEWED
ATLANTA, GEORGIA
COPYRIGHT © 2017 TORRE DESIGN CONSORTIUM, LTD., A PROFESSIONAL CORPORATION
PRELIMINARY
NOT FOR CONSTRUCTION
ALTHOUGH EVERY EFFORT HAS BEEN MADE IN PREPARING THESE PLANS, ANY USER IS
RESPONSIBLE TO CHECK ALL DETAILS FOR ACCURACY OR ERRORS AND SHALL BE
RESPONSIBLE FOR THE SAME. THIS DRAWING CONTAINS VALUABLE, CONFIDENTIAL,
PROPRIETARY, TRADE SECRET INFORMATION TO WHICH TORRE DESIGN CONSORTIUM,
LTD. HOLDS ALL COPYRIGHTS. NO REPRODUCTION OR OTHER USE OF ANY DRAWING OR
ANY OF ITS CONTENTS IS PERMITTED WITHOUT WRITTEN CONSENT OF TORRE DESIGN
CONSORTIUM, LTD., APC.
XX
AH1.1
FLOOR PLAN
DFL GK
123
10/09/17
81
SH4.0
TYPICAL DETAILS
DFL GK
BEAMS
℄COLUMN
1/4
MIN.
5/8" (MIN.) PL. x (BEAM
FLANGE WIDTH + 1") OR
(COL. WIDTH + 1")
COL. (HSS)
NOTE:
1. SEE PLAN & SCHEDULES FOR SIZES & LOCATION.
2. AT CONT. BEAMS OVER THE COLUMN, PROVIDE 1/2" THICK
STIFFENER PLATES EACH SIDE CENTERED AND WELDED WITH
1/4" FILLET WELD ONE SIDE ONLY (NOT SHOWN HERE).
2 - 3/4" DIA. BOLTS
4 - 3/4" DIA. BOLTS
5/16" (MIN.) SINGLE PL.
5/16
MIN.
4" x 8" x 5/16" PLATE
w/ (2) 1/2" DIA. x 5"
HEADED STUDS
STAGGER JOISTS
WHERE NECESSARY
TO PROVIDE
MINIMUM BEARING
3/161 1/2
ROOF DECK
BOND BEAM w/ 2 #4 CONT.
EXTENDED CHORDS
AS REQ'D
NOTE: MINIMUM JOIST BEARING ON MASONRY TO BE 4"
ROOF DECK
PARAPET WALL- SAME AS
BELOW (GROUT SOLID)
BOND BEAM w/ 2#5 CONT.
EXTENDED CHORDS AS REQUIRED
NOTE: MINIMUM JOIST BEARING ON MASONRY TO BE 4"
℄ BEAM
JOIST
FINISH DECK
CEILING EXTENSION
IF REQ'D
JOIST
2 1/2" MIN.
BEARING
23/16
FINISH DECK
SEE PLAN
EXTENDED JOIST
CHORD DESIGNED BY
MANUFACTURER FOR
LOADS INDICATED
SEE PLAN FOR JOIST
AND BEAM SIZES
EXTERIOR OR
END WALLS
SPECIFIED OR INDICATED LINES OF
BRIDGING ANCHORED AT END WALL USE
CROSS BRIDGING SECOND TWO BAYS
DIAG. OR HORIZ. BRIDGING
FULL LENGTH OF BLDG. &
BTWN @ END WALLS.
BRIDGING ANGLES MAX. L/r =
200. WELD OR BOLT TO JOIST.
ADDED BRIDGING FOR 3 BAYS
WHEN "X" > 8'-0" BUT < 16'-0"
NOTE:
1. WHERE "X" > 16'-0" ADD 2 LINES BETWEEN NORMAL SPECIFIED
BRIDGING LINES FOR 3 BAYS.
2. WORK WIHT 9/SH7
SPAN OF JOISTS
"X""X" "X"
9
SH5
5/16" DIA. x 6" ANCHOR BOLT L5 x5 x5/16 x6"
CLIP @ TOP & BOTT. EACH ROW OF BRIDGING
FINISH DECK
TYP. @ ANGLE TO
JOIST CHORD
3/16
TYP.
SLOT HOLES VERT. IN 4x4
ANGLE
EXTERIOR OR END WALL
WALL
PARALLEL BRIDGING
IN END BAY
BRIDGING
STEEL JOIST
ANCHOR BOLTS BUILT INTO WALL - USE
FULLY GROUTED CELL FOR MASONRY WALL
L 1 1/2 x1 1/2 x3/16" WELD
TO JOIST CHORD
FINGER TIGHTEN 3/4" DIA. BOLT & TACK NUT TO BOLT
VA
RIE
S
NOTE:
1. WORK WITH 6/SH7.
2. BEND PLATE IF NOT 90° TO THE WALL
CL. OF CONCENTRATED LOAD (OVER
150# BUT NOT TO EXCEED 400#) MAX. OF
2 LOADS PER JOIST
CL. OF PANEL POINT
(2) L's 1 1/2 x1 1/2 x3/16"
TYP.
1/8
TYP.
CL. OF PANEL POINT
CL. OF CONCENTRATED HANGING LOAD
(OVER 150# BUT NOT TO EXCEED 400#)
MAX. OF 2 LOADS PER JOIST
17
SH5
CONTRACTOR SHALL COORDINATE ALL
SUPPORT FRAME DIMENSIONS w/
ACTUAL MECH. UNIT PURCHASED
ROOFTOP MECH. UNIT
PREFAB CURB
PROVIDE L4"x4"x5/16"
HEADER BELOW ALL
CURBS SEE FOR
ATTACHMENT
NOTES:
1. PROVIDE VALLEY BLOCKS BELOW CURBS AT METAL DECK.
2. PROVIDE CROSS BRIDGING FOR ONE BAY ON BOTH SIDES
WHEN BRIDGING IS INTERRUPTED.
3. PROVIDE TYPICAL SUPPORT ANGLE FOR ROOF DECK AT DUCT
OPENINGS.
CONTRACTOR SHALL
COORDINATE ALL SUPPORT
FRAME DIMENSIONS w/ ACTUAL
MECH. UNIT PURCHASED
ROOF
STL. JOISTS AS PLAN
L3" x3" x1/4" (4 MIN.)
1/2" DIA. ROD HANGERS (4 MIN.)
L3" x3" x1/4" (2 MIN.)
MECH. UNIT
TYP.
NOTES:
1. USING A MAXIMUM WEIGHT OF 1600# FOR FRAME AS SHOWN, PROVIDE
ADDITIONAL L3" x3" x1/4" TOP & BOTTOM w/ 1/2" Ø HANGERS FOR EA. ADDITIONAL
800# OF MECHANICAL EQUIPMENT.
2. HANGER ROD ANGLE TO BE WITHIN 4" OF JOIST BOTTOM CHORD PANEL POINT OR
PROVIDE REINFORCEMENT OF JOIST PER .
3. PROVIDE CROSS BRIDGING FOR ONE BAY ON BOTH SIDES WHEN BRIDGING IS
INTERRUPTED.
5'-0" MAX.
10
SH5
NOTES:
DETAILING OF STRUCTURAL STEEL CONNECTIONS MUST BE CONSISTENT WITH
RECOGNIZED, PUBLISHED METHODS SUCH AS IN THE AISC "ENGINEERING
JOURNAL".
1. STRUCTURAL STEEL CONNECTIONS HAVE BEEN DESIGNED AND DETAILED BY
THE ENGINEER OF RECORD AS INDICATED ON THESE PLANS AND
ACCOMPANYING GENERAL NOTES.
2. ALTERNATIVE CONNECTION DETAILS MAY BE SUBMITTED ON SHOP DRAWINGS
BY THE CONTRACTOR ONLY IF ACCOMPANIED BY COMPLETE STRUCTURAL
CALCULATIONS PREPARED AND SIGNED AND SEALD BY AN ENGINEER,
LICENSED IN THE PROJECT'S JURISDICTION. FAILURE TO SUBMIT SUCH CALCS.
FOR REVIEW CONCURRENT WITH SHOP DRAWING ERECTION PLANS AND
DETAILS WILL BE CAUSE FOR REJECTION OF THAT SUBMITTAL.
3. CALCS. FOR DETAILS MUST SHOW A RATIONAL ANALYSIS OF A COMPLETE
LOAD PATH, INCLUDING LOCAL EFFECTS ON WEBS, FLANGES, ETC. OF THE
CONNECTED MEMBERS AND THE DEVICES (PLATES, SEATS, BRACKETS, BOLTS,
WEBS, ETC.) AFFECTING ALL CONNECTIONS.
TOTAL
NUMBER
OF BOLTS
IN CLIPS
MINIMUM
CONNECTION
ON BEAM
MAXIMUM
CONNECTION
ON BEAM
3/4" DIA. BOLT
CAPACITY
(KIPS)
(KIPS) E70xx WELD
CAPACITY NOTE 1
2
4
6
8
10
12
W5,W6
W8,W10,W12
W14,W16,W18
W21,W24
W27,W30
W33,W36
A325-N
A325-X
NOTE 2
18.6 22.7
37.2 45.4
55.8 68
74.4
91
93.0 113
112 136
3/16
1/4
MIN.
WEB
5/16
18.9 .17 27.8 .26 34.8 .32
25.4 .26 34.0 .35 42.5 .44
.28 53.5 .37 66.2 .46
55.5
.29 74.2 .39 90.8 .48
70.0 .30 94.9 .41 116
W5,W6
W8,W10
W12,W14
W16
W18
W21
40.7
84.8
.31 114 .42 141 .52
.50
MIN.
WEB
MIN.
WEB
NOTES:
1. WHEN BEAM WEB THICKNESS IS LESS THAN MINIMUM REQUIRED
NOTE: DO NOT USE THIS DETAIL FOR COLUMNS LESS THAN 8" x 8"
1 3/4"
ALL ANGLES (CLIPS)
TO BE 3x3x5/16 3x3x3/8
(FOR 5/16" WELDS)
BEAM WEB
VARIES
3" T
YP
.
1 1/4"
3"
1 1/4"
1/2"
FOR WELD SIZE,
SEE TABLE
FRAMING MEMBER
STEEL DECK
1/2" PLUG WELDS @
18" O.C. @ EA.
BEARING - TYP.
L 4 x3 x1/4 LLV - TYP.2'-0"
MIN.
L 5 x3 1/2 x5/16 x4" LLV
L 1 1/2 x1 1/2 x1/8
L 1 1/2 x1 1/2 x1/8
1/8
2@12
L 4 x3 x1/4 LLV
L 4 x3 x1/4 LLV
3/16
L 5 x3 1/2
x5/16" LLV
FRAMING MEMBER
3/16
3
L 5 x3 1/2 x5/16 LLV
STEEL
JOIST
STEEL
JOIST
C6x8.2(TYP.)
STEEL
ROOF
DECK
PANEL POINTS OF
JOIST
C6
3/16
L7x4x3/8x0'-4" (LLV)
STEEL
JOIST
THICKNESS OF THICKER
PART JOINED (INCHES)
MINIMUM SIZE OF
FILLET WELD (INCHES)
3/16
1/4
5/16OVER 3/4
OVER 1/2 TO 3/4
OVER 1/4 TO 1/2
TO 1/4 INCLUSIVE1/8
CONC. ROOF SLAB - SEE
PLAN FOR SCHEDULE,6/SH6
90° HOOK FOR SLAB REBAR90° HOOK ON WALL BAR
-SEE OTHER DETAILS
CMU WALL -SEE
OTHER DETAILS
SLAB REINF. -SEE
SLAB SCHEDULE
6"
BOLT OR
WELD
3/16
3/16
3/16
3/16
3/16
SP
AN
P
O
N
M
L
K
J
I
H
G
F
E
D
C
B
A
1 2 3 4 5 6 7 8 9 10
DATE
OF
SEAL
DRAWING TITLE
PROJECT TITLE
DRAWING NO.PROJECT NO.
REVISIONS / SUBMISSIONSNO. DATE
11 12 13 14 15 16 17
106
ANIMAL HEALTH COMPLEX
ZOO ATLANTA
01/25/17
28004
PHASE
100% CD
DRAWN REVIEWED
ATLANTA, GEORGIA
COPYRIGHT © 2017 TORRE DESIGN CONSORTIUM, LTD., A PROFESSIONAL CORPORATION
PRELIMINARY
NOT FOR CONSTRUCTION
ALTHOUGH EVERY EFFORT HAS BEEN MADE IN PREPARING THESE PLANS, ANY USER IS
RESPONSIBLE TO CHECK ALL DETAILS FOR ACCURACY OR ERRORS AND SHALL BE
RESPONSIBLE FOR THE SAME. THIS DRAWING CONTAINS VALUABLE, CONFIDENTIAL,
PROPRIETARY, TRADE SECRET INFORMATION TO WHICH TORRE DESIGN CONSORTIUM,
LTD. HOLDS ALL COPYRIGHTS. NO REPRODUCTION OR OTHER USE OF ANY DRAWING OR
ANY OF ITS CONTENTS IS PERMITTED WITHOUT WRITTEN CONSENT OF TORRE DESIGN
CONSORTIUM, LTD., APC.
XX
AH1.1
FLOOR PLAN
DFL GK
123
10/09/17
82
SH5.0
TYPICAL DETAILS
DFL GK
NOTE:
1. JOINTS SHALL BE LOCATED WITHIN MIDDLE 1/3 OF
SPAN.
2. WHERE NO TOP FULL LENGTH BARS OCCUR
PROVIDE #4x4'-0" @ 18" TOP CENTERED OVER
JOINT.
COAT JOINT w/ BONDING AGENT
PRIOR TO SECOND POUR
SLAB REINF CONT THRU JOINT
#4x6"-0" @ 12" O.C. @
MID-DEPTH OF SLAB
ADD 2 #5 x 6'-0" TYP AT
MID-DEPTH OF SLAB
SEE NOTE 2
1/4" BEVEL
FIRST
POUR
SECOND
POUR
KEY
H T
T/3LESS THAN 6"
2 1/2"6" TO 8 1/2"
3 1/2"
9" TO 11"
11 1/2" & LARGER
T/3
1 1/2"
"H
"
T
2-#5 x BEAM SPACING
FOR EA. 12" OF
OPENING WIDTH
2-#5 x TWICE OPENING WIDTH
FOR EACH 12" OF OPENING WIDTH
LE
NG
TH
SLA
B S
PA
N
BE
AM
S
PA
CIN
G
STEEL BEAM
WIDTH
30" MAX.
ONLY MEMBERS
AT OPENING EDGE
WHEN DISTANCE
IS LESS THAN 12"
W8x15 FOR WIDTHS
OF 31" TO 84" W8x28 FOR
WIDTHS OF 85" TO 11'-0"
W8x28
LE
NG
TH
4"
4"
4"
WIDTH
4"
STEEL BEAM
SLA
B S
PA
N
SH6
NOTES:
1. SEE SCHEDULES FOR SLAB THICKNESS AND REINFORCING.
2. PROVIDE TEMPERATURE REINFORCEMENT TRANSVERSE TO MAIN REINFORCEMENT IN SOLID SLAB AS FOLLOWS: 8"
SLAB - #4 @ 12" ; 6" SLAB - #4 @ 18"; 4" SLAB - #3 @ 15"; 5" SLAB - #3 @ 12"; 7" SLAB - #4 @ 15"; 9" SLAB - #4 @ 12" LAP
WITH TENSION SPLICES. SEE DETAIL 8/SH6 FOR SCHEDULE. ALTERNATING BARS MAY BE USED AS SUPPORT BARS FOR
TOP MAIN REINFORCING.
3. A MINIMUM OF TWO BOTTOM BARS SHALL TERMINATE WITH HOOKS INTO EXTERIOR COLUMNS AND CONTINUE THRU OR
TENSION LAP AT INTERIOR COLUMNS. TENSION LAP FULL LENGTH (FL) BARS AT MIDSPAN. EXTEND FL BARS.
4. TO 1/3 POINT OF ADJACENT SPAN IF NO FL TOP BARS OCCUR IN THAT SPAN.
5. SLAB IS SHOWN SUPPORTED ON BEAMS BUT ALSO IS SUPPORTED ON CMU WALL, SEE PLAN. HOOK CMU VERT. WALL
REINF. WITH 90° STD. HOOK.
6. FOR SLABS THAT SLOPE TO DRAINS, CAST SLAB AT MINIUMUM THICKNESS= SLAB THICKNESS SHOWN ON THE PLANS OR
IN THE SCHEDULE OR BUILD SLAB SOFFIT WITH THE SLOPING SURFACE AND CAST SLAB AT A CONSTANT THICKNESS.
NOTES:
1. THE ABOVE SHALL BE MINIMUM REINFORCING AND
ARRANGEMENTS FOR WALLS UNLESS OTHERWISE DETAILED.
2. ALL SPLICES SHALL BE TENSION LAP SPLICES UNLESS
APPROVED OTHERWISE BY THE STRUCTURAL ENGINEER. SEE
DETAIL 8/SH6 FOR SCHEDULE.
NOTES:
1. LAP SPLICE SHOWN APPLY FOR BEAM, SLAB AND WALL REINFORCING BARS.
2. THIS DETAIL DOES NOT APPLY TO COLUMN VERTICAL BARS.
3. TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12 INCHES OF CONCRETE
CAST BELOW THE BARS.
4. THE USE OF TABULATED VALUES IN THIS COLUMN IS DEPENDENT UPON A MINIMUM
CONCRETE COVER AS FOLLOWS: OUTER LAYER BARS IN WALLS AND SLABS
REQUIRE 2db MINIMUM COVER, ALL OTHER BARS REQUIRE db MINIMUM COVER. IF
MINIMUM COVER REQUIREMENTS ARE NOT MET, VALUES IN THE "LESS THAN 4db"
COLUMN SHALL BE USED.
5. FOR LIGHTWEIGHT AGGREGATE, MULTIPLY ABOVE VALUES BY 1.3.
6. FOR EPOXY-COATED BARS MULTIPLY TOP BARS BY 1.31, OTHER BARS BY 1.50.
HSS JOIST SEAT WITH 3/8" CAP PLATE - ALL WELDED
TO W8. FIELD WELD JOIST SEAT TO CAP PLATE.
SEE PLANS FOR SLOPES AND W8 GEOMETRICS.
SLOPE IS NOT TRUE SCALE. SECTION IS CUT
NORMAL TO THE W8.
S
L
O
P
E
-S
E
E
A
R
C
H
D
W
G
S
K18 JOIST
-SEE PLAN
STEEL ROOF DECK
-SEE PLAN
BENT PLATE OR
ANGLE -1/4"
2"&8"
12K JOIST, SEE PLAN
W16, SEE PLAN
STEEL FLOOR DECK,
SEE PLAN
TOP OF STEEL
DECK, SEE PLAN
DOWELS TO MATCH
WALL REINF, WELD
TO BEAM FLANGE
10K JOIST, SEE PLAN
CMU WALL, SEE
PLAN AND DETAILS
3'-0"
NOTES:
1. ALL TOP AND BOTTOM BARS INTERRUPTED BY THE OPENING
SHALL BE REPLACED WITH ADDITIONAL REINFORCING EQUAL
TO THAT INTERRUPTED. PLACE HALF OF THE ADDITIONAL
REINFORCING ON EACH SIDE OF OF THE OPENING AND
EXTEND IT 3'-0" BEYOND OPENING. PROVIDE STANDARD
HOOK IN BARS AT EDGE OF SLAB WHERE 3'-0" EXTENSION IS
NOT POSSIBLE. BOXED OUT OPENINGS, RECESSED BOXES
AND PIPE
2. SLEEVE CLUSTERS SHALL BE TREATED AS SLAB OPENINGS.
3. OPENINGS LESS THAN 1'-0" NEED NO SPECIAL REINFORCING.
4. CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER
OF ANY OPENING GREATER THAN 1'-0" WHICH IS NOT SHOWN
ON THE STRUCTURAL DOCUMENTS.
ADDED REINFORCING EQUAL
TO HALF THE REINFORCING
INTERRUPTED
2 #5 @ MIDDEPTH
OF SLAB - TYP
SLAB REINFORCING
SQUARE, ROUND OR RECTANGULAR
OPENING (3'-0" MAX DIMENSION)
1
1
/
2
"
3
"
2
'
-
6
"
T
Y
P
2
'
-
6
"
T
Y
P
P
O
N
M
L
K
J
I
H
G
F
E
D
C
B
A
1 2 3 4 5 6 7 8 9 10
DATE
OF
SEAL
DRAWING TITLE
PROJECT TITLE
DRAWING NO.PROJECT NO.
REVISIONS / SUBMISSIONSNO. DATE
11 12 13 14 15 16 17
106
ANIMAL HEALTH COMPLEX
ZOO ATLANTA
01/25/17
28004
PHASE
100% CD
DRAWN REVIEWED
ATLANTA, GEORGIA
COPYRIGHT © 2017 TORRE DESIGN CONSORTIUM, LTD., A PROFESSIONAL CORPORATION
PRELIMINARY
NOT FOR CONSTRUCTION
ALTHOUGH EVERY EFFORT HAS BEEN MADE IN PREPARING THESE PLANS, ANY USER IS
RESPONSIBLE TO CHECK ALL DETAILS FOR ACCURACY OR ERRORS AND SHALL BE
RESPONSIBLE FOR THE SAME. THIS DRAWING CONTAINS VALUABLE, CONFIDENTIAL,
PROPRIETARY, TRADE SECRET INFORMATION TO WHICH TORRE DESIGN CONSORTIUM,
LTD. HOLDS ALL COPYRIGHTS. NO REPRODUCTION OR OTHER USE OF ANY DRAWING OR
ANY OF ITS CONTENTS IS PERMITTED WITHOUT WRITTEN CONSENT OF TORRE DESIGN
CONSORTIUM, LTD., APC.
XX
AH1.1
FLOOR PLAN
DFL GK
123
10/09/17
83
SH6.0
TYPICAL DETAILS
DFL GK
L6x3
1
2
xLLV
(SEE )
FIRST STEEL JOIST
FROM WALL
(SEE PLAN)
TYP. AT
EA. END
PUDDLE WELD AT
EVERY FLUTE
CMU WALL - SEE
PLANS AND SECTIONS
BOND BEAM W/2#5
CONT. AROUND BLDG
(STEP AS NEEDED
FOR ROOF STEEP)
PUDDLE WELD = SAME SPACING
EVERY DECK FLUTE (SEE 11/SRC9)
FOR ANGLE L6x3
1
2
BETWEEN
JOISTS SEE
(JOISTS NOT SHOWN)
STEEL ROOF DECK
(SEE PLAN)
CMU WALL
SEE PLANS
AND SECTIONS
NUT & WASHER
ON EACH END OF
THREADBAR
NUT & WASHER
ON EACH END
OF THREADBAR
ROOF DECK -SEE
PLAN & NOTES
CONTRACTOR MAY SUBMIT
EQUAL DRILL-IN EPOXY
THREADBAR
BOND BEAM AT
JOIST BEARING
W/2#5, CONT.
AROUND BLDG
(STEP AS
NEEDED FOR
ROOF STEEP)
PARAPET
SEE 3/SH5
PARAPET IF
WALL IS
THICKER BELOW
PARAPET IF WALL IS
THICKER BELOW
3/16
3/16
L2x2x
1
4
BETWEEN
DECK FLUTES
PARAPET
SEE 3/SH5
CMU WALL
SEE PLANS
AND SECTIONS
2"
ROOF
DECKING
SEE PLAN
& NOTES
CMU WALL - SEE
PLANS & SECTIONS
& NOTES ON 2 & 3 OF
THIS SHEET
4 - 1/2" Ø THREADER
A-307 BOLTS, EVENLY
SPACED W/ 4" END
DIST. EACH END
L6x3
1
2
x
3
8
LLV x
4'-0" MAX SECTIONS
2/3rd t OF LOWER
CMU (MIN)
t
CONTRACTOR MAY SUBMIT
EQUAL DRILL-IN EPOXY
THREADBAR
2/3rd t OF LOWER
CMU (MIN)
t
4 - 1/2" Ø THREADBAR
A-307 BOLTS, EVENLY SPACED
W/ 4" END DIST. ON ANGLE
1. WORK WITH
2. PROVIDE ONE STRUT AT 4'-0" MAX. O.C. &
COORDINATE W/ DECK LAYOUT.
ALTERNATE - INSTALL ON UNDERSIDE OF
L6X3 1/2 AND JOIST CHORD.
3. PUDDLE WELD EVERY DECK FLUTE AT
FIRST JOIST FROM WALL
NOTES:
BOND BEAM AT
JOIST BEARING
W/2#5, CONT.
AROUND BLDG
(STEP AS NEEDED
FOR ROOF STEEP)
NOTE: WORK WITH 7/SH7
SLAB-ON-GRADE
NOTES:
1. COORDINATE DIMENSIONS WITH SAFE PROVIDED.
2'-0"
NOTE 1
2'-0
"
NO
TE
1
#4@12" O.C. EW, EF
3"12"
3"
FOR CONCRETE: 4" EMBED (DO
NOT DAMAGE SLAB REBAR)
1" EDGE DIST.
1'-6"
3/4" Ø X 4" EMBED.
HILTI KWIK BOLTS IN
CONCRETE
7/16" SLOTS FOR FOR
HY20 IF NEEDED (SEE
BELOW)
3/4" CLEAR TO TOP OF
MASONARY (DO NOT
GROUT OR FILL SPACE)
6" X 4" X 5/16" (LLV) X 1'-0" LONG
@ 4'-0" O.C. AT MOST EA. SIDE
OF WALL ( AT 2'-0" O.C. FOR ONE
SIDE ONLY)
CONC. SLAB OR BOTTOM OF DECK
FLUTE OR STEEL BEAM BOTTOM
(WELD WITH 2" MIN. OF 1/4 " FILLET
WELD CENTERED ON THE ANGLE,
SEE NOTE 1. PUDDLE WELD ROOF
DECK FLUTES TO CLIP ANGLES
WITH 3 5/8" Ø WELDS.
WITH 1 1/2 " VERT SLOTTED
HOLE AND 2-HILTI HIT HY20
3/8" Ø X 6" EMBED SET
BOLT AT BOTTOM OF SLOT.
SEE NOTE 1
CMU INTERIOR PARTITION WALL
SEE ARCH. DWGS. FOR
LOCATIONS
BOLT NOT SHOWN
IF STRUCTURAL STEEL (TYP)
NOTE:
1. STAGGER THIS BOLTED ANGLE ON EACH SIDE OF
THE WALL.
2. AT STEEL BEAMS AND JOISTS - DO NOT BUILD
MASONRY TIGHT TO THE BEAMS OR JOISTS. LEAVE
AT ABOUT 1" CLEAR ALL AROUND.
NOTES:
1. DOWEL BARS SAME SIZE AND SPACING AS HORIZONTAL
2. REINFORCING. SEE DETAIL 8/SH8 FOR TENSION LAP SPLICE SCHEDULE.
3. CORNER BARS MAY BE SUBSTITUTED FOR 90° HOOKS ON ENDS OF HORIZONTAL BARS
FOR EACH LAYER OF REINFORCING. LENGTH OF EACH LEG TO BE TENSION LAP PER
DETAIL 5/SRC10.
STD 90° HOOK
OR CORNER BARS
STD 90° HOOK
OR CORNER BARS
1 VERT BAR -TYP
TENSION LAP
SPLICE
STD 90° HOOK
CLEAN AND ROUGHEN
SURFACE TYP
ALT HOOKS
2 VERT BARS - TYP
TENSION
LAP
CLEAN AND
ROUGHEN
SURFACE TYP
STD 90° HOOK
TENSION
LAP
EXPANISON TYPE PVC
WATERSTOP WITH
FLEX CENTER
STOP ALL REINF 2" CLR
FLEXIBLE SEALANT ON
EXTERIOR FACE -
COORDINATE WITH
WATERPROOFING
SYSTEM
PREFORMED
EXPANSION MATERIAL
EXP JOINT
FLEXIBLE SEALANT ON
EXTERIOR FACE -
COORDINATE w/
WATERPROOFING
SYSTEM
PREFORMED
EXPANSION MATERIAL
STOP ALL
REINF 2" CLR
EXPANSION TYPE PVC
WATERSTOP w/ FLEX
CENTER
EXP JOINT
1 1/2"
1/3 T
T
NOTE:
1. PROVIDE CONSTRUCTION JOINT OR CONTROL JOINT
AT 25'-0" MAX. SPACING.
2. LOCATE FIRST JOINT NO FURTHER THAN 15'-0" FROM
CORNER.
3. JOINT LOCATIONS AND DETAILS TO BE APPROVED BY
ARCHITECT AND STRUCTURAL ENGINEER.
4. DO NOT USE THIS DETAIL FOR SHEARWALLS OR
WALLS DESIGNED TO SPAN HORIZONTALLY.
5. PRIOR TO SECOND PLACEMENT OF WALL AT
CONSTRUCTION JOINTS, ABRASIVE BLAST OR CHIP
FIRST PLACEMENT FACE OF JOINT TO REMOVE
LAITANCE HONEY COMBING, ETC. CLEAN WITH
WATER AND STIFF BRUSH AND MAKE SECOND
PLACEMENT WHEN CONCRETE IS DAMP.
1/2" x1/2" JOINT w/
SEALANT(EACH FACE)
CUT ALT #4 HORIZ BARS BOTH FACES AT
JOINTS. DO NOT CUT LARGER BAR SIZES.
SECOND PLACEMENT
FIRST PLACEMENT
3" TYP
VERT REINF
1 1/2"3"
EQ
HORIZ REINF
EQ
EQ
CONT KEY
NOTE: WORK WITH 6/SH7
(JOISTS NOT SHOWN)
BOND BEAMS
SEE 7/SH7
K-JOISTS -SEE PLAN
BRIDGING -SEE PLAN
CMU WALL -SEE
PLANS & DETAILS
CONT. BOND
BEAMS AT
JOIST
BEARING
L4x3 (TYP.)
L2x2 (TYP.)
NOTE: WORK WITH 8/SH5
3/8" x7" PLATE
AS NEEDED
L
8" TYP.
4"
TYP. 1"Ø X 6"
HEADED STUD AT
CENTERLINE NOT
NEEDED AT
ROCKWORK
COORDINATE WITH
ARCHITECTURAL DWGS
4"
3/4" Ø X 6" HIGH
HEADED STUDS @
8" O.C. MAX @ LINTEL CENTERLINE -
COORDINATE WITH MASONRY
SEE SCHEDULE
(A36 OR BETTER STEEL)
1/4"
1/4"
2" @ 8"
NOTES:
1. SEE PLANS FOR BEARING WALL LOCATIONS. SEE ARCHITECTURAL DRAWINGS
FOR WINDOW, DOORWAY AND DUCT OPENING LOCATIONS.
2. SUBMIT BEARING WALL LINTEL LAYOUT TO ARCHITECT AND ENGINEER FOR
REVIEW AND APPROVAL.
3. SEE TYPICAL WALL REINFORCING DETAILS FOR FURTHER INFORMATION. SEE
GENERAL NOTES FOR MASONRY ANCHORS.
4. PROVIDE THE SAME LINTEL AT ROCKWORK U.N.O. AT ROCKWORK THERE WILL
BE 2 LINTELS, ONE FOR MASONRY, ONE FOR ROCKWORK.
5/16"
TYP.
5/16"
8"
0'-7" X 8" X 5/8"
B.P.(CENTERED)
SEE DETAIL 11
NOTES:
1. USE AT ALL LINTELS, BUT W8 X 13
2. A-36 STEEL OR BETTER
W BEARING WALL LOOSE
LINTEL (SEE SCHEDULE)
P
O
N
M
L
K
J
I
H
G
F
E
D
C
B
A
1 2 3 4 5 6 7 8 9 10
DATE
OF
SEAL
DRAWING TITLE
PROJECT TITLE
DRAWING NO.PROJECT NO.
REVISIONS / SUBMISSIONSNO. DATE
11 12 13 14 15 16 17
106
ANIMAL HEALTH COMPLEX
ZOO ATLANTA
01/25/17
28004
PHASE
100% CD
DRAWN REVIEWED
ATLANTA, GEORGIA
COPYRIGHT © 2017 TORRE DESIGN CONSORTIUM, LTD., A PROFESSIONAL CORPORATION
PRELIMINARY
NOT FOR CONSTRUCTION
ALTHOUGH EVERY EFFORT HAS BEEN MADE IN PREPARING THESE PLANS, ANY USER IS
RESPONSIBLE TO CHECK ALL DETAILS FOR ACCURACY OR ERRORS AND SHALL BE
RESPONSIBLE FOR THE SAME. THIS DRAWING CONTAINS VALUABLE, CONFIDENTIAL,
PROPRIETARY, TRADE SECRET INFORMATION TO WHICH TORRE DESIGN CONSORTIUM,
LTD. HOLDS ALL COPYRIGHTS. NO REPRODUCTION OR OTHER USE OF ANY DRAWING OR
ANY OF ITS CONTENTS IS PERMITTED WITHOUT WRITTEN CONSENT OF TORRE DESIGN
CONSORTIUM, LTD., APC.
XX
AH1.1
FLOOR PLAN
DFL GK
123
10/09/17
84
SH7.0
TYPICAL DETAILS
DFL GK
2x1
4
2x1
4
2-2
x1
4
2-2
x1
4
2-2
x1
6
8x16 8x16
4x166x16 12x16
6
x
1
6
6
x
1
6
2x1
4
2x1
4
2x1
4
2x1
4
2-2
x1
6
2x1
4
2-2x16
2-2x16
3
SH8
1
S
H
8
CONCRETE
WALL BELOW,
SEE SECTION
4
SH8
OUTSIDE FACE
OF CONC WALL
CANT
3
S
H
8
CONCRETE
WALL
CONCRETE
WALL BELOW
DECKING SPAN , SEE PLAN NOTE 2
T/ DECK = 1003.98' U.N.O.
2x1
4
DECKING SPAN , SEE PLAN NOTE 2
T/ DECK = 1002.88' U.N.O.
T/ CONC
1002.88'
T/ CONC
1002.88'
T/ CONC
1002.88'
2
S
H
8
FACE OF WALL
FACE OF WALL
SIM
4
S
H
8
SIM
CANTILEVER,
TYP.
WOOD POST 8x8, TYP.
SEE DETAIL 5/SH8.
AT OPEN ENDS FASTEN 2x14 RIM JOIST
T0 JOIST ENDS WITH 3 SCREWS SPACED
EVENLY @ 5" O.C. INTO ENDS OF 2x14
JOISTS. BUTT JOINT AT 2- 2x14.
EXISTING AIR COMPRESSOR - SEE
ARCHITECTURAL DRAWINGS AND
SHORE DURING BACKWALL
CONSTRUCTION. AIR COMPRESSOR
MUST BE IN WORKING CONDITION
AT ALL TIMES.
2x1
4
2
BEAMS - (SEE PLANS - JOISTS AND
DECKING NOT SHOWN)
8x6 STRUTS W/ #2 SR SOUTHERN PINE (TYP.)
WITH SIMPSON OR EQUAL STRAPS
5'-0" MAX
AND EQUAL
MST C52
BENT EACH
SIDE (TYP.)
℄ POSTS -
SEE PLAN
(TYP.)
TYP. BLOCK DIAGONALS TO STRUTS AND
WHERE DIAGNALS CROSS WITH SOLID WOOD
2x10 BRACES #2
SOUTHERN PINE (TYP.)
MST C28 EACH
SIDE (TYP.)
VA
RIE
S
("h")
5'-0" MAX
AND EQUAL
5'-0" MAX
AND EQUAL
NOTE:
1. X-BRACE BAYS IN EACH DIRECTION AS SHOWN ON PLANS.
2. 7/8" DIAMETER LAG SCREWS WITH 7" EMBEDMENT, 7" END DISTANCE
AND 3" SPACING CENTERED ON BRACES.
3. ANY POSTS "h" LESS THAN 6'-6" DOES NOT NEED 8x6 STRUTS.
HARDWARE SCHEDULE
POST BASE: ABU88 WITH GROUT UNDER STANDOFF
BEAM POST/SEAT CAP: SPECIAL ORDER CC148
JOIST HANGER: LB214 OR SKEWED EQUAL
BOLT ALL WOODEN PLATES TO WALLS WITH 1/2 "Ø x 6" EMBED ANCHOR
RODS @ 2'-0" MAX O.C. FASTEN ALL WOOD MEMBERS WITH SIMPSON OR
EQUAL CLIPS. TOE NAILING IS NOT ALLOWED.
ALL HARDWARE IS SIMPSON OR EQUAL.
ALL FASTENING NOT SHOWN OR NOTED SHALL BE WITH 1/4" Ø X 5" MIN.
STAINLESS STEEL SCREWS. USE GALVANIZED NAILS AS CALLED FOR WITH
SIMPSON HARDWARE.
PLAN NOTES:
1. LIVE LOAD = 100 PSF
2. ALL DECKING IS 2"X6" (6" FLAT) #2 SOUTHERN PINE WITH 3/16" GAPS.
3. ALL JOISTS ARE #2 SOUTHERN PINE. SPACE JOISTS 1'-0" O.C. MAX.
4. ALL TIMBERS AND POSTS ARE #2 SR SOUTHERN PINE.
X = CROSS BRACING
5. BUTT DECKING AT 2 - 2x14 IF POSSIBLE.
TYP. -
BLOCKING
5 1/2", TYP.
8"X6" AS
NEEDED
(TYP.)
PIER - SEE
2/SH8
NOTE 2, TYP.
1'-0" MAX - SAME AT
EACH LOCATION
CENTERLINE
BEAM SEAT
CAP, (TYP.)
14X18
1
FASTEN 2-2X14 TO ALL CANTILEVERED JOIST ENDS
WITH 3 SCREWS X 6" LONG SPACED EVENLY @ 5" O.C.
INTO ENDS OF 2X14 JOISTS.
SEE NOTE 6 ON TRELLIS FRAMING PLAN, 5/SH2.A, FOR
SCREENWALL POST PLATE FASTENED TO THIS WALL.
EXISTING BUILDING
N
E
W
B
U
I
L
D
I
N
G
-
S
E
E
D
R
A
W
I
N
G
S
H
1
DECK EDGE - TYPICAL
SEE ARCH. DWGS FOR
HANDRAIL/GUARDRAIL
DETAIL AT OPEN EDGES
P
O
N
M
L
K
J
I
H
G
F
E
D
C
B
A
1 2 3 4 5 6 7 8 9 10
DATE
OF
SEAL
DRAWING TITLE
PROJECT TITLE
DRAWING NO.PROJECT NO.
REVISIONS / SUBMISSIONSNO. DATE
11 12 13 14 15 16 17
106
ANIMAL HEALTH COMPLEX
ZOO ATLANTA
01/25/17
28004
PHASE
100% CD
DRAWN REVIEWED
ATLANTA, GEORGIA
COPYRIGHT © 2017 TORRE DESIGN CONSORTIUM, LTD., A PROFESSIONAL CORPORATION
PRELIMINARY
NOT FOR CONSTRUCTION
ALTHOUGH EVERY EFFORT HAS BEEN MADE IN PREPARING THESE PLANS, ANY USER IS
RESPONSIBLE TO CHECK ALL DETAILS FOR ACCURACY OR ERRORS AND SHALL BE
RESPONSIBLE FOR THE SAME. THIS DRAWING CONTAINS VALUABLE, CONFIDENTIAL,
PROPRIETARY, TRADE SECRET INFORMATION TO WHICH TORRE DESIGN CONSORTIUM,
LTD. HOLDS ALL COPYRIGHTS. NO REPRODUCTION OR OTHER USE OF ANY DRAWING OR
ANY OF ITS CONTENTS IS PERMITTED WITHOUT WRITTEN CONSENT OF TORRE DESIGN
CONSORTIUM, LTD., APC.
XX
AH1.1
FLOOR PLAN
DFL GK
123
10/09/17
85
SH8.0
DECK FRAMING PLAN
DFL GK
8X16
PROTECT
EXISTING TREE
2
T/FOOTING EL
(SEE PLAN) OR
1'-4" MIN BELOW
FIN. FLOOR
UNDERDRAIN,
DETAIL 12/SH3
SEE GRADING PLAN,
DWG GP1.1
LANDING EL.
SEE ARCH. STAIR
SECTION
P
O
N
M
L
K
J
I
H
G
F
E
D
C
B
A
1 2 3 4 5 6 7 8 9 10
DATE
OF
SEAL
DRAWING TITLE
PROJECT TITLE
DRAWING NO.PROJECT NO.
REVISIONS / SUBMISSIONSNO. DATE
11 12 13 14 15 16 17
106
ANIMAL HEALTH COMPLEX
ZOO ATLANTA
01/25/17
28004
PHASE
100% CD
DRAWN REVIEWED
ATLANTA, GEORGIA
COPYRIGHT © 2017 TORRE DESIGN CONSORTIUM, LTD., A PROFESSIONAL CORPORATION
PRELIMINARY
NOT FOR CONSTRUCTION
ALTHOUGH EVERY EFFORT HAS BEEN MADE IN PREPARING THESE PLANS, ANY USER IS
RESPONSIBLE TO CHECK ALL DETAILS FOR ACCURACY OR ERRORS AND SHALL BE
RESPONSIBLE FOR THE SAME. THIS DRAWING CONTAINS VALUABLE, CONFIDENTIAL,
PROPRIETARY, TRADE SECRET INFORMATION TO WHICH TORRE DESIGN CONSORTIUM,
LTD. HOLDS ALL COPYRIGHTS. NO REPRODUCTION OR OTHER USE OF ANY DRAWING OR
ANY OF ITS CONTENTS IS PERMITTED WITHOUT WRITTEN CONSENT OF TORRE DESIGN
CONSORTIUM, LTD., APC.
XX
AH1.1
FLOOR PLAN
DFL GK
123
10/09/17
86
SH9.0
TYPICAL DETAILS
DFL GK