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.

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

75

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

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

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

V

E

D

D

O

D

O

H

I

G

H

L

O

W

H

S

S

8

x

6

x1

4

H

S

S

8

x

6

x

1

4

P

O

L

Y

C

A

R

B

O

N

A

T

E

D

E

C

K

,

N

O

T

E

@

@

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

I

N

G

S

H

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

O

F

C

U

R

V

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