Attachment__2_-_Drawings_dated_30_October_2013_-_Part_5.pdf

TCX TOP CHORD EXTENSION

E0S EDGE OF SLAB

OUT TO OUT

OUTSIDE DIAMETER

OUTSIDE FACE

ON CENTER

OPENING

PLATE

OPPOSITE

OPEN WEB

POWDER ACTUATED FASTENER

POUNDS PER LINEAL FOOT

RADIUS

REFERENCE

RIGHT

RADIUS POINT

ROOF TOP UNIT

REVISION

RETURN

REINFORCEMENT

POUNDS PER SQUARE FOOT

POUNDS PER SQUARE INCH

PRESSURE TREATED

PROJECTION

O/O

OPNG

OC

OF

OD

OPP

0W

PLF

PAF

PL

ADJ

AB

AHU

AFF

ALUM

BUILDING

ARCH

APPD

B/

BLDG

APPROX

ALT

APPROXIMATE

APPROVED

ALTERNATE

ALUMINUM

ADJACENT

BOTTOM OF

ARCHITECT

AIR HANDLING UNIT

ABOVE FINISHED FLOOR

ANCHOR BOLT

PT

PSF

PSI

REF

RAD

RP

REV

RET

RTU

RT

BOTTOM

BEARING

BETWEEN

BLOCK

BRG

BOT

BRDG

BTWN

BLK

CLEAR

COLUMN

CHAM

CIRC

C/C

CLR

COL

CMU

CJ

CANT

BRIDGING

CANTILEVER

CONTROL JOINT

CIRCULAR

CHAMFER

CONCRETE MASONRY UNITS

CENTER TO CENTER

BEAMBM

PROJ

REINF

SLAB BOLSTER

STEP FOOTING

SPECIFICATIONS

SCHEDULE

SECTION

SIMILAR

SLEEVE ANCHOR

STEEL

STAINLESS STEEL

STANDARD

STIFFENERS

SPACING,ES

SQUARE

SHORT SLOTTED HOLES

TOP OF

SYMMETRICAL

TOP AND BOTTOM

TIE BEAM

TIE COLUMN

TYPICAL

TUBE STEEL

TRANSVERSE

TEMPORARY

UNLESS NOTED OTHERWISE

SB

SA

SIM

SPEC

SF-

SECT

SSL

SQ

SP

STIFF

STL

STD

SS

CONST

CONN

CONC

CTRD

COORD

CONTR

CONT

DOUBLE

DEPTH

DETAIL

D

DBL

DIA

DIM

DIAG

DET

CONSTRUCTION

COORDINATE

CONTINUOUS

CONTRACTOR

CENTERED

DIMENSION

DIAGONAL

DIAMETER

CONNECTION

CONCRETE

SYMM

TC

T&B

TB

T/

TYP

TS

TRAN

UNO

TEMP

EACH

EAST

DWGS

EB

EF

EA

E

EQUAL

EL

ELEV

EMBED

EJ

EQ

ENGR

EQUIP

DRAWINGS

EXPANSION BOLT

EACH FACE

EMBEDMENT

EQUIPMENT

ELEVATOR

ENGINEER

ELEVATION

EXPANSION JOINT

DEAD LOADDL

SCHED

WEST

WITH

WITHOUT

VERTICAL

WEIGHT

WORK POINT

WELDED WIRE MESH

W

VERT

W/ W/O

WT

WWM

WP

EXISTING

EXP

EW

ES

EXT

EXIST

FINISH

FLOOR

FEET

FOOTING

FRAMING

FF

FLR

FIN

FTG

FRMG

FT

FDN

FC

EXTERIOR

EXPANSION

FILLED CELL

EACH WAY

FOUNDATION

FINISHED FLOOR

EACH SIDE

GAUGE

FV

GA

GALV

HORIZ

HEIGHT

INCH

HSB

HT

IF

IN

ID

HSA

HORIZONTAL

GALVANIZED

INSIDE DIAMETER

INSIDE FACE

HIGH STRENGTH BOLT

HEADED STUD ANCHOR

FIELD VERIFY

EQUIVALENTEQUIV

SOUTHS

INTERIOR

LONG

POUND

INCL

INT

LL

LG

LB

LIGHT

LLV

LLH

LONG

LTWT

LT

LSL

LLBB

INCLUDE, ING

LIVE LOAD

LIGHTWEIGHT

LONGITUDINAL

LONG LEG BACK TO BACK

LONG SLOTTED HOLES

LONG LEG VERTICAL

LONG LEG HORIZONTAL

MINIMUM

MIDDLE

MAX

MAS

MECH

MID

MIN

MFR

MEZZ

NOMINAL

NUMBER

NORTH

MJ

MISC

MO

NOM

NO

NIC

N

MANUFACTURER

MEZZANINE

MECHANICAL

MAXIMUM

MASONRY

MASONRY JOINT

MISCELLANEOUS

NOT IN CONTRACT

MASONRY OPENING

NTS

NS

NOT TO SCALE

NEAR SIDE

AESS ARCHITECTURALLY EXPOSED STRUCTURAL STEEL

ABBREVIATIONS:

JOIST BEARING ELEVATIONJBE

DECK BEARING ELEVATIONDBE

GENERAL NOTES

1. STRUCTURAL DRAWINGS ARE TO BE USED IN CONJUNCTION WITH THE ENTIRE SET OF PROJECT DRAWINGS, PROJECT MANUAL, AND ALL SHOP DRAWING SUBMITTALS.

2. CONTRACTOR SHALL BE RESPONSIBLE FOR CHECKING AND COORDINATING DIMENSIONS, CLEARANCES AND ALL

OTHER COORDINATION ISSUES WITH OTHER TRADES.

3. IN CASE OF CONFLICT BETWEEN VARIOUS STRUCTURAL DRAWINGS, STRUCTURAL PLANS, OR STRUCTURAL

DETAILS THE MORE STRINGENT SHALL GOVERN. THE CONTRACTOR SHALL MAKE ALLOWANCE IN HIS BID FOR THE

MORE COSTLY CONDITION.

4. IN CASE OF CONFLICT BETWEEN DRAWINGS, DRAWING NOTES, AND SPECIFICATIONS THE MORE STRINGENT SHALL GOVERN. THE CONTRACTOR SHALL MAKE ALLOWANCE IN HIS BID FOR THE MORE COSTLY CONDITION.

5. WORK NOT INDICATED ON THE DRAWINGS, BUT REASONABLY IMPLIED TO BE SIMILAR TO THAT SHOWN AT

CORRESPONDING PLACES SHALL BE REPEATED.

6. ALL NOTES, DETAILS AND SECTIONS ARE INTENDED TO BE TYPICAL FOR THE GENERAL CONDITIONS INDICATED OR REFERENCED. ALL NOTES, DETAILS AND SECTIONS SHALL APPLY TO ANY SIMILAR SITUATION THROUGHOUT THE

ENTIRE PROJECT UNLESS A SEPARATE NOTE, DETAIL OR SECTION IS PROVIDED.

7. REVIEW ALL PROJECT DOCUMENTS PRIOR TO FABRICATION AND START OF CONSTRUCTION. REPORT ANY DISCREPANCIES TO THE OWNER OR OWNER'S REPRESENTATIVE PRIOR TO PROCEEDING WITH WORK.

8. IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROTECT EXISTING AND IN PLACE WORK OR UTILITIES DURING

CONSTRUCTION

9. COORDINATE STRUCTURAL DRAWINGS WITH OTHER CONTRACT DRAWINGS, SPECIFICATIONS, OR SHOP DRAWINGS

WHICH MAY AFFECT THE STRUCTURAL WORK.

10. USE OF REPRODUCED CONTRACT DRAWINGS IN PART OR WHOLE FOR THE PURPOSE OF SHOP DRAWING PREPARATION SHALL NOT RELIEVE THE CONTRACTOR OR SUBCONTRACTOR FROM THE REQUIREMENT TO ACCURATELY LAYOUT, COORDINATE, DETAIL, FABRICATE AND INSTALL A COMPLETE STRUCTURE.

11. ALL SUBMITTALS SHALL BE REVIEWED BY THE SUBCONTRACTOR AND CONTRACTOR FOR CONFORMANCE TO THE CONTRACT DOCUMENTS, FOR COMPLETENESS, AND TO RESPOND TO CONTRACTOR COORDINATION RELATED QUESTIONS PRIOR TO SUBMITTING FOR APPROVAL. ALL SHEETS SHALL BE STAMPED AND INITIALED BY THE CONTRACTOR INDICATING SUCH A REVIEW HAS BEEN COMPLETED PRIOR TO ISSUING SUBMITTAL FOR APPROVAL.

12. CONTRACTOR SHALL MAKE NO DEVIATIONS FROM THE CONTRACT DOCUMENTS WITHOUT WRITTEN APPROVAL.

13. ALL ELEVATIONS INDICATED IN STRUCTURAL DRAWINGS ARE IN REFERENCED TO A GROUND FLOOR FINISHED SLAB

ELEVATION OF 0'-0" UNLESS NOTED OTHERWISE. SEE CIVIL FOR GROUND FLOOR FINISHED SLAB ELEVATION.

14. ALL EXTERIOR COMPONENTS ARE SUBJECT TO COMPONENTS AND CLADDING LOADING AS DIRECTED BY THE IBC. IT

IS THE G.C. AND COMPONENT MANUFACTURER'S RESPONSIBILITY TO ENSURE ALL COMPONENTS HAVE BEEN DESIGNED AND/OR TESTED TO MEET THE COMPONENTS AND CLADDING LOADING SPECIFIC TO THIS SITE AS

REQUIRED BY THE IBC.

CAST-IN-PLACE CONCRETE

1. ALL CAST-IN-PLACE CONCRETE SHALL CONFORM TO DIVISION 03 & SPECIFICATION SECTIONS 03 15 00.0010, 03 20 00.0010, AND 03 30 00.

2. LAP ALL WWM/WWR ONE MESH SPACING PLUS A 2" OFFSET AND SECURELY ANCHOR

3. ALL CONTINUOUS REINFORCEMENT SHALL BE LAPPED PER SCHEDULES AND DETAILS

4. REINFORCEMENT SHALL BE SECURELY ANCHORED IN POSITION. THE CONTRACTOR SHALL PROVIDE ADDITIONAL BARS, STANDEES, OR STIRRUPS TO ANCHOR BARS IN THE PROPER POSITION

5. THE DESIGN AND CONSTRUCTION OF FORMS AND SHORES SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.

6. QUALIFIED WORKMEN SHALL CONSTANTLY OBSERVE AND ADJUST FORMS AND SHORES AS REQUIRED DURING

CONCRETE PLACEMENT.

7. ALL SHORING SHALL REMAIN IN PLACE UNTIL THE SUPPORTED CONCRETE HAS ATTAINED 75% OF THE REQUIRED 28 DAY

COMPRESSIVE STRENGTH.

8. CONTRACTOR SHALL VERIFY DIMENSIONS AND LOCATIONS OF ALL SLOTS, PIPE SLEEVES, ANCHOR BOLTS, ETC AS

REQUIRED FOR ALL TRADES BEFORE CONCRETE IS POURED THESE ITEMS SHALL BE INSTALLED AND VERIFIED BY THE

CONTRACTOR.

9. SEE PLUMBING DRAWINGS FOR FLOOR DRAINS

10. FOR CONCRETE PADS SEE ARCHITECTURAL AND MECHANICAL DRAWINGS

11. FOR EXTERIOR SIDEWALKS AND CURBS SEE CIVIL DRAWINGS

12. FOR WATERPROOFING REQUIREMENTS SEE ARCHITECTURAL DRAWINGS

13. DOWELS SHALL MATCH WALL REINFORCING UNLESS NOTED OTHERWISE.

14. ALL INTERIOR SLABS SHALL HAVE A STEEL TROWELED FINISH UNLESS NOTED OTHERWISE. COORDINATE SLAB FINISH FOR

AREAS WITH SPECIALTY FLOOR COVERINGS WITH SPECIFICATIONS AND FINISH SCHEDULE.

15. ALL REINFORCING STEEL SHALL BE DETAILED FABRICATED AND INSTALLED IN ACCORDANCE WITH ACI 318-05 AND ACI 315-

99.

16. PROVIDE THE FOLLOWING CONCRETE CLEAR COVER OVER REINFORCING (UNO):

FOOTINGS, GRADE BEAMS, TIE BEAMS AND PILE CAPS: 3"

INTERIOR BEAMS AND COLUMNS: 1"

EXTERIOR BEAMS AND COLUMNS: 2"

PEDESTALS: 2"

STRUCTURAL SLABS ON GRADE: 3" BOTTOM, 3/4" TOP @ INTERIOR SPACES

(1 1/2" TOP AT EXTERIOR SPACES)

INTERIOR FORMED ELEVATED SLABS: 3/4" BOTTOM, 3/4" TOP

EXTERIOR FORMED ELEVATED SLABS: 1 1/2" BOTTOM, 1 1/2" TOP

SLABS ON DECK: WWM CENTERED IN COVER OVER DECK FLUTES

SLABS ON GRADE: WWM IN TOP 1/3, REINFORCING STEEL CENTERED

CONCRETE WALLS: 1 3/4" UNO

17. REINFORCEMENT SHALL NOT BE CUT TO ACCOMMODATE THE INSTALLATION OF ANCHORS EMBEDS OR OTHER ITEMS.

18. AT CHANGES OF DIRECTION IN CONTINUOUS CONCRETE ELEMENTS PROVIDE CORNER BARS OF SAME SIZE AND

SPACING OF HORIZONTAL REINFORCING.

19. PLACE CONCRETE PER ACI 318-04. USE INTERNAL MECHANICAL VIBRATION FOR ALL CONCRETE. LIMIT MAXIMUM FREE

FALL HEIGHT TO 6'-0" AND TAKE PRECAUTIONS TO AVOID CONCRETE SEGREGATION.

20. FIELD TESTING AND INSPECTION OF CONCRETE MATERIALS AND CONCRETE INSTALLATION SHALL BE COMPLETED BY AN INDEPENDENT TESTING AGENCY COMMISSIONED BY THE OWNER, AND SHALL BE IN ACCORDANCE WITH THE SCHEDULE OF

SPECIAL INSPECTIONS.

FOUNDATIONS

1. SUBGRADE PREPARATION INCLUDING BUT NOT LIMITED TO STRIPPING, MUCKING, COMPACTING, VIBRATORY

COMPACTING, SURCHARGING, DEWATERING, SOIL REPLACEMENT, AND SOIL MODIFICATION SHALL BE IN ACCORDANCE WITH THE GEOTECHNICAL REPORT FOR THE PROJECT, THE WRITTEN RECOMMENDATIONS OF THE

GEOTECHNICAL ENGINEER, AND ALL PROJECT SPECIFICATIONS

2. CENTER ALL FOUNDATIONS BENEATH THEIR RESPECT WALL OR COLUMN UNLESS NOTED OTHERWISE.

3. HORIZONTAL JOINT ARE NOT PERMITTED IN FOUNDATIONS

4. SEE TYPICAL DETAILS FOR CONSTRUCTION OF VERTICAL CONSTRUCTION JOINTS AND LIMITATIONS ON LOCATIONS

5. DO NOT INSTALL PLUMBING, PLUMBING SLEEVES IN OR THROUGH FOUNDATIONS UNLESS SPECIFICALLY DETAILED

ON THE STRUCTURAL DRAWINGS, OR WITHOUT WRITTEN APPROVAL FROM THE ENGINEER OF RECORD

6. PLUMBING RUNS BELOW GRADE SHALL NOT RUN BENEATH AND PARALLEL TO CONTINUOUS FOOTINGS

7. ALL REINFORCING STEEL SHALL BE SUPPORTED ON CHAIRS OR BOLSTERS TO PROPER ELEVATION AND SHALL

BE SECURELY ANCHORED

8. FOUNDATION SIZES SHOWN ASSUME FOOTINGS ARE CONSTRUCTED WITH SIDE FORMS

9. EARTH FORMED FOUNDATIONS ARE PERMITTED IF SUBGRADE IS STABLE ENOUGH TO HOLD THE FACE OF THE

EXCAVATION. ALL FOUNDATION SIZES FOR EARTH FORMED FOUNDATIONS SHALL BE INCREASED 1" IN ALL

DIRECTIONS

10. ALL FOUNDATION EXCAVATIONS SHALL BE DEWATERED PRIOR TO PLACING CONCRETE

11. BACKFILL SHALL NOT BE PLACED AGAINST FOUNDATION WALLS UNTIL CONCRETE OR GROUT HAS ACHIEVED 75%

OF THE REQUIRED STRENGTH.

12. FIELD TESTING AND INSPECTION OFF FOUNDATIONS, SUBGRADE MATERIALS AND SUBGRADE PREPARATION

SHALL BE COMPLETED BY AN INDEPENDENT TESTING AGENCY COMMISSIONED BY THE OWNER, AND SHALL BE IN

ACCORDANCE WITH THE SCHEDULE OF SPECIAL INSPECTIONS.

MASONRY

1. ALL MASONRY SHALL CONFORM TO SPECIFICATION SECTION 042000-"UNIT MASONRY"

2. MASONRY CONSTRUCTION SHALL CONFORM TO "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES"

(ACI/ASE 530-05) AND "SPECIFICATIONS FOR MASONRY STRUCTURES (ACI/ASCE 530.0-05) EXCEPT AS MODIFIED

OR AMENDED BY THE CONTRACT DOCUMENTS

3. LAP SPLICES FOR STEEL REINFORCING SHALL BE PER SCHEDULES

4. GROUT MASONRY AT ALL REINFORCING, LOCATIONS SHOWN IN PLANS, SCHEDULES AND DETAILS AND AS

REQUIRED FOR MISCELLANSOUS ANCHORAGE.

5. GROUT SOLID ALL MASONRY BELOW GRADE, INCLUDING BUT NOT LIMITED TO STEM WALLS AND RETAINING

WALLS..

6. CAP ALL UNREINFORCED CELLS NOT SPECIFICALLY NOTED TO BE GROUTED WITH CLOSURE PLATES OR

SCREENS PRIOR TO GROUTING.

7. EXTEND ALL NON-LOAD BEARING WALLS A MININUM OF 8" ABOVE CEILING AND CAP WITH A CONTINUOUS BOND

BEAM REINFORCED WITH (2)-#5'S UNLESS NOTED OTHERWISE

8. PROVIDE LINTELS OVER ALL OPENINGS PER PLANS, SCHEDULES, AND DETAILS. PROVIDE OVER ALL OPENINGS

WIDER THAN 12" INCLUDING HVAC DUCTS, PIPING, EMBEDED PANELS AND CABINETS, AND CONDUIT.

9. PROVIDE POURED SILL UNITS WITH KNOCK-OUT BOTTOMS AT THE BOTTOM OF ALL OPENINGS AND REINFORCE

PER SCHEDULES AND DETAILS.

10. ALL OPENINGS FOR ELEMENTS PASSING THROUGH MASONRY WALLS SHALL BE BUILT IN AS WORK PROGRESSES.

SAW CUTTING OR CORING OF COMPLETED MASONRY CONSTRUCTION IS NOT PERMITTED.

11. ALL OPENINGS FOR ELEMENTS PASSING THROUGH MASONRY WALLS SHALL BE COORDINATED SUCH THAT THEY

DO NOT PASS THROUGH OR INFRINGE ON OTHER MASONRY LINTELS INCLUDING THE FULL DEPT OF THE LINTEL

FOR THE FULL WIDTH OF THE BEARING.

12. COORDINATE VERTICAL REINFORCING WITH ALL SCHEDULES, DETAILS AND TYPICAL DETAILS

13. PROVIDE MASONRY CONTROL JOINTS LOCATED AND REINFORCED PER PLANS, NOTES AND TYPICAL DETAILS

14. GROUT A MINIMUM OF 24" (OR TO BOND BEAM BELOW IF LESS THAN 24") ALL BEARING PLATES.

15. COORDINATE INSTALLATION OF MASONRY WALLS WITH ALL TRADES AND STRUCTURAL DETAILS TO ENURE

PROPER INSTALLATION SEQUENCE

16. THE MASONRY WALLS ARE NOT DESIGNED TO WITHSTAND TEMPORARY CONSTRUCTION LOADS. IT IS THE

RESPONSIBLITY OF THE CONTRACTOR TO DESIGN, INSTALL AND MAINTAIN BRACING TO STABILIZE MASONRY

WALLS DURING CONSTRUCTION.

17. FIELD TESTING AND INSPECTION OF MASONRY MATERIALS AND MASONRY CONSTRUCTION SHALL BE COMPLETED BY AN INDEPENDENT TESTING AGENCY COMMISSIONED BY THE OWNER, AND SHALL BE IN ACCORDANCE WITH

THE SCHEDULE OF SPECIAL INSPECTIONS.

SHOTCRETE

1. ALL SHOTCRETE SHALL CONFORM TO SPECIFICATION SECTION 03 37 13-"SHOTCRETE"

2. ALL CONCRETE GENERAL NOTES WITH EXCEPTION OF NOTES GOVERNING PLACEMENT SHALL ALSO PERTAIN TO

SHOTCRETE.

3. PROTECT ALL ADJACENT SURFACES AGAINST DEPOSITS OF REBOUND AND OVERSPRAY

4. REMOVE REBOUND AND HARDENED OVERSPRAY FROM AREAS NOT INTENDED FOR SHOTCRETE PLACEMENT.

5. PRECONSTRUCTION TESTING IS REQUIRED, AND SHALL BE COMPLETED IN ACCORDANCE WITH THE SPECIFICATIONS.

6. FIELD TESTING AND INSPECTION OF SHOTCRETE MATERIALS AND SHOTCRETE INSTALLATION SHALL BE COMPLETED

BY AN INDEPENDENT TESTING AGENCY COMMISSIONED BY THE OWNER, AND SHALL BE IN ACCORDANCE WITH THE

SCHEDULE OF SPECIAL INSPECTIONS.

COLD-FORMED STEEL FRAMING

1. ALL PERFORMANCE BASED COLD-FORMED STEEL FRAMING SHALL CONFORM TO SPECIFICATION SECTION 05 40

00- COLD-FORMED STEEL FRAMING".

2. ALL PRESCRIPTIVE BASED COLD-FORMED STEEL FRAMING SHALL CONFORM TO SPECIFICATION SECTION 05 40

00-" COLD-FORMED STEEL FRAMING".

3. THE USE OF THE TERM LIGHT GAUGE SHALL BE EQUIVALENT TO COLD-FORMED

4. WHERE NOT SPECIFICALLY INDICATED ALL FASTENERS SHALL BE MINIMUM OF #10 SELF DRILLING SCREWS.

5. ALL FASTENERS UNDER SHEATHING SHALL HAVE LOW PROFILE HEADS

6. ALL MECHANICAL FASTENERS SHALL HAVE A MINIMUM SPACING AND EDGE DISTANCE OF THREE FASTENER

DIAMETERS

7. ALL MECHANICAL FASTENERS SHALL EXTEND THROUGH CONNECTED MEMBERS BY A MINIMUM OF THREE

THREADS

8. FRAMER SHALL ENSURE PUNCHOUT ALIGNMENT WHEN USING COLD ROLLED CHANNEL BRIDGING

9. FIELD TESTING AND INSPECTION OF COLD FORMED STEEL FRAMING AND ASSOCIATED INSTALLATION SHALL BE

COMPLETED BY AN INDEPENDENT TESTING AGENCY COMMISSIONED BY THE OWNER, AND SHALL BE IN

ACCORDANCE WITH THE SCHEDULE OF SPECIAL INSPECTIONS.

STEEL DECKING

1. ALL STEEL DECKING SHALL CONFORM TO SPECIFICATION SECTION 05 30 00-"STEEL DECKING".

2. SEE ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR ADDITIONAL OPENINGS NOT

SHOWN ON STRUCTURAL DRAWINGS.

3. ALL DECK IS BASED ON UNSHORED CONSTRUCTION UNLESS NOTED OTHERWISE

4. DECK SUPPLIER AND INSTALLER SHALL BE RESPONSIBLE FOR COORDINATING ALL REQUIRED DECK

REINFORCING AT DECK OPENINGS AND PENETRATIONS. COORDINATE NUMBER, SIZE AND LOCATION OF OPENINGS WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS. REINFORCING SHALL

INCLUDE, BUT NOT BE LIMITED TO REINFORCING PLATES AND REINFORCING CHANNELS.

5. DECK SHOP DRAWINGS IN AREA OF STEEL JOISTS OR ENGINEERED COLD-FORMED METAL TRUSSES SHALL BE COORDINATED WITH APPROVED TRUSS SHOP DRAWINGS. DO NOT SUBMIT DECKING SHOP DRAWINGS FOR

THESE AREAS UNTIL TRUSS AND/OR JOIST SHOP DRAWINGS HAVE BEEN APPROVED.

6. FIELD TESTING AND INSPECTION OF STEEL DECKING AND ASSOCIATED INSTALLATION SHALL BE COMPLETED BY AN INDEPENDENT TESTING AGENCY COMMISSIONED BY THE OWNER, AND SHALL BE IN ACCORDANCE WITH THE

SCHEDULE OF SPECIAL INSPECTIONS.

7. STEEL ROOF DECK SPECIFIED HEREIN SHALL BE FABRICATED AND INSTALLED AS FOLLOWS, AS WELL AS IN

ACCORDANCE WITH SPECIFICATION SECTION 05 30 00

STEEL ROOF DECK: FABRICATE PANELS W/OUT TOP-FLANGE STIFFENEING GROOVES AS FOLLOWS:

TYPE "RD1"

GALVANIZED STEEL SHEET ASTM A 653/A 653M, STRUCTURAL STEEL (SS) G60 ZINC COATING

DECK PROFILE: TYPE WR, WIDE RIB

PROFILE DEPTH: 1 1/2 INCHES

PROPERTIES AS FOLLOWS:

1) DESIGN UNCOATED STEEL THICKNESS: 0.0295 INCH

2) MOMENT OF INERTIA (Ip): 0.152 IN.^4/ FT

3) MOMENT OF INERTIA (In): 0.181 IN.^4 / FT

4) SECTION MODULUS (Sp): 0.182 IN.^3 / FT

5) SECTION MODULUS (Sn): 0.184 IN.^3 / FT

6) YIELD STRENGTH (Fy): 33 KSI

SPAN CONDITION: DOUBLE SPAN UNLESS NOTED OTHERWISE

SIDE LAPS: NESTED

END JOINTS: LAPPED

STRUCTURAL STEEL FRAMING

1. ALL STRUCTURAL STEEL FRAMING AND ARCHITECTURALLY EXPOSED STRUCTURAL STEEL FRAMING SHALL

CONFORM TO SPECIFICATION SECTION 051200-"STRUCTURAL STEEL FRAMING".

2. ALL STRUCTURAL STEEL ERECTION SHALL COMPLY WITH AISC 360-05 AND AISC 303-05.

3. CUTS OR BURNING OF HOLES IN STRUCTURAL STEEL MEMBERS IN THE FIELD WILL NOT BE PERMITTED.

4. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING OR GUYS TO PROVIDE LATERAL SUPPORT OF THE

STRUCTURAL STEEL UNTIL THE PERMANENT LATERAL FORCE RESISTING SYSTEM IS COMPLETED.

5. THE ERECTOR SHALL BE RESPONSIBLE FOR COORDINATING WITH THE OWNER'S SPECIAL INSPECTOR FOR PRE-

INSTALLATION VERIFICATION OF SLIP CRITICAL BOLT TIGHTENING PROCEDURES.

6. FIELD TESTING AND INSPECTION OF STRUCTURAL STEEL MATERIALS AND STRUCTURAL STEEL T INSTALLATION

SHALL BE COMPLETED BY AN INDEPENDENT TESTING AGENCY COMMISSIONED BY THE OWNER, AND SHALL BE IN

ACCORDANCE WITH THE SCHEDULE OF SPECIAL INSPECTIONS.

7. SEE THE FOLLOWING REQUIREMENTS FOR ARCHITECTURALLY EXPOSED STRUCTURAL STEEL

ARCHITECTURALLY EXPOSED STRUCTURAL STEEL FRAMING

PART 1 - GENERAL

1.1 DEFINITIONS

A. Architecturally Exposed Structural Steel: Structural steel designated as "architecturally exposed structural steel" or "AESS" in the Contract Documents.

B. Category 1 AESS: AESS that is within 96 inches vertically and 36 inches horizontally of a walking surface and is visible to a person standing on that walking surface or is designated as "Category 1 architecturally exposed structural steel" or "AESS-1" in the Contract Documents.

C. Category 2 AESS: AESS that is within 20 feet vertically and horizontally of a walking surface and is visible to a person standing on that walking surface or is designated as "Category 2 architecturally exposed structural steel" or "AESS-2" in the Contract Documents.

D. Category 3 AESS: AESS that is not defined as Category 1 or Category 2 or that is designated as "Category 3 architecturally exposed structural steel" or "AESS-3" in the Contract Documents.

1.2 SUBMITTALS

A. Installer Qualifications: The installer shall be experienced in installing Architecturally Exposed Structural Steel Framing equal in material, design and scope to that required for this project.

1.3 PRIMER

A. Primer: All products shall be coordinated and compatible with intermediate and top coat products specified in Division 08 painting sections.

1. Coordinate with Division 9 painting sections

2. Fabricator's standard lead- and chromate-free, nonasphaltic, rust-inhibiting primer complying with MPI#79 and compatible with topcoat where not specifically indicated otherwise in Division 9.

1.4 FABRICATION

A. Shop fabricate and assemble AESS to the maximum extent possible. Locate field joints at concealed locations if possible. Detail assemblies to minimize handling and to expedite erection.

B. In addition to special care used to handle and fabricate AESS, comply with the following:

1. Fabricate with exposed surfaces smooth, square, and free of surface blemishes including pitting, rust, scale, and roughness.

2. Grind sheared, punched, and flame-cut edges of Category 1 AND 2 AESS to remove burrs and provide smooth surfaces and edges.

3. Fabricate Category 1 and 2 AESS with exposed surfaces free of mill marks, including rolled trade names and stamped or raised identification.

4. Fabricate Category 1 and Category 2 AESS with exposed surfaces free of seams to maximum extent possible.

5. Remove blemishes by filling or grinding or by welding and grinding, before cleaning, treating, and shop priming.

6. Fabricate with piece marks fully hidden in the completed structure or made with media that permits full removal after erection.

7. Fabricate Category 1 and 2 AESS to the tolerances specified in AISC 303 for steel that is designated AESS.

8. Fabricate Category 3 AESS to the tolerances specified in AISC 303 for steel that is not designated AESS.

9. Seal-weld open ends of hollow structural sections with 5/16-inch closure plates for Category 1 and 2 AESS unless noted otherwise.

C. Curved Members: Fabricate indicated members to curved shape by rolling to final shape in fabrication shop.

1. Distortion of webs, stems, outstanding flanges, and legs of angles shall not be visible from a distance of 20 feet under any lighting conditions.

2. Tolerances for walls of hollow steel sections after rolling shall be approximately 1/2 inch.

D. Coping, Blocking, and Joint Gaps: Maintain uniform gaps of 1/8 inch with a tolerance of 1/32 inch for Category 1 and 2 AESS.

E. Bolt Holes: Cut, drill, mechanically thermal cut, or punch standard bolt holes perpendicular to metal surfaces.

F. Holes: Provide holes required for securing other work to structural steel and for other work to pass through steel framing members.

1. Do not enlarge holes by burning.

2. Weld threaded nuts to framing and other specialty items indicated to receive other work.

1.5 SHOP CONNECTIONS

A. Weld Connections: Comply with AWS D1.1and AWS D1.8 for tolerances, appearances, welding procedure specifications, weld quality, and methods used in correcting welding work, and comply with the following:

1. Assemble and weld built-up sections by methods that will maintain true alignment of axes without exceeding specified tolerances.

2. Use weld sizes, fabrication sequence, and equipment for AESS that limit distortions to allowable tolerances.

3. Provide continuous, sealed welds at angle to gusset-plate connections and similar locations where AESS is exposed to weather.

4. Provide continuous welds of uniform size and profile where Category 1 and 2 AESS is welded.

5. Grind butt and groove welds flush to adjacent surfaces within tolerance of plus 1/16 inch, minus 0 inch for Category 1 and 2 AESS.

6. Remove backing bars or runoff tabs; back-gouge and grind steel smooth for Category 1 and Category 2 AESS.

7. At locations where welding on the far side of an exposed connection of Category 1 and Category 2 AESS occurs, grind distortions and marking of the steel to a smooth profile aligned with adjacent material.

8. Make fillet welds for Category 1 and Category 2 AESS of uniform size and profile with exposed face smooth and slightly concave. Do not grind unless directed to correct unacceptable work.

1.6 SHOP PRIMING

A. Surface Preparation: Clean surfaces to be painted. Remove loose rust and mill scale and spatter, slag, or flux deposits. Cleaning in first and second subparagraphs below removes loose rust, mill scale, and paint. Cleaning in first subparagraph is minimum surface preparation accepted by AISC for painted steel.

1. Coordinate surface preparation requirements with Division 9 painting sections

2. SSPC-SP 6/NACE No. 3, "Commercial Blast Cleaning” where not specifically indicated otherwise in Division 9 painting sections.

B. Priming: Immediately after surface preparation, apply primer according to manufacturer's written instructions and at rate recommended by primer manufacturer to provide a minimum dry film thickness of 1.5 mils Use priming methods that result in full coverage of joints, corners, edges, and exposed surfaces.

1. Priming of Architecturally Exposed Steel shall be done with extreme care to avoid drips and runs.

2. Stripe paint corners, crevices, bolts, welds, and sharp edges.

3. Apply two coats of shop paint to surfaces that are inaccessible after assembly or erection. Change color of second coat to distinguish it from first.

PART 2 - EXECUTION

2.1 ERECTION

A. Set AESS accurately in locations and to elevations indicated and according to AISC 303 and AISC 360.

1. Erect Category 1 and 2 AESS to the tolerances specified in AISC 303 for steel that is designated AESS.

2. Erect Category 3 AESS to the tolerances specified in AISC 303 for steel that is not designated AESS.

2.2 FIELD CONNECTIONS

A. Weld Connections: Comply with requirements in "Weld Connections" Paragraph in "Shop Connections" Article.

1. Remove backing bars or runoff tabs; back-gouge and grind steel smooth for Category 1 and Category 2 AESS.

2. Remove erection bolts in Category 1 and Category 2 AESS, fill holes, and grind smooth.

3. Fill weld access holes in Category 1 and Category 2 AESS and grind smooth unless noted otherwise.

4. Remove erection aids and grind base metal smooth for all AESS

2.3 FIELD QUALITY CONTROL

A. Architect will observe AESS in place to determine acceptability relating to aesthetic effect.

FIELD WELDING

1. ALL FIELD WELDING SHALL CONFORM TO SPECIFICATION SECTION 05 05 23 -"STRUCTURAL WELDING" FOR WELDING

STRUCTURAL STEEL FRAMING

2. ALL FIELD WELDING SHALL CONFORM TO SPECIFICATION SECTION 05 05 23 -"STRUCTURAL WELDING" FOR WELDING

STEEL JOIST FRAMING

3. ALL FIELD WELDING SHALL CONFORM TO SPECIFICATION SECTION 05 30 00-"STEEL DECKING" FOR WELDING STEEL

DECKING

4. ALL FIELD WELDING SHALL CONFORM TO SPECIFICATION SECTION 05 40 00-"COLD FORMED METAL FRAMING" FOR

WELDING COLD FORMED MEMBERS

5. ALL FIELD WELDING SHALL BE IN ACCORDANCE WITH AWS D1.1, "STRUCTURAL WELDING CODE-STEEL" AND AWS

D1.3, "STRUCTURAL WELDING CODE-SHEET STEEL", LATEST EDITIONS.

6. ALL FIELD WELDING SHALL BE IN STRICT ACCORDANCE WITH WRITTEN WELD PROCEDURE (WPS) FOR THE GIVEN

WELD CONDITION

7. REPAIR ALL DAMAGED GALVANIZING, PRIMER OR PAINT ONCE WELDING IS COMPLETE

8. ELECTRODES SHALL BE STORED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS.

9. ALL PERSONNEL COMPLETING FIELD WELDS SHALL BE CERTIFIED IN ACCORDANCE WITH AWS TO PERFORM THE

GIVEN WELD.

10. FIELD TESTING AND INSPECTION OF FIELD WELDING MATERIALS AND FIELD WELDING SHALL BE COMPLETED BY AN

INDEPENDENT TESTING AGENCY COMMISSIONED BY THE OWNER, AND SHALL BE IN ACCORDANCE WITH THE

SCHEDULE OF SPECIAL INSPECTIONS.

PIPING SUPPORTS

1. IN CASE OF CONFLICT BETWEEN THE STRUCTURAL, MECHANICAL, FIRE PROTECTION AND PLUMBING DRAWINGS

OR SPECIFICATIONS THE MORE STRINGENT SHALL GOVERN.

2. IN AREAS OF STEEL JOIST FRAMING:

2.1 PIPES RUNNING PERPENDICULAR TO STEEL JOISTS:

2.1.1 PIPE SUPPORTS SHALL BE LOCATED SUCH THAT THE MAXIMUM VERTICAL LOAD ON ANY ONE

SUPPORT OR PIPE SUPPORT BRACE IS 250 LBS OR LESS UNLESS THE SUPPORT OR BRACE IS

LOCATED AT A PANEL POINT OR A JOIST STRUT IS PROVIDED.

2.1.2 MAXIMUM VERTICAL LOAD ON ANY ONE SUPPORT OR PIPE SUPPORT BRACE IS 750 LBS WHERE

LOCATED AT A JOIST PANEL POINT OR A JOIST STRUT IS PROVIDED.

2.2 PIPES RUNNING PARALLEL TO STEEL JOISTS (3 1/2" DIAMETER OR GREATER):

2.2.1 SHALL BE LOCATED BETWEEN TWO ADJACENT JOISTS AND CENTERED BETWEEN THE TWO JOISTS.

WHERE MULTIPLE PIPES ARE LOCATED IN ONE JOIST SPACING BAY THE GROUP SHALL BE CENTERED

BETWEEN THE ADJACENT JOISTS. COORDINATE LAYOUT WITH ANY PLAN NOTES ON STRUCTURAL

DRAWINGS.

2.2.2 A MAXIMUM OF (1)-6" OR LARGER DIAMETER PIPE SHALL BE LOCATED IN ONE JOIST SPACING BAY.

2.2.3 A MAXIMUM OF (2)-5" TO <6" DIAMETER PIPES SHALL BE LOCATED IN ONE JOIST SPACING BAY.

2.2.4 A MAXIMUM OF (3)-3 1/2" TO <5" DIAMETER PIPES SHALL BE LOCATED IN ONE JOIST SPACING BAY.

2.2.5 SECONDARY SUPPORTS SPANNING BETWEEN TWO ADJACENT JOISTS SHALL BE PROVIDED BY

THE CONTRACTOR INSTALLING THE PIPING.

2.2.6 SECONDARY SUPPORTS SHALL BE SPACED SUCH THAT THE MAXIMUM SUM OF THE PIPE SUPPORT

AND PIPE BRACE VERTICAL LOADS ON SECONDARY SUPPORT MEMBER IS 500 LBS UNLESS THE

SECONDARY SUPPORT MEMBER IS LOCATED AT A PANEL POINT OR A JOIST STRUT IS PROVIDED.

2.2.7 SECONDARY SUPPORTS SHALL BE SPACED SUCH THAT THE MAXIMUM SUM OF THE PIPE SUPPORT

AND PIPE BRACE VERTICAL LOADS ON SECONDARY SUPPORT MEMBER IS 1500 LBS WHERE THE

SECONDARY SUPPORT MEMBER IS LOCATED AT A PANEL POINT OR A JOIST STRUT IS PROVIDED.

2.2.8 WHERE PIPES OR PAIRS OF PIPES ARE RUNNING PARALLEL TO JOISTS IN TWO ADJACENT JOIST

SPACING BAYS THE SECONDARY SUPPORTS SHALL BE OFFSET FROM ONE ANOTHER SUCH THAT

THE SECONDARY SUPPORT FROM ONE BAY IS NEVER WITHIN OR AT THE SAME JOIST PANEL AS THE

SECONDARY SUPPORT FROM THE ADJACENT BAY.

3. IN AREAS OF COLD-FORMED TRUSS FRAMING:

3.1 PIPES RUNNING PERPENDICULAR TO COLD-FORMED FRAMING:

3.1.1 PIPE SUPPORTS SHALL BE LOCATED SUCH THAT THE MAXIMUM VERTICAL LOAD ON ANY ONE

SUPPORT OR PIPE SUPPORT BRACE IS 250 LBS OR LESS UNLESS THE SUPPORT OR BRACE IS

LOCATED AT A TRUSS PANEL POINT.

2.1.2 MAXIMUM VERTICAL LOAD ON ANY ONE SUPPORT OR PIPE SUPPORT BRACE IS 750 LBS WHERE

LOCATED AT A TRUSS PANEL POINT.

3.2 PIPES RUNNING PARALLEL TO COLD-FORMED TRUSS FRAMING (3 1/2" DIAMETER OR GREATER):

3.2.1 SHALL BE LOCATED BETWEEN TWO ADJACENT TRUSSES AND CENTERED BETWEEN THE TWO

TRUSSES. HERE MULTIPLE PIPES ARE LOCATED IN ONE TRUSS SPACING BAY THE GROUP SHALL BE

CENTERED BETWEEN THE ADJACENT TRUSSES. COORDINATE LAYOUT WITH ANY PLAN NOTES ON

STRUCTURAL DRAWINGS.

3.2.2 A MAXIMUM OF (1)-6" OR LARGER DIAMETER PIPE SHALL BE LOCATED IN ONE TRUSS SPACING BAY.

3.2.3 A MAXIMUM OF (2)-5" TO <6" DIAMETER PIPES SHALL BE LOCATED IN ONE TRUSS SPACING BAY.

3.2.4 A MAXIMUM OF (3)-3 1/2" TO <5" DIAMETER PIPES SHALL BE LOCATED IN ONE TRUSS SPACING BAY.

3.2.5 SECONDARY SUPPORTS SPANNING BETWEEN TWO ADJACENT TRUSSES SHALL BE PROVIDED BY

THE CONTRACTOR INSTALLING THE PIPING.

3.2.6 SECONDARY SUPPORTS SHALL BE SPACED SUCH THAT THE MAXIMUM SUM OF THE PIPE SUPPORT

AND PIPE BRACE VERTICAL LOADS ON SECONDARY SUPPORT MEMBER IS 500 LBS UNLESS THE

SECONDARY SUPPORT MEMBER IS LOCATED AT A TRUSS PANEL POINT .

2.2.7 SECONDARY SUPPORTS SHALL BE SPACED SUCH THAT THE MAXIMUM SUM OF THE PIPE SUPPORT

AND PIPE BRACE VERTICAL LOADS ON SECONDARY SUPPORT MEMBER IS 1500 LBS WHERE THE

SECONDARY SUPPORT MEMBER IS LOCATED AT A TRUSS PANEL POINT.

2.2.8 WHERE PIPES OR PAIRS OF PIPES ARE RUNNING PARALLEL TO TRUSSES IN TWO ADJACENT JOIST

SPACING BAYS THE SECONDARY SUPPORTS SHALL BE OFFSET FROM ONE ANOTHER SUCH THAT

THE SECONDARY SUPPORT FROM ONE BAY IS NEVER WITHIN OR AT THE SAME TRUSS PANEL AS THE

SECONDARY SUPPORT FROM THE ADJACENT BAY.

POST INSTALLED STRUCTURAL ANCHORS

1. ALL POST INSTALLED STRUCTURAL ANCHORS SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: FOR

CARTRIDGE INJECTION ADHESIVE ACHORS: FOR CONCRETE, EPOXY SHALL BE HILTI HIT-RE 500-SD; FOR CMU, EPOXY SHALL BE HILTI HIT-HY 70 FOR HOLLOW MASONRY & HILTI HIT-HY 200 FOR GROUTED MASONRY; AND ALL

STEEL ANCHORS SHALL BE HILTI HAS-E THREADED RODS

2. NOTED EMBEDMENT DEPTHS ARE FROM FACE OF CMU OR FACE OF CONCRETE

3. ALL INSTALLATION SHALL BE IN STRICT ACCORDANCE WITH THE MANUFACTURER'S DATA AND THE ASSOCIATED ICC

REPORT.

4. ALL PERSONNEL INSTALLING ANCHORS SHALL HAVE ATTENDED INSTALLER TRAINING PER THE SPECIFICATIONS

5. FIELD TESTING AND INSPECTION OF POST INSTALLED ANCHOR MATERIALS AND POST INSTALLED ANCHOR

INSTALLATION SHALL BE COMPLETED BY AN INDEPENDENT TESTING AGENCY COMMISSIONED BY THE OWNER, AND

SHALL BE IN ACCORDANCE WITH THE SCHEDULE OF SPECIAL INSPECTIONS.

6. CONTRACTORS PERFORMING POST-INSTALLED STRUCTURAL ANCHORS WORK SHALL SUBMIT EPOXY SYSTEM TO BE USED & THE SPECIFIC APPLICATION, AS WELL AS TRAINING CERTIFICATES (FROM THE MANUFACTURER OR

INDEPENDENT TESTING AGENCY) FOR PERSONNEL TO BE PERFORMING WORK

1. FOUNDATION DESIGN VALUES:

ALLOWABLE BEARING CAPACITY 2000 PSF

2. GRAVITY LOAD DESIGN VALUES: IBC-2009 / ASCE 7-05

FLOOR LIVE LOADS: (1ST FLOOR)

CORRIDORS 100-PSF

LOBBY 100-PSF

RESTROOMS 60-PSF

OFFICES 50-PSF

ROOF LIVE LOADS: 20-PSF

GROUND SNOW LOADS:

SNOW 5-PSF

DEAD LOADS:

ACTUAL MATERIAL WEIGHTS PER ASCE 7-05, SEE

ARCHITECTURAL DRAWINGS FOR ROOF, WALL, AND FLOOR

CONSTRUCTION

3. SEISMIC DESIGN VALUES: IBC-2009 / ASCE 7-05

Ss = 1.920g (PER GENERAL PROCEDURE) S1 =0.487g (PER GENERAL PROCEDURE) Sds =1.61g (PER SITE-SPECIFIC PROCEDURE FROM S&ME GEOTECH

REPORT 1131-12-403)

Sd1 =0.55g (PER SITE-SPECIFIC PROCEDURE FROM S&ME GEOTECH

REPORT 1131-12-403)

SITE CLASS: "F" (PER S&ME GEOTECH REPORT 1131-12-403)

BUILDING CATEGORY: "III"

IMPORTANCE FACTOR: Ie = 1.25

SEISMIC DESIGN CATEGORY: "C"

ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE (ELF)

SEISMIC FORCE RESISTING SYSTEM:

FOR BUILDING (NEW CMU SHEAR WALLS):

-INTERMEDIATE REINFORCED MASONRY SHEAR WALLS

RESPONSE MODIFICATION FACTOR: R = 3.5

DEFLECTION AMPLIFICATION FACTOR: Cd = 2.25

SYSTEM OVERSTRENGTH FACTOR: OMEGA = 2.5

FOR BUILDING (NEW SHOT-CRETE SHEAR WALLS):

-SPECIAL REINFORCED CONCRETE SHEAR WALLS

RESPONSE MODIFICATION FACTOR: R = 5

DEFLECTION AMPLIFICATION FACTOR: Cd = 5

SYSTEM OVERSTRENGTH FACTOR: OMEGA = 2.5

FOR BUILDING (EXIST. CMU SHEAR WALLS):

-ORDINARY PLAIN MASONRY SHEAR WALLS

RESPONSE MODIFICATION FACTOR: R = 1.5

DEFLECTION AMPLIFICATION FACTOR: Cd = 1.25

SYSTEM OVERSTRENGTH FACTOR: OMEGA = 2.5

FOR CANOPY

-CANTILEVERED COLUMN SYSTEM DETAILED TO CONFORM TO THE

REQUIREMENTS FOR SPECIAL STEEL MOMENT FRAMES

RESPONSE MODIFICATION FACTOR: R = 2.5

DEFLECTION AMPLIFICATION FACTOR: Cd = 2.5

SYSTEM OVERSTRENGTH FACTOR: OMEGA = 1.25

ALLOWABLE INTERSTORY DRIFT: 0.02 Hsx

4. WIND LOAD DESIGN VALUES: IBC-2009 / ASCE 7-05

V = 126 mph (3-sec gust)

BUILDING CATEGORY: "III"

IMPORTANCE FACTOR: I = 1.15

EXPOSURE CATEGORY: "C"

ENCLOSURE CLASSIFICATION: ENCLOSED

DIRECTIONAL FACTOR: Kd = 0.85 TOPOGRAPHIC FACTOR: Kzt = 1.0 VELOCITY EXPOSURE COEFFICIENT: Kz = 0.97 VELOCITY PRESSURE: q = 35.8 psf

INTERNAL PRESSURE COEFFICIENT: GCpi = +/- 0.18

ALLOWABLE INTERSTORY DRIFT: 0.0025 Hsx

COMPONENTS & CLADDING PRESSURES: SEE ADJACENT TABLE

(INTERPOLATION PERMITTED)

5 5

WALL ZONE DIAGRAM

a=8 ft.

12 2

3 3

3 3

LOW-SLOPED ROOF ZONE DIAGRAM

a=4.5 ft.

a=10 ft.

STRUCTURAL DESIGN CRITERIA

a a a a a a a a

HIPPED ROOF ZONE DIAGRAM

7° < ROOF SLOPE < 27°

1 12 2 2 2

2 2

2 2 a a a a a a 3

STEEL JOIST FRAMING

1. ALL STEEL JOISTS SHALL CONFORM TO SPECIFICATION SECTION 05 21 19-"STEEL JOIST FRAMING"

2. ALL BRIDGING AND BRIDGING ANCHORS SHALL BE COMPLETELY INSTALLED BEFORE CONSTRUCTION LOADS

ARE PLACED ON JOIST

3. PROVIDE TEMPORARY SHORING AT EACH SIDE OF WELDING LOCATION WHERE FIELD WELDING IS REQUIRED AT

JOIST TOP OR BOTTOM CHORDS

4. PIPES, DUCTS, CABLE TRAYS AND OTHER ITEMS WITH SUPPORT LOADS GREATER THAN 250 LBS. SHALL BE

ATTACHED AT JOIST PANEL POINTS, OR A FIELD APPLIED JOIST STRUT INSTALLED PER TYPICAL DETAILS

5. FIELD TESTING AND INSPECTION OF STEEL JOIST MATERIALS AND STEEL JOIST INSTALLATION SHALL BE

COMPLETED BY AN INDEPENDENT TESTING AGENCY COMMISSIONED BY THE OWNER, AND SHALL BE IN

ACCORDANCE WITH THE SCHEDULE OF SPECIAL INSPECTIONS.

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2 2 2 2 2

• PLAN INDICATES EXTENT OF EXISTING FOUNDATIONS AS POSSIBLE. NOT ALL EXISTING

FOUNDATIONS ARE SHOWN OR KNOWN.

• FOR BIDDING, ASSUME TOP OF FOOTING AT ALL EXTERIOR WALLS =(-)2'-0" UNO (F.V. ALL EXST

ELEV WHERE NEW COLUMNS, WALLS, AND/OR FOOTINGS ARE TO BE INSTALLED)

• FOR BIDDING, ASSUME TOP OF FOOTING AT ALL INTERIOR WALLS =(-)2'-0" UNO (F.V. ALL EXST

ELEV WHERE NEW COLUMNS, WALLS, AND/OR FOOTINGS ARE TO BE INSTALLED)

• THIS PLAN SHOULD NOT BE REFERRED TO TO DETERMINE WHICH WALLS OR COLUMNS ARE TO

BE DEMOLISHED. SEE THE ARCHITECTURAL DRAWINGS FOR THIS INFORMATION. EXISTING

WALLS SHOWN IN THIS PLAN ARE BELOW GRADE, AND DEMO OF THESE WALLS DOES NOT

NECESSARILY NECESSITATE REMOVAL DOWN TO THE FOUNDATION (AS THEY COULD BE

REMOVED TO BELOW GRADE)

FOUNDATION DEMOLITION GENERAL NOTES

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FOUNDATION DEMOLITION

PLAN

KEYED NOTES (THIS SHEET ONLY)

1 EXISTING FOUNDATION (& WALL ABOVE) TO BE REMOVED (PARTIALLY) AS REQUIRED FOR

INSTALLATION OF NEW FOUNDATION

2 REMOVE EXISTING COLUMN; SHORE STRUCTURE ABOVE, AND REPLACE W/ NEW STEEL COLUMN

OR CMU WALL IN SAME LOCATION

NORTH

SIDE

SOUTH

SIDE

0'

= 1'-0"

16' 32' 64'

1/32"

• PLAN DEPICTS FRAMING ELEMENTS (BEAMS AND JOISTS) TO BE REMOVED. SEE

ARCH'L DRAWINGS FOR WALLS & COLUMNS TO BE REMOVED. SEE ROOF FRAMING

PLAN FOR NEW BEAMS AND/OR FRAMING CONFIGURATIONS TO BE PROVIDED

WHERE EXISTING FRAMING ELEMENTS ARE SHOWN (IN THIS PLAN) TO BE

REMOVED

• WHERE FRAMING ELEMENTS AT THE MAIN ROOF ARE TO BE REMOVED, GC SHALL

BE RESPONSIBLE TO SHORE ALL ELEMENTS SUPPORTED THEREBY, INCLUDING

SUPPORTED BEAMS & JOISTS AT THE MAIN ROOF, AS WELL AS LIGHT GAUGE

TRUSSES ABOVE (SUPPORTING PURLINS AT THE EXISTING HIGH ROOF

CONVERSION), WHICH BEAR AT THE DECK MAIN ROOF DECKING & ARE ATTACHED

W/ SCREWS TO TOP FLANGES OF BEAMS & JOISTS @ THE MAIN ROOF LEVEL

ROOF FRAMING DEMOLITION PLAN GENERAL NOTES

1 2

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SCOPE OF WORK LEGEND

THE SCOPE OF WORK IS DIVIDED INTO TWO SEPARATE

DESIGNATIONS:

DKFX: 11-1122 A FOR ADD (MINOR CONSTRUCTION)

AND

DKFX: 11-1122 B FOR REPAIR

INDICATES WORK AS REQUIRED FOR

MINOR CONSTRUCTION (MC)

ALL OTHER WORK IS REPAIR

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H)

RC

S

RG

H

JM

D

/3 0/

AD

D/

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PA

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ER

T

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KEYED NOTES (THIS SHEET ONLY)

1 PROVISION OF STEEL ANGLE ALONG WALL LINE WILL REQUIRE REMOVAL OF BAR

JOIST ADJACENT TO WALL. WHERE BAR JOIST IS REMOVED, ANY CONNECTION OF

TRUSS TO BAR JOIST SHALL BE REPLACED WITH (2)#12 SCREWS FROM TRUSS TO NEW

STEEL ANGLE. SEE ROOF FRAMING AND OTHER DRAWINGS

2 K-SERIES JOISTS TO BE REMOVED

3 STEEL BEAM (OR CMU BOND BEAM) TO BE REMOVED

4 EXIST. CONCR. ROOF STRUCTURE TO BE REMOVED AT EXTENTS OF DIMENSION LINE.

CUT ROOF AT FACE OF EXISTING CMU WALL BEHIND. SEE ARCH'L DRAWINGS

5 CUT EXISTING EDGE OF SLAB ALONG THIS LINE W/IN 8" OF FACE OF WALL

6 CUT & REMOVE EXISTING CONCRETE BEAM INSIDE WALL ALONG THESE EXTENTS

7 CUT & REMOVE EXISTING DECKING AT THESE EXTENTS

8 REMOVE EXISTING STEEL COLUMN

1/8" = 1'-0"S301 S031

ROOF FRAMING DEMOLITION

PLAN (NORTH)

NORTH

SIDE

0'

= 1'-0"

4' 8' 16'

1/8"

A

B

D

E

FF

J

K

L

H

M

NN

G

7 7.1 7.9

9.3 9.7

L.8

C.4C.4

9.4

9.4

NP

NQ

3 3

2 2

NC.5NC.5

72' 43'

'3

M

AT

C H

LI

N

E

79'

13'

0' -8

" M

AX

EXIST. 8K1 JOISTS

W16X26

EXIST.

TOS=11'-7 1/4"

W18X76

25'

0' -8

" M

AX

7 7

40'

40'8

TOS= 9'-9 3/4"

32'

N9.1

N9.1

39'8

12 12

121212121212

1212 12 12

12 12 12 12 12 12

12 12 12

12 12

EXIST. CONCR. STRUCTURE TO REMAIN

• PLAN DEPICTS FRAMING ELEMENTS (BEAMS AND JOISTS) TO BE REMOVED. SEE

ARCH'L DRAWINGS FOR WALLS & COLUMNS TO BE REMOVED. SEE ROOF FRAMING

PLAN FOR NEW BEAMS AND/OR FRAMING CONFIGURATIONS TO BE PROVIDED

WHERE EXISTING FRAMING ELEMENTS ARE SHOWN (IN THIS PLAN) TO BE

REMOVED

• WHERE FRAMING ELEMENTS AT THE MAIN ROOF ARE TO BE REMOVED, GC SHALL

BE RESPONSIBLE TO SHORE ALL ELEMENTS SUPPORTED THEREBY, INCLUDING

SUPPORTED BEAMS & JOISTS AT THE MAIN ROOF, AS WELL AS LIGHT GAUGE

TRUSSES ABOVE (SUPPORTING PURLINS AT THE EXISTING HIGH ROOF

CONVERSION), WHICH BEAR AT THE DECK MAIN ROOF DECKING & ARE ATTACHED

W/ SCREWS TO TOP FLANGES OF BEAMS & JOISTS @ THE MAIN ROOF LEVEL

ROOF FRAMING DEMOLITION PLAN GENERAL NOTES

SCOPE OF WORK LEGEND

THE SCOPE OF WORK IS DIVIDED INTO TWO SEPARATE

DESIGNATIONS:

DKFX: 11-1122 A FOR ADD (MINOR CONSTRUCTION)

AND

DKFX: 11-1122 B FOR REPAIR

INDICATES WORK AS REQUIRED FOR

MINOR CONSTRUCTION (MC)

ALL OTHER WORK IS REPAIR

No. 22407

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RECORD DRAWING DATE

DRAWING SIZE:

PROJECT NO.

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RECORD DRAWING DATE

ARCH30 E(30X42)DRAWING SIZE:

PROJECT NO.

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DKFX: 11-1122 A1/A2/B

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S032

RO

OF

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IN

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1/8" = 1'-0"S301 S032

ROOF FRAMING DEMOLITION

PLAN (SOUTH)

KEYED NOTES (THIS SHEET ONLY)

1 PROVISION OF STEEL ANGLE ALONG WALL LINE WILL REQUIRE

REMOVAL OF BAR JOIST ADJACENT TO WALL. WHERE BAR JOIST IS

REMOVED, ANY CONNECTION OF TRUSS TO BAR JOIST SHALL BE

REPLACED WITH (2)#12 SCREWS FROM TRUSS TO NEW STEEL ANGLE.

SEE ROOF FRAMING AND OTHER DRAWINGS

2 STEEL BEAM (OR CMU BOND BEAM) TO BE REMOVED

3 K-SERIES JOISTS TO BE REMOVED

4 EXIST. CONCR. ROOF STRUCTURE TO BE REMOVED AT EXTENTS OF

DIMENSION LINE. CUT ROOF AT FACE OF EXISTING CMU WALL

BEHIND. SEE ARCH'L DRAWINGS

5 CUT NEW OPENING IN DECK TO EXTEND FULL-WIDTH OF GAP BTW.

EXIST. BAR JOIST TOP CHORDS; SUPPORT OTHER EDGES OF

OPENING W/ STEEL ANGLES AS PER TYP. DETAIL FOR DECK OPENING;

COORD. SIZE OF OPENING W/ ATTIC HATCH FRAME REQUIREMENTS

6 REMOVE EXISTING CANOPY STRUCTURE (FRAMING TYPE UNKNOWN)

& COLUMNS AT THESE EXTENTS

7 CUT EXISTING EDGE OF SLAB ALONG THIS LINE W/IN 8" OF FACE OF

WALL

8 CUT & REMOVE EXISTING CONCRETE BEAM INSIDE WALL ALONG

THESE EXTENTS

9 CUT & REMOVE EXISTING DECKING AT THESE EXTENTS

10 REMOVE EXISTING K-SERIES JOIST IF NECESSARY TO INSTALL NEW

BEAM

11 PROVIDE PARTIAL OR COMPLETE REMOVAL OF THE CONCR. BM

BELOW THE FLIGHTLINE SLAB AT THESE EXTENTS FOR THE

PROVISION OF A NEW CONCR. BM BELOW

12 REMOVE EXISTING STEEL COLUMN

SOUTH

SIDE

0'

= 1'-0"

1 2

3 4 5

8 9

10 11

A

B

C

D

E

FF

J

K

L

H

M

N

G

5.2

7.1 7.9

9.3 9.7L.8

NE.8

NJ.4

NK.9

C.4C.4

9.4

N7.05

N7.05

N7.8

NE.6

N9.1

EX

IS

TI

N

G O

VE

R

FR

AM

ED

T

R U

SS

ES

'-6

" O .C

EXISTING OVERFRAMED TRUSSES @ ±13'-6" O.C.

EX

IS

TI

N

G O

VE

R

FR

AM

ED

T

R U

SS

ES

'-6

" O .C

EX

IS

TI

N

G O

VE

R

FR

AM

ED

T

R U

SS

ES

'-6

" O .C

EXISTING OVERFRAMED TRUSSES @ ±13'-6" O.C.

EXISTING OVERFRAMED TRUSSES @ ±13'-6" O.C.

EX

IS

TI

N

G O

VE

R

FR

AM

ED

T

R U

SS

ES

'-6

" O .C

EXISTING OVERFRAMED TRUSSES @ ±13'-6" O.C.

EXISTING OVERFRAMED TRUSSES @ ±13'-6" O.C.

EX

IS

TI

N

G O

VE

R

FR

AM

ED

T

R U

SS

ES

'-6

" O .C

CUT & REMOVE EXIST. TRUSSES @ ±13'-6" O.C.

CUT & REMOVE EXIST. TRUSSES @ ±13'-6" O.C.

C U

T

R

EM

O

VE

E

XI

ST

. T

R U

SS

ES

'-6

" O .C

CUT & REMOVE EXIST. TRUSSES @ ±13'-6" O.C.

CUT & REMOVE EXIST. TRUSSES @ ±13'-6" O.C.

TRUSSES @ ±13'-6" O.C.

CUT & REMOVE EXIST.

TR

U

SS

ES

'-6

" O .C

C U

T

R

EM

O

VE

E

XI

ST

. TRUSSES @ ±13'-6" O.C.

CUT & REMOVE EXIST.

EXISTING CANOPY

OVERFRAMING (ASSUMED TO

BE TRUSSES & PURLINS, SIM

TO ELSEWHERE), TO BE

COMPLETELY REMOVED

ALONG WITH CANOPY

STRUCTURE

• PLAN DEPICTS EXISTING TRUSSES AT ASSUMED SPACINGS & LOCATIONS. GC SHALL

COORDINATE EXACT TRUSSES TO BE CUT W/ FIELD LAYOUT.

• PLAN DEPICTS FRAMING ELEMENTS (TRUSSES & PURLINS) TO BE REMOVED. SEE HIGH

ROOF & CANOPY FRAMING PLANS FOR NEW BEAMS AND/OR FRAMING CONFIGURATIONS

TO BE PROVIDED WHERE EXISTING FRAMING ELEMENTS ARE SHOWN (IN THIS PLAN) TO

BE REMOVED

• WHERE TRUSSES AT THE HIGH ROOF ARE TO BE REMOVED, GC SHALL BE RESPONSIBLE

TO SHORE ALL ELEMENTS SUPPORTED THEREBY, INCLUDING SUPPORTED PURLINS

• COORDINATE WITH CANOPY AND HIGH ROOF FRAMING PLANS FOR LOCATIONS WHERE

EXISTING TRUSSES & PURLINS AT EXISTING ROOF CONVERSION ARE REQUIRED TO BE

CUT/REMOVED FOR INSTALLATION OF CANOPY FRAMING EXTENSIONS & CLERESTORY

AREA. NEW FRAMING SHOWN IN SOME AREAS ON THESE PLANS PROVIDE REVISED

SUPPORT FOR EXISTING PURLINS: IN THESE LOCATIONS, GC MAY ELECT TO LEAVE

EXISTING TRUSSES IN PLACE AS WELL AS PROVIDE NEW STRUCTURAL ELEMENTS

SHOWN THEREIN.

HIGH ROOF FRAMING DEMOLITION PLAN GENERAL

NOTES

No. 22407

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B I L

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RECORD DRAWING DATE

DRAWING SIZE:

PROJECT NO.

OFSHEET

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P R E P

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RECORD DRAWING DATE

ARCH30 E(30X42)DRAWING SIZE:

PROJECT NO.

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DKFX: 11-1122 A1/A2/B

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, S

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C H A R

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C H A R

LE

S

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S040

HI

GH

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43 3/32" = 1'-0"S301 S040

HIGH ROOF FRAMING

DEMOLITION PLAN

KEYED NOTES (THIS SHEET ONLY)

1 CUT & REMOVE EXISTING METAL ROOFING & PURLINS (PERP. TO TRUSSES) W/IN THESE ("X"-ED)

EXTENTS

2 CUT & REMOVE EXISTING METAL ROOFING, BUT LEAVE PURLINS W/IN THESE (HATCHED W/ HORIZ.

LINES) EXTENTS

NORTH

SIDE

SOUTH

SIDE

0'

= 1'-0"

• PLAN INDICATES EXTENT OF EXISTING FOUNDATIONS AS

POSSIBLE. NOT ALL EXISTING FOUNDATIONS ARE SHOWN OR

KNOWN.

• NEW FOUNDATIONS ARE SHOWN ON PLAN, SEE SCHEDULES FOR

FOUNDATION SIZES AND REINFORCING.

• SEE WALL PLAN FOR NEW SHEARWALL TYPES AND LOCATIONS.

• FOR BIDDING PURPOSES, EXISTING TOP OF FOOTING AT ALL

EXTERIOR WALLS =(-)2-0" UNO (F.V. ALL EXST ELEV)

• FOR BIDDING PURPOSES, EXISTING TOP OF FOOTING AT ALL

INTERIOR WALLS =(-)2'-0" UNO (F.V. ALL EXST ELEV)

• TOP/FTG AT ALL CANOPY FOOTINGS - (-)2'-0" UNO

• SF=STEP FOOTING, SEE TYPICAL DETAIL X/S-XXX

• CENTER ALL SPREAD FOOTINGS BENEATH

COLUMNS/PIERS/PILASTERS

• ALL STRIP FOOTING REINFORCING SHALL BE CONTINUOUS

THROUGH SPREAD FOOTINGS

• PROVIDE CORNER BARS AT ALL STRIP FOOTING CHANGES IN

DIRECTION

FOUNDATION GENERAL NOTES

BID

ALTERNATE #

DESCRIPTION

3 INSTALLATION OF PLAYGROUND,

ENCLOSURE, AND ASSOCIATED SURFACE

MATERIALS

• EXTEND STRIP FOOTINGS A MINIMUM OF 1'-0" PAST END OF WALL AT

FOOTING TERMINATIONS

• PROVIDE CONCRETE COLLAR BELOW GRADE AT EXTERIOR CANOPY

COLUMNS; SIM. TO THOSE SHOWN ON TYP. DETAILS FOR INTERIOR

COLUMNS

• CUT AND REMOVE EXISTING SLAB FOR ACCESS TO CONSTRUCT NEW

FOOTINGS.

• WHERE SLAB HAS BEEN REMOVED, REPLACE W/ NEW 4" DP. SLAB ON

GRADE W/ W1.4xW1.4~6x6 W.W.R. AT CENTER OF SLAB, WITH CONTROL

JOINTS @ 15'-0" O.C. MAX. IN EA. DIRECTION, ON TOP OF VAPOR BARRIER.

SEE TYPICAL DETAILS FOR CONTROL, CONSTRUCTION JOINTS, AS WELL

AS JOINTS W/ EXIST. SLAB.

3 4 5 6

A

B

C

D

E

FF

H

M

N

5.2

L.8

12'-8 3/4"

F77

F66

F33

F44

F44

F33 F44 F66

F66

F88

F77

F66

F55

F55

F66

F2 .0

E

XS

T

F2 .0

E

XS

T

F2 .0

E

XS

T

F2 .0

E

XS

T

F2 .0

E

XS

T

F2 .0

E

XS

T F2

.0 E

XS

T

F2.0 EXST

F2 .0

E

XS

T

F2 .0

E

XS

T

F2.0 EXST

F2 .0

E

XS

T

F2.0 EXST

F2.0 EXSTF2.0 EXSTF2.0 EXST

F2 .0

E

XS

T

F2 .0

E

XS

T

F2 .0

E

XS

T

F2.0 EXST

F2.0 EXST

F2.0 EXST

F2 .0

E

XS

T F2

.0 E

XS

T

F2.0 EXST

F2 .0

E

XS

T

N7.1

NE.8NE.8

NJ.4NJ.4

NK.9

NK.9

NA.9

NC.8

C.4

NAA

NN.1

N5.1 N5.6

NQ NQ

NM.2

N4.1N3.1

F3 .0

F3.0

NE.6NE.6

N7.4

F8x4.5

F6.5x6.5

F5.5x5.5

F5.5x5.5

F8x4.5

F4.5x4.5

F4.5x4.5

F54F54F54

F4.5x4.5 F4.5x4.5

Pipe 3X

XS

HSS5X

5X

5/1

HSS5X

5X

5/1

Pipe 3X

XS

HSS8X

8X

3/8

HSS8X8X3/8

HSS6X6X5/16

HSS8X

8X

3/8

HSS8X8X3/8

HSS8X

8X

3/8

HSS8X

8X

3/8

HSS8X8X3/8

HSS8X

8X

3/8

HSS8X

8X

3/8

HSS8X

8X

3/8

HSS8X

8X

3/8

Pipe 3X

XS

HSS4X

4X

3/8

Pipe 3X

XS

Pipe 3X

XS

Pipe 3X

XS

Pipe 3X

XS

Pipe 3X

XS

HSS6X

6X

5/1

HSS6X

6X

5/1

Pipe 3X

XS

F44

F44

Pipe 3X

XS

-2'-0"

-2'-0"

-2'-0"

-2'-0"

-2'-0"

-2'-6"

F44

FS

2.

F3.0

F3.0

FS2.0

FS2.0

F2.0 F2.0

F3 .0

F3.0

F3 .0

M

AT

C H

LI

N

E M

AT

C

H

LI

N E

HSS4X

4X

3/8

F2.0 EXST

FS2.0

FS2.0

F44

F55

F2.0 EXST

F2.0 EXST

F2.0 EXST

F2.0 EXST

F33

F44

Pipe 3X

XS

S304

F44 EXST F44 EXSTF44 EXST

HSS7X

5X

3/1

HSS7X

5X

3/1

1'-6"

S501S101

S502S101

S502S101

MW8-A

MW8-A

FS2.0

FS2.0

HSS5X

5X

5/1

F2 .0

E

XS

T

F44

F44 1 1

8' -2

/8

'-9

/8

'-2

'-3

/2

3' -1

/8

'-6

/2

'-0

SLR

S

SLR

S

SLR

S

SLR

S

SLR

S

SLR

S

SLRS

SLRS

SLR

S

SLR

S

SLRS

± 22'-8 3/8" ± 19'-3 1/2" ± 21'-0 1/2" ± 7'-4 7/8"

± 0'-4 5/8" 23'-0" 23'-0" 10'-6" 30'-2"

9' -2

/2

0'

-9

/2

'-1

0"

± 8'-2 3/8"

± 19'-6" ± 81'-1 3/8"

SCOPE OF WORK LEGEND

THE SCOPE OF WORK IS DIVIDED INTO TWO SEPARATE

DESIGNATIONS:

DKFX: 11-1122 A FOR ADD (MINOR CONSTRUCTION)

AND

DKFX: 11-1122 B FOR REPAIR

INDICATES WORK AS REQUIRED FOR

MINOR CONSTRUCTION (MC)

ALL OTHER WORK IS REPAIR

No. 22407

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JR

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BAIR AS

I N62 8T H

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COM

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B I L

SEAL AREA

RECORD DRAWING DATE

DRAWING SIZE:

PROJECT NO.

OFSHEET

D A

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P R E P

B Y

A P P R 'D

RECORD DRAWING DATE

ARCH30 E(30X42)DRAWING SIZE:

PROJECT NO.

OFSHEET

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B Y

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C H

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DKFX: 11-1122 A1/A2/B

GL

IC

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C H A R

LE

S

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A B

C H A R

LE

S

TO

N S C

S101

NE

W

E

XI

ST

IN

G

FO

UN

DA

TI

ON

P

LA

N

(N

OR

TH

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KEYED NOTES (THIS SHEET ONLY)

1 NEW FOUNDATION SHALL BE DOWELED INTO EXISTING

FOUNDATION PER DETAIL (2/S501). BOTT. OF NEW FOOTING TO

MATCH BOTT. OF EXIST. FTG.

2 PROVIDE TYPICAL GROUT BED SIMILAR TO WHERE BASE PLATES

BEAR ON A NEW FOOTING & PROVIDE (4) 3/4" DIA. x 8" EMBEDMENT

(INTO EXIST. FOUNDATION) EPOXY BOLTS AT BASE PLATE TO

EXIST. FND. ATTACHMENT

3 INSTALL PIPE (ASSUMED BELOW EXISTING FOOTING) PER TYPICAL

DETAIL 4/S502; SEE CIVIL / PLUMBING DRAWINGS

1/8" = 1'-0"S101

1 FOUNDATION PLAN (NORTH)

NORTH

SIDE

0'

= 1'-0"

B

D

E

FF

J

K

L

H

M

N

G

9.3 9.7

L.8

F66

F66

F99

F88

F77

F44

F44

F66

F66 F66

F44

F44

F2.0 EXST F2.0 EXST

F2 .0

E

XS

T F2

.0 E

XS

T

F2 .0

E

XS

T

F2 .0

E

XS

T F2

.0 E

XS

T

F2 .0

E

XS

T

F2 .0

E

XS

T

F2.0 EXST

F2.0 EXST

F2.0 EXST

F2.0 EXST

F2.0 EXSTF2.0 EXSTF2.0 EXST

F2 .0

E

XS

T F2

.0 E

XS

T

F2 .0

E

XS

T F2

.0 E

XS

T

F2 .0

E

XS

T

F2.0 EXST

F2.0 EXST

F2 .0

E

XS

T

N7.1

NE.8NE.8

NJ.4NJ.4

NK.9

NK.9

N8.5

NA.9

NC.8

C.4

N9.5

9.4

9.4

NAA

S302

NN.1

N8.4 N8.6

NP

NQ NQ

N9.2 N9.8

NE.6NE.6

N7.4

F8x4.5 F8x4.5

F8x4.5

F6.5x6.5

F5.5x5.5

F5.5x5.5

F5.5x5.5

F8x4.5 F54 F54 F54

F4.5x4.5 F4.5x4.5 F4.5x4.5

HSS8X

8X

3/8

HSS8X8X3/8

HSS8X

8X

3/8

HSS8X

8X

3/8

HSS8X

8X

3/8

HSS8X

8X

3/8

Pipe 3X

XS

Pipe 3X

XS

Pipe 3X

XS

Pipe 3X

XS

HSS6X

6X

5/1

HSS6X

6X

5/1

HSS8X

8X

3/8

HSS8X

8X

3/8

HSS8X

8X

3/8

HSS8X

8X

3/8

HSS8X

8X

3/8

HSS8X

8X

3/8

HSS8X8X3/8

HSS8X8X3/8

HSS4X

4X

3/8

Pipe 3X

XS

Pipe 3X

XS

HSS5X

5X

5/1

HSS5X

5X

5/1

Pipe 3X

XS

Pipe 3X

XS

Pipe 3X

XS

F4.5x4.5 F4.5x4.5

F44

F2.0 EXST

F44 F44

F44

F44

F44 1

-2'-0"

-2'-0"

-2'-0"

-2'-0"

-2'-0"

S611S102

NA.2

NA.4

NB.4

N9.9 10.2 N10.6 N10.9

F2 .3

F2.3

F2.3

F2 .3

F2.3

F2 .3

FS2.0

FS

2.

FS2.0

FS2.0

FS2.0

FS

2.

FS

2.

FS2.0

FS2.0

S501S102

S501S102

F3.0

F3.0

F44

F44

F44

F2 .3

NC.5

F2 .3

-2'-6"

FS2.0

FS2.0

M

AT

C H

LI

N

E M

AT

C

H

LI

N E

F2.0 EXST

F2 .0

E

XS

T

F2.0 EXST

F2 .0

E

XS

T F2

.0 E

XS

T

S501S102

HSS4X

4X

3/8

F2.0 EXST

N9.1

F8x4.5

F6.5x6.5

HSS8X

8X

3/8

Pipe 3X

XS

S304

F44 EXST F44 EXST F44 EXST F44 EXSTF44 EXST

FS

2.

F3.0

HSS7X

5X

3/1 6 F3.0

HSS7X

5X

3/1

S501S101

F4.5x4.5

HSS8X8X3/8

BID ALTERNATE 3

NOTE THAT COLUMN

& ASSOCIATED FTG.

ARE NOT A PART OF

BID ALTERNATE

HSS5X

5X

5/1

HSS5X

5X

5/1

S612S102

SLRS

SLRS

SLR

S

SLR

S

SLRS

SLR

S

SLR

S

SLR

S

SLR

S

SLR

S

SLR

S

SLR

S

SLR

S

SLR

S

SLR

S

SLR

S

SLRS

HSS8X

8X

3/8

SLR

S

SLR

S

30'-2" 10'-6" 23'-0" 23'-0"

9' -2

/2

'-1

0"

'-3

/2

±…