VOL 14 OF 14_FACILITY STD_DRAWINGS_CDC_JUL 2026.pdf

US Army Corps of Engineers ®

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CONTRACT NO.:

ISSUE DATE:

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VOLUME - FACILITY

VOLUME OF 14

FACILITY A - ALERT SHELTER

FACILITY C - LOGISTICS READINESS CENTER

FACILITY D - MAINTENANCE SUPPLY WAREHOUSE

FACILITY F - GUARD HOUSE

FACILITY H - PILOT READINESS FACILITY

FACILITY J - POL SHED

FACILITY K - SUBSTATION

FACILITY M - STORAGE SHADE

FACILITY N - WASH RACK SUNSHADE

FACILITY O - FIRE WATER PUMP HOUSE

GENERAL NOTES AND SITE DESIGN

INDEX OF VOLUMES

VOLUME

NUMBER

VOLUME TITLE

FACILITY G1 - SUNSHADES - SINGLE

FACILITY E - ALERT MAGAZINE

FACILITY STD - STANDARD DETAILS14

MIDDLE EAST DISTRICT

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ALI AL SALEM AB, KUWAIT

KMOD – KUWAIT AIR FORCE

W912ER26RA016

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KU-509974-2

KUWAIT APACHE ALERT FACILITES

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STD - STANDARD DETAILS14

of Engineers®

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INDEX OF DRAWINGS

KU-509974-2 - STANDARD DETAILS

SHEET

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GENERAL

GI001 KU-509974-2STD-GI001 FACILITY COVER SHEET

GI011 KU-509974-2STD-GI011 INDEX OF DRAWINGS

STRUCTURAL

SS001 KU-509974-2STD-SS001 GENERAL NOTES

SS002 KU-509974-2STD-SS002 GENERAL NOTES

SS003 KU-509974-2STD-SS003 GENERAL NOTES

SS004 KU-509974-2STD-SS004 STRUCTURAL ABBREVATIONS AND SYMBOLS

SS501 KU-509974-2STD-SS501 TYPICAL STRUCTURAL DETAILS - SHEET 1

SS502 KU-509974-2STD-SS502 TYPICAL STRUCTURAL DETAILS - SHEET 2

SS503 KU-509974-2STD-SS503 TYPICAL STRUCTURAL DETAILS - SHEET 3

SS504 KU-509974-2STD-SS504 TYPICAL STRUCTURAL DETAILS - SHEET 4

SS505 KU-509974-2STD-SS505 TYPICAL CMU WALL DETAILS - SHEET 1

SS506 KU-509974-2STD-SS506 TYPICAL CMU WALL DETAILS (ELEVATION) - SHEET 2

SS507 KU-509974-2STD-SS507 TYPICAL CMU WALL DETAILS - SHEET 3

SS508 KU-509974-2STD-SS508 CONCRETE FOUNDATION DETAILS

SS509 KU-509974-2STD-SS509 CONCRETE WALL AND ELEVATED SLAB DETAILS

SS510 KU-509974-2STD-SS510 MISCELLANEOUS CONCRETE DETAILS

SS511 KU-509974-2STD-SS511 MBS FOUNDATION DETAILS - SHEET 1

SS512 KU-509974-2STD-SS512 TYPICAL STRUCTURAL DETAILS (MISCELLANEOUS)

SS513 KU-509974-2STD-SS513 COLD-FORMED METAL FRAMING TYPICAL DETAILS

SS601 KU-509974-2STD-SS601 MATERIAL SCHEDULES

ARCHITECTURAL

SA001 KU-509974-2STD-SA001 GENERAL ARCHITECTURAL NOTES

SA501 KU-509974-2STD-SA501 INTERIOR WALL TYPES

SA502 KU-509974-2STD-SA502 WALL DETAILS

SA503 KU-509974-2STD-SA503 COLUMN DETAILS

SA504 KU-509974-2STD-SA504 INSULATED METAL PANEL DETAILS

SA505 KU-509974-2STD-SA505 FLOOR FINISHES AND DETAILS

SA506 KU-509974-2STD-SA506 MISC. EXTERIOR DETAILS

SA507 KU-509974-2STD-SA507 CEILING DETAILS

SA508 KU-509974-2STD-SA508 WINDOW AND DOOR TYPES

SA509 KU-509974-2STD-SA509 DOOR OPENING DETAILS

SA510 KU-509974-2STD-SA510 WINDOW DETAILS

SA511 KU-509974-2STD-SA511 TRANSLUCENT PANEL DETAILS

SA512 KU-509974-2STD-SA512 OVERHEAD DOOR DETAILS

SA513 KU-509974-2STD-SA513 PARAPET DETAILS

SA514 KU-509974-2STD-SA514 ROOF DETAILS

SA515 KU-509974-2STD-SA515 ROOF ACCESS LADDER DETAILS

SA516 KU-509974-2STD-SA516 ROOF SCREEN DETAILS

SA517 KU-509974-2STD-SA517 ROOF SCREEN DETAILS

SA518 KU-509974-2STD-SA518 STAIR DETAILS

SA519 KU-509974-2STD-SA519 STAIR DETAILS

SA520 KU-509974-2STD-SA520 FIXTURE HEIGHTS

SA521 KU-509974-2STD-SA521 SIGNAGE DETAILS

SA522 KU-509974-2STD-SA522 SIGNAGE DETAILS

SA523 KU-509974-2STD-SA523 FINISHES

SA524 KU-509974-2STD-SA524 HANGAR DOOR

SA525 KU-509974-2STD-SA525 CASEWORK DETAILS

INDEX OF DRAWINGS

KU-509974-2 - STANDARD DETAILS

SHEET

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FIRE PROTECTION

SF001 KU-509974-2STD-SF001

FIRE ALARM AND LIFE SAFETY STANDARD DETAILS AND

SYMBOLS

SF002 KU-509974-2STD-SF002 FIRE ALARM AND DETECTION SYSTEM - STANDARD DETAILS

SF003 KU-509974-2STD-SF003

FIRE SUPPRESSION AND EXTINGUISHING SYSTEMS

STANDARD DETAILS

SF501 KU-509974-2STD-SF501 FIRE ALARM GENERAL INSTALLATION DETAILS

SF502 KU-509974-2STD-SF502

FIRE PUMPS, WATER STORAGE, SUPPRESSION CONCEPT

PLAN

PLUMBING

SP001 KU-509974-2STD-SP001 GENERAL NOTES, ABBREVIATIONS AND SYMBOLS

SP500 KU-509974-2STD-SP500 PLUMBING DETAILS - SHEET 1

SP501 KU-509974-2STD-SP501 PLUMBING DETAILS - SHEET 2

SP502 KU-509974-2STD-SP502 PLUMBING DETAILS - SHEET 3

SP503 KU-509974-2STD-SP503 PLUMBING DETAILS - SHEET 4

MECHANICAL

SM001 KU-509974-2STD-SM001 GENERAL NOTES, ABBREVIATIONS AND SYMBOLS

SM002 KU-509974-2STD-SM002 SEQUENCE OF OPERATIONS

SM003 KU-509974-2STD-SM003 SEQUENCE OF OPERATIONS

SM004 KU-509974-2STD-SM004 SEQUENCE OF OPERATIONS

SM500 KU-509974-2STD-SM500 MECHANICAL DETAILS - SHEET 1

SM501 KU-509974-2STD-SM501 MECHANICAL DETAILS - SHEET 2

SM502 KU-509974-2STD-SM502 MECHANICAL DETAILS - SHEET 3

SM503 KU-509974-2STD-SM503 MECHANICAL DETAILS - SHEET 4

SM504 KU-509974-2STD-SM504 MECHANICAL DETAILS - SHEET 5

SM505 KU-509974-2STD-SM505 MECHANICAL DETAILS - SHEET 6

SM506 KU-509974-2STD-SM506 MECHANICAL DETAILS - SHEET 7

SM601 KU-509974-2STD-SM601 HVAC REGISTER SCHEDULES

ELECTRICAL

SE001 KU-509974-2STD-SE001 ELECTRICAL GENERAL & NOTES

SE002 KU-509974-2STD-SE002 ELECTRICAL GENERAL & NOTES

SE003 KU-509974-2STD-SE003 ELECTRICAL GENERAL & NOTES

SE501 KU-509974-2STD-SE501 LIGHTING DETAILS

SE502 KU-509974-2STD-SE502 LIGHTING DETAILS

SE503 KU-509974-2STD-SE503 LIGHTING DETAILS AND SCHEDULE

SE504 KU-509974-2STD-SE504 LIGHTING DETAILS OTHER

SE505 KU-509974-2STD-SE505 LIGHTING CONTROL WIRING SCHEMATICS

SE506 KU-509974-2STD-SE506 LIGHTING CONTROL WIRING SCHEMATICS

SE507 KU-509974-2STD-SE507 LIGHTING CONTROL NETWORK DIAGRAM

SE508 KU-509974-2STD-SE508 LIGHTING CONTROL NETWORK DIAGRAM

SE509 KU-509974-2STD-SE509 POWER DETAILS

SE510 KU-509974-2STD-SE510 POWER DETAILS

SE511 KU-509974-2STD-SE511 POWER DETAILS

SE512 KU-509974-2STD-SE512 POWER DETAILS

SE513 KU-509974-2STD-SE513 POWER DETAILS

SE514 KU-509974-2STD-SE514 LIGHTNING PROTECTION & GROUNDING DETAILS

SE515 KU-509974-2STD-SE515 LIGHTNING PROTECTION & GROUNDING DETAILS

SE516 KU-509974-2STD-SE516 LIGHTNING PROTECTION & GROUNDING DETAILS

SE517 KU-509974-2STD-SE517 LIGHTNING PROTECTION & GROUNDING DETAILS

SE518 KU-509974-2STD-SE518 LIGHTNING PROTECTION & GROUNDING DETAILS

INDEX OF DRAWINGS

KU-509974-2 - STANDARD DETAILS

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TELECOMMUNICATIONS

TN500 KU-509974-2STD-TN500 TELECOMMUNICATIONS LEGEND

TN501 KU-509974-2STD-TN501 TELECOMMUNICATIONS DETAILS

TN502 KU-509974-2STD-TN502 TELECOMMUNICATIONS DETAILS

TN503 KU-509974-2STD-TN503 TELECOMMUNICATIONS DETAILS

TN504 KU-509974-2STD-TN504 TELECOMMUNICATIONS DETALS

TN505 KU-509974-2STD-TN505 TELECOMMUNICATIONS DETAILS

TN506 KU-509974-2STD-TN506 TELECOMMUNICATIONS DETAILS

TN507 KU-509974-2STD-TN507 TELECOMMUNICATIONS DETAILS

TN508 KU-509974-2STD-TN508 TELECOMMUNICATIONS DETAILS

TN509 KU-509974-2STD-TN509 TELECOMMUNICATIONS DETAILS

TN510 KU-509974-2STD-TN510 TELECOMMUNICATIONS DETAILS

TN511 KU-509974-2STD-TN511 TELECOMMUNICATIONS DETAILS

TN512 KU-509974-2STD-TN512 TELECOMMUNICATIONS DETAILS

TN513 KU-509974-2STD-TN513 TELECOMMUNICATIONS DETAILS

TN514 KU-509974-2STD-TN514 TELECOMMUNICATIONS DETAILS

TN515 KU-509974-2STD-TN515 TELECOMMUNICATIONS DETAILS

TN516 KU-509974-2STD-TN516 TELECOMMUNICATIONS DETAILS

TN517 KU-509974-2STD-TN517 TELECOMMUNICATIONS DETAILS

TN518 KU-509974-2STD-TN518 TELECOMMUNICATIONS DETAILS

TS501 KU-509974-2STD-TS501 STANDARD TELECOM DETAILS

TS502 KU-509974-2STD-TS502 STANDARD TELECOM DETAILS

TS503 KU-509974-2STD-TS503 STANDARD TELECOM DETAILS

TS504 KU-509974-2STD-TS504 STANDARD TELECOM DETAILS

TS505 KU-509974-2STD-TS505 STANDARD TELECOM DETAILS

G-1 METHODS, PROCEDURES AND SEQUENCES OF CONSTRUCTION ARE THE

RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR IS

RESPONSIBLE FOR IDENTIFYING AND IMPLEMENTING THE NECESSARY

PRECAUTIONS TO MAINTAIN AND ENSURE THE INTEGRITY OF THE

STRUCTURE AT ALL STAGES OF CONSTRUCTION.

G-2 ALL DIMENSIONS ARE IN MILLIMETERS (mm) UNLESS NOTED OTHERWISE.

G-3 TEMPORARY BRACING, SHEETING, SHORING, ETC, REQUIRED TO ENSURE

THE STRUCTURAL INTEGRITY/STABILITY OF THE EXISTING BUILDINGS,

SIDEWALKS, UTILITIES, ETC, DURING CONSTRUCTION IS THE

RESPONSIBILITY OF THE CONTRACTOR AND SHALL BE DESIGNED BY A

REGISTERED PROFESSIONAL ENGINEER EMPLOYED BY THE

CONTRACTOR.

G-4 IMPLEMENTATION OF JOB SITE SAFETY IS THE SOLE RESPONSIBILITY OF

THE CONTRACTOR.

G-5 WHEN NOT SPECIFICALLY INDICATED ON THE STRUCTURAL DRAWINGS,

THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING SLEEVE AND

BLOCK-OUT REQUIREMENTS FOR PENETRATIONS PRIOR TO FABRICATION

OR ERECTION OF THE STRUCTURE. PENETRATIONS OF STRUCTURAL

MEMBERS ARE SUBJECT TO APPROVAL BY THE CONTRACTING

OFFICER. THE CONTRACTOR IS ALSO RESPONSIBLE FOR DETERMINING

ANCHORAGE AND HANGER REQUIREMENTS REQUIRED FOR SUPPORTING

EQUIPMENT, FINISHES, UTILITIES ETCETERA NOT INDICATED ON THE

STRUCTURAL DRAWINGS.

G-6 THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING AND

COORDINATING DIMENSIONS AND INSTALLATION DETAILS OF

PURCHASED EQUIPMENT WITH THE SUPPORTING STRUCTURE. ANY

CONFLICTS BETWEEN THESE ITEMS AND THE BUILDING STRUCTURE ARE

TO BE BROUGHT TO THE ATTENTION OF THE CONTRACTING OFFICER

FOR RESOLUTION.

G-7 THE STRUCTURAL DRAWINGS GOVERN THE WORK FOR STRUCTURAL

FEATURES, UNLESS OTHERWISE NOTED. DIMENSIONS SHOWN ON PLANS

AND DETAILS ARE TO GOVERN THE STRUCTURAL WORK. THE

CONTRACTOR IS TO REFER TO THE ARCHITECTURAL DRAWINGS FOR

DIMENSIONS AND DETAILS NOT PROVIDED. DIMENSIONAL CONFLICTS IN

THE DOCUMENTS SHALL BE BROUGHT TO THE ATTENTION OF THE

CONTRACTING OFFICER.

G-8 FOR ADDITIONAL INFORMATION NOT COVERED IN THESE GENERAL

NOTES, REFER TO THE PROJECT SPECIFICATIONS. IN CASE OF CONFLICT

BETWEEN THE GENERAL NOTES, SPECIFICATIONS, AND DRAWINGS, THE

MOST STRINGENT REQUIREMENTS AS DETERMINED BY THE

CONTRACTING OFFICER WILL GOVERN.

G-9 WHERE CERTAIN FEATURES ARE NOT FULLY SHOWN OR DETAILED ON

THE CONTRACT DOCUMENTS, THEIR CONSTRUCTION MUST BE OF THE

SAME CHARACTER AS FOR SIMILAR CONDITIONS THAT ARE FULLY

SHOWN OR DETAILED.

G-10 DETAILS DESIGNATED AS “TYPICAL DETAILS,” APPLY GENERALLY TO THE

DRAWINGS IN AREAS WHERE CONDITIONS ARE SIMILAR TO THOSE

DESCRIBED IN THE DETAILS.

G-11 SHOP DRAWINGS:

A. SHOP DRAWINGS FOR ALL MATERIALS ARE TO BE SUBMITTED TO THE

CONTRACTING OFFICER FOR REVIEW PRIOR TO THE START OF

FABRICATION OR COMMENCEMENT OF WORK PER THE PROJECT

SPECIFICATIONS.

B. SHOP DRAWINGS MUST BE CHECKED AND STAMPED BY THE

CONTRACTOR PRIOR TO SUBMISSION. THE CONTRACTOR’S STAMP

OF APPROVAL WILL CONSTITUTE CERTIFICATION THAT HE 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.

C. REPRODUCTION OF ANY PORTION OF THE STRUCTURAL CONTRACT

DRAWINGS FOR SUBMITTAL AS SHOP DRAWINGS IS PROHIBITED.

D. CHANGES TO SHOP DRAWINGS THAT ARE RE-SUBMITTED MUST BE

CLOUDED OR SOMEHOW INDICATE THAT A CHANGE HAS BEEN MADE

TO PREVIOUSLY ISSUED AND REVIEWED DRAWING.

E. THE CONTRACTOR IS TO PROVIDE THE CONTRACTING OFFICER WITH

WRITTEN NOTICE OF DEVIATIONS OF ANY TYPE FROM THE

REQUIREMENTS OF THE CONSTRUCTION DOCUMENTS. THE NOTICE

MUST BE RECEIVED PRIOR TO SHOP DRAWING SUBMITTAL. THE

CONTRACTOR REMAINS LIABLE FOR ANY DEVIATION UNLESS

REVIEWED BY THE CONTRACTING OFFICER AND ACKNOWLEDGED IN

WRITING, PRIOR TO THE RECEIPT OF THE SHOP DRAWINGS.

GENERAL F-4 ALL FOOTINGS ARE TO BEAR A MINIMUM OF 1500mm BELOW

FINISHED GRADE, UNLESS NOTED OTHERWISE. ELEVATIONS SHOWN ON

THE DRAWINGS AT WHICH FOUNDATIONS BEAR ARE APPROXIMATE AND

MAY VARY TO SUIT SUBSURFACE SOIL CONDITIONS. ANY STEP-IN

FOOTING LOCATIONS SHOWN ON THE DRAWINGS ARE TO BE FIELD

VERIFIED AND ADJUSTED AS REQUIRED SO THAT FOUNDATIONS BEAR ON

MATERIAL OF AT LEAST THE CAPACITY NOTED AND ON SUITABLE IN-SITU

SOIL OR COMPACTED STRUCTURAL FILL PER THE GEOTECHNICAL

RECOMMENDATIONS AND SPECIFICATIONS. AT LOCATIONS WHERE

FOUNDATIONS WILL NOT BEAR DIRECTLY ON BEDROCK, A PLATE LOAD

TEST IS REQUIRED TO CONFIRM BEARING CAPACITY MEETS MINIMUM

BEARING CAPACITY PER THE GENERAL NOTES SPECIFIC TO EACH

BUILDING.PLATE LOAD TEST IS NOT REQUIRED WHERE THE DESIGN

CRITERIA FOR EACH BUILDING INDICATES THAT FOUNDATIONS WERE

DESIGNED TO BEAR ON ENGINEERED FILL.

F-5 PRIOR TO PLACING CONCRETE, ANY WATER PRESENT IS TO BE PUMPED

OUT FROM THE BOTTOM OF EXCAVATIONS.

F-6 CONCRETE SLABS-ON-GRADE HAVE BEEN DESIGNED TO BEAR ON

PROPERLY COMPACTED SUB-GRADE SOILS AS PER THE DESIGN

CRITERIA FOR EACH BUILDING. THE DRAINAGE BASE COURSE MATERIAL

BENEATH THE SLAB- ON-GRADE IS TO CONFORM TO ASTM D 1241, TYPE 1,

GRADATION B AND BE COMPACTED IN ACCORDANCE WITH 95%

STANDARD DENSITY PER ASTM D 698 (MAXIMUM FILL LIFT = 200mm).

F-7 NO BACKFILLING AGAINST WALLS IS TO BE DONE UNTIL THE SLABS AT

THE TOP AND BOTTOM HAVE BEEN PLACED OR ADEQUATE SHORING HAS

BEEN PROVIDED. WALLS AND GRADE BEAMS HAVING BACKFILL AGAINST

BOTH SIDES ARE TO HAVE BACKFILL PLACED ON BOTH SIDES UNIFORMLY

SO AS NOT TO EXCEED A 200mm DIFFERENTIAL.

F-8 EQUIPMENT AND/OR MATERIALS WITH WEIGHT GREATER THAN THE

DESIGN SURCHARGE MUST MAINTAIN A SAFE HORIZONTAL CLEAR

DISTANCE FROM BASEMENT AND RETAINING WALLS. A SAFE

HORIZONTAL CLEAR DISTANCE IS DEFINED AS THE DISTANCE FROM THE

BASE OF THE RETAINING WALL TO THE TOP OF FINISHED GRADE.

F-9 FOR METAL BUILDING SYSTEMS, THE FOUNDATION SYSTEM HAS BEEN

DESIGNED TO SUPPORT METAL BUILDING SYSTEMS BASED

UPON A DESIGN ANALYSIS PERFORMED BY THE STRUCTURAL ENGINEER.

THE FOLLOWING CONCRETE REQUIREMENTS FOR METAL BUILDING

SYSTEMS APPLY:

A. THE FOUNDATION MUST BE SQUARE AND LEVEL. OUT OF LEVEL

TOLERANCE FOR TOP OF CONCRETE PIERS AND WALLS IS ± 3mm IN 6000mm AND ± 6mm IN OVERALL LENGTH. TOLERANCE BETWEEN CENTERLINES OF COLUMN ANCHOR BOLT CLUSTERS IS ± 3mm IN 6000mm AND ± 6mm OVERALL.

B. ADJUST THE ELEVATION OF THE TOP OF PIERS IN ACCORDANCE WITH

BUILDING MANUFACTURER'S STANDARD. TROWEL FINISH TOP OF

CONCRETE AT COLUMN BASES.

C. ADJUST DIMENSIONS OF CONCRETE PIERS GIVEN TO PROVIDE A

MINIMUM 50mm BEYOND ALL SIDES OF COLUMN BASE PLATE. NOTE:

PIER SIZE GIVEN IS MINIMUM, ANY REVISIONS TO PIER SIZES SHOWN

ON THE DRAWINGS SHALL BE PROVIDED TO THE ENGINEER FOR

REVIEW.

D. ANCHOR RODS MUST BE SET BY MEANS OF A TEMPLATE. (DO NOT

HAND SET)

E. MISCELLANEOUS JAMB POSTS ARE TO BE ANCHORED TO

FOUNDATION BY MEANS OF POST-INSTALLED ANCHORS AS PER

BUILDING MANUFACTURER'S DRAWINGS.

C-11 REINFORCEMENT IS TO BE SECURELY HELD IN PLACE WHILE PLACING

CONCRETE. IF REQUIRED, ADDITIONAL BARS, STIRRUPS, OR CHAIRS

WILL BE PROVIDED BY THE CONTRACTOR TO FURNISH SUPPORT FOR

ALL BARS WHERE NECESSARY DURING CONSTRUCTION.

C-12 CONTINUOUS REINFORCING BARS TO BE TURNED AND LAPPED AT

CORNERS AND INTERSECTIONS OF WALLS AND FOOTINGS. HOOKED

BARS TO HAVE STANDARD ACI HOOKS AS NOTED ON SS601.

C-13 CONTINUOUS TOP BARS TO BE SPLICED AT MID-SPAN. CONTINUOUS

BOTTOM BARS TO BE SPLICED AT CENTERLINE OF SUPPORTS (OR AS

SHOWN ON DETAILS).

C-14 WELDED WIRE REINFORCEMENT IS TO BE SUPPLIED IN FLAT SHEETS

ONLY. LAP WELDED WIRE REINFORCEMENT TWO FULL MESH LENGTHS

AT SPLICES AND WIRE TOGETHER. PLACE WELDED WIRE

REINFORCEMENT WITHIN THE SLAB THICKNESS PER THE TYPICAL

DETAILS.

C-15 CONCRETE SLABS TO BE CURED BY METHOD COMPATIBLE WITH

SPECIFIED FLOOR FINISH. WHERE ACCEPTABLE USE A LIQUID

MEMBRANE-CURING COMPOUND AT THE MANUFACTURERS

RECOMMENDED COVERAGE.

C-16 SLOPE SLABS-ON-GRADE TO DRAIN AS REQUIRED. MAINTAIN MINIMUM

DESIGN THICKNESS INDICATED.

C-17 DIVIDE FLOOR SLABS-ON-GRADE INTO SEGMENTS BY MEANS OF

ISOLATION, CONTROL AND CONSTRUCTION JOINTS AS INDICATED ON THE

DRAWINGS. SAW JOINTS TO BE CUT AS SOON AS POSSIBLE WITHOUT

RAVELING THE SURFACE. POSITION OF CONSTRUCTION JOINTS OTHER

THAN THOSE SHOWN ON THE DRAWINGS ARE TO BE SUBMITTED TO THE

CONTRACTING OFFICER FOR APPROVAL.

C-18 SLAB-ON-GRADE CONTROL JOINTS TO BE PLACED AT COLUMNS

PER DETAIL 1/SS502 UNO. CONTROL JOINTS TO BE PLACED AT EQUAL

INTERVALS IN EACH DIRECTION AS INDICATED ON THE PLANS. ADAPT

CONTROL JOINT LOCATION AT ODD BAYS. CONSTRUCTION JOINTS TO BE

PLACED AT CONTROL JOINT LOCATIONS AT CONTRACTOR’S DISCRETION

UNO ON PLAN.

C-19 LEVELING GROUT TO BE NON-SHRINK, NON-METALLIC TYPE, FACTORY

PREMIXED GROUT IN ACCORDANCE WITH ASTM C 1107, HAVING A

MINIMUM COMPRESSIVE STRENGTH OF NOT LESS THAN 25 MPa, AT 24 HOURS, 40 MPa AT 7 DAY, AND 50 MPa, AT 28 DAYS.

C-20 PROVIDE FINISHED SLAB-ON-GRADE WITH SPECIFIED OVERALL VALUES

OF FLATNESS (Ff) AND LEVELNESS (FI) ALONG WITH MINUMUM LOCAL VALUES OF FLATNESS (Ff) AND LEVELNESS (FI), AS LISTED IN THE

SPECIFICATIONS.

C-21 SLEEVES, INSERTS, MECHANICAL OPENINGS, CONDUITS, PIPES,

RECESSES, DEPRESSIONS, CURBS AND OTHER EMBEDDED ITEMS TO BE

PROVIDED FOR AS SHOWN ON THE ARCHITECTURAL, MECHANICAL AND

ELECTRICAL DRAWINGS AND AS REQUIRED BY EQUIPMENT

MANUFACTURERS. INSTALLATION OF THESE ITEMS TO BE COORDINATED

AND PROVIDED FOR PRIOR TO PLACING CONCRETE.

C-22 ANCHOR RODS FOR METAL BUILDING SYSTEMS TO BE

ASTM F 1554 Fy=275 MPa MINIMUM, UNLESS NOTED OTHERWISE.

DIAMETER AND LOCATIONS SHALL BE AS INDICATED ON THE METAL

BUILDING SYSTEMS DRAWINGS (BY OTHERS).

C-23 PROVIDE 20MM X 20MM CHAMFER UNO TO ABOVE GRADE EXPOSED TO

VIEW JOINTS, EDGES, AND EXTERNAL CORNERS OF CONCRETE.

C-24 NO REINFORCING SPLICING ALLOWED WITHIN THE SHEAR WALL

BOUNDARY REGION.

C-25 ROUGHEN CONCRETE SURFACE TO 6MM AMPLITUDE AT ALL JOINTS.

F-1 FOUNDATIONS HAVE BEEN DESIGNED AND ARE TO BE CONSTRUCTED IN

ACCORDANCE WITH CRITERIA USED FOR DESIGN. THE CONTRACTOR

SHALL VERIFY THESE PRIOR TO CONSTRUCTION.

F-2 FOUNDATIONS ARE TO BE PLACED ON UNDISTURBED SOIL OR

COMPACTED FILL CONFORMING TO 95% STANDARD DENSITY PER

ASTM D 698 (MAXIMUM FILL LIFT = 200mm).

F-3 THE CONTRACTOR IS TO RETAIN THE SERVICES OF A PROFESSIONAL

GEOTECHNICAL ENGINEER, SUBJECT TO THE APPROVAL OF THE

CONTRACTING OFFICER, TO VERIFY THAT THE MATERIAL ON WHICH

FOUNDATIONS BEAR HAS AT LEAST THE CAPACITY AS NOTED IN THE

DESIGN CRITERIA FOR EACH BUILDING. THE GEOTECHNICAL ENGINEER

IS TO MAKE RECOMMENDATIONS FOR IMPROVING AREAS THAT DO NOT

MEET THE DESIGN CRITERIA.

FOUNDATIONS

C-1 REINFORCED CONCRETE WORK IS TO BE IN ACCORDANCE WITH THE ACI

BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI

318-19) AND THE “SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR

BUILDINGS- ACI 301”(LATEST EDITION).

C-2 MIXING, TRANSPORTATION, PLACING AND TESTING OF CONCRETE ARE TO

BE DONE IN ACCORDANCE WITH ACI 301M OR EQUIVALENT BRITISH

STANDARD.

C-3 PRIOR TO CONCRETE PLACEMENT, THE CONTRACTOR MUST SUBMIT

CONCRETE MIX DESIGNS FOR EACH TYPE OF CONCRETE TO BE USED,

PREPARED IN ACCORDANCE WITH THE SPECIFICATIONS TO THE

CONTRACTING OFFICER FOR REVIEW.

C-4 CAST-IN-PLACE CONCRETE SHALL HAVE A MINIMUM 28 DAY CYLINDER

COMPRESSIVE STRENGTH (f'c) AS INDICATED ON THE CONCRETE

MATERIALS SCHEDULE ON DRAWING SS601.

C-5 THE SLUMP AT POINT OF PLACEMENT IS NOT TO EXCEED 100mm ± 25mm

AND THE WATER/CEMENT RATIO IS NOT TO EXCEED VALUES AS NOTED

ON SS004. IF ADDITIONAL SLUMP (UP TO 200mm) IS DESIRED FOR

PUMPING, A SUPER-PLASTICIZER ADMIXTURE MAY BE ADDED.

C-6 AIR ENTRAINMENT ADMIXTURE SHALL CONFORM TO ASTM C260.

C-7 REINFORCEMENT:

A. DEFORMED BARS: ASTM A 615 OR EQUIVALENT

B. WELDED WIRE REINFORCEMENT: ASTM A 1064 OR EQUIVALENT

C-8 REINFORCEMENT IS TO BE DETAILED, FABRICATED, AND PLACED IN

ACCORDANCE WITH THE ACI "DETAILING MANUAL NO. SP-66” (LATEST

EDITION).

C-9 SPLICES (LAPS) OF REINFORCING BARS SHALL BE CLASS ‘B’ TENSION

LAPS PER ACI STANDARDS UNLESS NOTED OTHERWISE. REFER TO THE

MINIMUM LAP SPLICES OF REINFORCING BARS IN TENSION SCHEDULE ON

DRAWING SS601.

C-10 PROVIDE ADEQUATE CONCRETE COVER IN ACCORDANCE WITH THE

REQUIREMENTS AS SET FORTH BY ACI 318. REFER TO THE CONCRETE

COVER SCHEDULE ON DRAWING SS601.

REINFORCED CONCRETE

M-1 MASONRY WORK MUST BE IN CONFORMANCE WITH THE BUILDING CODE

REQUIREMENTS AND SPECIFICATION FOR MASONRY STRUCTURES (TMS

402/602).

M-2 ALL MORTAR TO CONFORM TO ASTM C 270, TYPE S OR BS EN 998 PART 2.

A. PORTLAND CEMENT: ASTM C 150, TYPE I.

B. LIME: ASTM C 207 OR BS EN 459 PART 1.

M-3 GROUT IS TO CONFORM TO ASTM C 476 OR BS EN 206 AND HAVE A

MINIMUM COMPRESSIVE STRENGTH OF 14 MPa A. SLUMP: 200mm TO 250mm.

B. MAXIMUM AGGREGATE SIZE: 9.5mm.

M-4 CONCRETE MASONRY TO HAVE A MINIMUM 28 DAY COMPRESSIVE

STRENGTH OF MASONRY (f'm) EQUAL TO 10.5MPa AND:

A. HOLLOW BLOCK: ASTM C 90 OR BS EN 7714, NORMAL WT.

B. SOLID BLOCKS: ASTM C 90 OR BS EN7714.

M-5 DEFORMED BAR REINFORCEMENT PER ASTM A 615/A 615M GRADE 420 OR

EQUIVALENT.

A. PROVIDE MINIMUM LAP SPLICES OF 48 BAR DIAMETERS.

B. PROVIDE BAR SPACERS AS REQUIRED TO PROPERLY LOCATE

REINFORCING WITHIN CMU CELLS.

MASONRY

M-6 HORIZONTAL JOINT REINFORCING TO BE SPACED AT 400 OC IN ALL WALLS

UNO AND SHALL BE GALVANIZED, STANDARD CLASS, LADDER TYPE,

CONFORMING TO ASTM A951. SIDE RODS TO BE 0.3mm MIN, WEIGHT = 0.87kg/m2 PROVIDE ONE-PIECE PREFABRICATED REINFORCING UNITS AT 200mm OC AT ALL WALL CORNERS AND INTERSECTIONS AND IN THE FIRST

TWO COURSES ABOVE AND BELOW MASONRY OPENINGS. PROVIDE LAP

AS RECOMMENDED BY THE MANUFACTURER WITH A MINIMUM OF 150mm

UNO. DISCONTINUE HORIZONTAL JOINT REINFORCING AT CONTROL

JOINTS.

M-7 ALL MASONRY TO BE CONSTRUCTED USING A RUNNING BOND PATTERN.

FULL BED AND HEAD JOINTS MUST BE USED.

M-8 GROUT CELLS OF CMU SOLID FOR ALL CMU LINTELS, BOND BEAMS, AND

CELLS WITH VERTICAL REINFORCEMENT.

M-9 CONTROL JOINT SPACING IN MASONRY WALLS SHALL BE PROVIDED

WHERE INDICATED ON THE ARCHITECTURAL DRAWINGS, OR A MAXIMUM

OF 7300mm ON CENTER.

M-10 ALL MASONRY WALLS TO BE TEMPORARILY BRACED UNTIL FLOOR OR

ROOF SYSTEM HAS BEEN INSTALLED AND HAS BECOME CAPABLE OF

STABILIZING THE WALLS.

M-11 DOWEL REINFORCED MASONRY WALLS TO FOUNDATION. SIZE DOWELS

TO MATCH WALL REINFORCEMENT. LOCATE DOWELS IN CELLS TO

CONTAIN WALL REINFORCEMENT. LAP DOWELS WITH WALL

REINFORCEMENT A MINIMUM OF 48 BAR DIAMETERS UNO.

M-12 DURING CONSTRUCTION, COVER AND PROTECT THE TOPS OF MASONRY

WALLS AT THE END OF EACH DAY.

M-13 UNLESS NOTED OTHERWISE, PLACE TYPICAL CMU REINFORCMENT IN

CENTER OF FULLY GROUTED CELLS AND SPACE AS FOLLOWS:

A. 150 CMU (INT, NON-BRG): (1) D12 VERTICAL AT 1200mm OC, UNO.

B. 200 CMU (INT, NON-BRG): (1) D12 VERTICAL AT 1200mm OC, UNO.

C. 200 CMU (EXT, NON-BRG): (1) D16 VERTICAL AT 400mm OC, UNO.

a. AT MBS EXTERIOR WALLS, MBS SUPPLIER TO PROVIDE

CONTINUOUS LATERAL BRACING AT TOP OF WALL AND AT

ELEVATIONS NOT MORE THAN 4m ABOVE FFE.

D. PROVIDE ADDITIONAL BARS AT CORNERS AND OPENINGS PER TYPICAL

DETAILS.

M-14 UNLESS NOTED OTHERWISE, BOND BEAMS SHALL HAVE A MAXIMUM

VERTICAL SPACING OF 1200mm.

M-15 ALL CORNERS AND INTERSECTIONS TO BE TIED BY MASONRY BOND.

M-16 PROVIDE VERTICAL VENEER CONTROL JOINTS AS INDICATED ON THE

ARCHITECTURAL DRAWINGS.

M-17 SPACE VENEER ANCHORS PER PROJECT SPECIFICATIONS. PROVIDE

ADDITIONAL ANCHORS AT 200mm OC AROUND OPENINGS.

S-1 STRUCTURAL STEEL WORK IS TO BE DETAILED AND CONSTRUCTED IN

ACCORDANCE WITH THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION

(AISC).

S-2 STRUCTURAL STEEL, UNLESS NOTED OTHERWISE, TO CONFORM TO THE

REQUIREMENTS OF ASTM STANDARDS AS INDICATED ON THE STEEL

MATERIAL SCHEDULE ON DRAWING SS601. STEEL SIZES SHALL BE

UNIVERSAL, UNO. CONTRACTOR’S OPTION TO PROVIDE STEEL

CONFORMING TO EQUIVALENT BRITISH STANDARDS, OR BETTER, IN LIEU

OF ASTM STANDARD, AS LISTED IN THE MATERIAL SCHEDULE ON

DRAWING SS601.

S-3 THE STRUCTURAL STEEL FABRICATOR, AND/OR GENERAL CONTRACTOR,

MUST VERIFY ALL EXISTING DIMENSIONS AND CONDITIONS AT THE SITE.

ALL DISCREPANCIES FOUND ARE TO BE REPORTED TO THE

CONTRACTING OFFICER PRIOR TO PREPARATION OF SHOP DRAWINGS.

SHOP DRAWINGS ARE TO INCLUDE ALL FIELD MEASUREMENTS AND

CONDITIONS.

S-4 STRUCTURAL STEEL FABRICATOR IS TO PROVIDE FOR VERTICAL AND

HORIZONTAL FIELD ADJUSTMENT OF ALL SUPPORT ASSEMBLIES.

S-5 CUTS, HOLES, COPING, ETC REQUIRED FOR OTHER TRADES MUST BE

SHOWN ON THE SHOP DRAWINGS AND MADE IN THE SHOP. CUTS OR

BURNING OF HOLES IN THE FIELD WILL NOT BE PERMITTED.

S-6 STEEL BEAMS ARE TO BE EQUALLY SPACED IN BAYS UNLESS OTHERWISE

NOTED.

S-7 FABRICATE AND INSTALL BEAMS WITH NATURAL CAMBER UP UNLESS

CAMBER IS NOTED ON THE DRAWINGS.

S-8 ALL STRUCTURAL STEEL FRAMES ARE TO BE SECURELY BRACED UNTIL

ALL FLOOR SLABS, ROOF DECKS AND SHEAR WALLS HAVE BEEN

INSTALLED AND BECOME CAPABLE OF STABILIZING THE FRAMES.

S-9 BOLTED CONNECTIONS TO BE DESIGNED AND DETAILED ACCORDING TO

AISC TABLE 10-1 OR 10-2 – DOUBLE ANGLE CONNECTIONS. THE MINIMUM

DEPTH OF THE CONNECTION MUST BE MORE THAN 67% OF THE BEAM

DEPTH EXCEPT THAT BEAMS FRAMING TO COLUMNS TO HAVE FULL

DEPTH CONNECTIONS USING 9.5mm MINIMUM CONNECTION ANGLES OR

PLATES.

A. NON-COMPOSITE BEAM CONNECTIONS TO BE DESIGNED FOR ONE

HALF THE UNIFORM LOAD CAPACITY OF THE BEAM AS TABULATED BY

AISC UNLESS HIGHER LOADS ARE INDICATED ON THE DRAWINGS.

B. COMPOSITE BEAMS (SHEAR STUDS ON TOP FLANGE) REQUIRE

CONNECTION CAPACITIES TO BE INCREASED TO 75% LOAD CAPACITY

OF THE BEAM UNLESS HIGHER LOADS ARE INDICATED ON THE

DRAWINGS.

STRUCTURAL STEEL

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S-10 UNLESS OTHERWISE NOTED, STRUCTURAL STEEL CONNECTIONS TO BE

SHOP WELDED AND FIELD BOLTED.

A. BOLTS: 19mm DIAMETER ASTM A 325M UNO WITH MATCHING

WASHERS AND HEAVY HEX NUTS.

B. ALL WELDS SHALL BE 8mm FILLET WELDS UNLESS NOTED

OTHERWISE.

S-11 PROVIDE ANCHOR (EXPANSION, SLEEVE, ADHESIVE, SCREEN TUBE, ETC.)

AND INSTALL PER MANUFACTURER’S

INSTRUCTIONS/RECOMMENDATIONS (SIZE, SPACING, EDGE DISTANCES,

SHEAR AND TENSION CAPACITIES).

ANCHORS ARE NOT TO BE INSTALLED UNTIL CONCRETE OR GROUT HAS

REACHED ITS DESIGN STRENGTH. IN NO CASE SHALL A POST-INSTALLED

ANCHOR BE INSTALLED IN CONCRETE HAVING AN AGE OF LESS THAN 21

DAYS AT TIME OF ANCHOR INSTALLATION.

LOCATE ALL REINFORCEMENT AND CONFIRM FINAL ANCHOR LOCATIONS

PRIOR TO DRILLING. IT IS UNACCEPTABLE TO CUT REBAR FOR POST

INSTALLED ANCHORS WITHOUT PRIOR APPROVAL FROM CONTRACTING

OFFICER. USE A ROTARY IMPACT HAMMER WITH CARBIDE BIT AND AN

AUTOMATIC SHUT-OFF DEVICE DESIGNED TO STOP DRILLING IF THE BIT

COMES INTO CONTACT WITH REINFORCING STEEL

S-12 SUBSTITUTION OF EXPANSION ANCHORS FOR EMBEDDED ANCHORS

SHOWN ON THE DRAWINGS WILL NOT BE PERMITTED.

S-13 WELDING TO BE IN ACCORDANCE WITH THE AMERICAN WELDING

SOCIETY (AWS) "STRUCTURAL WELDING CODE-ANSI/AWS D1.1/D1.1M"

(LATEST EDITION). USE E70XX ELECTRODES UNLESS OTHERWISE

INDICATED ON THE DRAWINGS.

S-14 MANUFACTURE STEEL GRATING IN ACCORDANCE WITH THE “METAL BAR

GRATING MANUAL” AS PUBLISHED BY THE NATIONAL ASSOCIATION OF

ARCHITECTURAL METAL MANUFACTURERS, LATEST EDITION.

A. STEEL FOR GRATING TO CONFORM TO ASTM A 1011/A 1011M.

GRATING TO BE TYPE METRIC OPTION WITH GALVANIZED FINISH.

B. ALUMINUM FOR GRATING TO CONFORM TO ASTM B 221. GRATING TO

BE TYPE AS NOTED WITH MILL FINISH, UNO.

S-15 PAINT AND PROTECTION:

A. STRUCTURAL STEEL, UNLESS INDICATED OTHERWISE, TO BE SHOP

CLEANED AND PAINTED ONE SHOP COAT OF FABRICATOR’S

STANDARD RUST INHIBITING PRIMER. TOUCH UP AFTER ERECTION.

B. DO NOT PAINT STEEL WHERE ENCASED WITH CONCRETE, OR AT

FIELD WELD AREAS.

C. DO NOT PAINT THE TOP FLANGE OF BEAMS TO RECEIVE COMPOSITE

SHEAR CONNECTORS.

D. DO NOT PAINT STRUCTURAL STEEL TO BE FIREPROOFED.

E. EXPOSED STRUCTURAL STEEL TO RECEIVE PAINTED FINISH TO BE

SHOP CLEANED AND PRIME PAINTED PER THE SPECIFICATIONS.

REFERENCE ARCHITECTURE FOR FINISH PAINT SYSTEMS.

F. EXPOSED STRUCTURAL STEEL FOR SCREEN WALLS, EQUIPMENT

PLATFORMS, LOOSE ANGLE LINTELS ETC, TO BE HOT DIPPED

GALVANIZED PER ASTM A-123.

G. GALVANIZED FASTENERS AND ACCESSORIES TO BE HOT DIPPED

GALVANIZED PER ASTM A153/A153M.

H. REPAIR DAMAGE TO GALVANIZED COATINGS USING ASTM A780 ZINC

RICH PAINT.

I. PROVIDE MINIMUM 75mm CONCRETE COVER FOR ALL STEEL BELOW

GRADE.

STRUCTURAL STEEL (CONT'D)

MB-1 DESIGN, FABRICATION AND ERECTION OF THE METAL BUILDING SYSTEMS

MUST BE SUFFICIENT TO WITHSTAND LOADS FROM WIND, SNOW,

GRAVITY, STRUCTURAL MOVEMENT AND SEISMIC ACTION WITHOUT

EXCEEDING ALLOWABLE STRESSES AND SHALL BE IN ACCORDANCE

WITH THE FOLLOWING CODES, THE EDITION OF WHICH ARE LISTED ON

THE DRAWINGS:

A. METAL BUILDING MANUFACTURERS ASSOCIATION (MBMA) “METAL

BUILDING SYSTEMS MANUAL”.

B. AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC)

“SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS” AND STEEL

DESIGN GUIDE SERIES 3: “SERVICEABILITY DESIGN CONSIDERATIONS

FOR LOW-RISE BUILDINGS”.

C. IRON AND STEEL INSTITUTE (AISI) “NORTH AMERICAN SPECIFICATION

FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS”.

D. AMERICAN WELDING SOCIETY (AWS) “STRUCTURAL WELDING CODE

STEEL AWS D1.1/D1.1M”.

E. SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUIDLINGS "AISC

341-16"

F. AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE) "MINIMUM DESIGN

LOADS FOR BUILDINGS AND OTHER STRUCTURES ASCE 7"

MB-2 DEFORMATIONS OF THE METAL BUILDING SYSTEMS (INCLUDING BUT

NOT LIMITED TO LATERAL DRIFT, RACKING OF FRAMES, AND HORIZONTAL

AND OR VERTICAL DEFLECTION OF STRUCTURAL ELEMENTS, CLADDING

OR OTHER SUPPORTED ELEMENTS), IS TO BE LIMITED BY THE

RECOMMENDATIONS SET FORTH IN AISC’S STEEL DESIGN GUIDE SERIES

3: “SERVICEABILITY DESIGN CONSIDERATIONS FOR LOW-RISE

BUILDINGS,” AND AS FOLLOWS:

A. LATERAL SWAY OF MAIN FRAMES AT EAVE HEIGHT: H/480 (WIND) &

H/50 (SEISMIC)

B. LATERAL SWAY OF MAIN FRAMES AT TOP OF MASONRY WALL: H/240

C. HORIZ DEFLECTION OF GIRTS SUPPORTING MASONRY OR CONCRETE

WALLS: L/600

METAL BUILDING SYSTEMS

D. HORIZ DEFLECTION OF GIRTS SUPPORTING METAL SIDING: L/180

E. VERTICAL DEFLECTION OF MAIN FRAME: L/240 (LIVE) & L/180 (TOTAL)

MAX

F. VERTICAL DEFLECTION OF PURLINS: L/180 (TOTAL)

G. LATERAL MOVEMENT OF ELEMENTS SUPPORTING DRYWALL

PARTITIONS (H= PARTITION HT): H/500

MB-3 WIND FORCES USED FOR COMPUTATION OF MEMBER STRESSES

ARE BASED ON ASCE 7, AND SHALL BE BASED ON THE 50 YEAR DESIGN

WIND EVENT. COMPUTE DEFLECTIONS DUE TO WIND USING THE 10 YEAR

DESIGN WIND EVENT.

MB-4 DESIGN THE METAL BUILDING SYSTEMS TO PROVIDE LATERAL

SUPPORT FOR THE TOP OF ALL MASONRY WALLS AND AT 4m ON CENTER (MAX) FOR WALLS EXCEEDING 4m IN HEIGHT. LATERAL SUPPORT SHALL

BE IN THE FORM OF A GIRT, SPANDREL BEAM OR OTHER APPROVED

MEANS. THE TOP OF THE MASONRY WALLS SHALL BE BOLTED TO THE

LATERAL SUPPORT. THE LATERAL SUPPORT SHALL BE CLIPPED TO THE

MAIN-FRAME COLUMNS WITH VERTICALLY SLOTTED CONNECTIONS.

MB-5 PRIOR TO FABRICATION, CONTRACTOR IS TO SUBMIT THE FOLLOWING

ITEMS TO THE CONTRACTING OFFICER FOR REVIEW. SUBMITTED ITEMS

MUST BE PREPARED BY, OR UNDER THE SUPERVISION OF, A

PROFESSIONAL ENGINEER REGISTERED IN ANY U.S. STATE OR

TERRITORY OR THE KINGDOM OF KUWAIT AND BEAR THE SEAL OF THAT

PROFESSIONAL ENGINEER.

A. SUBMIT ERECTION DRAWINGS TO INCLUDE DETAILS SHOWING

ERECTION AND ASSEMBLY OF THE METAL BUILDING SYSTEM

INCLUDING SIDE WALL, END WALL, MEZZANINE FRAMING, ROOF

CANOPY AND ROOF FRAMING. INCLUDE BUILDING TRANSVERSE AND

CROSS SECTIONS WITH ALL WIND AND SEISMIC BRACING PROPOSED

FOR THE BUILDING SYSTEM.

B. SUBMIT ANCHOR ROD PLACEMENT DRAWING TO SHOW ALL ANCHOR

ROD LOCATIONS. INCLUDE CALCULATED FOUNDATION LOADS AT THE

BASE OF ALL COLUMNS.

C. SUBMIT PANEL LAYOUTS ON WALLS, ROOF CANOPIES AND ROOFS.

SUBMIT DETAILS OF SUPPORTS ANCHORAGES AND SPECIAL

CONDITIONS. INCLUDE DETAILS OF PANEL PROFILES.

MB-6 CONTRACTOR IS TO ENGAGE AN EXPERIENCED INSTALLER TO ERECT

THE METAL BUILDING SYSTEMS WHO IS EXPERIENCED IN THE

ERECTION OF METAL BUILDINGS SIMILAR TO THAT REQUIRED FOR THIS

PROJECT AND WHO IS CERTIFIED IN WRITING BY THE METAL BUILDING

SYSTEM MANUFACTURER AS QUALIFIED FOR ERECTION OF THE

MANUFACTURER’S PRODUCTS.

MB-7 FABRICATE FRAMING COMPONENTS IN THE SHOP TO THE GREATEST

EXTENT POSSIBLE. IN GENERAL, SHOP WELD AND FIELD BOLT

CONNECTIONS.

MB-8 EXERCISE CARE IN DELIVERING, UNLOADING, STORING AND ERECTING

BUILDING MEMBERS, WALL AND ROOF COVERING PANELS AND OTHER

BUILDING COMPONENTS TO PREVENT BENDING, WARPING, TWISTING

AND SURFACE DAMAGE.

MB-9 ERECT FRAMING TRUE TO LINE, LEVEL AND PLUMB. LEVEL BASE PLATES

TO A TRUE PLANE WITH FULL BEARING TO SUPPORTING STRUCTURE;

USE A NON-SHRINKING GROUT TO OBTAIN UNIFORM BEARING AND TO

MAINTAIN A LEVEL BASE LINE ELEVATION.

MB-10 PROVIDE LATERAL LOAD RESISTING SYSTEMS AS REQUIRED TO RESIST

THE INDICATED WIND AND SEISMIC LOADS IN ROOF AND SIDE WALLS.

WHERE OVERHEAD DOORS INTERFERE WITH DIAGONAL BRACING,

PROVIDE STRUCTURAL WIND FRAMES. PROVIDE SAG RODS AS

REQUIRED TO MAINTAIN VERTICAL ALIGNMENT OF WALL GIRTS.

REFERENCE THE PLAN DRAWINGS FOR PERIMETER BRACING AND FRAME

LOCATIONS.

MB-11 PROVIDE FRAMED DOOR AND WINDOW OPENINGS OF PROPER DESIGN

AND SIZE TO ACCOMMODATE FINISHED UNITS AND TO TRANSMIT ALL

LOADS TO THE BUILDING STRUCTURE.

MB-12 THE FOUNDATION DESIGN ON THESE CONTRACT DRAWINGS IS

PRELIMINARY AND BASED UPON ASSUMED COLUMN BASE REACTIONS

CALCULATED BY A STRUCTURAL ENGINEER. THESE REACTIONS ARE

INDICATED IN A TABLE ON INDIVIDUAL BUILDING DRAWINGS. UPON

FINAL BUILDING DESIGN, THE ACTUAL COLUMN BASE REACTIONS ARE TO

BE COMPARED TO THE PRELIMINARY FOUNDATION DESIGN LOADS BY

THE GENERAL CONTRACTOR. IF THE ACTUAL REACTIONS EXCEED THE

PRELIMINARY DESIGN LOADS, THE FOUNDATION DESIGN PROVIDED IS

VOID AND A REGISTERED PROFESSIONAL ENGINEER MUST BE EMPLOYED

BY THE GENERAL CONTRACTOR TO COMPLETE A FOUNDATION DESIGN

BASED UPON THE ACTUAL REACTIONS.

A. COLUMN BASES ARE TO BE PINNED UNLESS NOTED OTHERWISE.

FIXED BASES ARE GENERALLY NOT PERMITTED UNO.

B. ANCHOR ROD DIAMETERS, AND SPACINGS ARE TO BE PROVIDED BY

THE MBS SUPPLIER AND COMPLY WITH THE FOOTING AND DETAILS

REFERENCED.

MB-13 THE GENERAL CONTRACTOR IS TO COORDINATE WITH THE MBS

MANUFACTURER AND MECHANICAL SUBCONTRACTORS TO PROVIDE

SUPPORT FOR ALL SUSPENDED EQUIPMENT, PIPING, DUCTWORK AND

UTILITIES IDENTIFIED ON THESE STRUCTURAL DRAWINGS, MEP

DRAWINGS, FIRE PROTECTING DRAWINGS, ARCHITECTURAL DRAWINGS,

OR OTHERWISE NOTED OR REQUIRED.

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MD-1 DECK, ACCESSORIES, AND ATTACHMENTS SHALL CONFORM TO THE

CURRENT EDITION OF ''STEEL DECK INSTITUTE SPECIFICATIONS''.

MD-2 PROVIDE SUPPORT AT COLUMNS AS REQUIRED FOR DECK

SUPPORT. PROVIDE L50x50x5 MINIMUM.

MD-3 AT OPENINGS IN DECK LESS THAN 300MMx300MM, PROVIDE A 16

GAUGE COVER PLATE FASTENED TO DECK WITH #12 METAL

SCREWS.

MD-4 AT CHANGE IN DECK DIRECTION, PROVIDE A 20 GAUGE x 230MM

WIDE CONTINUOUS PLATE. PROVIDE SAME PLATE AT ALL RIDGES,

VALLEYS, AND HIPS BENT TO MATCH PROFILE OF ROOF.

MD-5 ATTACH METAL DECK TO ROOF STRUCTURE AS REQUIRED FOR

EACH FACILITY AND NOTED ON SPECIFICATIONS SECTION 05 30 00.

METAL DECK

AA-1 INSTALL ONLY WHERE SPECIFICALLY SHOWN IN THE PROJECT

DETAILS.

AA-2 ALL POST-INSTALLED ADHESIVE ANCHOR TYPES SHALL BE

APPROVED BY THE CONTRACTING OFFICER AND SHALL HAVE A

CURRENT ICC-ESR THAT PROVIDES RELEVANT DESIGN VALUES TO

VALIDATE THE AVAILABLE STRENGTH.

AA-3 USE COMPRESSED AIR TO THOROUGHLY CLEAN THE ANCHOR

HOLES AND INSTALL ALL ANCHORS IN STRICT ACCORDANCE TO

THE ICC-ESR AND MANUFACTURER'S INSTRUCTIONS.

AA-4 WHEN INSTALLING DRILLED-IN-ANCHORS, USE CARE AND CAUTION

TO AVOID CUTTING OR DAMAGING THE EXISTING REINFORCING

BARS.

AA-5 SPECIAL INSPECTIONS SHALL BE IN ACCORDANCE WITH THE

REQUIREMENTS INDICATED IN THE SCHEDULE OF SPECIAL

INSPECTIONS IN SPECIFICATION SECTION 01 45 35.

AA-6 PROVIDE EPOXY ADHESIVE TYPE ANCHORS AS SHOWN IN THE

DRAWINGS WITH THE FOLLOWING MINIMUM STRENGTH

CAPACITIES AND MINIMUM EMBEDMENTS

ADHESIVE ANCHORS

ANCHOR

DIA. (mm)

MIN. EMBED

DEPTH (mm)

TENSION STRENGTH

(kN)

10 86 5.87

13 115 7.92

16 145 10.19

19 172 12.72

22 200 15.48

25 229 19.57

32 286 30.25

NOTES:

THE STRENGTH CAPACITIES ARE BASED ON MINIMUM EDGE

DISTANCES FOR A SINGLE ANCHOR AND f'c = 28MPA.

MIN. EDGE

DISTANCE (mm)

SCREW ANCHORS

SA-1 SCREW ANCHORS SHALL HAVE A CURRENT EVALUATION REPORT

ISSUED BY AN APPROVED SOURCE IN ACCORDANCE WITH ACI 355.2

AND/OR ICC-ES AC193 FOR CRACKED AND UNCRACKED CONCRETE.

SA-2 ANCHORS SHALL BE ZINC PLATED UNLESS SPECIFICALLY NOTED AS

GALVANIZED OR STAINLESS STEEL ON THE PLAN DETAILS.

SA-3 WHEN DETAILS OF SECTIONS INDICATE EXPANSION ANCHORS BUT

NO SIZE, PROVIDE ANCHORS WITH 3/4" (20mm) DIAMETER.

SA-4 ALL POST-INSTALLED SCREW ANCHOR TYPES SHALL BE APPROVED

BY THE CONTRACTING OFFICER AND SHALL HAVE A CURRENT ICC-

ESR THAT PROVIDES RELEVANT DESIGN VALUES TO VALIDATE THE

AVAILABLE STRENGTH.

SA-5 INSTALL ANCHORS IN ACCORDANCE WITH THE EVALUATION REPORT

AND MANUFACTURER'S RECOMMENDATIONS. PROVIDE THE

MINIMUM EMBEDMENT DEPTHS, SPACING AND EDGE DISTANCE

INDICATED IN THE SCHEDULE BELOW UNLESS NOTED OTHERWISE.

SA-6 WHEN INSTALLING DRILLED-IN-ANCHORS, USE CARE AND CAUTION

TO AVOID CUTTING OR DAMAGING THE EXISTING REINFORCING

BARS.

SA-7 SPECIAL INSPECTIONS SHALL BE IN ACCORDANCE WITH THE

REQUIREMENTS INDICATED IN THE SCHEDULE OF SPECIAL

INSPECTIONS IN SPECIFICATION SECTION 01 45 35.

SA-8 PROVIDE SCREW ANCHORS AS SHOWN IN THE DRAWINGS WITH THE

FOLLOWING MINIMUM STRENGTH CAPACITIES AND MINIMUM

EMBEDMENTS:

ANCHOR

DIA.

(mm [in])

NOMINAL

EMBED

DEPTH (mm)

MIN. SHEAR

STRENGTH

(kN)

6.35 [1/4] 50

9.52 [3/8] 75

12.70 [1/2] 90

15.87 [5/8] 100

19.05 [3/4] 130

NOTES:

THE STRENGTH CAPACITIES ARE BASED ON MINIMUM EDGE

DISTANCES FOR A SINGLE ANCHOR AND f'c = 28MPa.

MIN. EDGE

DISTANCE

(mm)

1.09

2.04

4.87

5.37

7.92

MIN.TENSION

STRENGTH

(kN)

2.33

3.56

7.07

7.12

10.2

SCREW ANCHORS (CONT'D)

AF-1 ALL POWDER ACTUATED FASTENERS SHALL BE APPROVED FOR TYPE,

APPLICATION AND INSTALLATION AND SHALL HAVE AN APPROVED ICC-

ES RESEARCH REPORT NUMBER.

AF-2 THE USE OF POWDER DRIVEN FASTENERS, IN TENSION, IS LIMITED TO

SUPPORT OF MINOR LOADS SUCH AS DRYWALL OR ACOUSTICAL

CEILINGS, DUCTWORK, CONDUIT, ETC. IN GENERAL, LOADS SHOULD BE

LIMITED TO LESS THAN 445N.

AF-3 FASTENERS SHALL NOT BE INSTALLED UNTIL THE CONCRETE HAS

REACHED ITS DESIGN STRENGTH.

AF-4 FASTENERS SHALL NOT BE INSTALLED IN CONCRETE WHERE THE

THICKNESS IS LESS THAN THREE TIMES THE PENETRATION REQUIRED.

AF-5 THE MINIMUM DISTANCE FROM THE EDGE OF CONCRETE TO CENTER

OF ANCHOR IS 90MM.

AF-6 FASTENERS IN THE UNDERSIDE OF CONCRETE ON METAL DECKING

SHALL BE PLACED IN THE HIGH FLUTE PORTION OF THE SLAB.

AF-7 WHEN INSTALLING POWDER DRIVEN PINS IN EXISTING NON-

PRESTRESSSED REINFORCED CONCRETE, USE CARE AND CAUTION TO

AVOID CUTTING OR DAMAGING THE EXISTING REINFORCING BARS.

POWDER ACTUATED FASTENERS

EXPANSION ANCHORS

EA-1 EXPANSION ANCHORS SHALL HAVE A CURRENT EVALUATION REPORT

ISSUED BY AN APPROVED SOURCE IN ACCORDANCE WITH ACI 355.2.

EA-2 ANCHORS SHALL BE ZINC PLATED UNLESS SPECIFICALLY NOTED AS

GALVANIZED OR STAINLESS STEEL ON THE PLAN DETAILS.

EA-3 WHEN DETAILS OF SECTIONS INDICATE EXPANSION ANCHORS BUT NO SIZE,

PROVIDE ANCHORS WITH 3/4" (20mm) DIAMETER.

EA-4 ALL POST-INSTALLED EXPANSION ANCHOR TYPES SHALL BE APPROVED BY

THE CONTRACTING OFFICER AND SHALL HAVE A CURRENT ICC-ESR THAT

PROVIDES RELEVANT DESIGN VALUES TO VALIDATE THE AVAILABLE

STRENGTH.

EA-5 INSTALL ANCHORS IN ACCORDANCE WITH THE EVALUATION REPORT AND

MANUFACTURER'S RECOMMENDATIONS. PROVIDE THE MINIMUM

EMBEDMENT DEPTHS, SPACING AND EDGE DISTANCE INDICATED IN THE

SCHEDULE BELOW UNLESS NOTED OTHERWISE.

EA-6 WHEN INSTALLING DRILLED-IN-ANCHORS, USE CARE AND CAUTION TO AVOID

CUTTING OR DAMAGING THE EXISTING REINFORCING BARS.

EA-7 SPECIAL INSPECTIONS SHALL BE IN ACCORDANCE WITH THE

REQUIREMENTS INDICATED IN THE SCHEDULE OF SPECIAL INSPECTIONS IN

SPECIFICATION SECTION 01 45 35.

EA-8 TEST INSTALLED ANCHORS IN ACCORDANCE WITH THE ANCHOR SCHEDULE

AND AS FOLLOWS:

a. EXPANSION ANCHORS SHALL BE TESTED WITH A CALIBRATED TORQUE

WRENCH. THE TORQUE LISTED BELOW SHALL BE OBTAINED WITHIN 1/2 TURN

OF THE NUT.

b. TESTING SHALL BE DONE IN THE PRESENCE OF SPECIAL INSPECTOR.

ANCHORS TESTED SHALL BE SELECTED AT RANDOM BY THE SPECIAL

INSPECTOR. THE TEST FREQUENCY SHALL BE AS FOLLOWS:

- 100% OF ALL ANCHORS USED FOR STRUCTURAL APPLICATIONS.

- 50% OF ANCHORS OR ALTERNATE BOLTS IN A GROUP USED FOR NON

STRUCTURAL APPLICATIONS SUCH AS EQUIPMENT ANCHORAGE. INCLUDE

AT LEAST ONE HALF THE ANCHORS IN EACH GROUP.

- 10% OF ANCHORS USED FOR SILL PLATE BOLTING.

- 10% OF ANCHORS WHERE THE FACTORED DESIGN TENSION LOAD IS LESS

THAN 445N AND IS CLEARLY IDENTIFIED ON THE PLANS OR DETAIL.

- IF ANY ANCHOR FAILS, ALL OF THE SAME TYPE SHALL BE TESTED, WHICH

ARE INSTALLED BY THE SAME TRADE, NOT PREVIOUSLY TESTED UNTIL

TWENTY CONSECUTIVE ANCHORS PASS, THEN RESUME THE INITIAL TESTING

FREQUENCY

of Engineers®

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EXPANSION ANCHORS (CONT'D)

ANCHOR DIA.

(mm)

MIN. EMBED

DEPTH (mm)

MIN. EDGE

DISTANCE (mm)

MIN. SPACING

(mm)

INSTALLATION

TORQUE (M-N)

EXPANSION ANCHOR SCHEDULE INSTALLED IN CONCRETE OR IN

TOP OF CONCRETE-FILLED STEEL DECK (f'c = 28MPa MIN.)

NOTES:

• DO NOT INSTALL 16mm DIA. EXPANSION ANCHORS IN UPPER FLUTE.

• LOWER FLUTE WIDTH MUST BE 105mm, MIN.

• CENTERLINE OF ANCHOR IS OFFSET FROM CENTERLINE OF FLUTE 25mm MAX.

NOTES:

• DO NOT INSTALL 16mm DIA. EXPANSION ANCHORS IN UPPER FLUTE.

c. TEST EQUIPMENT SHALL BE CALIBRATED BY AN APPROVED TESTING LABORATORY IN

ACCORDANCE STANDARD RECOGNIZED PROCEDURES.

SB-1 BRACING AND SUPPORT OF ALL DUCTS, PIPES, CONDUITS, FIRE SPRINKLER, AND OTHER

SYSTEMS SHALL MEET CURRENT CODE. THE DESIGN OF THE SUPPORT AND BRACING

SYSTEMS ARE THE RESPONSIBILITY OF THE CONTRACTOR WITH THE CONTRACTOR USING

ANY PREAPPROVED SYSTEM.

SB-2 FIRE SPRINKLERS SHALL MEET THE CURRENT VERSION OF NFPA-13. BRACES SHALL BE

LOCATED WITHIN 150mm OF THE HANGER AND ROD STIFFENERS SHALL BE ADDED AT

BRACE LOCATIONS WHEN THE LENGTH OF THE ROD EXCEEDS 50 TIMES ITS DIAMETER.

SB-3 PRE-APPROVED SYSTEMS MAY BE USED SUBJECT TO APPROVAL OF THE CONTRACTING

OFFICER.

SB-4 THE CONTRACTOR IS REQUIRED TO PROVIDE SHOP DRAWINGS AND CALCULATIONS

SHOWING ALL BRACING AND SUPPORT LOCATIONS AND DETAILS OF CONNECTION FOR ALL

SYSTEMS INCLUDING SMACNA, FIRE SPRINKLERS AND OTHER PREAPPROVED SYSTEMS.

THE SPECIFIC DETAIL FOR EACH TYPE OF CONNECTION MUST BE REFERENCED ON THE

SHOP DRAWING PLANS. SUPPLYING A BOOK OF DETAILS WITHOUT REFERENCING THE

PROPER DETAIL TO A SPECIFIC LOCATION ON THE PLANS IS NOT ACCEPTABLE. THIS

SUBMITTAL SHALL BE REVIEWED BY THE CONTRACTING OFFICER.

SB-4 WHERE PRE-APPROVED SYSTEMS DO NOT ADDRESS THE GIVEN CONDITION, THE

CONTRACTOR IS RESPONSIBLE FOR AN INDEPENDENTLY ENGINEERED SYSTEM. THIS

SYSTEM SHALL BE DESIGNED BY A LICENSED STRUCTURAL ENGINEER REGISTERED IN THE

STATE OF CONSTRUCTION WITH CALCULATIONS AND DETAILS PROVIDED FOR REVIEW BY

THE CONTRACTING OFFICER.

SEISMIC BRACING OF ELECTRICAL AND MECHANICAL

SYSTEMS AND FIRE SPRINKLERS

ANCHOR DIA.

(mm)

MIN. EMBED

DEPTH (mm)

MIN. EDGE

DISTANCE (mm)

MIN. SPACING

(mm)

INSTALLATION

TORQUE (M-N)

EXPANSION ANCHOR SCHEDULE INSTALLED IN SOFFIT OF

CONCRETE (f'c = 28MPa MIN.) OVER PROFILE STEEL DECK

COLD-FORMED FRAMING

CF-1 CONTRACTOR SHALL ELECTRONICALLY SUBMIT COLD-FORMED SHOP DRAWINGS WITH

STRUCTURAL CALCULATIONS STAMPED BY A LICENSED PROFESSIONAL ENGINEER

REGISTERED IN IN ANY ONE OF THE 50 UNITED STATES OF AMERICA OR ITS TERRITORIES

OR CERTIFIED BY A SIMILAR RECOGNIZED PROFESSIONAL ORGANIZATION TO GOVERNMENT

FOR APPROVAL. CONTRACTOR SHALL REVIEW AND STAMP ALL SHOP DRAWINGS BEFORE

SUBMITTING TO THE ARCHITECT.

CF-2 SHOP DRAWING SUBMISSIONS SHALL INCLUDE THE FOLLOWING INFORMATION:

THE NAME, ADDRESS, PHONE NUMBER, & FAX NUMBER OF THE SUPPLIER.

ALL DESIGN LOADS.

PLANS & ELEVATIONS KEYING IN ALL SECTIONS.

CONNECTION DETAILS SPECIFYING ALL FASTENER TYPES, QUANTITY, & LOCATIONS.

ALL REQUIRED BRIDGING, BRACING, & OTHER COLD-FORMED COMPONENTS.

CF-3 MINIMUM COLD-FORMED GAUGE SHALL NOT BE LESS THAN 18 GA. ALL MEMBERS SPECIFIED

ON THE CONSTRUCTION DOCUMENTS ARE MINIMUM SIZES.

CF-4 REFER TO SPECIFICATIONS FOR COLD-FORMED METAL FRAMING YIELD STRESS (Fy).

CF-5 ALL COLD-FORMED MEMBERS SHALL BE GALVANIZED.

CF-6 DESIGN, SUPPLY, AND INSTALL ANY HOT-ROLLED OR COLD-ROLLED SECTION NEEDED TO

PROVIDE A COMPLETE EXTERIOR CLADDING SYSTEM OR INTERIOR WALLS SYSTEM.

CF-7 REFER TO SPECIFICATIONS 05 40 00 FOR DEFLECTION LIMIT CRITERIA FOR ALL COLD-

FORMED FRAMING DEFLECTION.

CF-8 ALL WELDING SHALL BE AWS D1.3. WELDERS SHALL BE CERTIFIED FOR THE THICKNESS OF

MATERIAL BEING WELDED.

CF-9 SCREW PENETRATION THROUGH JOINED MATERIALS SHALL NOT BE LESS THAN THREE

EXPOSED SCREW THREADS. REFER TO INSTALLATION INSTRUCTIONS OF THE SCREW

MANUFACTURER AND/OR ASTM C-954 FOR MINIMUM SPACING AND EDGE DISTANCE AND

TORQUE REQUIREMENTS.

CF-10 INSTALL CONTINUOUS TRACKS SIZED TO MATCH STUDS. ALIGN TRACKS ACCURATELY TO

LAYOUT AT BASE AND TOPS OF STUDS. SECURE TRACKS AS RECOMMENDED BY STUD

MANUFACTURER FOR TYPE OF CONSTRUCTION INVOLVED, EXCEPT DO NOT EXCEED 24'' o/c SPACING FOR POWDER DRIVEN FASTENERS, OR 16'' o/c FOR OTHER TYPES OF

ATTACHMENT. PROVIDE FASTENERS AT CORNERS AND END OF TRACKS.

CF-11 WHERE SPLICING OF TRACK IS NECESSARY BETWEEN STUD SPACING, PROVIDE A PIECE OF

STUD PLACED BETWEEN ADJACENT TRACKS AND FASTENED BY WELD OR SCREW TO EACH

SIDE OF THE TRACK EACH END.

CF-12 AT NON-LOAD BEARING WALLS, PROVIDE A SLIP TRACK AT TOP OF WALL.

CF-13 FASTENING OF COMPONENTS SHALL BE WITH SELF-DRILLING SCREWS OR BY WELDING.

SCREWS AND WELDS SHALL BE SUFFICIENT SIZE TO ENSURE THE STRENGTH OF THE

CONNECTION.

CF-14 ALL WELDS SHALL BE TOUCHED UP WITH ZINC-RICH PAINT.

CF-15 INSTALL COLD-FORMED FRAMING MEMBERS IN ACCORDANCE WITH MANUFACTURER'S

PRINTED OR WRITTEN INSTRUCTIONS AND RECOMMENDATIONS UNLESS NOTED

OTHERWISE.

CF-16 FIELD CUTTING OF COLD-FORMED MEMBERS SHALL BE BY SAW OR SHEAR. TORCH CUTTING

IS NOT PERMITTED.

CF-17 TEMPORARY BRACING OF COLD-FORMED MEMBERS SHALL BE PROVIDED AND REMAIN IN

PLACE UNTIL WORK IS PERMANENTLY STABILIZED. ALL BRACING REQUIRED SHALL BE

DESIGNED AND SUPPLIED BY THE COLD-FORMED CONTRACTOR.

COLD-FORMED FRAMING (CONT'D)

NOTES AND DETAILS FROM SHEETS SS001 TO SS601 MUST APPLY TO ALL FACILITIES WHERE

APPLICABLE OR WHEN REFERENCED IN THE DRAWINGS FOR EACH FACILITY, EXCEPT FOR ALERT

MAGAZINE.

STANDARD DETAILS APPLICABILITY

- SPAN DIRECTION

- STEEL MOMENT CONNECTION

- STEP IN SLAB

- RECESS IN SLAB

- OPENING IN FLOOR/ROOF

- EARTH

- GRAVEL

- GROUT/SAND

- STEEL

- BEARING WALL

- CMU WALL

CMU

- VOID FORM

(FRONT VIEW)

OPEN

- DEPRESSION IN FOUNDATION WALL

- VOID FORM

(SECTION VIEW)

BRG WALL

NO HATCH

- ELEVATION SYMBOL

F

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FIELD WELD SYMBOL

(FLAG ALWAYS POINTS TOWARD REAR

OF WELD SYMBOL)

WELD ALL AROUND

SYMBOL

ARROW CONNECTING REFERENCE LINE TO

ARROW SIDE MEMBER

OF JOINT OR ARROW SIDE OF JOINT

REFERENCE

LINE

SPECIFIC PROCESS OR

OTHER REFERENCE

NUMBER OF SPOT OR

PROJECTION WELDS

PITCH (CENTER TO CENTER

SPACING) OF WELD

LENGTH OF WELD

GROOVE ANGLE, INCLUDED ANGLE OF

COUNTERSINK FOR PLUG WELDS

FINISH SYMBOL

EFFECTIVE THROAT

ROOT OPENING DEPTH

OF FILLING FOR PLUG

AND SPOT WELDS

CONTOUR SYMBOLS

DEPTH OF PREPARATION; SIZE OR

STRENGTH FOR CERTAIN WELDS

TAIL (TAIL IS

OMITTED WHEN

REFERENCE IS

NOT USED)

- CONCRETE

J SQUARE WELD BEVEL V FLARE-V FLARE BEVEL

ARROW SIDE

OPPOSITE SIDE

U

GROOVE WELDS

SEAM WELDFILLET WELD FLANGE CORNER

ARROW SIDE

OPPOSITE SIDE

PLUG WELD SURFACE WELD FLANGE END BACKINGSTUD WELD SPOT OR

PROJECTION WELD

BACK OR

BACKING WELD

SLOT WELD

BASIC WELD SYMBOL OR

DETAIL REFERENCE

WELD SYMBOLS SHALL BE CONTAINED WITHIN

THE LENGTH OF THE REFERENCE LINE.

ELEMENTS IN THIS AREA REMAIN AS SHOWN

WHEN THE TAIL AND ARROW ARE REVERSED

SYMBOLS AND ABBREVIATIONS

1 a

HATCH PATTERNS SYMBOLS

WELDING SYMBOL DIAGRAM

WELD SYMBOLS

VIEW IDENTIFICATION NUMBER

VIEW NAME

DIRECTION OF VIEW

SECTION IDENTIFICATION

NUMBER

CALLOUT AREA VIEW

X

RE: X-XXX RE: X-XXX

GRID LINE

VIEW NAME

X/X":1'-0"

X-101

DRAWING SHEET MATCHING

REFERENCE NUMBER

GRID IDENTIFICATION

(ALPHA OR NUMERIC)

DETAIL SHEET

REF NUMBER

CALLOUT VIEW

IDENTIFICATION

NUMBER

DETAIL SHEET

REF NUMBER

VIEW SCALE

X-101

REVISION CLOUD

REVISION & AMENDMENT

CLOUD AND SYMBOL

REVISION IDENTIFICATION

SYMBOL (NUMERIC)

AMENDMENT IDENTIFICATION

SYMBOL (ALPHA)

DRAWING SHEET SYMBOLS

VIEW TITLE SYMBOL SECTION CUT SYMBOL

CALLOUT SYMBOL

GRID SYMBOL

MATCHLINE SYMBOLGRAPHIC BAR SCALE SYMBOL

DIRECTION

OF MAGNETIC

NORTH

NORTH SYMBOLS

TYPICAL

NORTH

PLAN

NORTH

SCALE:

MATCHLINE MATCHLINE

# - PLAN KEYNOTES

- INDICATES DEPRESSED SLAB

#4 @ 8" (T)

- AREA REINF

PLAN NORTHPLAN NORTH

US Army Corps of Engineers®

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# NUMBER

& AND

= EQUAL, EQUALS

@ AT

A/C AIR CONDITIONING

AB ANCHOR BOLT

ACI AMERICAN CONCRETE INSTITUTE

ADDL ADDITIONAL

ADJ ADJACENT

AFF ABOVE…