3300 CAHABA ROAD, SUITE 210
BIRMINGHAM, ALABAMA 35223
PHONE: 205.879.5660
FAX: 205.879.5606
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PROJECT #16014
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9. STRUCTURAL STEEL NOTES:
1. STRUCTURAL STEEL: ASTM A992 FOR WIDE FLANGE SHAPES; ASTM A36 ELSEWHERE.
2. HOLLOW STRUCTURAL SECTIONS: ASTM A500, GRADE B.
3. STEEL PIPE: ASTM A53, TYPE E OR S, and GRADE B. [COORDINATE WITH
SPECIFICATIONS]
4. WELDED CONNECTIONS: E70XX ELECTRODES, MINIMUM SIZE FILLET WELD 3/16".
5. HEADED ANCHOR RODS: ASTM F1554 GRADE 36 AND HEAVY HEX NUT, UNLESS
OTHERWISE INDICATED.
6. HEADED STUDS: ASTM A108, GRADE 1015 OR 1020, COLD-FINISHED CARBON
STEEL WITH DIMENSIONS COMPLYING WITH AISC.
7. BOLTED CONNECTIONS: BEARING TYPE A325-N IN ACCORDANCE WITH AISC
"SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS".
BOLTS THROUGH 4" WIDE BEAM FLANGES SHALL BE 5/8"DIAMETER. OTHER
BOLTS SHALL BE 3/4" DIAMETER. USE SNUG TIGHT BEARING CONNECTIONS FOR
ALL BOLTED CONNECTIONS.
8. BOLTS SHOWN IN SECTIONS AND DETAILS ARE A SCHEMATIC INDICATION THAT
BOLTS MAY BE USED. ACTUAL NUMBER, UNLESS SPECIFIED, TO BE IN
ACCORDANCE WITH AISC.
9. ALL STRUCTURAL STEEL CONNECTIONS NOT SPECIFICALLY DETAILED ON THE
DRAWINGS SHALL BE DESIGNED TO RESIST FORCES INDICATED, PROVIDED BY THE
CONTRACTOR, UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER
REGISTERED IN THE STATE IN WHICH THE PROJECT IS LOCATED.
10. DESIGN CALCULATIONS FOR THE CONNECTIONS SHALL BE PROVIDED BY THE
CONTRACTOR AND DESIGNED BY A PROFESSIONAL ENGINEER. CALCULATIONS
SHALL BEAR THE SEAL OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE
IN WHICH THE PROJECT IS LOCATED AND SHALL BE SUBMITTED FOR THE FILES
OF THE ARCHITECT AND ENGINEER. THE CONNECTION DESIGNER SHALL REVIEW
THE CONNECTIONS INDICATED IN THE SHOP DRAWINGS TO ENSURE THE SHOP
DRAWINGS CONFORM WITH THE CONNECTION DESIGN CALCULATIONS. SHOP DRAWINGS
CONTAINING CONNECTIONS FOR WHICH CALCULATIONS HAVE NOT BEEN RECEIVED
WILL BE RETURNED UNCHECKED AS AN INCOMPLETE SUBMITTAL.
11. ALL NON-COMPOSITE BEAM CONNECTIONS SHALL BE "SIMPLE SHEAR CONNECTIONS"
UNLESS NOTED. WHERE BEAM REACTIONS ARE NOT SHOWN ON THE DRAWINGS, THE
CONNECTIONS SHALL BE DESIGNED TO SUPPORT A REACTION EQUAL TO ONE-HALF THE
TOTAL UNIFORM LOAD CAPACITY FROM THE MAXIMUM TOTAL UNIFORM LOAD TABLE
MULTIPLIED BY A FACTOR OF 1.2 FOR GIVEN SHAPE, SPAN, AND GRADE OF STEEL.
12. ALL COMPOSITE BEAM CONNECTIONS SHALL BE "SIMPLE SHEAR CONNECTIONS" UNLESS
NOTED. WHERE BEAM REACTIONS ARE NOT SHOWN ON THE DRAWINGS THE CONNECTIONS
SHALL BE DESIGNED TO SUPPORT A REACTION EQUAL TO ONE HALF THE TOTAL UNIFORM
LOAD CAPACITY FROM THE MAXIMUM TOTAL UNIFORM TABLE MULTIPLIED BY A FACTOR
OF 1.4 FOR GIVEN SHAPE, SPAN AND GRADE OF STEEL.
13. TO THE REACTION LISTED ABOVE, ADD ANY LOADS OR REACTIONS OF MEMBERS
SUPPORTED BY THE BEAM WITHIN THREE FEET OF BEAM END AND THE VERTICAL
COMPONENTS OF FORCES IN BRACE MEMBERS FRAMING INTO THE BEAM.
14. WHERE BEAM REACTIONS ARE SHOWN ON THE DRAWINGS, THE CONNECTIONS SHALL
DEVELOP THE REACTIONS SHOWN. WHERE CONNECTIONS ARE SUBJECT TO
ECCENTRICITY, SUCH ECCENTRICITY SHALL BE TAKEN INTO ACCOUNT WHEN
DESIGNING AND DETAILING THE CONNECTION.
15. ALL BEAM CONNECTIONS SHALL BE DESIGNED FOR AN AXIAL LOAD OF 5% OF THE
BEAM REACTION UNLESS NOTED.
16. FABRICATE AND ERECT ALL STRUCTURAL STEEL IN ACCORDANCE WITH AISC
"CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES."
17. WHERE STEEL BEAMS ARE CONTINUOUS OVER COLUMNS, PROVIDE WEB STIFFENER
PLATES ON EACH SIDE OF THE BEAM WEB, OF THICKNESS EQUAL TO THE BEAM FLANGE
THICKNESS, LOCATED IN ALIGNMENT WITH COLUMN WEB OR FLANGES OR CENTER
LINE OF TUBES AND PIPE COLUMNS.
18. FABRICATE CROSS BRACING WITH SUFFICIENT DRAW TO PREVENT SAGGING.
19. THE STEEL FRAME IS "NON-SELF-SUPPORTING." ADEQUATE TEMPORARY SUPPORT
MUST BE PROVIDED BY THE CONTRACTOR UNTIL REQUIRED CONNECTIONS OR
ELEMENTS ARE IN PLACE.
10. STEEL JOIST NOTES:
1. DESIGN, FABRICATE, AND ERECT STEEL JOISTS IN ACCORDANCE WITH THE STEEL
JOIST INSTITUTE.
2. PROVIDE A MINIMUM END BEARING ON STEEL SUPPORTS AS REQUIRED BY THE STEEL
JOIST INSTITUTE. STAGGER THE ENDS OF JOIST IF NECESSARY AND GENERAL
CONTRACTOR COORDINATE METAL DECK SPLICE LOCATION TO CENTER OVER JOIST.
3. PROVIDE HORIZONTAL AND DIAGONAL BRIDGING IN ACCORDANCE WITH SJI TO
PROVIDE ADEQUATE JOIST CHORD BRACING.
4. AT JOIST PARALLEL TO MASONRY WALL, WELD EACH BRIDGING ROW TOP AND
BOTTOM TO AN ANGLE 3X3X3/16X0'-6". ANCHOR ANGLE WITH TWO 3/8" DIAMETER
SLEEVE ANCHORS WITH A TWO-INCH EMBEDMENT INTO WALL.
5. AT JOISTS PARALLEL TO BEAMS, ANCHOR BRIDGING ROWS BY WELDING TO BEAMS.
6. DESIGN SHELTER ROOF JOISTS TO RESIST THE FOLLOWING WIND NET UPLIFT PRESSURES:
A. EDGE ZONES (REGIONS WITHIN Z DISTANCE OF ROOF EDGE) - 85.3 PSF.
B. CORNER ZONES (REGIONS WITHIN Z DISTANCE OF TWO INTERSECTING ROOF
EDGES) - 85.3 PSF.
C. INTERIOR ZONES (REGIONS THAT ARE NOT EDGE OR CORNER ZONES) - 69.0 PSF.
D. DISTANCE Z - 6 FT.
11. STEEL DECK NOTES:
1. DECK PROPERTIES AND ATTACHMENTS SHALL BE IN ACCORDANCE WITH THE STEEL
DECK INSTITUTE.
2. DECK SHALL BE CONTINUOUS OVER THREE OR MORE SPANS.
3. ROOF DECK: WIDE RIB TYPE "WR", STEEL ROOF DECK, 22 GAGE, 1-1/2" DEEP, GALVANIZED.
EPICORE ER3.5 (COORDINATE LOCATION AND EXTENTS WITH DRAWINGS.), STEEL
ROOF DECK, 18 GAGE, 3 1/2" DEEP, GALVANIZED.
4. FORM DECK: 3 1/2" THICK CONCRETE SLAB ON NON-COMPOSITE STEEL FORM
DECK, 26 GAGE, 9/16" DEEP WITH 6X6 W2.1/W2.1 WWF AT MID-
DEPTH.
5. 3 1/2" METAL ROOF DEK: LONGSPAN ROOF DECK ON STRUCTURAL STEEL TRUSSES (SEE PLAN
FOR LOCATIONS): "EPICORE ER3.5" ROOF DECK, 18 GA, 3 1/2" DEEP, SHOP PRIMED.
(EPIC METALS EPICORE ER3.5 OR EQUAL)
5. COMPOSITE FLOOR DECK:
A. 7 1/2" THICK CONCRETE SLAB ON STEEL COMPOSITE FLOOR DECK. DECK
SHALL CONFORM TO 3" VLI GALV 20 GA. AS MANUFACTURED BY VULCRAFT
OR APPROVED EQUAL.
B. REINFORCE SLAB WITH 6X6 W1.4/W1.4 WWF SUPPORTED BY "UPPER
CONTINUOUS HIGH CHAIRS" OVER BEAMS AND GIRDERS TO MAINTAIN 1"
COVERAGE OF WWF.
C. DECK SHALL BE WELDED TO SUPPORTS WITH A 5/8" DIAMETER PUDDLE WELD
OR EQUIVALENT AT ALL EDGE RIBS PLUS A SUFFICIENT NUMBER OF
INTERIOR RIBS TO PROVIDE A MAXIMUM AVERAGE SPACING OF 12 INCHES.
THE MAXIMUM SPACING BETWEEN ADJACENT POINTS OF ATTACHMENT SHALL
NOT EXCEED 18 INCHES. [16 INCHES WHEN UPLIFT MUST BE CONSIDERED]
D. IF STUDS ARE BEING APPLIED THROUGH THE DECK ONTO STRUCTURAL
STEEL, THE STUD WELDS CAN BE USED TO REPLACE THE PUDDLE WELDS ON
A ONE-FOR-ONE BASIS.
E. DECK UNITS WITH SPANS GREATER THAN FIVE FEET SHALL HAVE SIDE LAPS
AND PERIMETER EDGES FASTENED AT MIDSPAN OR 36" O.C. - WHICHEVER
IS SMALLER.
6. SHEAR CONNECTORS: 3/4" DIAMETER, 4 1/2" LONG (AFTER WELD), HEADED STUDS
ASTM A108. SPACE UNIFORMLY ALONG MEMBER WHERE SINGLE VALUE IS GIVEN. SPACE
UNIFORMLY ALONG PART OF MEMBER BETWEEN SUPPORTED BEAMS, OR COLUMN AND BEAM,
WHERE MORE THAN ONE VALUE IS GIVEN.
MAXIMUM CONNECTOR SPACING IS 36", WHEN DECK RIBS ARE ORIENTED PERPENDICULAR
TO BEAM AND 52" WHEN DECK RIBS ARE PARALLEL TO BEAM. MINIMUM SPACING OF
SHEAR CONNECTORS SHALL BE 3" PERPENDICULAR TO BEAM AND 4 1/2" PARALLEL TO
BEAM.
7. LIGHTGAGE METAL FRAMING, SUSPENDED CEILINGS, LIGHT FIXTURES AND DUCTS
OR OTHER UTILITIES SHALL NOT BE SUPPORTED BY THE METAL ROOF DECK.
12. MASONRY NOTES:
1. MASONRY CONSTRUCTION SHALL CONFORM TO ACI 530.1 SPECIFICATION.
2. MASONRY UNIT STRENGTH (f'm) SHALL BE 1500 PSI AT 28 DAYS, UNLESS NOTED.
ALL 12" MASONRY THAT FORMS THE ENVELOPE OF THE STORM SHELTER SHALL HAVE
A MASONRY UNIT STRENGTH (f'm) OF 2500 PSI AT 28 DAYS.
3. MASONRY GROUT FILL SHALL CONFORM TO ASTM C 476. GROUT EITHER FINE (SAND) OR
COURSE (SAND + #76 STONE) AGGREGATE SHALL HAVE A 28 DAY COMPRESSIVE STRENGTH
OF 2500 PSI. MASONRY CONCRETE FILL SHALL CONFORM TO THE REQUIREMENTS NOTED
UNDER "CONCRETE" IN THE GENERAL NOTES.
4. GROUTING
A. ALL BOND BEAMS SHALL BE FILLED WITH GROUT AND REINFORCED AS
INDICATED ON THE DRAWINGS (DETAILS OR SCHEDULES). MORTAR FILL
IS NOT PERMITTED.
B. ALL MASONRY WALL CELLS OR CAVITIES INDICATED AS REINFORCED SHALL BE
GROUTED FOR THE FULL HEIGHT OF THE WALL, UNLESS SPECIFICALLY NOTED
OTHERWISE ON THE DRAWINGS. UN-REINFORCED WALLS INDICATED AS
GROUTED SHALL BE GROUTED FULL HEIGHT, UNLESS SPECIFICALLY NOTED
OTHERWISE. MORTAR FILL IS NOT PERMITTED.
C. ALL MASONRY CELLS OR CAVITIES BELOW GRADE SHALL BE GROUTED SOLID
UNLESS SPECIFICALLY NOTED OTHERWISE ON THE DRAWINGS. MORTAR FILL
IS NOT PERMITTED.
1. GENERAL NOTES:
1. CODES AND SPECIFICATIONS:
A. GENERAL BUILDING CODE: INTERNATIONAL BUILDING CODE, 2006 EDITION.
B. CONCRETE:
BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE (ACI 318-05).
C. STRUCTURAL STEEL:
SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, AMERICAN INSTITUTE
OF STEEL CONSTRUCTION (AISC 360-05). ALLOWABLE STRESS DESIGN (ASD).
D. STEEL JOISTS:
STANDARD SPECIFICATIONS, LOAD TABLES AND WEIGHT TABLES FOR STEEL
JOISTS AND JOIST GIRDERS, STEEL JOIST INSTITUTE.
E. STEEL DECK:
STEEL DECK INSTITUTE DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS,
ROOF DECKS AND CELLULAR METAL FLOOR DECK WITH ELECTRICAL DISTRIBUTION.
F. MASONRY:
1. BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES (ACI 530-05).
2. SPECIFICATIONS FOR MASONRY STRUCTURES (ACI 530.1-05).
G. COLD-FORMED METAL FRAMING:
NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL
STRUCTURAL MEMBERS, AMERICAN IRON AND STEEL INSTITUTE.
2. THE GENERAL NOTES ARE NOT A SUBSTITUTE OR A REPLACEMENT FOR THE PROJECT
SPECIFICATIONS. THESE NOTES ARE INTENDED AS A GUIDE TO THE DESIGN AND/OR
CONSTRUCTION REQUIREMENTS ESTABLISHED FOR THIS PROJECT. NO CONTRACTOR
SHOULD ATTEMPT TO DESIGN, BID, OR CONSTRUCT ANY PORTION OF THE WORK HEREIN
WITHOUT CONSULTING THE PROJECT SPECIFICATIONS. THE MORE STRINGENT
REQUIREMENT SHALL APPLY WHERE CONFLICTS OCCUR BETWEEN THESE NOTES AND THE
SPECIFICATIONS, UNLESS A WRITTEN CLARIFICATION IS ISSUED BY THE STRUCTURAL
ENGINEER.
3. STRUCTURAL DRAWINGS ARE INTENDED TO BE USED IN CONJUNCTION WITH THE DRAWINGS
OF OTHER CONSULTANTS AND TRADES. THE CONTRACTOR SHALL COORDINATE THE
VARIOUS REQUIREMENTS.
4. DO NOT SCALE THESE DRAWINGS.
5. ALL DETAILS SHOWN ARE TYPICAL. SIMILAR DETAILS APPLY TO SIMILAR
CONDITIONS, UNLESS NOTED.
6. CONTRACTOR SHALL REVIEW AND VERIFY ALL DIMENSIONS AND SITE CONDITIONS PRIOR
TO FABRICATION/CONSTRUCTION. THE STRUCTURAL ENGINEER AND ARCHITECT SHALL
BE NOTIFIED OF ANY DISCREPANCIES PRIOR TO FABRICATION/CONSTRUCTION.
7. FIREPROOFING OF STRUCTURAL ELEMENTS IS NOT SHOWN ON THE STRUCTURAL DRAWINGS.
REFER TO THE DRAWINGS OF OTHER CONSULTANTS FOR SUCH INFORMATION.
2. SPECIAL INSPECTIONS: (BY TESTING AGENCY)
1. SPECIAL INSPECTOR (SI) SHALL BE RETAINED AND PAID BY THE OWNER.
2. THE SPECIAL INSPECTOR SHALL BE FULLY QUALIFIED, APPROVED BY THE BUILDING
OFFICIAL, REGISTERED BY APPLICABLE REGISTRATION BOARD IF REQUIRED AND
ACCEPTABLE TO THE ARCHITECT.
3. THE DUTIES OF THE SPECIAL INSPECTOR SHALL INCLUDE, BUT ARE NOT LIMITED TO,
VERIFICATION OF CONSTRUCTION QUALITY CONTROL, TESTING, COMPLIANCE WITH THE
CONSTRUCTION DOCUMENTS, BUILDING CODE REQUIREMENTS, AND LOCAL BUILDING
DEPARTMENT REQUIREMENTS.
4. IT IS THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE PROPER NOTIFICATION TO THE
SPECIAL INSPECTOR AND PROCEED WITH THE CONSTRUCTION ONLY AFTER THE SPECIAL
INSPECTOR'S REVIEW AND APPROVAL.
5. SPECIAL INSPECTOR'S SHALL KEEP RECORDS OF ALL INSPECTIONS AND TESTING. THE
SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE CODE OFFICIAL,
AND TO THE REGISTERED DESIGN PROFESSIONAL OF RECORD. ALL DISCREPANCIES
SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION.
IF THE DISCREPANCIES ARE NOT CORRECTED, THE DISCREPANCIES SHALL BE BROUGHT
TO THE ATTENTION OF THE CODE OFFICIAL AND THE DESIGN PROFESSIONAL OF RECORD.
A FINAL REPORT OF INSPECTIONS DOCUMENTING COMPLETION OF ALL REQUIRED SPECIAL
INSPECTION AND CORRECTION OF ANY DISCREPANCIES NOTED IN THE INSPECTIONS SHALL
BE SUBMITTED PRIOR TO THE ISSUANCE OF A CERTIFICATE OF OCCUPANCY. INTERIM
REPORTS SHALL BE SUBMITTED PERIODICALLY WITH MINIMUM FREQUENCY OF TWO WEEKS.
6. SPECIAL INSPECTIONS ARE REQUIRED FOR, BUT NOT LIMITED TO, THE ACTIVITIES
AS INDICATED ON SHEET S1.02 PER THE 2009 INTERNATIONAL BUILDING CODE.
7. FAILURE TO NOTIFY THE SPECIAL INSPECTOR MAY RESULT IN THE CONTRACTOR HAVING
TO REMOVE WORK FOR THE PURPOSE OF INSPECTION AT THE CONTRACTOR'S EXPENSE.
8. PREMATURE NOTIFICATION FOR INSPECTIONS WILL RESULT IN AN ADDITIONAL
INSPECTION WITH THE EXPENSES AND FEES PAID BY THE CONTRACTOR.
3. CONSTRUCTION AND SAFETY:
1. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL SAFETY REGULATIONS, PROGRAMS,
AND PRECAUTIONS TO ALL WORK, PERSONS, AND PROPERTY ON AND/OR ADJACENT TO
THE PROJECT AND SHALL PROTECT AGAINST ANY DAMAGE, INJURY, OR LOSS.
2. MEANS AND METHODS OF CONSTRUCTION AND ERECTION OF STRUCTURAL MATERIALS ARE
SOLELY THE CONTRACTOR’S RESPONSIBILITY.
3. THE CONTRACTOR IS RESPONSIBLE FOR LIMITING THE AMOUNT OF CONSTRUCTION LOAD
IMPOSED ON THE STRUCTURE. SUCH LOADS SHALL NOT EXCEED THE DESIGN LOAD OF
THE STRUCTURE AT ANY TIME.
4. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION, AND ANY
TEMPORARY BRACING OR SUPPORT REQUIRED TO ACCOMMODATE THE CONTRACTOR’S
MEANS AND METHODS ARE THE RESPONSIBILITY OF THE CONTRACTOR.
4. SUBMITTALS:
1. ALL SHOP DRAWINGS MUST BE REVIEWED FOR "APPROVAL" AND STAMPED BY THE
GENERAL CONTRACTOR PRIOR TO SUBMITTAL.
2. SUBMIT EACH SET OF SHOP DRAWINGS ON THREE PRINTS ONLY. ONE PRINT WILL BE
RETURNED TO THE CONTRACTOR. ALL PRINTS REQUIRED BY THE CONTRACTOR ARE THE
RESPONSIBILITY OF THE CONTRACTOR AND SHOULD BE MADE AFTER APPROVED SHOP
DRAWINGS ARE RETURNED. ALL ADDITIONAL PRINTS THAT ARE SUBMITTED WILL BE
RETURNED UNMARKED.
3. THE GENERAL CONTRACTOR SHALL SUBMIT FOR ENGINEER REVIEW SHOP DRAWINGS FOR
THE FOLLOWING ITEMS. ITEMS MARKED (*) SHALL HAVE SHOP DRAWINGS SEALED BY
A PROFESSIONAL ENGINEER REGISTERED IN THE STATE IN WHICH THE PROJECT IS
LOCATED. ITEMS MARKED (#) SHALL BE SUBMITTED FOR ENGINEER 'S RECORD ONLY.
A. STRUCTURAL STEEL (*)
B. STEEL JOISTS(*)
C. REINFORCING STEEL
D. STEEL STAIRS (*)
E. STEEL DECK
F. CONCRETE MIX DESIGNS
G. COLD-FORMED METAL FRAMING (*#)
H. SHOP FABRICATED COLD-FORMED METAL TRUSSES (*)
4. DESIGN CALCULATIONS: THE GENERAL CONTRACTOR SHALL SUBMIT FOR ENGINEER'S
REVIEW TWO SETS OF DESIGN CALCULATIONS SEALED BY A PROFESSIONAL ENGINEER
REGISTERED IN THE STATE IN WHICH THE PROJECT IS LOCATED, FOR THE
FOLLOWING ITEMS:
A. STRUCTURAL STEEL CONNECTIONS
B. STEEL JOISTS
C. STEEL STAIRS
D. SHOP FABRICATED COLD-FORMED METAL TRUSSES
5. DESIGN LOADS:
1. DEAD LOADS:
ANY CHANGES IN CONSTRUCTION MATERIALS FROM THOSE SHOWN ON THE ARCHITECTURAL
OR STRUCTURAL DRAWINGS SHALL BE REPORTED BY THE GENERAL CONTRACTOR TO THE
STRUCTURAL ENGINEER FOR VERIFICATION OF LOAD-CARRYING CAPACITY OF THE
STRUCTURE.
2. LIVE LOADS:
LIVE LOAD REDUCTIONS HAVE BEEN APPLIED TO THE STRUCTURAL MEMBERS IN
ACCORDANCE WITH THE BUILDING CODE. PARTITION LIVE LOAD OF 15 PSF
HAS BEEN INCLUDED AND IS INDICATED AS "+15" BELOW.
ROOF-----------------------------------------------------20
FLOORS---------------------------------------------------80
TYP GYM-------------------------------------------------150
3. SNOW LOAD:
A. GROUND SNOW LOAD (Pg.)---------------------------10 PSF
B. IMPORTANCE FACTOR (I)-------------------------------1.2
C. EXPOSURE FACTOR (Ce)--------------------------------1.0
D. THERMAL FACTOR (Ct)---------------------------------1.0
4. WIND LOADS:
A. BASIC WIND SPEED (3-SECOND GUST)-----------------90 MPH
B. WIND IMPORTANCE FACTOR (Iw)------------------------1.15
C. WIND EXPOSURE-----------------------------------------C
D. INTERNAL PRESSURE COEFFICIENT------------------+/- 0.18
COMPONENT AND CLADDING WALL PRESSURES:
A. DISTANCE A - 13.5 FEET
B. WALL PRESSURES:
END ZONES (REGIONS WITHIN DISTANCE "A" OF WALL EDGE):
EFFECTIVE WIND AREA = 1 SQ.FT.-----32.2 PSF
EFFECTIVE WIND AREA = 10 SQ FT.----32.2 PSF
EFFECTIVE WIND AREA = 20 SQ FT.----30.2 PSF
EFFECTIVE WIND AREA = 50 SQ FT.----27.1 PSF
EFFECTIVE WIND AREA = 100 SQ FT.---25.1 PSF
EFFECTIVE WIND AREA = 200 SQ FT.---23.0 PSF
EFFECTIVE WIND AREA = 500 SQ FT.---20.0 PSF
EFFECTIVE WIND AREA = 1000 SQ FT.--20.0 PSF
INTERIOR ZONES (REGIONS OTHER THAN END ZONES):
EFFECTIVE WIND AREA = 1 SQ.FT.-----26.1 PSF
EFFECTIVE WIND AREA = 10 SQ FT.----26.1 PSF
EFFECTIVE WIND AREA = 20 SQ FT.----25.1 PSF
EFFECTIVE WIND AREA = 50 SQ FT.----24.1 PSF
EFFECTIVE WIND AREA = 100 SQ FT.---22.0 PSF
EFFECTIVE WIND AREA = 200 SQ FT.---22.0 PSF
EFFECTIVE WIND AREA = 500 SQ FT.---20.0 PSF
EFFECTIVE WIND AREA = 1000 SQ FT.--20.0 PSF
C. ROOF PRESSURES:
EDGE ZONES (REGIONS WITHIN "A" DISTANCE OF ROOF EDGE):
EFFECTIVE WIND AREA = 1 SQ.FT.-----38.3 PSF
EFFECTIVE WIND AREA = 10 SQ FT.----38.3 PSF
EFFECTIVE WIND AREA = 20 SQ FT.----35.3 PSF
EFFECTIVE WIND AREA = 50 SQ FT.----31.2 PSF
EFFECTIVE WIND AREA = 100 SQ FT.---28.1 PSF
EFFECTIVE WIND AREA = 200 SQ FT.---28.1 PSF
EFFECTIVE WIND AREA = 500 SQ FT.---28.1 PSF
EFFECTIVE WIND AREA = 1000 SQ FT.--28.1 PSF
CORNER ZONES (REGIONS WITHIN "A" DISTANCE OF TWO INTERSECTING ROOF EDGES):
EFFECTIVE WIND AREA = 1 SQ.FT.-----56.7 PSF
EFFECTIVE WIND AREA = 10 SQ FT.----56.7 PSF
EFFECTIVE WIND AREA = 20 SQ FT.----53.6 PSF
EFFECTIVE WIND AREA = 50 SQ FT.----48.5 PSF
EFFECTIVE WIND AREA = 100 SQ FT.---44.4 PSF
EFFECTIVE WIND AREA = 200 SQ FT.---44.4 PSF
EFFECTIVE WIND AREA = 500 SQ FT.---44.4 PSF
EFFECTIVE WIND AREA = 1000 SQ FT.--44.4 PSF
INTERIOR ZONES (REGIONS THAT ARE NOT EDGE OR CORNER ZONES):
EFFECTIVE WIND AREA = 1 SQ.FT.-----22.0 PSF
EFFECTIVE WIND AREA = 10 SQ FT.----22.0 PSF
EFFECTIVE WIND AREA = 20 SQ FT.----21.0 PSF
EFFECTIVE WIND AREA = 50 SQ FT.----20.0 PSF
EFFECTIVE WIND AREA = 100 SQ FT.---20.0 PSF
EFFECTIVE WIND AREA = 200 SQ FT.---20.0 PSF
EFFECTIVE WIND AREA = 500 SQ FT.---20.0 PSF
EFFECTIVE WIND AREA = 1000 SQ FT.--20.0 PSF
5. SEISMIC LOADS:
A. SEISMIC IMPORTANCE FACTOR (Ie)---------------------1.5
B. MAPPED SPECTRAL RESPONSE ACCELERATIONS:
Ss-------------------------------------------------0.298
S1-------------------------------------------------0.105
C. SITE CLASS--------------------------------------------C
D. SPECTRAL RESPONSE COEFFICIENTS:
Sds------------------------------------------------0.238
Sd1------------------------------------------------0.119
E. SEISMIC DESIGN CATEGORY-------------------------------C
F. BASIC SEISMIC-FORCE RESISTING SYSTEM:
ORDINARY REINFORCED CONCRETE SHEAR WALLS
RESPONSE MODIFICATION FACTOR (R)-----------------2
SEISMIC RESPONSE COEFFICIENT (Cs)-------------0.1785
DESIGN BASE SHEAR---------------------------200.40 K
LIGHT-FRAMED WALL SYSTEMS USING FLAT STRAP BRACING
RESPONSE MODIFICATION FACTOR (R)-----------------4
SEISMIC RESPONSE COEFFICIENT (Cs)-------------0.0893
DESIGN BASE SHEAR----------------------------27.50 K
G. ANALYSIS PROCEDURE:
EQUIVALENT LATERAL FORCE METHOD
6. FOUNDATION NOTES:
1. GEOTECHNICAL REPORT: FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL
REPORT BY GOODWYN, MILLS & CAWOOD, TITLED "REPORT OF GEOTECHNICAL
EXPLORATION, PROPOSED CULLMAN FIRE STATION NO. 3, CULLMAN ALABAMA,
GM&C PROJECT NO. GBHM 160004".THE GENERAL CONTRACTOR SHALL OBTAIN A
COPY OF THE GEOTECHNICAL REPORT FROM THE OWNER AND FOLLOW ALL
REQUIREMENTS WITHIN THE RECOMMENDATIONS SECTION.
2. MAXIMUM BEARING PRESSURES (PSF):
COLUMN FOOTINGS----------------------------------------2500
CONTINUOUS WALL FOOTINGS-------------------------------2500
3. ALL FOUNDATION BEARING SURFACES SHALL BE REVIEWED BY THE GEOTECHNICAL
ENGINEER PRIOR TO PLACING CONCRETE TO INSURE THEIR COMPLIANCE WITH
PRESSURES NOTED. ALL BOTTOM ELEVATIONS ARE ESTIMATED AND MAY BE ADJUSTED
IN THE FIELD BY THE GEOTECHNICAL ENGINEER.
4. ALL AREAS TO HAVE SLABS ON GRADE SHALL BE PROOF ROLLED IN ACCORDANCE WITH
THE GEOTECHNICAL REPORT UNDER OBSERVATION OF THE GEOTECHNICAL ENGINEER AND
APPROVED PRIOR TO PREPARATION FOR CONCRETE PLACEMENT.
5. COMPACTED FILL WITHIN THE BUILDING AREA SHALL MEET THE REQUIREMENTS
NOTED IN THE GEOTECHNICAL REPORT.
6. BACKFILL FOR FOUNDATION AND RETAINING WALLS SHALL BE A FREE DRAINING
GRANULAR MATERIAL, SUCH AS SIZE #57 STONE. BACKFILL SHALL BE COMPACTED
SUFFICIENTLY TO PREVENT SUBSIDENCE OF SURFACE ADJACENT TO WALL. THE
GRANULAR MATERIAL SHALL BE PLACED IN A 45 DEGREE WEDGE EXTENDING FROM
THE BASE OF THE WALL.
7. FLOOR TOLERANCES:
1. AFTER PLACING SLABS, FINISH SURFACE TO THE FOLLOWING TOLERANCES OF F(F)
(FLOOR FLATNESS) AND F(L) (FLOOR LEVELNESS) MEASURED ACCORDING TO
ASTM E 1155:
FINISH SLAB-ON-GRADE FRAMED FLOOR
OVERALL LOCAL OVERALL LOCAL
FF FL FF FL FF FF
SCRATCH FINISH 15 13 13 11 20 17
FLOAT FINISH 18 15 15 13 20 17
TROWEL FINISH 20 17 17 15 20 17
2. SPECIFIED OVERALL F-NUMBERS APPLY TO THE WHOLE FLOOR, TAKEN AS ONE.
MINIMUM LOCAL F-NUMBERS APPLY TO EACH SLAB, BOUNDED BY CONSTRUCTION JOINTS.
8. CONCRETE NOTES:
1. CONCRETE COMPRESSIVE STRENGTH AT 28 DAYS:
3000 PSI --- NORMAL WT. --- FOOTINGS, DRILLED PIERS, SLAB ON GRADE.
4000 PSI --- NORMAL WT. --- WALLS, COLUMNS, ELEVATED FLOOR SLABS.
2. PEDESTAL, COLUMN AND WALL VERTICAL REINFORCING: DOWEL TO FOUNDATION
WITH HOOKED BARS OF SAME SIZE AND SPACING AS VERTICAL REINFORCING.
3. EARTH SUPPORTED SLABS:
8" THICK, REINFORCED WITH #4@18 O.C. EACH WAY IN TOP 1/3 OF SLAB
6" THICK, REINFORCED WITH 6X6 W2.9/W2.9 WWF (SHEETS) AT TOP THIRD
OF SLAB DEPTH UNLESS NOTED.
4" THICK, REINFORCED WITH 6X6 W2.9/W2.9 WWF (SHEETS)AT TOP THIRD
OF SLAB DEPTH, UNLESS NOTED.
4. CONCRETING OPERATIONS SHALL COMPLY WITH ACI STANDARDS.
8. CONCRETE REINFORCING STEEL NOTES:
1. REINFORCING BARS: ASTM A615 GRADE 60.
2. WELDED WIRE FABRIC (WWF): ASTM A185. MINIMUM LAP AND EMBEDMENT TO BE
THE GREATER OF ONE CROSS WIRE SPACING PLUS 2 INCHES OR 6 INCHES.
3. REINFORCING STEEL SHOWN IN SECTIONS IS A SCHEMATIC INDICATION THAT
REINFORCING EXISTS. SEE SCHEDULES, SECTION NOTES AND GENERAL NOTES
FOR ACTUAL REINFORCING REQUIRED.
4. REINFORCING BAR PLACING ACCESSORIES IN ACCORDANCE WITH ACI MANUAL OF
STANDARD PRACTICE. WHERE CONCRETE IS EXPOSED IN FINISHED BUILDING,
PROVIDE ACCESSORIES WITH RUSTPROOF LEGS. WHERE CONCRETE IS SAND-
BLASTED OR BUSH-HAMMERED, PROVIDE ACCESSORIES OF STAINLESS STEEL.
5. DETAIL REINFORCEMENT IN ACCORDANCE WITH ACI 315. REINFORCEMENT SHALL
NOT BE WELDED UNLESS NOTED OR APPROVED BY THE ENGINEER.
6. ALL SPLICES SHALL BE CLASS "B" TENSION LAP SPLICE, UNLESS NOTED.
7. ALL REINFORCING MARKED "CONTINUOUS" SHALL BE SPLICED WITH CLASS "B"
TENSION LAP SPLICE, UNLESS NOTED.
8. PROVIDE CORNER BARS WITH CLASS "B" LAP SPLICE AT ALL FOUNDATION
INTERSECTIONS AND CORNERS.
9. CONCRETE COVERAGE OF REINFORCEMENT:
FOOTINGS-------------------------3" BOTTOM & SIDES, 2" TOP
SLABS NOT EXPOSED TO WEATHER-------------3/4" BOTTOM & TOP
SLABS EXPOSED TO WEATHER-#5 OR LESS-----------------1 1/2"
#6 OR LARGER-------------------2"
10. FIELD BENDING OF CONCRETE REINFORCING STEEL IS NOT PERMITTED WITHOUT
WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER.
D. VERTICAL GROUTING SHALL BE LOW LIFT OR HIGH LIFT AS FOLLOWS:
1. LOW LIFT GROUTING SHALL BE USED FOR ALL CAVITY WALLS AND MAY
BE USED FOR ALL WALLS AT THE OPTION OF THE CONTRACTOR. LIFTS
SHALL NOT EXCEED 4'0" IN HEIGHT.
2. HIGH LIFT GROUTING IS PERMISSIBLE ONLY FOR FILLING OF CELLULAR
MASONRY UNITS AND SHALL NOT EXCEED ONE STORY IN HEIGHT. CLEAN
OUT HOLES SHALL BE PROVIDED AT THE BASE OF EACH GROUTED CELL.
5. MORTAR SHALL CONFORM TO ASTM C 270. MORTAR SHALL BE TYPE "M" FOR BELOW GRADE
APPLICATIONS AND TYPE "S" FOR ABOVE GRADE APPLICATIONS AND SHALL HAVE A
28-DAY COMPRESSIVE STRENGTH 1900 PSI.
6. ALL MASONRY SHALL BE RUNNING BOND, UNLESS NOTED.
7. ALL BLOCK CELLS AND CAVITIES BELOW GRADE SHALL BE FILLED WITH CONCRETE
OR GROUT.
8. ALL INTERIOR PARTITION WALLS SHALL HAVE A 8" DEEP BOND BEAM WITH 1#5 CONTINUOUS
TOP AND BOTTOM AT THE TOP OF THE WALL, UNLESS NOTED OTHERWISE IN DRAWINGS.
9. REINFORCING:
A. ALL BARS MARKED "CONTINUOUS" SHALL BE LAPPED A MINIMUM OF 48 BAR
DIAMETERS AT ALL SPLICES. UNLESS NOTED OTHERWISE, ALL WALL/FOOTING
DOWELS SHALL BE LAPPED 48 BAR DIAMETERS OR 34", WHICHEVER IS GREATEST.
B. FOUNDATION DOWELS MAY SLOPE A MAXIMUM OF 1:6 TO ALIGN WITH WALL
CAVITIES OR VERTICAL CMU CORES. GREATER SLOPES WILL REQUIRE
REPLACEMENT OF THE FOUNDATION DOWELS.
C. SPLICED REINFORCING SHALL BE LAPPED UNDER "REINFORCING" ABOVE OR AS
SHOWN ON DRAWINGS, WHICHEVER IS GREATEST. ALL SPLICES SHALL BE WIRED
TOGETHER.
D. VERTICAL REINFORCING BARS SHALL HAVE A MINIMUM CLEARANCE OF 3/4" FROM
MASONRY AND SHALL BE HELD IN POSITION TOP AND BOTTOM AND AT INTERVALS
NOT EXCEEDING 4"-0". ACCESSORIES FOR SUCH SUPPORT SHALL BE USED,
PROVIDE "AA WIRE PRODUCTS COMPANY" (OR APPROVED EQUAL) REBAR
POSITIONER AA225 OR AA239 FOR VERTICAL BARS AND AA28 FOR HORIZONTAL
BARS OR APPROVED EQUAL PRODUCTS FROM OTHER SUPPLIERS.
E. HORIZONTAL JOINT REINFORCING SHALL BE LAPPED NO LESS THAN 6" AT ALL
SPLICES, INCLUDING CORNERS AND TEES WHERE NO CONTROL JOINT IS USED.
F. ALL HORIZONTAL JOINT REINFORCING SHALL STOP AT CONTROL JOINTS.
G. HORIZONTAL REINFORCING IN BOND BEAMS SHALL BE CONTINUOUS THROUGH
CONTROL JOINTS.
10. SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS AND DETAILS OF MASONRY CONTROL
JOINTS.
11. WHEN REINFORCING IS SPECIFIED, PROVIDE AT EACH SIDE OF CONTROL JOINTS,
OPENINGS AND WALL ENDS.
12. ALL MASONRY WALLS SHOWN ON THE ARCHITECTURAL AND STRUCTURAL DRAWINGS
HAVE BEEN DESIGNED TO RESIST THE REQUIRED CODE VERTICAL AND LATERAL FORCES
IN THE FINAL CONSTRUCTED CONFIGURATION ONLY. IT IS THE RESPONSIBILITY OF THE
CONTRACTOR TO ADEQUATELY BRACE THE WALLS FOR VERTICAL AND LATERAL LOADS
THAT COULD POSSIBLY BE APPLIED PRIOR TO COMPLETION OF CONSTRUCTION.
13. PROVIDE HORIZONTAL LADDER-TYPE JOINT REINFORCEMENT AT 16" O.C., U.N.O.
13. COLD-FORMED METAL FRAMING NOTES:
1. ALL MEMBERS SHALL BE DESIGNED IN ACCORDANCE WITH THE NORTH AMERICAN
SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS,
AMERICAN IRON AND STEEL INSTITUTE.
2. ALL FRAMING MEMBERS SHALL BE FORMED FROM CORROSION-RESISTANT STEEL,
CORRESPONDING TO THE REQUIREMENTS OF ASTM A446, WITH A MINIMUM YIELD
STRENGTH OF 33 KSI OR 50 KSI AS INDICATED.
3. ALL MEMBERS SHOWN ARE STANDARD DESIGNATIONS OF THE STEEL STUD MANUFACTURERS
ASSOCIATION (SSMA).
4. DESIGN OF MEMBERS INDICATED IN STRUCTURAL DRAWINGS IS BASED ON MINIMUM
PROPERTIES OF PRODUCTS PRODUCED BY “DIETRICH INDUSTRIES, INC”. NO
SUBSTITUTION OF MATERIALS IS ACCEPTABLE FOR USE WITHOUT PRIOR APPROVAL
OF THE STRUCTURAL ENGINEER. SUBSTITUTIONS ARE ACCEPTABLE, SUBJECT TO
APPROVAL OF THE STRUCTURAL ENGINEER AND SHALL MEET OR EXCEED ALL PROPERTIES
OF PRODUCTS PRODUCED BY THE STEEL STUD MANUFACTURERS ASSOCIATION (SSMA).
5. FABRICATOR IS RESPONSIBLE FOR THE DESIGN AND DETAILING OF ALL LIGHTGAGE
STEEL FRAMING AND SHALL RETAIN A PROFESSIONAL ENGINEER REGISTERED IN THE
STATE WHERE THE PROJECT IS LOCATED. THE ENGINEER SHALL SEAL AND SIGN BOTH
CALCULATIONS AND SHOP DRAWINGS. GENERALLY, CONNECTIONS SHOWN ON THE
DRAWINGS ARE SCHEMATIC AND ARE INTENDED ONLY TO SHOW THE RELATIONSHIP OF
THE MEMBERS AND INFORMATION FOR PRICING/BIDDING.
6. SUBMIT CALCULATIONS AND SHOP DRAWINGS FOR DETAILS, FABRICATION, AND ERECTION
OF LIGHTGAGE STEEL FRAMING DRAWINGS SHALL INCLUDE LAYOUT, SPACING, TYPE,
MATERIAL/MEMBER PROPERTIES AND ALL DETAILS OF CONNECTIONS FOR ALL LIGHTGAGE
STEEL FRAMING INDICATED ON THE STRUCTURAL DRAWINGS.
7. SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO SUBMISSION.
DRAWINGS SHALL BEAR THE CONTRACTOR’S APPROVAL STAMP ACCEPTING
RESPONSIBILITY FOR DIMENSIONS, QUANTITIES AND COORDINATION WITH THE OTHER
TRADES.
8. ALL FRAMING COMPONENTS SHALL BE CUT SQUARELY FOR ATTACHMENT TO
PERPENDICULAR MEMBERS OR AS REQUIRED FOR AN ANGULAR FIT TIGHT AGAINST
ABUTTING MEMBERS.
9. AXIALLY LOADED STUDS SHALL BE INSTALLED IN A MANNER WHICH WILL ASSURE THAT
THEIR ENDS ARE POSITIONED TIGHT AGAINST THE INSIDE OF RUNNER WEBS PRIOR TO
FASTENING. PROVIDE WEAK-AXIS HORIZONTAL BRACING AT 36 INCHES MAXIMUM
VERTICAL SPACING, BOTH STUD FLANGES. HORIZONTAL BRACING SHALL BE 1-1/2” X 20
GA STRAPS AND CS TYPE RUNNER SOLID BRIDGING AT EACH END OF WALL, ADJACENT
TO WALL OPENINGS, AND 8’-0” O/C MAXIMUM.
10. FLOOR OR ROOF JOISTS SHALL HAVE SOLID BLOCKING, A CUT-TO-LENGTH CS TYPE
CLOSURE OR JOIST SECTION PLACED BETWEEN OUTER JOISTS, OVER ALL INTERIOR
SUPPORTS, ADJACENT TO OPENINGS AND AT 8’-0 O/C MAXIMUM. BETWEEN SOLID
BLOCKING PROVIDE STRAP BRACING OF 1-1/2 X 20 GA STRAPS. JOIST BRIDGING
SHALL BE PROVIDED AT MID-SPAN OR AT 8-0’ O/C MAXIMUM FOR SPANS
EXCEEDING 15-0.
11. WHERE STUD FRAME TO STRUCTURAL FLOOR OR ROOF MEMBERS SUBJECT TO DEFLECTION
FROM OCCUPANT LIVE LOADING, A DEFLECTION CLIP
ASSEMBLY SHALL BE PROVIDED AT THE TOP RUNNER TO ACCOMMODATE VERTICAL
STRUCTURAL MOVEMENT.
12. FASTENING OF COMPONENTS SHALL BE BY SELF-DRILLING SCREWS OR BY WELDING AS
DEFINED BELOW U.N.O. ON THE DRAWINGS.
13. SCREWED CONNECTIONS:
A. SCREWS SHALL BE TYPE S-12 OR TYPE S-4 FOR ALL FRAMING MEMBERS PER
MANUFACTURER’S RECOMMENDATIONS.
B. A MINIMUM OF THREE (3) EXPOSED THREADS SHALL PENETRATE THROUGH ALL
JOINED MATERIALS.
C. CORROSION-RESISTANT CADMIUM-PLATED SCREWS SHALL BE USED FOR SCREWS
ATTACHING METAL LATH, MASONRY TIES, AND OTHER EXTERIOR MATERIALS.
14. WELDED CONNECTIONS:
A. USE GAS METAL ARC WELDING (GMAW) FOR 20 GA OR LIGHTER MEMBERS.
AWS E-703-3, E-705-5, E-705-6 WIRE ELECTRODES OF 035” DIAMETER
SHALL BE USED WITH CARBON DIOXIDE, ARGON-OXYGEN, OR ARGON-CARBON
DIOXIDE GAS SHIELDING. WELDING EQUIPMENT SHALL PROVIDE 60 TO 100
AMPERES AT 25 VOLTS USING 220 VOLT 3-PHASE ELECTRIC SERVICE.
B. SHIELDED METAL ARC WELDING (SMAW) SHALL BE USED FOR 18 GA AND
HEAVIER MEMBERS AWS E-6012, E-6013, OR E-014 ELECTRODES OF 3/32”
OR 1/8” DIAMETER SHALL BE USED. WELDING EQUIPMENT HEAT SETTING
SHALL BE VARIED DEPENDENT ON MATERIAL THICKNESS.
C. ALL WELDS SHALL BE TOUCHED UP WITH A ZINC RICH PAINT, OR PAINT
SIMILAR TO THAT USED BY THE FRAMING MEMBER SUPPLIER ON PAINTED
MEMBERS FROM THE SUPPLIER.
15. CUTTING OF STEEL FRAMING MEMBERS MAY BE DONE WITH A SAW OR CUTTING SHEARS.
TORCH CUTTING OF LOAD BEARING MEMBERS IS NOT PERMITTED.
16. COMPLETE, UNIFORM, AND LEVEL BEARING SUPPORT SHALL BE PROVIDED FOR THE
BOTTOM RUNNER. AT SPLICES WHERE SUPPORT IS NOT COMMON TO BOTH RUNNERS,
EITHER BUTT WELD RUNNERS OR USE A STUD SECTION INSERTED IN THE RUNNER AS A
SPLICING MEMBER ATTACHED PER MANUFACTURER’S RECOMMENDATIONS.
RUNNER INTERSECTIONS SHALL BUTT EVENLY.
17. SPACING OF STUDS SHALL HAVE A TOLERANCE OF 1/8” FROM THAT SHOWN ON THE
DRAWINGS, PROVIDING THAT THE CUMULATIVE ERROR DOES NOT EXCEED THE
REQUIREMENTS OF OTHER MATERIALS OR CONSTRUCTION.
18. ALIGNMENT OF STUDS (PLUMBNESS) AND WALLS (STRAIGHTNESS) SHALL BE WITHIN
1/960TH OF THEIR RESPECTIVE HEIGHTS AND LENGTHS.
19. STUDS SHALL BE PLUMBED ALIGNED AND SECURELY ATTACHED TO BOTH TOP AND BOTTOM
RUNNERS. SPLICES IN STUDS ARE NOT PERMITTED.
20. TEMPORARY BRACING WHERE REQUIRED, SHALL BE PROVIDED UNTIL ERECTION IS
COMPLETED.
21. WHERE MANUFACTURER’S RECOMMENDATIONS FOR ERECTION, ATTACHMENT, ASSEMBLY,
BRACING ALIGNMENT OR OTHER REQUIREMENTS ARE MORE STRINGENT THAN INDICATED
IN THESE DRAWINGS OR THE PROJECT SPECIFICATIONS, THE MANUFACTURER’S
RECOMMENDATIONS SHALL APPLY.
14. PREFABRICATED COLD-FORMED METAL TRUSS NOTES:
1. STRUCTURAL PROPERTIES OF TRUSS MEMBERS SHALL BE COMPUTED IN ACCORDANCE
WITH AISI "NORTH AMERICAN SPECIFICATION FOR DESIGN OF COLD-FORMED
STEEL STRUCTURAL MEMBERS" (2001).
2. THE TRUSS FABRICATOR IS RESPONSIBLE FOR THE DESIGN AND DETAILING OF ALL
PREFABRICATED COLD-FORMED METAL TRUSS FRAMING AND SHALL RETAIN A
PROFESSIONAL ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT IS
LOCATED. THE ENGINEER SHALL SEAL AND SIGN BOTH CALCULATIONS AND SHOP
DRAWINGS.
3. THE TRUSS MANUFACTURER SHALL DESIGN FOR THE FOLLOWING SUPERIMPOSED LOADS
(IN ADDITION TO ANY LOADS NOTED ON THE STRUCTURAL DRAWINGS OR OTHER
CONSULTANTS/TRADES DRAWINGS):
TOP CHORD DEAD LOAD---------------------------------------------15 PSF
BOTTOM CHORD DEAD LOAD------------------------------------------10 PSF
TOP CHORD LIVE LOAD---------------------------------------------20 PSF
4. DESIGN ROOF TRUSSES TO RESIST THE FOLLOWING WIND SUPERIMPOSED NET UPLIFT
WIND PRESSURES:
A. EDGE ZONES (REGIONS WITHIN Z DISTANCE OF ROOF EDGE)---26.2 PSF
B. CORNER ZONES (REGIONS WITHIN Z DISTANCE OF TWO INTERSECTING
ROOF EDGES)-------------------------------------------39.4 PSF
C. INTERIOR ZONES (REGIONS THAT ARE NOT EDGE OR CORNER
ZONES)--------------------------------------------------15 PSF
D. DISTANCE Z---------------------------------------------13.5 FT
5. SUBMIT CALCULATIONS AND SHOP DRAWINGS FOR DETAILS FABRICATION, AND
ERECTION OF COLD-FORMED METAL TRUSS FRAMING. DRAWINGS SHALL INCLUDE
LAYOUT, SPACING, TYPE, MATERIAL/MEMBER PROPERTIES, TEMPORARY BRACING,
PERMANENT BRACING, AND ALL DETAILS OF CONNECTIONS FOR ALL COLD-FORMED
METAL TRUSS FRAMING INDICATED ON THE STRUCTURAL DRAWINGS.
6. SHOP DRAWINGS SHALL BE REVIEWED BY THE GENERAL CONTRACTOR PRIOR TO
SUBMISSION. DRAWINGS SHALL BEAR THE CONTRACTOR'S APPROVAL STAMP
ACCEPTING RESPONSIBILITY FOR DIMENSIONS, QUANTITIES, AND COORDINATION
WITH THE OTHER TRADES.
7. ALL TEMPORARY AND PERMANENT BRACING MEMBERS AND CONNECTIONS REQUIRED FOR
PREFABRICATED COLD-FORMED METAL TRUSSES SHALL BE DESIGNED AND DETAILED ON
THE TRUSS MANUFACTURER'S ERECTION PLANS. BRACING MEMBERS SHALL BE
FURNISHED AND INSTALLED BY THE GENERAL CONTRACTOR.
8. TEMPORARY BRACING SHALL NOT IMPOSE ANY FORCE ON THE SUPPORTING STRUCTURE.
PERMANENT BRACING FORCES SHALL BE TRANSFERRED TO THE ROOF DIAPHRAGM BY
THE BRACING DESIGN PROVIDED BY THE TRUSS MANUFACTURER.
16. STORM SHELTER NOTES:
1. DESIGN INFORMATION (STRUCTURAL):
A. SHELTER TYPE---------------------------------------TORNADO
B. THE WIND DESIGN CONFORMS TO THE PROVISIONS OF THE ICC/NSSA
STANDARD FOR THE DESIGN AND CONSTRUCTION OF STORM SHELTERS,
2008 EDITION.
C. DESIGN WIND SPEED----------------------------------250 MPH
D. IMPORTANCE FACTOR, I-----------------------------------1.0
E. EXPOSURE CATEGORY----------------------------------------C
F. INTERNAL PRESSURE COEFFICIENT, GPpi------------------±0.55
G. TOPOGRAPHIC FACTOR, Kzt--------------------------------1.0
H. DIRECTIONALITY FACTOR, Kd------------------------------1.0
J. ROOF LIVE LOAD-------------------------------------100 PSF
2. QUALITY ASSURANCE PLAN:
A. ROOF CLADDING AND FRAMING CONNECTIONS- CLADDING CONSISTS OF
CONCRETE SLAB ON METAL DECK AND CONNECTIONS ARE AS INDICATED
IN REFERENCED WALL SECTIONS.
B. WALL CONNECTIONS TO ROOF AND FLOOR DIAPHRAGMS- AS INDICATED
IN REFERENCED WALL SECTIONS.
C. ROOF DIAPHRAGM SYSTEM- CONCRETE SLAB, 4 1/2" THICK CONCRETE ON
1 1/2" DEEP COMPOSITE STEEL DECK, 20 GAGE, WITH #4@12" AT
MID-DEPTH AND 1/2" DIA X 3" LONG HEADED STUDS AT 24" OC.
D. MAIN WIND-FORCE RESISTING SYSTEM- ORDINARY REINFORCED MASONRY
SHEAR WALLS. WIND UPLIFT RESISTANCE- CONCRETE SLAB WITH HEADED
STUDS ON COMPOSITE STEEL JOISTS.
E. MAIN WIND-FORCE RESISTING SYSTEM CONNECTION TO THE FOUNDATION-
MASONRY SHEAR WALL REINFORCEMENT DOWELED TO FOUNDATION.
F. ALL INSTALLED COMPONENTS OF SHEAR ENVELOPE SHALL MEET MISSILE
IMPACT TEST REQUIREMENTS (ICC 500-2008-CHAPTER 3).
G. FOR COMPONENTS AND CLADDING CRITERIA, SEE ARCHITECTURAL DWGS.
H. ANY STRUCTURAL COMPONENTS OR CONNECTION EXPOSED TO ELEMENTS
SHALL BE GALVANIZED.
J. SEE SHEET S1.02 FOR SPECIAL INSPECTION AND TESTING.
*INSPECTION AGENTS FIRM
DATE:
ADDRESS TELEPHONE NO.
OWNER'S TESTING AGENCY
NOTE: THE INSPECTION AND TESTING AGENT(S) SHALL BE ENGAGED BY THE OWNER OR THE OWNER'S AGENT, AND NOT BY THE CONTRACTOR OF SUBCONTRACTORWHOSE WORK IS TO BE INSPECTED OR TESTED. ANY CONFLICT OF INTEREST MUST BE DISCLOSED TO THE BUILDING OFFICIAL PRIORTO COMMENCING WORK. THE QUALIFICATIONS OF THE INSPECTION AGENT(S) MAY BE SUBJECT TO THE APPROVAL OF THE BUILDING OFFICIAL.
5.
6.
3.
4.
1.
2.
NOTES:
1. STRUCTURAL STEEL WELDING: A. COMPLETE AND PARTIAL PENETRATION GROOVE WELDS - CONTINUOUS. B. MULTIPLE - PASS FILLET WELDS - CONTINUOUS. C. PLUG AND SLOT WELDS - CONTINUOUS. D. SINGLE - PASS FILLET WELDS < 5/16" - PERIODIC. E. DECK WELDS - PERIODIC.
2. REINFORCING STEEL WELDING: A. VERIFICATION OF WELDABILITY - PERIODIC. B. REINFORCING STEEL RESISTING FLEXURAL AND AXIAL IN INTERMEDIATE AND SPECIAL MOMENT FRAMES AND BOUNDARY ELEMENTS IN SPECIAL WALLS OR SHEAR REINF - CONTINUOUS. C. SHEAR REINFORCEMENT - CONTINUOUS. D. OTHER REINFORCING - PERIODIC.
3. EXCEPTIONS: SPECIAL INSPECTIONS SHALL NOT BE REQUIRED FOR: A. ISOLATED SPREAD CONCRETE FOOTINGS OF BUILDINGS THREE STORIES OR LESS ABOVE GRADE PLANE THAT ARE FULLY SUPPORTED ON EARTH OR ROCK. B. CONTINUOUS CONCRETE FOOTINGS SUPPORTING WALLS OF BUILDINGS THREE STORIES OR LESS ABOVE GRADE PLANE THAT ARE FULLY SUPPORTED ON EARTH OR ROCK WHERE: 1. THE FOOTINGS SUPPORT WALLS OF LIGHT-FRAME CONSTRUCTION. 2. THE FOOTINGS ARE DESIGNED IN ACCORDANCE WITH TABLE 1809.7. 3. THE STRUCTURAL DESIGN OF THE FOOTING IS BASED ON A SPECIFIED COMPRESSIVE STRENGTH, F'c, NO GREATER THAN 2500 POUNDS PER SQUARE INCH (PSI), REGARDLESS OF THE COMPRESSIVE STRENGTH SPECIFIED IN THE CONSTRUCTION DOCUMENTS OR USED IN THE FOOTING CONSTRUCTION. C. NONSTRUCTURAL CONCRETE SLABS SUPPORTED DIRECTLY ON THE GROUND, INCLUDING PRESTRESSED SLABS ON GRADE, WHERE THE EFFECTIVE PRESTRESS IN THE CONCRETE IS LESS THAN 150 PSI. D. CONCRETE FOUNDATION WALLS CONSTRUCTED IN ACCORDANCE WITH TABLE 1807.1.6.2. E. CONCRETE PATIOS, DRIVEWAYS AND SIDEWALKS ON GRADE.
3300 CAHABA ROAD, SUITE 210
BIRMINGHAM, ALABAMA 35223
PHONE: 205.879.5660
FAX: 205.879.5606
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2006 IBC - SCHEDULE OF SPECIAL INSPECTION SERVICES
NUMBER NOMATERIAL/ACTIVITY SERVICE
APPLICABLE TO THIS PROJECT
Y/N EXTENT AGENT COMPLETED
64.1 91 INSPECT PER 1704.5 FIELD INSPECTIONS N ---
65.0 65 1704.12 SPRAYED FIRE-RESISTANT MATERIALS
66.0 66 VERIFY SURFACE CONDITON PREPARATION OFSTRUCTURAL MEMBERS
FIELD INSPECTION N ---
67.0 67 VERIFY APPLICATION OF SPRAYED FIRE-RESISTANTMATERIALS
FIELD INSPECTION N PERIODIC
68.0 68 VERIFY AVERAGE THICKNESS OF SPRAYEDFIRE-RESISTANT MATERIALS APPLIED TO STRUCTURALMEMBERS
FIELD INSPECTION N PERIODIC
69.0 69 VERIFY DENSITY OF THE SPRAYED FIRE-RESISTANTMATERIAL COMPLIES WITH APPROVED FIRE-RESISTANTDESIGN
FIELD INSPECTION ANDSUBMITTAL REVIEW
N PERIODIC
69.1 92 1704.13 MASTIC AND INTUMESCENT FIRE RESISTANTCOATINGS
69.2 93 INSPECTION BASED ON FIRE RESISTANCE DESIGN FIELD INSPECTION N PERIODIC
70.0 70 VERIFY THE COHESIVE/ADHESIVE BOND STRENGTH OFTHE CURED SPRAYED FIRE-RESISTANT MATERIAL
FIELD INSPECTION ANDSUBMITTAL REVIEW
N PERIODIC
71.0 71 1704.14 EXTERIOR INSULATION AND FINISH SYSTEMS(EIFS)
72.0 72 INSPECT EIFS APPLICATIONS FIELD INSPECTION N PERIODIC
73.0 73 1704.16 SMOKE CONTROL SYSTEMS
74.0 74 TEST SMOKE CONTROL SYSTEMS FIELD TESTING N PERIODIC
75.0 75 1704.13 SPECIAL CASES (WORK UNUSUAL IN NATURE,INCLUDING BUT NOT LIMITED TO ALTERNATIVECONSTRUCTION MATERIALS, UNUSUAL DESIGNAPPLICATIONS, SYSTEMS OR MATERIALS WITH SPECIALMANUFACTURER REQUIREMENTS. ATTACH 8 1/2x11 IFNEEDED).
N ---
76.0 76 1707.5 STORAGE RACKS AND ACCESS FLOORS
77.0 77 PERIODIC INSPECTION DURING THE ANCHORAGE OFACCESS FLOORS AND STORAGE RACKS 8 FEET OFGREATER IN HEIGHT
FIELD INSPECTION N ---
78.0 78 1707.6 ARCHITECTURAL COMPONENTS
79.0 79 PERIODIC INSPECTION DURING THE ERECTION ANDFASTENING OF EXTERIOR CLADDING
FIELD INSPECTION N ---
80.0 80 PERIODIC INSPECTION DURING THE ERECTION ANDFASTENING OF NONLOAD BEARING WALLS
FIELD INSPECTION N ---
81.0 81 1707.7 MECHANICAL AND ELECTRICALCOMPONENTS
82.0 82 PERIODIC INSPECTION DURING THE ANCHORAGE OFELECTRICAL EQUIPMENT FOR EMERGENCY ORSTANDBY POWER SYSTEMS
FIELD INSPECTION N ---
83.0 83 PERIODIC INSPECTION DURING THE ANCHORAGE OFOTHER ELECTRICAL EQUIPMENT
FIELD INSPECTION N ---
84.0 84 PERIODIC INSPECTION DURING INSTALLATION OFPIPING SYSTEMS INTENDED TO CARRY FLAMMABLE,COMBUSTIBLE, OR HIGHLY TOXIC CONTENTS ANDTHEIR ASSOCIATED MECHANICAL UNITS
FIELD INSPECTION N ---
85.0 85 PERIODIC INSPECTION DURING THE INSTALLATION OFHVAC DUCTWORK THAT WILL CONTAIN HAZARDOUSMATERIALS
FIELD INSPECTION N ---
86.0 86 1708.5 SIESMICALLY ISOLATED STRUCTURES
87.0 87 PER SECTION 17.8 OF ASCE 7 SUBMITTAL REVIEW N ---
88.0 88 1707.9 SEISMIC ISOLATION SYSTEM
89.0 89 PERIODIC INSPECTION DURING THE FABRICATIONAND INSTALLATION OF ISOLATOR UNITS AND ENERGYDISSIPATION DEVICES USED AS PART OF THE SEISMICISOLATION SYSTEM
SHOP AND FIELD INSPECTION N ---
90.0 136 ICC 500-2008 STORM SHELTERS
91.0 137 FABRICATION OF STRUCTURAL LOAD BEARING ANDDEBRIS-IMPACT-RESISTANCE COMPONENTS ANDASSEMBLIES PERFORMED ON THE PREMISES OF AFABRICATION SHOP
SHOP INSPECTION N PERIODIC 1
92.0 138 CONSTRUCTION MATERIALS AND SYSTEMS THAT AREALTERNATIVES TO TRADITIONAL MATERIALS ANDSYSTEM PRESCRIBED BY THE APPLICABLE CODE
SHOP INSPECTION OR FIELDINSPECTION
N PERIODIC 1
93.0 139 UNUSUAL DESIGN AND CONSTRUCTIONAPPLICATION
FIELD INSPECTION N PERIODIC 1
94.0 140 VISUAL OBSERVATION OF STRUCTURAL SYSTEM FIEDL INSPECTION N PERIODIC 1,2
2006 IBC - SCHEDULE OF SPECIAL INSPECTION SERVICES
NUMBER NOMATERIAL/ACTIVITY SERVICE
APPLICABLE TO THIS PROJECT
Y/N EXTENT AGENT COMPLETED
46.0 108 VERIFICATION OF SLUMP FLOW AND VSI ASDELIVERED TO THE SITE FOR SELF-CONSILIDATINGGROUT
FIELD REVIEW N CONTINUOUS
46.0 110 VERIFY PROPORTIONS OF SITE-PREPARED MORTAR,GROUT AND PRESTRESSING GROUT FOR BONDEDTENDONS.
FIELD INSPECTION N PERIODIC 1
46.0 112 VERIFY PLACEMENT OF MASONRY UNITS ANDCONSTRUCTION OF MORTAR JOINTS
FIELD INSPECTION N PERIODIC 1
46.0 114 VERIFY LOCATION OF REINFORCEMENT ANDCONNECTORS, PRESTRESSING TENDONS ANDANCHORAGES
FIELD INSPECTION N PERIODIC 1
46.1 109 VERIFY SIZE AND LOCATION OF STRUCTURALELEMENTS
FIELD INSPECTION N PERIODIC
46.1 111 VERIFY PREPARATION, CONSTRUCTION ANDPROTECTION OF MASONRY DURING HOT/COLDWEATHER
FIELD INSPECTION N PERIODIC 1
46.1 113 VERIFY TYPE, SIZE AND LOCATION OF ANCHORS,INCLUDING OTHER DETAILS OF ANCHORAGE OFMASONRY TO STRUCTURAL MEMBERS, FRAMES OROTHER CONSTRUCTION
FIELD INSPECTION N CONTINUOUS
46.1 116 VERIFY GROUT SPACE PRIOR TO GROUTING FIELD INSPECTION N CONTINUOUS
46.1 117 VERIFY SPECIFIED SIZE, GRADE AND TYPE OFREINFORCEMENT, ANCHOR BOLTS, PRESTRESSINGTENDONS AND ANCHORAGES
FIELD INSPECTION N PERIODIC
46.1 118 VERIFY PLACEMENT OF GROUT FIELD INSPECTION N CONTINUOUS
46.1 119 VERIFY APPLICATION AND MEASUREMENT OFPRESTRESSING FORCE
FIELD INSPECTION N CONTINUOUS
46.1 120 VERIFY PLACEMENT OF PRESTRESSING GROUT FIELD INSPECTION N CONTINUOUS
46.1 121 VERIFY WELDING REINFORCING BARS FIELD INSPECTION N CONTINUOUS
46.2 115 OBSERVE PREPARATION OF GROUT SPECIMENS,MORTAR SPECIMENS, AND/OR PRISMS
FIELD REVIEW N CONTINUOUS 1
46.2 122 1704.6 WOOD CONSTRUCTION
46.2 123 HIGH-LOAD DIAPHRAGM MATERIAL GRADE, THICKNESSAND CONNECTIONS
N PERIODIC
46.2 124 FABRICATION PROCESS OF PREFAB WOOD ELEMENTS IN-PLANT REVIEW N PERIODIC
46.2 125 METAL PLATE- CONNECTED WOOD TRUSSESSPANNING 60 FEET OR GREATER
FIELD INSPECTION N PERIODIC
46.2 126 SITE BUILT ASSEMBLIES FIELD REVIEW N PERIODIC
47.0 47 1704.7 SOILS
48.0 48 VERIFY MATERIALS BELOW SHALLOW FOUNDATIONARE ADEQUATE TO ACHIEVE THE DESIGN BEARINGCAPACITY
FIELD INSPECTIONS Y PERIODIC
49.0 49 VERIFY EXCAVATIONS ARE EXTENDED TO PROPERDEPTH AND HAVE REACHED PROPER MATERIAL
FIELD INSPECTION Y PERIODIC
50.0 50 PERFORM CLASSIFICATION AND TESTING OFCOMPACTED FILL MATERIALS
REVIEW FIELD TESTING Y PERIODIC
50.1 127 VERIFY USE OF PROPER MATERIALS, DENSITIES ANDLIFT THICKNESSES DURING PLACEMENT ANDCOMPACTION OF COMPACTED FILL
REVIEW FIELD TESTING Y CONTINUOUS
50.2 128 PRIOR TO PLACEMENT OF COMPACTED FILL,OBSERVE SUBGRADE AND VERIFY THAT SITE HAS BEENPREPARED PROPERLY
FIELD INSPECTION Y PERIODIC
51.0 51 1704.8 PILE FOUNDATIONS
51.1 129 VERIFY ELEMENT MATERIALS, SIZES AND LENGTHSCOMPLY WITH THE REQUIREMENTS
FIELD INSPECTION N CONTINUOUS
51.2 130 DETERMINE CAPACITIES OF TEST ELEMENTS ANDCONDUCT ADDITIONAL LOAD TESTS, AS REQUIRED
FIELD INSPECTION N CONTINUOUS
52.0 52 OBSERVE DRIVING OPERATIONS AND MAINTAINCOMPLETE AND ACCURATE RECORDS FOR EACHELEMENT
FIELD INSPECTION N CONTINUOUS
53.0 53 VERIFY PLACEMENT LOCATIONS AND PLUMBNESS,CONFIRM TYPE AND SIZE OF HAMMER, RECORDNUMBER OF BLOWS PER FOOT OF PENETRATION,DETERMINE REQUIRED PENETRATIONS TO ACHIEVEDESIGN CAPACITY, RECORD TIP AND BUTT ELEVATIONAND DOCUMENT ANY DAMAGE TO FOUNDATIONELEMENT
FIELD INSPECTION N CONTINUOUS
53.1 131 FOR STEEL ELEMENTS, PERFORM ADDITIONALINSPECTIONS IN ACCORDANCE W/ SECTION 1704.3
FIELD INSPECTION N ---
53.2 132 FOR CONCRETE ELEMENTS AND CONCRETE-FILLEDELEMENTS, PERFORM ADDITIONAL INSPECTIONS INACCORDANCE W/ SECTION 1704.4
N ---
53.3 133 FOR SPECIALTY ELEMENTS, PERFORM ADDITIONALINSPECTIONS AS DETERMINED BY THE REGISTEREDDESIGN PROFESSIONAL IN RESPONSIBLE CHARGE.
N ---
54.0 54 1704.9 PIER FOUNDATIONS
55.0 55 OBSERVE DRILLING OPERATIONS AND MAINTAINCOMPLETE AND ACCURATE RECORDS FOR EACHELEMENT
FIELD INSPECTION N CONTINUOUS
55.1 135 VERIFY PLACEMENT LOCATIONS AND PLUMBNESS,CONFIRM ELEMENT DIAMETERS BELL DIAMETERS (IFAPPLICABLE), LENGTHS, EMBEDMENT INTO BEDROCK(IF APPLICABLE) AND ADEQUATE END-BEARINGSTRATA CAPACITY, RECORD CONC. OR GROUTVOLUMES.
FIELD INSPECTION N CONTINUOUS
55.2 134 FOR CONCRETE ELEMENTS, PERFORM ADDITIONALINSPECTIONS IN ACCORDANCE W/ SECTION 1704.4
FIELD INSPECTION N ---
56.0 56 1707.3 STRUCTURAL WOOD
57.0 57 CONTINUOUS INSPECTION OF FIELD GLUINGOPERATIONS OF ELEMENTS OF THE SEISMIC-FORCERESISTING SYSTEM
FIELD INSPECTION N ---
58.0 58 PERIODIC INSPECTION OF NAILING, BOLTING,ANCHORING, AND OTHER FASTENING OFCOMPONENTS WITH THE SEISMIC-FORCE-RESISTINGSYSTEM
SHOP AND FIELD INSPECTION N ---
59.0 59 1707.4 COLD-FORMED STEEL FRAMING
60.0 60 PERIODIC INSPECTION DURING WELDINGOPERATIONS OF ELEMENTS OF THESEISMIC-FORCED-RESISTING SYSTEM
SHOP AND FIELD INSPECTIONS N ---
61.0 61 PERIODIC INSPECTION OF SCREW ATTACHMENT,BOLTING, ANCHORING AND OTHER FASTENING OFCOMPONENTS WITHIN THE SEISMIC-FORCE-RESISTINGSYSTEM
SHOP AND FIELD INSPECTION N ---
62.0 62 1704.10 HELICAL PILE FOUNDATIONS
63.0 63 OBSERVE INSTALLATION (EQUIP, TOP ELEV, DEPTH,TORQUE)
FIELD INSPECTION N CONTINUOUS
64.0 64 1704.11 VERTICAL MASONRY FOUNDATION ELEMENTS
2006 IBC - SCHEDULE OF SPECIAL INSPECTION SERVICES
NUMBER NOMATERIAL/ACTIVITY SERVICE
APPLICABLE TO THIS PROJECT
Y/N EXTENT AGENT COMPLETED
1.0 1 1704.2 INSPECTION OF FABRICATORS
2.0 2 VERIFY FABRICATION/QUALITY CONTROLPROCEDURES
IN-PLANT REVIEW Y PERIODIC 1
3.0 3 1704.3 STEEL CONSTRUCTION
4.0 4 HIGH-STRENGTH BOLTS, NUTS AND WASHERS REVIEW MATERIAL MARKINGSAND CERTIFICATES OFCOMPLIANCE
Y PERIODIC 1
5.0 5 INSPECTION OF HIGH-STRENGTH BOLTING FIELD TESTING Y PERIODIC 1
6.0 6 STRUCTURAL STEEL/DECK REVIEW CERTIFIED TEST REPORTS Y PERIODIC 1
7.0 7 WELD FILLER MATERIALS REVIEW CERTIFICATE OFCOMPLIANCE AND FIELDVERIFICATION
Y PERIODIC 1
8.0 8 STRUCTURAL STEEL WELDING SHOP AND FIELD INSPECTION Y NOTE 1 1
9.0 9 REINFORCING STEEL WELDING SHOP AND FIELD INSPECTION N NOTE 2
10.0 10 INSPECTION OF STEEL FRAME JOINT DETAILS FORCOMPLIANCE WITH APPROVED CONSTRUCTIONDOCUMENTS
FIELD INSPECTION Y PERIODIC 1
10.1 96 COLD FORMED STEEL TRUSSES >60 VERIFY TEMP BRACING ANDPERMANENT BRACING AREINSTALLED PER TRUSSS DESIGN
Y PERIODIC
11.0 11 1707.2 STRUCTURAL STEEL
12.0 12 CONTINUOUS INSPECTION OF STRUCTURAL WELDINGIN ACCORDANCE WITH AISC SEISMIC PROVISIONS
SHOP AND FIELD TESTING N ---
13.0 13 1708.3 STRUCTURAL STEEL
14.0 14 TESTING SHALL BE IN ACCORDANCE WITH AISC 34.1 SHOP AND FIELD TESTING N ---
15.0 15 1704.4 CONCRETE CONSTRUCTION
16.0 16 INSPECTION OF REINFORCING STEEL INSTALLATION FIELD INSPECTION Y NOTE2/PERIODIC 1
17.0 17 INSPECTION OF REINFORCING STEEL WELDING FIELD INSPECTION N
18.0 18 PRESTRESSED CONCRETE FORCE APPLICATION IN-PLANT OR FIELD REVIEW N CONTINUOUS
18.0 95 GROUTING OF BONDED PRESTRESSING TENDONSSEISMIC-FORCE-RESISTING SYSTEM
IN-PLANT OR FIELD INSPECTION N CONTINUOUS
18.1 94 INSPECTION OF ANCHORS INSTALLED IN HARDENEDCONCRETE
FIELD INSPECTION Y CONTINUOUS
19.0 19 INSPECTION OF CAST-IN-PLACE BOLTS FIELD INSPECTION Y CONTINUOUS 1
20.0 20 VERIFICATION OF REQUIRED DESIGN MIX REVIEW SUBMITTALS Y PERIODIC 1
21.0 21 FRESH CONCRETE SAMPLING FIELD TESTING Y CONTINUOUS 1
22.0 22 CONCRETE PLACEMENT FIELD REVIEW Y CONTINUOUS 1
23.0 23 CONCRETE CURING OPERATIONS FIELD REVIEW Y PERIODIC 1
24.0 24 ERECTION OF PRECAST CONCRETE MEMBERS FIELD REVIEW Y PERIODIC 1
25.0 25 EVALUATION OF CONCRETE STRENGTH FIELD TESTING AND REVIEWLABORATORY REPORTS
Y --- 1
26.0 26 VERIFICATION OF IN-SITU CONCRETE STRENGTH,PRIOR TO STRESSING OF TENDONS IN POSTTENSIONEDCONCRETE AND PRIOR TO REMOVAL OF SHORESAND FORMS FROM BEAMS AND STRUCTURAL SLABS
REVIEW FIELD TESTING ANDLABORATORY REPORTS
N PERIODIC
26.1 97 INSPECT FORMWORK FOR SHAPE, LOCATION ANDDIMENSIONS OF THE CONCRETE MEMBER BEINGFORMED
FIELD REVIEW N PERIODIC
27.0 27 1708.2 CONCRETE REINFORCEMENT
28.0 28 REVIEW CERTIFIED MILL TEST REPORTS FIELD REVIEW Y PERIODIC 1
29.0 29 VERIFY REINFORCING STEEL WELDABILITY REVIEW TESTING REPORTS N ---
30.0 30 LEVEL 1 - 1704.5 MASONRY CONSTRUCTION
30.1 98 COMPLIANCE WITH REQ'D INSPECTION PROVISIONSOF THE CONSTRUCTION DOCUMENTS AND THEAPPROVED SUBMITTALS SHALL BE VERIFIED
SUBMITTAL REVIEW Y PERIODIC
30.2 100 VERIFICATION OF f'm AND f'aaC PRIOR TOCONSTRUCTION EXCEPT WHERE SPECIFICALLYEXEMPTED BY THIS CODE
LAB TESTING Y PERIODIC
30.3 99 VERIFICATION OF SLUMP FLOW AND VSI ASDELIVERED TO THE SITE FOR SELF-CONSOLIDATINGGROUT
FIELD REVIEW Y CONTINUOUS
31.0 31 VERIFY PROPORTIONS OF SITE PREPARED MORTARAND GROUT
FILED INSPECTION Y PERIODIC 1
32.0 32 VERIFY CONSTRUCTION OF MORTAR JOINTS FIELD INSPECTION Y PERIODIC 1
33.0 33 VERIFY LOCATION OF REINFORCEMENT ANDCONNECTORS, PRESTRESSING TENDONS ANDACHORAGES
FILED INSPECTION Y PERIODIC 1
33.1 101 VERIFY PRESTRESSING TECHNIQUE FIELD INSPECTION N PERIODIC
33.2 102 VERIFY GRADE AND SIZE OF PRESTRESSING TENDONSAND ANCHORAGES
FIELD INSPECTION N PERIODIC
34.0 34 VERIFY SIZE AND LOCATION OF STRUCTURALMASONRY ELEMENTS
FIELD INSPECTION Y PERIODIC 1
35.0 35 VERIFY TYPE, SIZE AND LOCATION OF ANCHORS,INCLUDING DETAILS OF ANCHORAGE OF MASONRYTO STRUCTURAL MEMBERS, FRAMES OR OTHERCONSTRUCTION
FIELD INSPECTION Y PERIODIC 1
36.0 36 VERIFY SIZE, GRADE, AND TYPE REINFORCEMENT FIELD AND SUBMITTAL REVIEW Y PERIODIC 1
37.0 37 VERIFY WELDING OF REINFORCING BARS FIELD INSPECTION N CONTINUOUS 1
38.1 104 VERIFY PREPARATION, CONSTRUCTION ANDPROTECTION OF MASONRY DURING HOT/COLDWEATHER
FIELD INSPECTION Y PERIODIC 1
38.2 103 VERIFY APPLICATION AND MEASUREMENT OFPRESTRESSING FORCE
N CONTINUOUS
39.0 39 VERIFY GROUT SPACE IS CLEAN PRIOR TO GROUTING FIELD INSPECTION Y PERIODIC 1
39.1 105 VERIFY PLACEMENT OF REINFORCEMENT ANDCONNECTORS, AND PRESTRESSING TENDONS ANDANCHORAGES.
FIELD INSPECTION N PERIODIC
39.2 106 VERIFY PROPORTIONS OF SITE PREPARED GROUT ANDPRESTRESSING GROUT FOR BONDED TENDONS.
FIELD INSPECTION N PERIODIC 1
40.0 40 VERIFY GROUT PLACEMENT COMPLIES WITH CODEAND CONSTRUCTION DOCUMENT PROVISIONS
FIELD INSPECTION Y CONTINUOUS 1
40.1 107 GROUTING OF PRESTRESSING BONDED TENDONS FIELD INSPECTION N CONTINUOUS
41.0 41 OBSERVE PREPERATION OF GROUT SPECIMENS,MORTAR SPECIMENS, AND/OR PRISMS
FIELD REVIEW Y CONTINUOUS 1
42.0 42 LEVEL 2 - 1704.5 MASONRY CONSTRUCTION
43.0 43 COMPLIANCE WITH REQ'D INSPECTION PROVISIONSOF THE CONSTRUCTION DOCUMENTS AND THEAPPROVED SUBMITTALS SHALL BE VERIFIED.
REVIEW SUBMITTALS N PERIODIC
44.0 44 VERIFICATION OF f'm AND f'aaC PRIOR TOCONSTRUCTION AND FOR EVERY 5,000 SF. DURINGCONSTRUCTION
FIELD TESTING N PERIODIC
46.0 46 VERIFICATION OF PROPORTIONS OF MATERIALS INPREMIXED OR PREBLENDED MORTAR AND GROUT ASDELIVERED TO THE SITE
FIELD REVIEW N PERIODIC
COLUMN SCHEDULECOLUMN
DESIGNATION C1
SIZE
BASE PLATE
HEADED ANCHORBOLTS
NOTES
C2
HSS4X4X5/16
3/4X10"X0-10"
(4) 3/4Ø X1'-0"
HSS6X6X5/16
3/4X12"X1'-0"
(4) 3/4Ø X1'-0"
C3
HSS5X5X5/16
(4) 3/4Ø X1'-0"
3/4X14"X1'-2"
--- --- ---
F4.0
FOOTING SCHEDULEFOOTING
DESIGNATION
DEPTH
SIZE
REINF EW
NOTESFO
OTI
NG
F5.0 F7.0
4'-0" X 4'-0"
1'-0"
4#5
1
1'-0"
5#5
1
7'-0" X 7'-0"
1'-0"
6#5
1
NOTES: 1. REINFORCEMENT SHALL BE PLACED IN TOP AND BOTTOM OF FOOTING.
5'-0" X 5'-0"
CLEAR SPAN
LIGHT GAGE BOX- HEADER SCHEDULEMEMBER SIZES
4'-0" TO 6'-0"
6'-0" TO 8'-0"
4'-0" AND LESS
800S162-68
1000S162-97
600S162-54
NOTES:1. WEB STIFFENERS REQUIRED AT SUPPORTS.
STEEL GRADE
50 KSI
50 KSI
50 KSI
NOTES
8'-0" TO 10'-0" 1200S162-97 50 KSI
10'-0" TO 12'-0" 1350S250-97 50 KSI
1
1
1
1
1
TOP BARS ARE HORIZONTAL REINFORCEMENT WITH MORE THAN 12" OF CONCRETE CAST BELOW THE REINF.
ENGINEERS NOTE (DELETE):
1. LAP SPLICE ACCORDING TO ACI 318-08 12.2.22. ALL LAP SPLICE LAP CLASS B3. ALL LAP SPLICE CASE 1:
BEAM: CONCRETE COVER AT LEAST 1.0 BAR DIAMETER AND C.C. SPACING AT LEAST 2.0 BAR DIAMETERFOOTING: CONCRETE COVER AT LEAST 1.0 BAR DIAMETER AND C.C. SPACING AT LEAST 3.0 BAR DIAMETER
4. UNCOATED BARS
#5
#4
#7
#10
#8
#9
#11
#6
f'c = 3000 PSIBAR
BEAM/FOOTING TENSION LAP SPLICE LENGTHf'c = 4000 PSI f'c = 5000 PSI f'c =6000 PSI
OTHER BARSTOP BARS OTHER BARSTOP BARS OTHER BARSTOP BARS OTHER BARSTOP BARSSIZE
22"
29"
36"
56"
#3 28"
47"
37"
24"
40"
81" 63"
80"72"
91"
93"
81"105"
102"118" 91"
101"131" 113"
25"
19"
37"
70"
79"
31"
54"
62"
22"
29"
36"
91"
43"
81"
72"
63"
26"
101"
20"17"
28"
22"
33"
33" 40"
58"
74"
49"
66"55"
31"
63"
83"70"
93"78"
15"
20"
25"
64"
57"
51"
44"
71"
32"
43" 48"
70"
87"
MASONRY WALL LAP
SPLICE SCHEDULE
BAR Ø
#4
8" WIDE WALLS
f'm = 1500psi f'm = 2500psi
#5
#6
#7
#8
#9
15"
24"
44"
61"
91"
115"
12"
18"
34"
47"
71"
89"
12" WIDE WALLS
f'm = 1500psi f'm = 2500psi
12"
15"
28"
38"
57"
72"
12"
12"
21"
29"
44"
56"
1' - 0"
WWF
FOR EXTENTS
SEE ARCH DWGS
TYPICAL DEPRESSED
SLAB ON GRADE
SEE
PLA
N
SAWCUT 1/4SLAB THICKNESS
WWF DISCONTINUOUSAT SAWCUT
SAW JOINT WITHIN 8 HOURSAFTER CONCRETE IS PLACED.
WWF DISCONTINUOUSAT SAWCUT
BEVELED KEYWAY
2"KEYED JOINT
TYPICAL 4" SLAB
CONTROL JOINTJOINT TYPE IS OPTIONAL
SAWED JOINT
TYPICAL FOOTING STEP
STEP BARS OF SAMESIZE AND NUMBER ASLONGITUDINAL STEEL
LONGITUDINAL STEEL
MA
X
2' -
0"
MIN
2' - 0"
DEPTH
FIG
LAP SPLICE
CLASS "B"TENSION
2' - 0"
2' -
0"
STEP FOOTING DOWN AS REQUIRED TO KEEP FOOTINGBELOW PIPING. FOR LOCATION, SEE FOUNDATION PLANS.FOR LOCATIONS NOT SHOWN ON FOUNDATION PLANS,SEE PLUMBING PLANS.
MA
X S
TEP
CONTINUOUS STRIPFOOTING, FOR REINF.SEE SECTIONS.
TYPICAL FOUNDATION
WALL AT PIPING
CONTINUOUSU- BLOCKS
MASONRYLAP MIN.
2'-0" 2#5 Z- BARS
2#5 CONT.LAP
2' - 6"
TYPICAL BOND
BEAM STEP DETAIL
CLEAR SPAN MEMBER
6'-1" TO 8'-0"
8'-1" TO 10'-0"
6'-0" AND LESS
L6x4x3/8
L7x4x3/8
L3-1/2x3-1/2x3/8
1. DO NOT USE THIS SCHEDULE IF CONCENTRATED LOAD IS APPLIED TO THE LINTEL AT A HEIGHT LESS THAN HALF THE SPAN ABOVE THE LINTEL, OR IF THE HEIGHT OF BRICK ABOVE LINTEL EXCEEDS TEN FOOT.2. PROVIDE 8" MINIMUM BEARING FOR ALL LINTELS.3. ALL LINTELS TO BE GALVANIZED.
BRICK LINTEL SCHEDULE
10'-0"
8'-0"
6'-0"
4'-0"
2'-0"
2#4 BOT & 1#4 TOP
2#7 BOT & 1#4 TOP
1#6 BOT & 1#4 TOP
2#4 BOT
8
8
8
16
16
MAXIMUM
WIDTHOPENING
LINTEL DIMENSIONS & REINFORCING
DEPTH 8" WALL
1. DO NOT USE THIS SCHEDULE IF CONCENTRATED LOAD IS APPLIED TO THE LINTEL AT A HEIGHT LESS THAN HALF THE SPAN ABOVE THE LINTEL, OR IF THE HEIGHT OF BRICK ABOVE THE LINTEL EXCEEDS TEN FOOT.2. PROVIDE 8" MINIMUM BEARING FOR ALL LINTELS.3. HOOK #7 BARS OR GREATER INTO BOND BEAM TO ACHIEVE ADEQUATE DEVELOPMENT LENGTH.
MASONRY LINTEL SCHEDULE
MIN
MIN MIN
MIN
MIN
TYP
ICA
L SP
AC
ING
FO
R
8"LAP
8"LAP
8"LAP
8" LAP
8" LAPV
ERTI
CA
L R
EIN
FOR
CIN
GSE
E SE
CTI
ON
S
VERTICAL REINFORCINGIN GROUTED CELLS
VERTICAL REINFORCINGIN GROUTED CELLS
CONTINUOUS HORIZONTALJOINT REINFORCING
PREFABRICATED HORIZONTALJOINT REINFORCINGCORNER SECTION
PREFABRICATEDHORIZONTALJOINT REINFORCINGTEE SECTION
CONTINUOUS HORIZONTALJOINT REINFORCING
CONTINUOUS HORIZONTALJOINT REINFORCING
VERTICALMORTARJOINT
CONTINUOUS HORIZONTALJOINT REINFORCING
TYPICAL WALL CORNER REINFORCING DETAILS
48 B
AR
DIA
MET
ER L
AP
48 BAR DIA. LAP
VERTICALREINFORCEMENTIN GROUTEDCELLS
VERTICAL REINFORCEMENTIN GROUTED CELLS
OR 24", WHICHEVERIS GREATER
VERTICAL REINFORCEMENTIN GROUTED CELLS
VERTICALREINFORCEMENTIN GROUTED CELLS
CONCRETEMASONRYWALL BELOW
CONCRETEMASONRYBOND BEAM TYP
BENT BARS, SAME SIZEBARS AS HORIZONTALREINFORCEMENT
HORIZONTALBOND BEAMREINFORCEMENT
HORIZONTALBOND BEAMREINFORCEMENT
CONCRETEMASONRYBOND BEAM TYP.
HORIZONTALBOND BEAMREINFORCEMENT
CONCRETEMASONRYWALL BELOW
TYPICAL BOND BEAM CORNER REINFORCING DETAILS
FOR FOOTING REINFSEE SCHEDULE
HEADEDANCHORBOLTS
BASE PLATE
COLUMN
TYPICAL COLUMN BASE
& FOOTING DETAIL
3" CLR
3" C
LR
WxL
D1
1/2
" G
RO
UT
BO
LT L
ENG
THSC
HED
ULE
D
FOR FOOTING REINFSEE SCHEDULE
SEE
PLA
N
TYPICAL THICKENED SLAB
ON GRADE
REINFORCE INTERIORPARTITIONS W/ #4@48"FULL HEIGHT WHEREINTERSECTING WALLARE SPACED GREATERTHAN 24'-0"
WWF- SEEGEN NOTES
2#5 CONT
1' -
0"
1' - 4"
BRACE TOP OFWALL AS INDICATEDON SHEET S1.04WHERE INTERSECTINGWALLS ARE SPACEDGREATER THAN 24'-0"
SLAB ON GRADE-SEE GEN NOTES
8" DEEP BONDBEAM W/ 2#5
SEE
PLA
NTYPICAL 8" SLAB
CONTROL JOINT
KEYED JOINT
SAWED JOINT
7/8"Øx1'-2" SMOOTHDOWELS @12, GREASEONE END FOR BONDBREAK. USE DOWELBASKETS.
7/8"Øx1'-2" SMOOTHDOWELS @12, GREASEONE END FOR BONDBREAK. USE DOWELBASKETS.
#3@18 EWDISCONTINUOUSAT SAWCUT
JOINT TYPE IS OPTIONAL
SAWCUT 1/4SLAB THICKNESS
BEVELEDKEYWAY
#3@18 EWDISCONTINUOUSAT SAWCUT
SAWCUT 1/4SLAB THICKNESS
4"4"
2"
8"
4"
2"
8"
COLUMN
CONSTRUCTIONJOINT WITHISOLATION JOINTFILLER AROUNDDIAMOND
TYPICAL SLABCONTROL JOINT
COLUMN
JOINT
COLUMN CONSTRUCTIONJOINT WITHISOLATION JOINTFILLER AROUNDDIAMOND
WWF
ISOLATIONJOINT FILLER
CONC BASE COVER(PROVIDE 3" MINCOVER AT ALL STEELBELOW GRADE)
5" C
LEAR
5" C
LEAR
PLAN AT INTERIOR
PLAN AT EXTERIOR
SECTION AT COLUMN
TYPICAL ISOLATION JOINT
TYPICAL TRENCH DETAIL
L2x2x1/4W/ 1/2"Øx6"HEADEDSTUDS @24
NOTE:GALVANIZE ALLSTEEL AFTERFABRICATION
BAR 3/8" WWFGRATING
TRENCH WIDTH +1'-4"
8" M
IN
CONT
TYPICAL SLAB ON GRADE
PIPE/BOLLARD PENETRATION
#4 TOP, TYP 4LOCATIONS
COMPRESSIBLEMATERIAL
TYP1'
- 4"
3300 CAHABA ROAD, SUITE 210
BIRMINGHAM, ALABAMA 35223
PHONE: 205.879.5660
FAX: 205.879.5606
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C #
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00
26
8/3
1/2
016
CO
NT
RA
CT
DO
CS
TYPICAL PARTITION ANCHORAGE DETAILS
CMU PARALLEL WITH METAL STUD TRUSSES CMU PERPENDICULAR TO METAL STUD TRUSSES
1
1
L3x3x1/4x1'- 0"L3x3x1/4x1'-0"
1
1
(FOR UNBRACED MASONRY PARTITIONS EXCEEDING 24'- 0" IN LENGTH)
NOTE: 8'- 0" MAXIMUM SPACING NOTE: 8'- 0" MAXIMUM SPACING
PREFAB METALSTUD TRUSS
6" METALSTUDBRACING
METAL STUDBLOCKING BETWEENADJACENT TRUSSES
6" METALSTUDBRACING
PREFABMETAL STUDTRUSS
BRACE TOTOP CHORD OFADJACENT METALSTUD TRUSS
TYPICAL PARTITION ANCHORAGE DETAILS
CMU PARALLEL WITH JOIST CMU PERPENDICULAR TO JOIST
1
1
L2x2x1/4
L3x3x1/4x1'-0"L3x3x1/4x1'- 0"
L2x2x1/4
L6x6x1/4x1'- 6"
(FOR UNBRACED MASONRY PARTITIONS EXCEEDING 24'-0" IN LENGTH)
NOTE: 8'-0" MAXIMUM SPACING NOTE: 8'-0" MAXIMUM SPACING
VA
RIE
S
VA
RIE
S
1" C
LR
3/16TYP
TYP
TYP
3/16TYP
TYP
3/4" CAP PLATEW(4) 3/4"Ø A325BOLTS
3/8" STIFFENERPL. EACH SIDE
CONNECTION PLATESOR DBL ANGLES EACH SIDE
3/4" CAPPLATE W(4)3/4"Ø A325BOLTS
PIPE OR TUBECOLUMN
PIPE OR TUBECOLUMN
3/8" STIFFENERPLATE EACH SIDE
TYPICAL BEAM/
COLUMN CONNECTION
CONNECTION PLATETHROUGH COLUMN
NOTE:MINIMUM 3/8" THICKCONNECTION PLATES
3"
SEE PLAN
L2x2x1/4 (EXTENDFROM LOAD TONEAREST PANEL POINTON OPPOSITE SIDE)
CONCENTRATEDLOAD
CONCENTRATEDLOAD
SEE JOISTPLAN
REINFORCEMENT DETAILTYPICAL JOIST
NOTE:JOIST REINFORCING IS REQUIRED AT ANY CONCENTRATEDLOAD THAT IS LOCATED A DISTANCE GREATER THAN 4" FROMTHE CENTER OF THE JOIST PANEL POINT. PIPE SUPPORTS FORPIPE DIAMETERS OF 3" AND SMALLER DO NOT REQUIREJOIST REINFORCEMENT.
3/16TYP
SIMPSON H5 HURRICANE TIE. LOCATEAT EACH END OF EACH TRUSS, TYP.
(2) 800S200-54, WEB STIFFENERSREQUIRED AT SUPPORTS. PROVIDEDOUBLE STUDS AT EACH END OFOPENING.
DOUBLE CRIPPLES (TYPICAL)
SIMPSON MAS MUD SILLANCHOR @32" SPACING(TYPICAL)
EXTERIOR WALL
OPENING ELEVATIONS
INTERIOR CORRIDOR ELEVATION
SIMPSON H5 HURRICANE TIE-LOCATEAT EACH END OF EACH TRUSS, TYP
DOUBLE CRIPPLES(TYPICAL)
SIMPSON MAS MUDSILL ANCHOR @32SPACING (TYPICAL)
A
A
(2) 800 S200-54, WEB STIFFENERSREQUIRED AT SUPPORTS. PROVIDEDOUBLE STUDS AT EACH END OFOPENING.
MAX
ANGLE OR BENTPL1/4"xCONT
EXTERIORBEAM
INTERIORBEAM
3'- 0"3'- 0"
COMPOSITESTEEL DECK
6'- 0" 6'- 0"
#4@12
GIRDER
#4 BAR CONTINUOUS TOSUPPORT REINFORCINGAT BEAMS W/CHAIRSUPPORT AS REQUIRED
TYPICAL COMPOSITE
SLAB/DECK SUPPORT
3/4" Ø X? HEADEDSTUDS, SEE PLAN
#4@126"
2" MIN
TYP?
3/16 2@12
BEAM
COLUMN L3x3x1/4
TYPICAL COMPOSITE
DECK SUPPORT
NOTE: L3X3X1/4" SHALL BE ADJUSTED FOR ANY ROOF DRAINS AT COLUMNS
TYP
(FOR OPENINGS GREATER THAN 8")
W8x10
W8x10
MISC FLOOROPENING3'-0"x3'-0" MAX
ANGLE OR BENTPL 5/16"xAS REQDTO MATCHCOMPOSITESLAB
COMPOSITEFLOOR SYSTEM
ANGLE OR BENTPL 5/16"xAS REQDTO MATCHCOMPOSITE SLAB
COMPOSITEFLOOR SYSTEM
BEAMBEYOND
2#4x4'-0"AT RE-ENTRANTCORNERS
TYPICAL COMPOSITE FLOOR OPENING DETAIL
4" MIN
THIC
KN
ESS
SLA
B A
ND
DEC
K
OPENING
4" MIN OPENING
THIC
KN
ESS
SLA
BA
ND
DEC
K
A
SCALE: 3/4"=1'-0"
BSECTIONSCALE: 3/4"=1'-0"
ASECTION
B
EXTERIOR SHEAR WALL
CONSTRUCTION
CONCRETE SLABOR TOP OFFOUNDATIONWALL
NOTE:USE STIFFWALL SWS AS MANUFACTUREDBY "THE STEEL NETWORK", OR EQUAL
FOR HOLDDOWNSSEE TYPICAL DETAIL
FLOOR ANCHORS-SEE TYPICAL DETAILS
SEE PLAN
(LIGHT GAGE STRAPS ON METAL STUDS)
EXTERIOR METAL STUD SHEAR WALL
AND HOLDDOWN DETAIL
USE 18 GA. CR RUNNERATTACH TO CONCRETEWITH 0.177" Ø POWDERDRIVEN FASTENERS @6"
SEE SCHEDULE FORANCHORAGE
STIFFWALL SWSBOOT AS MANUFBY "THE STEELNETWORK", SEESCHEDULE
STIFFWALL COLUMN ASMANUF BY "THE STEELNETWORK", SEESCHEDULE
USE BUILDEX 1/4"-14 SCREWSIN EACH SIDE OF VERTICALSTUD
BETWEEN WIND POSTSSNUG FIT CSJ18SOLID BLOCKING
STIFFWALL SW-SLIGHT GAGE STRAPSAS MANUF BY "THESTEEL NETWORK", SEESCHEDULE
SHEAR WALL SCHEDULE
WALL # StiffWall COLUMN & BOOT SECTION
SW-1
STRAP BRACING
(50KSI)
600C/STW250-54-1-SM (2) 4" x 54 mil
COLUMN CONNECTION
TO BOOT
(4)1/2" A325 BOLTS
STRAP TRACK #12
SCREWS (EACH SIDE)
11
FLOOR ANCHORAGE CONNECTION
(2) 7/8" HILTI HAS RODS W/ 8" EMBEDMENT USINGHILTI HIT-HY 200 ADHESIVE
NOTES:1. USE STIFFWALL SWS AS MANUFACTURED BY "THE STEEL NETWORK", OR EQUAL.
GROUT FILL 2 CELLS SOLID BELOWBEARING PLATE. REINFORCE EACHCELL W/ 1#5 DOWN TO FOOTING
BEARING PLATEAT 8" CMU:3/4"x7 1/2"x1'-4"W/ (2) 3/4"øx6"H.STUDS
AT 12" CMU:3/4"x11 1/2"x1'-4"W/ (2) 3/4"øx6"H.STUDS
BEAM,SEE PLAN
BUILD MASONRY SOLIDBETWEEN FLANGE.
2#4 BARS IN BOND BEAM W/ 180°HOOK AROUND BEAM ANCHOR
2#4 BARS CONT. INBOND BEAM, LAB W/180° HOOK BARS
1' - 4"
1/2"
TYPICAL BEAM
BEARING DETAIL
∫
BUILD MASONRY SOLIDBETWEEN FLANGES NOTE:
PROVIDE BEARING PLATE@ EACH BEAM BEARINGON CMU.
TYPICAL BEAM/TUBE
BEARING DETAIL
EMBED PL 3/4"X7 1/2X11"W/ (2) 3/4"ØX6" H. STUDS
GROUT FILL 2 CELLS SOLID BELOWBEARING PLATE. REINFORCE EACHCELL W/ 1#5 DOWN TO FOOTING
3300 CAHABA ROAD, SUITE 210
BIRMINGHAM, ALABAMA 35223
PHONE: 205.879.5660
FAX: 205.879.5606
270
1 1s
t A
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35
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D
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A
B
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D
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1 2 3 4 5 6 7 8 9 10 11 12
1 2 3 4 5 6 7 8 9 10 11 12
A
B
C
D
E
F
G
H
J
K
PROJECT #16014
8/31/2016
WA
LD
RO
P S
T. C
UL
LM
AN
, AL
8/3
1/20
16 5
:21:
42
PM
TY
PIC
AL
DE
TA
ILS
S1.
04
Au
tho
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Cu
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& R
esc
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Sta
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GM
C #
A
BH
M15
00
26
8/3
1/2
016
CO
NT
RA
CT
DO
CS
4
S3.01
5
S3.01
6
S3.01
1
S3.01
7
S3.01
2
S3.01
8
S3.01
3
S3.01
9
S3.01
10
S3.01
12
S3.01
11
S3.01
1
S3.02
2
S3.02
3
S3.02
4
S3.02
D E F G H
3
2
1
7
S3.01
2
S3.01
7
S3.01
3
S3.02
5
S3.01
9
S3.01
4
S3.02
12
S3.01
CA
4
CONTROLJOINTS,TYP
2#5X4'-0"@RE-ENTRANTCORNERS (TYP)
4
S3.01
4
S3.01
4
S3.01
4
S3.01
4
S3.01
4
S3.01
TYP@SHELTERDOOR
TYP@DOOR
TYP@DOOR
TYP@DOOR
13
S3.01
14
S3.01
15
S3.01
14
S3.01
15
S3.01
9
S3.01
9
S3.01
A.02A.01
2.3
1.1
SHELTEREXTENTS
B
1.8
1.5
9
S3.01
5
S3.02
16
S3.01
SW-1
7' - 4"
SW-1
6' - 0"
SW-1
7' - 4"
SW-1
6' - 0"
SW-1
10' -
8"
SW-1
9' -
4"
SW-1
12' -
0"
SW-1
12' -
0"
SW-1
7' -
4"
SW-1
8' -
8"
SW-1
8' -
8"
SW-1
6' -
4"
SW-1
16' - 0"
SW-1
16' - 0"
NOTE 10 NOTE 10 NOTE 10 NOTE 10
NOTE 10
NOTE 10 NOTE 10 NOTE 10NOTE 10
NOTE 10NOTE12
C3F5.0
C3F5.0
C3F5.0
C3F5.0
C3F5.0
C3F7.0
C3F7.0
C3F7.0
C3F7.0
C3F7.0
C2F4.0
C2F4.0
C2F4.0
C3F5.0
C3F5.0
C3F5.0
C3F5.0
C3F5.0
9
S3.01 5
S3.02
9
S3.01
C2F4.0
C2F4.0
C2F4.0
C2F4.0
C2F4.0
C2F4.0
C2F4.0
C2F4.0
13
S3.01
15
S3.01
48' - 8"
3' - 7"
15' - 4"
2' - 5"
13' - 6" 13' - 6" 20' - 0" 16' - 8" 16' - 8" 16' - 8" 16' - 8"1' - 0"
13' - 8" 18' - 8"
2' -
8"
94' -
4"
7' -
4"
2" E
XP
JO
INT
26' -
8"
131'
- 2
"
23' -
8"
15' -
6"
2" EXP JOINT3"
2' -
0"
12' -
0"
14' -
8"
5' -
4"
11' -
2"
22' -
10
"16
' - 7
"
8"2'
- 0
"
7' -
0"
50' -
0"
9' -
0"
8"15
' - 1
1"
18' - 8"13' - 0"
1' - 8"
16' - 8"16' - 8"16' - 8"16' - 8"8"
18' - 0"30' - 4"2" EXP JOINT
3"15' - 4"
3"15' - 4"24' - 8"15' - 4"
17' -
3 3
/4"
3' -
4"
217' - 0"
8' -
6"
10' -
1"
SLOPE
NOTE 13
SLOPE
NOTE 13
SLOPE
NOTE 13
SLOPE
NOTE 13
SLOPE
NOTE 13
SLOPE
NOTE 13
SLOPE
NOTE 13
SLOPE
NOTE 13
SLOPE
SLOPE
SLO
PE
SLO
PE
SLO
PE
SLO
PE
SLO
PE
SLO
PE
SLO
PE
SLO
PE
SLO
PE
SLO
PE
SLO
PE
SLO
PE
SLOPE SLOPE SLOPE
SLOPE SLOPESLOPE
SLO
PE
SLO
PE
SLO
PE
SLO
PE
2' - 0"
2' - 0"
FOUNDATION AND FLOOR PLAN
1. FINISH FLOOR (TOP OF SLAB) ELEVATION 0'-0", UNLESS NOTED.2. TOP OF INTERIOR FOOTING ELEVATION -2'-0" BELOW FINISH FLOOR, UNLESS NOTED.3. TOP OF EXTERIOR FOOTING ELEVATION -2'-0" BELOW FINISH FLOOR, UNLESS NOTED.3. 4" SLAB ON GRADE, UNLESS NOTED. SEE GENERAL NOTES AND TYPICAL DETAILS.4. GENERAL CONTRACTOR COORDINATE LOCATION OF ALL FOOTING STEPS WITH CIVIL, UTILITY AND PLUMBING DRAWINGS.5. GENERAL CONTRACTOR COORDINATE FLOOR DEPRESSION DEPTH, SIZE AND LOCATION WITH ARCHITECTURAL DRAWINGS.6. GENERAL CONTRACTOR COORDINATE LOCATION OF TILE JOINTS WITH CONTROL JOINTS.7. SW-"x" DENOTES LIGHT GAUGE X-STRAP BRACING SHEAR WALL. SEE SCHEDULE ON S1.04 FOR CONFIGURATION, ANCHORAGE, AND MEMBER SIZES. (STIFFWALL SHEAR WALL SYSTEM MANUFACTURED BY "THE STEEL NETWORK")8. SHELTER CMU SHALL HAVE A MASONRY UNIT STRENGTH (f'm) OF 2500 PSI AT 28 DAYS.9. DENOTES AREAS TO HAVE 8" SLAB ON GRADE. SEE GENERAL NOTES.10. FULLY GROUT AND REINFORCE ALL CELLS AT NOTED LOCATIONS.11. DENOTES AREAS TO HAVE 6" SLAB ON GRADE. SEE GENERAL NOTES.12. COORDINATE EXTENTS OF 6" SLAB WITH WASHER-EXTRACTOR MANUFACTURER.13. TRENCH DRAIN, SEE TYPICAL DETAIL ON S1.03 FOR CONSTRUCTION INFORMATION. SLOPE SLAB TO DRAIN COORDINATE EXTENTS WITH ARCHITECTURAL DRAWINGS.
SCALE: 1/8"=1'-0"
PROJECTNORTH
3300 CAHABA ROAD, SUITE 210
BIRMINGHAM, ALABAMA 35223
PHONE: 205.879.5660
FAX: 205.879.5606
270
1 1s
t A
ven
ue
S, S
uit
e 1
00
|
B
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ing
ham
, AL
35
233
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.879
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TW
OR
K.C
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by:
ISS
UE
D
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che
cke
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to
f
GO
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WY
NM
IL
LS
CA
WO
OD
A
B
C
D
E
F
G
H
J
K
1 2 3 4 5 6 7 8 9 10 11 12
1 2 3 4 5 6 7 8 9 10 11 12
A
B
C
D
E
F
G
H
J
K
PROJECT #16014
8/31/2016
WA
LD
RO
P S
T. C
UL
LM
AN
, AL
8/3
1/20
16 5
:21:
43
PM
FO
UN
DA
TIO
N A
ND
FL
OO
R P
LA
N
S2.0
1A
uth
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Cu
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esc
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Sta
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GM
C #
A
BH
M15
00
26
8/3
1/2
016
CO
NT
RA
CT
DO
CS
STORM SHELTER:1. JOIST BEARING TOP OF MASONRY ELEVATION NOTED AS (X'-X") ON PLAN.2. ROOF SYSTEM: 6" (4 1/2" NORMAL WEIGHT CONCRETE ON 1 1/2" COMPOSITE DECK). SEE GENERAL NOTES.3. ROOF DECK ATTACHMENT: 1-1/2" STEEL ROOF DECK: 5/8" PUDDLE WELDS IN 36/4 PATTERN W/(1) 5/8" PUDDLE WELD SIDELAP FASTENER PER SPAN.4. BEAMS PARALLEL TO JOIST ARE 4" HIGHER THAN SUPPORTING MEMBERS.5. SPACE JOISTS EQUALLY BETWEEN BEAMS OR COLUMN CENTERLINES, UNLESS NOTED.6. JOIST BEARING ELEVATIONS ARE EITHER LEVEL OR SLOPING UNIFORMLY BETWEEN NOTED ELEVATIONS.7. PROVIDE BEARING PLATES AT EACH END OF ALL WF AND HSS BEAMS AND JOISTS BEARING ON CMU.8. NO OPENINGS SHALL BE CUT INTO SHELTER WALLS. ONLY OPENINGS FRAMED AT THE TIME OF CONSTRUCTION ARE ALLOWED.9. BEAM/JOIST BEARING SHALL BE CENTERED ON WALL PARALLEL TO SPAN.10. STORM SHELTER JOIST DESIGN REQUIREMENTS: A. JOIST MANUFACTURER SHALL DESIGN ALL JOISTS FOR 75 PSF DEAD LOAD, 15 PSF SUPERIMPOSED DEAD LOAD, AND 100 PSF LIVE LOAD. B. JOIST MANUFACTURER SHALL DESIGN ALL JOISTS FOR THE APPLICABLE NET WIND UPLIFT PRESSURES FROM SECTION 12 ON SHEET S1.01. C. PROVIDE 4" JOIST SEATS. JOIST SEATS SHALL BE DESIGNED TO ACCOMMODATE GRAVITY, UPLIFT, AND SHEAR LOADING. D. ALL JOIST TOP CHORD ANGLES SHALL HAVE A MINIMUM THICKNESS OF 1/4" TO ALLOW WELDING OF HEADED STUDS TO THE TOP CHORD AS INDICATED IN SECTIONS.
LEVEL 2 FRAMING PLAN AND STORM
SHELTER ROOF FRAMING PLANSCALE: 1/8"=1'-0"
1. FINISH FLOOR (TOP OF SLAB) ELEVATION NOTED AS (X'-X"), ON PLAN2. JOIST BEARING ELEVATION (TOP OF MASONRY/STEEL) (-0'-8") BELOW FINISHED FLOOR, UNLESS NOTED (±) INCHES.3. FLOOR CONSTRUCTION: 4" NONCOMPOSITE SLAB (3 1/2" NORMAL WEIGHT CONCRETE ON 9/16" NONCOMPOSITE DECK). SEE GENERAL NOTES. NOTE ALL FLOOR JOISTS HAVE 4" DEEP SEATS.4. BEAMS PARALLEL TO JOISTS ARE 4" HIGHER THAN SUPPORTING MEMBERS, UNLESS NOTED.5. SPACE JOISTS EVENLY BETWEEN BEARING MASONRY WALL, UNLESS NOTED.6. HANGER LOCATIONS FOR PIPING LARGER THAN 3"Ø MUST BE COORDINATED BY THE GENERAL WITH THE JOIST MANUFACTURER. SEE JOIST REINFORCING DETAIL.7. COORDINATE SIZE AND LOCATION OF MECHANICAL OPENINGS WITH MECHANICAL DRAWINGS.8. PROVIDE BEARING PLATES AT THE END OF ALL STEEL BEAMS BEARING ON MASONRY, SEE TYPICAL DETAIL.9. FULLY GROUT AND REINFORCE ALL CELLS AT NOTED LOCATIONS.
PROJECTNORTH
D E F G H
3
2
1
1
S3.03
4
S3.03
6
S3.04
2
S3.03
3
S3.03
5
S3.03
1
S3.04
2
S3.04
3
S3.04
4
S3.04
5
S3.04
2
S3.07
1
S3.07
7
S3.04 8
S3.04
1
S3.05
1
S3.06
5
S3.07
3
S3.07
7
S3.07
8
S3.07
CA
4
A.02A.01
2.3
1.1
2
S3.08
3
S3.08
4
S3.08
5
S3.08
B
1.8
1.5
20K
6
20K
6
20K
6
20K
6
20K
6
20K
6
20K
6
20K
6
20K
6
20K
6
20K
6 20K
6
20K
6
20K
6
20K
6
20K
6
20K
6
20K
6
20K
6
20K
6
20K
6
20K
6
HSS
8X8X
5/16
HSS
8X8X
5/16
HSS
8X8X
5/16
10K1
10K1
10K1
10K1
10K1
10K1
10K1
10K1
10K1
10K1
16K2
16K2
16K2
16K2
16K2
16K2
16K2
16K2
16K2
16K2
16K2
16K2
16K2
16K2
16K2
16K2
16K5
16K5
16K5
16K5
16K5
16K5
16K5
16K5
16K5
16K5
16K5
16K5
16K5
16K5
16K5
W12X30
W12X30
16K5
16K5
16K5
16K5
16K5
16K5
16K5
16K5
16K5
16K5
10K1
10K1
10K1
10K1
10K1
10K1
10K1
10K1
W12X30
W14X22
W14
X22
12K1
12K1
12K1
W14X22
12K1
12K1
12K1
W14X22
12K1
12K1
12K1
12K1
12K1
12K1
12K1
12K1
12K1
12K1
12K1
12K1
12K1
12K1
12K1
HSS4X4X5/16
HSS4X4X5/16
HSS4X4X5/16
HSS4X4X5/16
HSS4X4X5/16
HSS4X4X5/16
W14X2212K1
HSS4X4X5/16
10K1 HSS8X8X5/16
W14X22 W14X22
W16
X26
W16
X26
14K
1
14K
1
14K
1
14K
1
14K
1
14K
1
14K
1
14K
1
14K
1
14K
1
14K
1
14K
1
14K
1
W14X22
W14
X22
W14
X22
W14
X22
W14X22
W16
X31
W16
X31
W16
X31
W14X22
W14X22
W14X22
W14X22
W14X22
W14X22
W14X22
HSS4X4X5/16HSS4X4X5/16
48' - 8"
3' - 7"
15' - 4"
2' - 5"
13' - 6" 13' - 6" 20' - 0" 16' - 8" 16' - 8" 16' - 8" 16' - 8"1' - 0"
13' - 8" 18' - 8"
2' -
8"
94' -
4"
7' -
4"
2" E
XP
JO
INT
26' -
8"
131'
- 2
"
23' -
8"
15' -
6"
2" EXP JOINT3"
2' -
0"
12' -
0"
14' -
8"
5' -
4"
11' -
2"
22' -
10
"16
' - 7
"
8"2'
- 0
"
7' -
0"
50' -
0"
9' -
0"
8"15
' - 1
1"
18' - 8"13' - 0"
1' - 8"
16' - 8"16' - 8"16' - 8"16' - 8"8"
18' - 0"30' - 4"2" EXP JOINT
3"15' - 4"
3"15' - 4"24' - 8"15' - 4"
17' -
3 3
/4"
3' -
4"
217' - 0"
8' -
6"
10' -
1"
NOTE 9 NOTE 9 NOTE 9 NOTE 9
NOTE 9
NOTE 9 NOTE 9 NOTE 9NOTE 9
NOTE 9
20K
6
16K2
16K2
HSS4X4X5/16
HSS4X4X5/16
HSS4X4X5/16
HSS4X4X5/16
HSS4X4X5/16
HSS4X4X5/16
HSS4X4X5/16
HSS4X4X5/16
HSS4X4X5/16
10K1
W12
X3016K5
16K5
16K5
W14
X22
12K1
12K1
W14
X22
4' - 0"
12
S3.03
(11'-7 3/4") (11'-7 3/4")
(11'-7 3/4") (11'-7 3/4")
3
S3.03
3
S3.03
(12'- 0") (12'- 0")
(12'
- 0"
)
(12'
- 0"
)
(12'
- 0"
)
(12'
- 0"
)
(12'
- 0"
)
4
S3.04
7
S3.04
(10'
- 0"
)
(10'
- 0"
)
(10'
- 0"
)
(10'
- 0"
)
5
S3.08
W12X30
W14
X22
W14
X22
10K1HSS4X4X5/16
12K1
SHELTEREXTENTS
4' -
0"
2' -
0" 4' - 2"
TYPICAL WINDOW/LOUVER IN
STORM SHELTER WALL
SEE MASONRY LINTELSCHEDULE FORSTORM SHELTERS FORLINTEL SIZE ANDREINFORCEMENTON S2.02
1' - 4" 1' - 4"
WINDOW/LOUVEROPENING
8" DEEP BONDBEAM W/ 2#6
REINFORCING
LINTEL DIMENSIONS & REINFORCING/EMBED PL SIZES
DEPTH OR
HSS SIZE
MAXIMUM
OPENING
WIDTH STIRRUPS
STORM SHELTER MASONRYLINTEL SCHEDULE
10'-0"
8'-0"
HSS12X8X5/16 (LLV)
32"
40"
4'-0" 24"
2#6 BOT & 2#6 TOP
2#5 BOT & 2#5 TOP SINGLE LEG #3@4" O.C.
------------
2#4 BOT & 2#4 TOP
EMBED
PLATE
------------
CM
U
TYP
E8
" C
MU
6'-0"
SINGLE LEG #3@4" O.C.
------------
------------
------------
------------
------------
10'-0"
8'-0"
4'-0" 24"
2#7 BOT & 2#7 TOP
2#5 BOT & 2#5 TOP DOUBLE LEG #3@6" O.C.
2#5 BOT & 2#5 TOP ------------
12
" C
MU
6'-0"
DOUBLE LEG #3@4" O.C.
------------
------------
------------
24"
24"
32"
------------
------------
2#7 BOT & 2#7 TOP DOUBLE LEG #3@4" O.C.
1. DO NOT USE THIS SCHEDULE IF CONCENTRATED LOAD IS APPLIED TO THE LINTEL AT A HEIGHT LESS THAN HALF THE SPAN ABOVE THE LINTEL, OR IF THE HEIGHT OF BRICK ABOVE THE LINTEL EXCEEDS TEN FEET.2. PROVIDE 1'-4" MINIMUM BEARING FOR ALL STORM SHELTER LINTELS.3. NO MASONRY CONTROL JOINTS WITHIN 5'-0" OF OPENINGS.4. PROVIDE LINTELS AT ALL SILLS AND ABOVE ALL OPENINGS.
SEE
SCH
EDU
LE
ALTERNATESIDES
8" CMU WITH SHEARREINFORCEMENT
SEE
SCH
EDU
LE
12" CMU WITH SHEARREINFORCEMENT
3300 CAHABA ROAD, SUITE 210
BIRMINGHAM, ALABAMA 35223
PHONE: 205.879.5660
FAX: 205.879.5606
270
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1 2 3 4 5 6 7 8 9 10 11 12
1 2 3 4 5 6 7 8 9 10 11 12
A
B
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D
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F
G
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J
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PROJECT #16014
8/31/2016
WA
LD
RO
P S
T. C
UL
LM
AN
, AL
8/3
1/20
16 5
:21:
43
PM
LE
VE
L 2
FR
AM
ING
PL
AN
AN
D S
TO
RM
SH
EL
TE
R
RO
OF
FR
AM
ING
PL
AN
S2.0
2A
uth
or
Cu
llma
n F
ire
& R
esc
ue
Sta
tio
n N
o. 3
GM
C #
A
BH
M15
00
26
8/3
1/2
016
CO
NT
RA
CT
DO
CS
D E F G H
3
2
1
1
S3.03
4
S3.03
6
S3.04
7
S3.03
2
S3.03
3
S3.03
5
S3.03
1
S3.04
10
S3.04
10
S3.03
9
S3.03
8
S3.03
4
S3.07
6
S3.07
CA
4
A.02A.01
2.3
1.1
6
S3.03
SHELTEREXTENTS
W16X26 (12)
W16X26 (12)
W16X26 (12)
W16X26 (12)
W16X26 (12)
W16X26 (12)
12
S3.07
10
S3.07
11
S3.07
B
1.8
1.5
9
S3.07
HSS16X8X5/16
HSS16X8X5/16
LOW
LOW
W16X26 (12)
W16X26 (12)
W16X26 (12)
W16X26 (12)
W16X26 (12)
W16X26 (12)
48' - 8" 3' - 7" 15' - 4"
2' - 5"
13' - 6" 13' - 6" 20' - 0" 16' - 8" 16' - 8" 16' - 8" 16' - 8"1' - 0"
13' - 8" 18' - 8"
23' -
8"
15' -
6"
2 5/8" EXP JOINT2 3/8"
2' -
0"
12' -
0"
14' -
8"
5' -
4"
11' -
2"
22' -
10
"16
' - 7
"
8"2'
- 0
"
7' -
0"
50' -
0"
9' -
0"
8"15
' - 1
1"
18' - 8"13' - 0"
1' - 8"
16' - 8"16' - 8"16' - 8"16' - 8"8"
18' - 0"30' - 4"0" EXP JOINT
5"15' - 5"15' - 6"24' - 8"15' - 4"
17' -
3 3
/4"
3' -
4"
217' - 0"
8' -
6"
10' -
1"
2' -
8"
103'
- 1
1"
26' -
8"
15' - 3" 29' - 0" 13' - 5"
11
S3.03
9
S3.04
7
S3.08
10
S3.07
9
S3.08
S4.011
PREMANUFACTUREDLT GA TRUSSES @ 48"O.C.
FURNACE160#
GABLE END TRUSS BY TRUSSMANUF., BEARINGELEVATION -0'-2" (11'-0")
HIP TR
USS
HIP
GIRDER TRUSS
HIP TRUSS
HIP
(12'
- 9
3/4"
)(1
2'-
9 3/
4")
(12'
- 9
3/4"
)(1
2'-
9 3/
4")
(11'
- 2"
)
(11'
- 2"
)
RID
GE
(11'
- 2"
)
(11'
- 2"
)
HIP TRUSS
HIP
HIP TR
USS
HIP
VALLEY
VALLEY
RID
GE
PREFABRICATEDCANOPY, SEEARCH
(10'
- 6"
)(1
0'-
6")
(10'
- 6"
)(1
0'-
6")
W14X22W
14X
22W
14X
22W
14X
22
W14X22
W16
X31
W16
X31
W16
X31
W14X22
W14X22
W14X22
W14X22
W14X22
W14X22
W14X22
W14
X22
W14
X22
LEVEL 3 - GYM FLOOR
FRAMING PLANSCALE: 1/8"=1'-0"
1. FINISH FLOOR (TOP OF SLAB) ELEVATION 18'-0", UNLESS NOTED.2. TOP STEEL ELEVATION -0'-7-1/2" BELOW FINISH FLOOR, TYPICAL.3. FLOOR CONSTRUCTION: TYPICAL: 7-1/2" COMPOSITE SLAB (4- 1/2") NORMAL WEIGHT CONCRETE ON 3" COMPOSITE DECK), SEE GENERAL NOTES.4. NUMBER OF 3/4"X4-1/2" LONG HEADED STUDS NOTES AS (X). STUDS SHALL BE EITHER UNIFORMLY SPACED OR EQUALLY SPACED BETWEEN BEAMS. IF NO STUDS ARE INDICATED. PROVIDE STUDS AT 2'-0" SPACING.5. SLAB REINFORCING SHALL BE #4@12 EW. TOP.
PROJECTNORTH
LOW ROOF FRAMING PLANSCALE: 1/8"=1'-0"
1. ROOF CONSTRUCTION: 1 1/2" STEEL DECK ON PREFABRICATED LIGHTGAUGE ROOF TRUSSES, SEE GENERAL NOTES.2. TRUSS BEARING ELEVATION (TOP OF MASONRY EMBED/STEEL) NOTED AS (X'-X") ON PLAN.3. GENERAL CONTRACTOR COORDINATE MECHANICAL, ELECTRICAL AND PLUMBING REQUIREMENTS WITH TRUSS MANUFACTURER.4. TRUSS MANUFACTURER SHALL DESIGN FOR ALL LOADS INDICATED ON GENERAL NOTES.5. ROOF DECK ATTACHMENT: AT LIGHTGAUGE TRUSSES, #12 TEK SCREWS ON A 36/4 PATTERN W/ 4#10 TEK SCREW SIDELAP FASTENER PER SPAN.
3300 CAHABA ROAD, SUITE 210
BIRMINGHAM, ALABAMA 35223
PHONE: 205.879.5660
FAX: 205.879.5606
270
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35
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K.C
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dra
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by:
ISS
UE
D
AT
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che
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to
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GO
OD
WY
NM
IL
LS
CA
WO
OD
A
B
C
D
E
F
G
H
J
K
1 2 3 4 5 6 7 8 9 10 11 12
1 2 3 4 5 6 7 8 9 10 11 12
A
B
C
D
E
F
G
H
J
K
PROJECT #16014
8/31/2016
WA
LD
RO
P S
T. C
UL
LM
AN
, AL
8/3
1/20
16 5
:21:
43
PM
LO
W R
OO
F F
RA
MIN
G
PL
AN
& L
EV
EL
3 -
GY
M
FL
OO
R F
RA
MIN
G P
LA
N
S2.0
3A
uth
or
Cu
llma
n F
ire
& R
esc
ue
Sta
tio
n N
o. 3
GM
C #
A
BH
M15
00
26
8/3
1/2
016
CO
NT
RA
CT
DO
CS
D E F G H
3
2
1
1
S3.05
1
S3.06
7
S3.07
8
S3.07
CA
4
A.02A.01
2.3
1.1
1
S3.08
1
S3.09
2
S3.09
3
S3.09
4
S3.09
5
S3.09
6
S3.09
9
S3.09
10
S3.09
11
S3.09
12
S3.09
13
S3.09
13
S3.09
2
S3.09
11
S3.09
B
1.8
1.5
HSS
8X8X
5/16
HSS8X8X5/16 HSS8X8X5/16
HSS
8X8X
5/16
W14X22 W14X22 W14X22 W14X22
PREMANUFACTUREDLT GA TRUSSES @48" O.C.
HSS8X8X3/8 HSS8X8X3/8 HSS8X8X3/8 HSS8X8X3/8
HSS8X8X3/8 HSS8X8X3/8 HSS8X8X3/8 HSS8X8X3/8
15' - 4"
2' - 5"
13' - 6" 13' - 6" 20' - 0" 16' - 8" 16' - 8" 16' - 8" 16' - 8"1' - 0"
13' - 8" 18' - 8"
23' -
11
"15
' - 6
"
5"
2' -
0"
12' -
0"
14' -
8"
5' -
4"
11' -
2"
22' -
10
"16
' - 7
"
8"2'
- 0
"
7' -
0"
50' -
0"
9' -
0"
8"15
' - 1
1"
18' - 8"13' - 0"
1' - 8"
16' - 8"16' - 8"16' - 8"16' - 8"8"
18' - 0"30' - 4"0" EXP JOINT
5"15' - 4"
3' -
7"
8' -
6"
10' -
1"
8
S3.08
9
S3.08
10
S3.08
TYP @ TOWERCORNERS
TRU
SS T
1
TRU
SS T
1
TRU
SS T
1
TRU
SS T
1
TRU
SS T
1
HSS
8X8X
1/2
HSS8X8X1/2
HSS
8X8X
1/2
HSS8X8X1/2
HSS8X8X1/2
4' -
1"
NOTE 7
NOTE 8 NOTE 8 NOTE 8 NOTE 8
(20'- 8")
(40'- 0") (40'- 0")
(40'- 0") (40'- 0")
HIP
TRUS
S
HIP
GIR
DER
TR
USS
HIP TRUSS
HIP
(20'- 8") (20'- 8")
HIP
GIRDER TRUSS
HIP
(20'- 8")
VA
LLEY
RID
GE
VA
LLEY
RIDGE
PREFABRICATEDCANOPY, SEEARCH
PREFABRICATEDCANOPY, SEEARCH
RIDGE
PREFABRICATEDCANOPY, SEEARCH
PREFABRICATEDCANOPY, SEEARCH
(20'- 8")
(20'- 8")
VA
LLEY
VA
LLEY
(28'
- 4"
)
HIP HIPGIRDER TRUSS
RID
GE
HIP HIP
GIRDER TRUSS
(28'
- 4"
)
(28'
- 4"
)
(28'
- 4"
)
PREFABRICATEDCANOPY, SEEARCH
(20'- 8") (20'- 8") (20'- 8") (20'- 8") (20'- 8") (20'- 8") (20'- 8") (20'- 8")
HIGH ROOF FRAMING PLANSCALE: 1/8"=1'-0"
1. ROOF CONSTRUCTION: 1 1/2" STEEL DECK ON PREFABRICATED LIGHTGAUGE ROOF TRUSSES, SEE GENERAL NOTES. 3" STEEL DECK ON STRUCTURAL STEEL TRUSSES, SEE GENERAL NOTES.2. TRUSS BEARING ELEVATION (TOP OF MASONRY EMBED/STEEL) NOTED AS (X'-X") ON PLAN.3. GENERAL CONTRACTOR COORDINATE MECHANICAL, ELECTRICAL AND PLUMBING REQUIREMENTS WITH TRUSS MANUFACTURER.4. TRUSS MANUFACTURER SHALL DESIGN FOR ALL LOADS INDICATED ON GENERAL NOTES.5. ROOF DECK ATTACHMENT: AT 1 1/2" STEEL DECK: #12 TEK SCREWS ON A 36/4 PATTERN W/ 4#10 TEK SCREW SIDELAP FASTENER PER SPAN. AT 3 1/2" STEEL DECK: 1/2"Ø (EFFECTIVE) ARC SPOT WELDS ON A 24/3 PATTERN W/ 1.5" LONG ARC SEAM WELDS OR 2.0" LONG FILLET WELDS SIDE LAP CONNECTIONS AT 24" O.C.6. TRUSS "X" DENOTES STRUCTURAL STEEL TRUSS. SEE SHEET S4.01 FOR TRUSS ELEVATION.7. HSS8x8x1/2 TUBE TO BE USED FOR HOSE DRYING. HOSE HANGER ASSEMBLY BY OTHERS. LOAD ON TUBE NOT TO EXCEED 1600#8. W14x22 DESIGNED TO CARRY AN ADDITIONAL 1600# FOR TRAINING PURPOSES. RIGGING OR LOADING ASSEMBLIES BY OTHERS. NOT TO EXCEED 1600#.
PROJECTNORTH
3300 CAHABA ROAD, SUITE 210
BIRMINGHAM, ALABAMA 35223
PHONE: 205.879.5660
FAX: 205.879.5606
270
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ham
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35
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205
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MC
NE
TW
OR
K.C
OM
dra
wn
by:
ISS
UE
D
AT
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che
cke
d b
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ee
to
f
GO
OD
WY
NM
IL
LS
CA
WO
OD
A
B
C
D
E
F
G
H
J
K
1 2 3 4 5 6 7 8 9 10 11 12
1 2 3 4 5 6 7 8 9 10 11 12
A
B
C
D
E
F
G
H
J
K
PROJECT #16014
8/31/2016
WA
LD
RO
P S
T. C
UL
LM
AN
, AL
8/3
1/20
16 5
:21:
44
PM
HIG
H R
OO
F F
RA
MIN
G
PL
AN
S2.0
4A
uth
or
Cu
llma
n F
ire
& R
esc
ue
Sta
tio
n N
o. 3
GM
C #
A
BH
M15
00
26
8/3
1/2
016
CO
NT
RA
CT
DO
CS
FIN
ISH
FLO
OR
SEE
PLA
N
TOF
SEE
PLA
N
FIN
ISH
FLO
OR
SEE
PLA
N
4" SLAB ON GRADE-SEE GEN NOTESWWF, SEEGEN NOTES
#4 CONT.
#4 @12"6'-0"
12" CMU W/#7@8 O.C.
8" CMU W/#5@48" O.C.GROUT ALLCELLS BELOWGRADE
GROUT ALL VOIDSBELOW GRADE
4" SLAB ON GRADE-SEE GEN NOTES
WWF, SEEGEN NOTES
#4 CONT.
1' -
0"
4"4"
1' - 1" 8"
2"
1' - 0" 1' - 4" 1' - 0" 1' - 0"
6' - 3"
2" EJ
6#5 CONTW/ #4 TIES@8" T&B
FIN
ISH
FLO
OR
SEE
PLA
N
TOF
SEE
PLA
N
4" SLAB ON GRADE-SEE GEN NOTESWWF, SEEGEN NOTES
#4 CONT.#4 @12"
SIDEWALK,SEE ARCHDWGS
6'-0"
4#5 CONTW/ #4 TIES@18" T&B
12" CMU W/#7@8". GROUTSOLID BELOWGRADE
4"4"
1' -
0"
1' - 6" 1' - 0" 1' - 6"
4' - 0"
FIN
ISH
FLO
OR
SEE
PLA
N
TOF
SEE
PLA
N
FIN
ISH
FLO
OR
SEE
PLA
N
8" CMU W/#5@48" O.C.GROUT ALLCELLS BELOWGRADE
4" SLAB ON GRADE-SEE GEN NOTES
8" CMU W/#5@48" O.C.GROUT ALLCELLS BELOWGRADE
WWF, SEEGEN NOTES
4"4"
1' -
0"
4#5 CONTW/ #3 TIES@24"
3' - 0"
11" 8"
2"
8" 7"
GROUT ALL VOIDSBELOW GRADE
FIN
ISH
FLO
OR
SEE
PLA
N
TOF
SEE
PLA
N
8" CMU W/#5@48" O.C.GROUT ALLCELLS BELOWGRADE
#4 CONT.
#4 @12"6'-0"
4" SLAB ON GRADE-SEE GEN NOTES
WWF, SEEGEN NOTES
SEE
AR
CH
VENEER, SEEARCH
STONE VENEER,SEE ARCH DWGS
GROUT ALLVOIDS BELOWGRADE
8" CMU, GROUTALL CELLS
6"- 16 GA METALSTUDS @16" O.C.(600S162-54 OREQUAL)
4#5 CONT W/#4@24 TRANSV
2' - 6"
7" 8" 8" 7"
1' -
0"
4"
FIN
ISH
FLO
OR
SEE
PLA
N
TOF
SEE
PLA
N
SLAB ON GRADE-SEE GEN NOTESWWF, SEEGEN NOTES
#4 CONT.
#4 @126'- 0"
8" CMU W/#5@48 GROUTALL CELLS
2' - 6"
1' - 3" 8" 7"
1' -
0"
4#5 CONT W/#4@24 TRANSV
4"4"
FIN
ISH
FLO
OR
SEE
PLA
N
TOF
SEE
PLA
N
FIN
ISH
FLO
OR
SEE
PLA
N
8" CMU W/#5@48" O.C.GROUT ALLCELLS BELOWGRADE
GROUT ALL VOIDSBELOW GRADE
4" SLAB ON GRADE-SEE GEN NOTES
WWF, SEEGEN NOTES
#4 @12"6'-0"
COMPRESSIBLEJOINT MATERIAL
4" SLAB ON GRADE-SEE GEN NOTES
WWF, SEEGEN NOTES
6"- 16 GA METALSTUDS @16" O.C.(600S162-54 OREQUAL)
12" CMU W/#7@8 O.C.
4"4"
4"
1' -
0"
1' - 1" 8"
2"
1' - 0" 1' - 1"
4' - 0"
2" EJ
5#5 CONTW/ #4 TIES@18 T&B
FIN
ISH
FLO
OR
SEE
PLA
N
TOF
SEE
PLA
N
4" SLAB ON GRADE-SEE GEN NOTES
WWF, SEEGEN NOTES
12" CMU W/#7@8 O.C.
BRICK VENEER,SEE ARCH DWGS
GROUT ALLVOIDS BELOWGRADE
8" CMU, GROUTALL CELLS
COMPRESSIBLEJOINT MATERIAL
10" 8" 1' - 0" 1' - 6"
4' - 0"
1' -
0"
4"
5#5 CONTW/ #4 TIES@18 T&B
8 3/8" 1' - 0"
FIN
ISH
FLO
OR
SEE
PLA
N
TOF
SEE
PLA
N
FIN
ISH
FLO
OR
SEE
PLA
N
8" CMU W/#5@48" O.C.GROUT ALLCELLS BELOWGRADE
GROUT ALL VOIDSBELOW GRADE
4" SLAB ON GRADE-SEE GEN NOTES
WWF, SEEGEN NOTES
#4 @12"6'-0"
6"- 16 GA METALSTUDS @16" O.C.(600S162-54 OREQUAL)
4" SLAB ON GRADE-SEE GEN NOTES
WWF, SEEGEN NOTES
8" CMU W/#?@? O.C.
COMPRESSIBLEJOINT MATERIAL
4"4"
4"
1' -
0"
3' - 0"
11" 8"
2"
8" 7"4#5 CONTW/ #3 TIES@24"
A
FIN
ISH
FLO
OR
SEE
PLA
N
TOF
SEE
PLA
N
SEE
AR
CH
BRICK VENEER,SEE ARCH
STONE VENEER,SEE ARCH DWGS
GROUT ALLVOIDS BELOWGRADE
8" CMU, GROUTALL CELLS
4" SLAB ON GRADE-SEE GEN NOTES
WWF, SEEGEN NOTES
8" CMU W/#?@? O.C.
COMPRESSIBLEJOINT MATERIAL
4#5 CONT W/#3@24 TRANSV
7" 8" 8" 7"
2' - 6"
1' -
0"
4"
FIN
ISH
FLO
OR
SEE
PLA
N
TOF
SEE
PLA
N
4" SLAB ON GRADE-SEE GEN NOTES
WWF, SEEGEN NOTES
#4 CONT.
#4 @126'- 0"
8" CMU W/#5@48 GROUTALL CELLS
4#5 CONT W/#3@24 TRANSV
11" 8" 11"
2' - 6"
1' -
0"
4"4"
4" SLAB ON GRADE-SEE GEN NOTES
WWF, SEEGEN NOTES
COMPRESSIBLEJOINT MATERIAL
SLOPE
SEE ARCH
4
T.O
. SLA
B
VA
RIE
SGROUT ALLVOIDS BELOWGRADE
BRICK VENEER,SEE ARCH
HSS COLUMN,SEE PLAN
8" CMU W/#5@24
4" SLAB ON GRADE-SEE GEN NOTES
WWF, SEEGEN NOTES
#4 @126'- 0"
3#5 CONT W/#4 TIES @18
SLOPE
SEE ARCH
4"
REINFORCEMENT- SEE PLAN
FOOTING SIZE AND
T.O
. FTG
SEE
PLA
N
FIN
ISH
GR
AD
E
SEE
CIV
IL
#4 CONT
#4 CONT
T. O
. SLA
B
VA
RIE
S
4"1'
- 8
"
1' - 6"
10"
SLOPE
SEE ARCH
#4 CONT
FIN
ISH
GR
AD
E
SEE
CIV
IL
3#5 CONT W/#4 TIES @18
4" SLAB ON GRADE-SEE GEN NOTES
WWF, SEEGEN NOTES
#4 @126'- 0"
3#5 CONT W/#3@24 TRANSV
1' - 6"
4"4"
6"-16 GA METALSTUDS @16" O.C.(600S162-54 OR EQUAL)
4" SLAB ON GRADE-SEE GEN NOTES
WWF, SEEGEN NOTES FI
NIS
H F
LOO
R
SEE
PLA
N
1' -
0"
4" SLAB ON GRADE-SEE GEN NOTES
WWF, SEEGEN NOTES
#4 CONT.
#4 @126'- 0"
FIN
ISH
FLO
OR
SEE
PLA
N
FIN
ISH
FLO
OR
SEE
PLA
N
4" SLAB ON GRADE-SEE GEN NOTES
WWF, SEEGEN NOTES
COMPRESSIBLEJOINT MATERIAL
TOF
SEE
PLA
N
8" CMU W/#5@48 GROUTALL CELLS
4#5 CONT W/#4@24 TRANSV
4"4"
1' -
0"
11" 8" 11"
2' - 6"
D
4" SLAB ON GRADE-SEE GEN NOTES
WWF, SEEGEN NOTES
8" SLAB ON GRADE-SEE GEN NOTES
COMPRESSIBLEJOINT MATERIAL
8" CMU W/#5@48 GROUTALL CELLS
4#5 CONT W/#4@24 TRANSV
FIN
ISH
FLO
OR
SEE
PLA
N
TOF
SEE
PLA
N
11" 8" 11"
2' - 6"
1' -
0"
8"
#5 CONT NOSINGBAR
#4 @126'- 0"
COMPRESSIBLEJOINT MATERIAL
T. O
. SLA
B
VA
RIE
S
4"1'
- 8
"
SLOPE
SEE ARCH
#4 CONT
FIN
ISH
GR
AD
E
SEE
CIV
IL
3#5 CONT W/#4 TIES @18
4" SLAB ON GRADE-SEE GEN NOTESWWF, SEEGEN NOTES
#4 @126'- 0"
3300 CAHABA ROAD, SUITE 210
BIRMINGHAM, ALABAMA 35223
PHONE: 205.879.5660
FAX: 205.879.5606
270
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PROJECT #16014
8/31/2016
WA
LD
RO
P S
T. C
UL
LM
AN
, AL
8/3
1/20
16 5
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46
PM
SE
CT
ION
S
S3
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C #
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8/3
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CO
NT
RA
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DO
CS
SECTION 3/4" = 1'-0"S3.01
1 SECTION 3/4" = 1'-0"S3.01
2 SECTION 3/4" = 1'-0"S3.01
3 SECTION 3/4" = 1'-0"S3.01
4
SECTION 3/4" = 1'-0"S3.01
5 SECTION 3/4" = 1'-0"S3.01
6 SECTION 3/4" = 1'-0"S3.01
7 SECTION 3/4" = 1'-0"S3.01
8
SECTION 3/4" = 1'-0"S3.01
9 SECTION 3/4" = 1'-0"S3.01
10 SECTION 3/4" = 1'-0"S3.01
11 SECTION 3/4" = 1'-0"S3.01
12
SECTION 3/4" = 1'-0"S3.01
13 SECTION 3/4" = 1'-0"S3.01
14 SECTION 3/4" = 1'-0"S3.01
15 SECTION 3/4" = 1'-0"S3.01
16
FIN
ISH
FLO
OR
SEE
PLA
N
TOF
SEE
PLA
NSTONE VENEER,SEE ARCH DWGS
GROUT ALLVOIDS BELOWGRADE
8" CMU, GROUTALL CELLS
4" SLAB ON GRADE-SEE GEN NOTES
WWF, SEEGEN NOTES
12" CMU W/#5@24" O.C.
COMPRESSIBLEJOINT MATERIAL
4#5 CONT W/#3@24 TRANSV
8 5/8" 8" 1' - 1 3/8" 1' - 6"
4' - 0"
1' -
0"
8 3/8"
STONE VENEER,SEE ARCH DWGS
GROUT ALLVOIDS BELOWGRADE
8" CMU, GROUTALL CELLS
12" CMU W/#5@24" O.C.
COMPRESSIBLEJOINT MATERIAL
4#5 CONT W/#3@24 TRANSV
4' - 0"
1' -
0"
TOF
SEE
PLA
N
1' - 6" 2' - 6"
TOF
SEE
PLA
N
STONE VENEER,SEE ARCH DWGS
GROUT ALLVOIDS BELOWGRADE
8" CMU, GROUTALL CELLS
4" SLAB ON GRADE-SEE GEN NOTES
WWF, SEEGEN NOTES
12" CMU W/#5@24" O.C.
COMPRESSIBLEJOINT MATERIAL
4#5 CONT W/#3@24 TRANSV
4" SLAB ON GRADE-SEE GEN NOTES
WWF, SEEGEN NOTES
12" CMU W/#5@24" O.C.
COMPRESSIBLEJOINT MATERIAL
4#5 CONT W/#3@24 TRANSV
4" SLAB ON GRADE-SEE GEN NOTES
WWF, SEEGEN NOTES
COMPRESSIBLEJOINT MATERIAL
8 5/8" 8" 1' - 1 3/8" 1' - 6"
4' - 0"
1' - 6" 1' - 0" 1' - 6"
4' - 0"
4"1'
- 0
"
1' -
0"
FIN
ISH
FLO
OR
SEE
PLA
N
TOF
SEE
PLA
N
FIN
ISH
FLO
OR
SEE
PLA
N8" SLAB ON GRADE-SEE GEN NOTES
#5 CONT.
#5 @12 O.C.6'- 0"
2' - 0"
8"1'
- 4
"
FIN
ISH
FLO
OR
SEE
PLA
N
TOF
SEE
PLA
N
STONE VENEER,SEE ARCH DWGS
GROUT ALLVOIDS BELOWGRADE
8" CMU, GROUTALL CELLS
8" SLAB ON GRADE-SEE GEN NOTES
COMPRESSIBLEJOINT MATERIAL
SEE PLAN FORSIZE AND REINF
8"
HSS COLUMN,SEE PLAN
1' - 0"8"8"
8" CMU, FULLYGROUTED. REINFORCEALL CELLS W/ #5 VERT
BRICK VENEER,SEE ARCH DWGS
SIZE AND REINFORCEMENT
SEE PLAN FOR FOOTING
FIN
ISH
FLO
OR
SEE
PLA
N
TOF
SEE
PLA
N
8" SLAB ON GRADE-SEE GEN NOTES
#5 CONT.
#5 @126'- 0"
8" CMU W/#5@48 GROUTALL CELLS
4#5 CONT W/#4@24 TRANSV
8"
1' -
0"
11" 8" 11"
2' - 6"
3300 CAHABA ROAD, SUITE 210
BIRMINGHAM, ALABAMA 35223
PHONE: 205.879.5660
FAX: 205.879.5606
270
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t A
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1 2 3 4 5 6 7 8 9 10 11 12
1 2 3 4 5 6 7 8 9 10 11 12
A
B
C
D
E
F
G
H
J
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PROJECT #16014
8/31/2016
WA
LD
RO
P S
T. C
UL
LM
AN
, AL
8/3
1/20
16 5
:21:
47
PM
SE
CT
ION
S
S3
.02
Au
tho
r
Cu
llma
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& R
esc
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Sta
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GM
C #
A
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M15
00
26
8/3
1/2
016
CO
NT
RA
CT
DO
CS
SECTION 3/4" = 1'-0"S3.02
1 SECTION 3/4" = 1'-0"S3.02
2
SECTION 3/4" = 1'-0"S3.02
3 SECTION 3/4" = 1'-0"S3.02
4 SECTION 3/4" = 1'-0"S3.02
5
PREFABRICATED LTGA TRUSSES @48" O.C.
1 1/2" METAL ROOFDECK, SEE GEN NOTES
L6X6X1/4 CONT W/ 1/2"ØX6"H. STUDS @8'-0" O.C. (HORIZ)& 1/2"ØX3 1/2" H. STUDS@18" O.C. (VERT) STAGGERSTUDS AS NECESSARY
HSS4X2X1/4 CONT (LLV)
HSS6X2X1/4 CONTDISTRIBUTION MEMBER
16 GA TRACK CONT
6"-18 GA METAL STUDS@16" O.C. (600S162-54OR EQUAL)
MASONRY LINTEL,SEE STORM SHELTERLINTEL SCHEDULE.HOOK BARS INTOBOND BEAM
HSS6X4X5/16CONT
EMBED PL 3/8"X12"X1'-0"W/ (4) 1/2"ØX2 5/8" H. STUDS
NON-COMPOSITE SLAB,SEE GENERAL NOTES
#4@12 IN THE DIRECTIONOF THE DECK SPAN.#4@18" PERPENDICULARTO THE DECK SPAN
1/2"ØX3 1/2" H.STUDS@24" O.C. ALTERNATE ONJOIST CHORD ANGLES
#4@12 IN THE DIRECTIONOF THE DECK SPAN.#4@18" PERPENDICULARTO THE DECK SPAN
JOIST, SEEPLAN
16" DEEP BOND BEAM W/ 4#5 CONT+CUT BLOCK AS NECESSARY. HOOKVERTICAL REINFORCING INTO BONDBEAM AND LAP VERTICAL REINF. PERSCHEDULE ON S1.03
MASONRY LINTEL,SEE STORM SHELTERLINTEL SCHEDULE.HOOK BARS INTOBOND BEAM
LT GA BOX HEADER TOBE DESIGNED BY LT GADESIGNER
JST
BR
G
SEE
PLA
N
TOP
OF
SLA
B
SEE
PLA
N
LT G
A T
RU
SS B
EAR
ING
SEE
PLA
N
EMBED PL 3/4"X 11 1/2"X1'-4" W/ (2) 3/4"ØX10"H. STUDS @ EA JOIST
EMBED PL 3/4"X 11 1/2"X1'-4" W/ (2) 3/4"ØX10"H. STUDS @ EA JOIST
PREFABRICATED LTGA TRUSSES @48" O.C.
L6X6X1/4 CONT W/ 1/2"ØX6"H. STUDS @8'-0" O.C. (HORIZ)& 1/2"ØX3 1/2" H STUDS@18" O.C. (VERT) STAGGERSTUDS AS NECESSARY
HSS4X2X1/4 CONT (LLV)
HSS6X2X1/4 CONTDISTRIBUTION MEMBER
16 GA TRACK CONT
6"-18 GA METAL STUDS@16" O.C. (600S162-54OR EQUAL)
12" CMU, SEEFOUNDATIONSECTIONS FORREINF
HSS6X4X5/16CONT
EMBED PL 3/8"X12"X1'-0"W/ (4) 1/2"ØX2 5/8" H. STUDS
NON-COMPOSITE SLAB,SEE GENERAL NOTES
#4@12 IN THE DIRECTIONOF THE DECK SPAN.#4@18" PERPENDICULARTO THE DECK SPAN
1/2"ØX3 1/2" H.STUDS@24" O.C. ALTERNATE ONJOIST CHORD ANGLES
#4@12 IN THE DIRECTIONOF THE DECK SPAN.#4@18" PERPENDICULARTO THE DECK SPAN
JOIST, SEEPLAN
16" DEEP BOND BEAM W/ 4#5 CONT+CUT BLOCK AS NECESSARY. HOOKVERTICAL REINFORCING INTO BONDBEAM AND LAP VERTICAL REINF. PERSCHEDULE ON S1.03
1 1/2" METAL ROOFDECK, SEE GEN NOTES
TOP
OF
SLA
B
SEE
PLA
N
JST
BR
G
SEE
PLA
N
LT G
A T
RU
SS B
EAR
ING
SEE
PLA
N
EMBED PL 3/4"X 11 1/2"X1'-4" W/ (2) 3/4"ØX10"H. STUDS @ EA JOIST
PREFABRICATEDLT GA TRUSSES@48" O.C.
1 1/2" METAL ROOFDECK, SEEGEN NOTES
L6X6X1/4 CONT W/ 1/2"ØX6"H. STUDS @8'-0" O.C. (HORIZ)& 1/2"ØX3 1/2" H STUDS@18" O.C. (VERT) STAGGERSTUDS AS NECESSARY
HSS6X4X5/16CONT
EMBED PL3/8"X12"X1'-0"W/ (4) 1/2"ØX25/8" H. STUDS
NON-COMPOSITESLAB, SEE GENERALNOTES
#4@12 IN THE DIRECTIONOF THE DECK SPAN.#4@18" PERPENDICULARTO THE DECK SPAN
1/2"ØX3 1/2" H.STUDS@24" O.C. ALTERNATEON JOIST CHORDANGLES
#4@12 IN THE DIRECTIONOF THE DECK SPAN.#4@18" PERPENDICULARTO THE DECK SPAN
JOIST, SEEPLAN
16" DEEP BOND BEAM W/ 4#5 CONT+CUT BLOCK AS NECESSARY. HOOKVERTICAL REINFORCING INTO BONDBEAM AND LAP VERTICAL REINF. PERSCHEDULE ON S1.03
16 GA BENTPL CONT
VENEER, SEEARCH
12" CMU, SEEFOUNDATIONSECTIONS FORREINF
6
12
2' - 1"
LT G
A T
RU
SS B
EAR
ING
SEE
PLA
N
5 5/
8"
TOP
OF
SLA
B
SEE
PLA
N
JST
BR
G
SEE
PLA
N
EMBED PL 3/4"X 11 1/2"X1'-4" W/ (2) 3/4"ØX10"H. STUDS @ EA JOIST
PREFABRICATEDLT GA TRUSSES@48" O.C.
1 1/2" METAL ROOFDECK, SEEGEN NOTES
VENEER, SEEARCH
12" CMU, SEEFOUNDATIONSECTIONS FORREINF
LOOSE LINTEL,SEE PLAN
L6X6X1/4 CONT W/ 1/2"ØX6"H. STUDS @8'-0" O.C. (HORIZ)& 1/2"ØX3 1/2" H STUDS@18" O.C. (VERT) STAGGERSTUDS AS NECESSARY
HSS6X4X5/16CONT
EMBED PL3/8"X12"X1'-0"W/ (4) 1/2"ØX25/8" H. STUDS
NON-COMPOSITESLAB, SEE GENERALNOTES
1/2"ØX3 1/2" H.STUDS@24" O.C. ALTERNATEON JOIST CHORDANGLES
#4@12 IN THE DIRECTIONOF THE DECK SPAN.#4@18" PERPENDICULARTO THE DECK SPAN
16" DEEP BOND BEAM W/ 4#5 CONT+CUT BLOCK AS NECESSARY. HOOKVERTICAL REINFORCING INTO BONDBEAM AND LAP VERTICAL REINF. PERSCHEDULE ON S1.03
JOIST, SEEPLAN
#4@12 IN THE DIRECTIONOF THE DECK SPAN.#4@18" PERPENDICULARTO THE DECK SPAN
16 GA BENTPL CONT
2' - 1"
LT G
A T
RU
SS B
EAR
ING
SEE
PLA
N FIN
ISH
FLO
OR
SEE
PLA
N
5 5/
8"
JST
BR
G
SEE
PLA
N
MASONRY LINTEL,SEE STORM SHELTERLINTEL SCHEDULE.HOOK BARS INTOBOND BEAM
EMBED PL 3/4"X 11 1/2"X1'-4" W/ (2) 3/4"ØX10"H. STUDS @ EA JOIST
12" CMU, SEEFOUNDATIONSECTIONS FORREINF
JOIST, SEEPLAN
16" DEEP BOND BEAM W/ 4#5 CONT+CUT BLOCK AS NECESSARY. HOOKVERTICAL REINFORCING INTO BONDBEAM AND LAP VERTICAL REINF. PERSCHEDULE ON S1.03
PREFABRICATEDLT GA TRUSSES@48" O.C.
1 1/2"METAL ROOFDECK, SEEGEN NOTES
#4@12 IN THE DIRECTIONOF THE DECK SPAN.#4@18" PERPENDICULARTO THE DECK SPAN
1' - 0"8"
VENEER, SEEARCH DWGS
L6X6X1/4 CONT W/ 1/2"ØX6"H. STUDS @8'-0" O.C. (HORIZ)& 1/2"ØX3 1/2" H STUDS@18" O.C. (VERT) STAGGERSTUDS AS NECESSARY
HSS4X2X1/4 CONT (LLV)
NON-COMPOSITE SLAB,SEE GENERAL NOTES
1/2"ØX3 1/2" H.STUDS@24" O.C. ALTERNATE ONJOIST CHORD ANGLES
HSS6X4X5/16CONT
EMBED PL 3/8"X12"X1'-0"W/ (4) 1/2"ØX2 5/8" H. STUDS
#4@12 IN THE DIRECTIONOF THE DECK SPAN.#4@18" PERPENDICULARTO THE DECK SPAN
16 GA BENTPL CONT
1' - 10 1/2"
TOP
OF
SLA
B
SEE
PLA
N
JST
BR
G
SEE
PLA
N
LT G
A T
RU
SS B
EAR
ING
SEE
PLA
N
EMBED PL 3/4"X 11 1/2"X1'-4" W/ (2) 3/4"ØX10"H. STUDS @ EA JOIST
5 5
/16
"
HSS6X2X1/4 CONTDISTRIBUTION MEMBER
16 GA TRACK CONT
6"-18 GA METAL STUDS@16" O.C. (600S162-54OR EQUAL)
VENEER, SEEARCH
LOOSE LINTEL,SEE PLAN
LT GA BOX HEADER TOBE DESIGNED BY LT GADESIGNER
WINDOW, SEEARCH
6
12
PREFABRICATEDLT GA TRUSSES@48" O.C.
1 1/2" METAL ROOFDECK, SEEGEN NOTES
HOLDDOWN BY TRUSSMANUF.
TRU
SS B
EAR
ING
SEE
PLA
N
16 GA BENTPL CONT
5 7/
8"
2' - 1"
6"-18 GA METAL STUDS@16" O.C. (600S162-54OR EQUAL)
T.O
. STE
EL
SEE
PLA
N
WF BEAM,SEE PLAN
L3X3X1/4CONT
METAL ROOFDECK, SEEGEN NOTES
HSS6X2X1/4 CONTDISTRIBUTIONMEMBER
16 GA TRACKCONT
6
12
PREFABRICATEDLT GA TRUSSES@48" O.C.
1 1/2" METAL ROOFDECK, SEEGEN NOTES
HOLDDOWN BYTRUSS MANUF.
TRU
SS B
EAR
ING
SEE
PLA
N
16 GA BENTPL CONT
2"
1' -
4 7
/8"
16 GA TRACKCONT
6"-18 GA METAL STUDS@16" O.C. (600S162-54OR EQUAL)
VENEER, SEEARCH
LOOSE LINTEL,SEE PLAN
LT GA BOX HEADER TOBE DESIGNED BY LT GADESIGNER
WINDOW, SEEARCH
T.O
. STE
EL
SEE
PLA
NVERTICAL SLIDECLIPS @EACHSTUD
BEAM, SEEPLAN
1 1/2" METAL ROOFDECK, SEEGEN NOTES
L6X4X5/16CONT (LLV)
SEE
AR
CH
16 GA TRACKCONT
6"-18 GA METAL STUDS@16" O.C. (600S162-54OR EQUAL)
VENEER, SEEARCH
T.O
. STE
EL
SEE
PLA
NVERTICAL SLIDECLIPS @EACHSTUD
BEAM, SEEPLAN
1 1/2" METAL ROOFDECK, SEEGEN NOTES
L6X4X5/16CONT (LLV)
6"8"
SEE
AR
CH
2' - 1"
5 3/
8"
HSS6X2X1/4 CONTDISTRIBUTIONMEMBER
16 GA TRACKCONT
6"-18 GA METAL STUDS@16" O.C. (600S162-54OR EQUAL)
8" 6"
6
12
PREFABRICATEDLT GA TRUSSES@48" O.C.
1 1/2" METAL ROOFDECK, SEEGEN NOTES
16 GA BENTPL CONT
BRICK VENEER,SEE ARCHDWGS
HOLDDOWN BY TRUSSMANUF.
TRU
SS B
EAR
ING
SEE
PLA
N
t 2
EACH STUDTYP
1/8 4
@48" O.C.TYP
6"-18 GA METAL STUDS@16" O.C. (600S162-54OR EQUAL)
T.O
. STE
EL
SEE
PLA
N
WF BEAM,SEE PLAN
WF BEAM,SEE PLAN
L3X3X1/4CONT
1 1/2" METAL ROOFDECK, SEEGEN NOTES
HSS6X2X1/4 CONTDISTRIBUTION MEMBER
16 GA TRACKCONT
6
12
PREFABRICATEDLT GA TRUSSES@48" O.C.
1 1/2" METAL ROOFDECK, SEEGEN NOTES
HOLDDOWN BY TRUSSMANUF.
TRU
SS B
EAR
ING
SEE
PLA
N
16 GA BENTPL CONT
2"
1' -
4 7
/8"
D
JOIS
T B
EAR
ING
SEE
PLA
N
WWF
NON-COMPOSITESLAB, SEE GENERALNOTES
JOIST, SEEPLAN
8" CMU, SEEFOUNDATIONSECTIONS FORREINF
WF BEAM,SEE PLAN
12" BOND BEAM2#5 CONT
MASONRY LINTEL,SEE SCHEDULE
4" J
ST S
EAT
4"
WWF
NON-COMPOSITESLAB, SEE GENERALNOTES
1' - 0"
L4X4X1/4L4X4X1/4CONT
2"
L4X4X1/2BTWN BEAMSTO SUPPORTDECK
3300 CAHABA ROAD, SUITE 210
BIRMINGHAM, ALABAMA 35223
PHONE: 205.879.5660
FAX: 205.879.5606
270
1 1s
t A
ven
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S, S
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00
|
B
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, AL
35
233
205
.879
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by:
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D
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che
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A
B
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D
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J
K
1 2 3 4 5 6 7 8 9 10 11 12
1 2 3 4 5 6 7 8 9 10 11 12
A
B
C
D
E
F
G
H
J
K
PROJECT #16014
8/31/2016
WA
LD
RO
P S
T. C
UL
LM
AN
, AL
8/3
1/20
16 5
:21:
47
PM
SE
CT
ION
S
S3
.03
Au
tho
r
Cu
llma
n F
ire
& R
esc
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Sta
tio
n N
o. 3
GM
C #
A
BH
M15
00
26
8/3
1/2
016
CO
NT
RA
CT
DO
CS
SECTION 3/4" = 1'-0"S3.03
1 SECTION 3/4" = 1'-0"S3.03
2 SECTION 3/4" = 1'-0"S3.03
3 SECTION 3/4" = 1'-0"S3.03
4
SECTION 3/4" = 1'-0"S3.03
5 SECTION 3/4" = 1'-0"S3.03
7 SECTION 3/4" = 1'-0"S3.03
8
SECTION 3/4" = 1'-0"S3.03
9 SECTION 3/4" = 1'-0"S3.03
10
SECTION 3/4" = 1'-0"S3.03
6
SECTION 3/4" = 1'-0"S3.03
11 SECTION 3/4" = 1'-0"S3.03
12
T.O
. STE
EL
SEE
PLA
N
JOIS
T B
EAR
ING
SEE
PLA
N
WF BEAM,SEE PLAN
1 1/2" METALROOFDECK, SEEGEN NOTES
4"
4" J
ST S
EAT
L4X4X1/4CONT
WWF
NON-COMPOSITESLAB, SEE GENERALNOTES
8" BOND BEAM+ CUT BLOCK2#5 CONT
JOIST, SEEPLAN
8" CMU, SEEFOUNDATIONSECTIONS FORREINF
VERTICAL SLIDECLIP @ EACHSTUD
6"-18 GA METALSTUDS @16" O.C.(600S162-54 OREQUAL)
VENEER,SEE ARCHDWGS
6"2"
8"
L3X3X1/4CONT
EMBED PL1/2"X7"X0'-11"W/ (2) 1/2"ØX4"H. STUDS
SEE
AR
CH
L8X6X1/2 (LLH)CONT ATTACHTO CMU W/ 3/4"Ø(HILTI HAS RODS @18" O.C. W/ HILTIHIT-HY 70ADHESIVE
8" BOND BEAMW/ 2#5 CONT
JOIS
T B
EAR
ING
SEE
PLA
N
4"
4" J
ST S
EAT
L4X4X1/4CONT
WWF
NON-COMPOSITESLAB, SEE GENERALNOTES
8" BOND BEAM+ CUT BLOCK2#5 CONT
JOIST, SEEPLAN
8" CMU, SEEFOUNDATIONSECTIONS FORREINF
VENEER, SEEARCH DWGS
EMBED PL1/2"X7"X0'-11"W/ (2) 1/2"ØX4"H. STUDS
4"4"
JST
SEA
T
L4X4X1/4CONT
WWF
NON-COMPOSITESLAB, SEE GENERALNOTES
8" BOND BEAM+ CUT BLOCK2#5 CONT
JOIST, SEEPLAN
8" CMU, SEEFOUNDATIONSECTIONS FORREINF
VENEER, SEEARCH DWGS
JOIS
T B
EAR
ING
SEE
PLA
N
LOOSE LINTEL,SEE PLAN
WINDOW, SEEARCH DWGS
MASONRYLINTEL, SEESCHEDULE
L6X6X5/16 CONT, ATTACHTO MASONRY WALLW/ 3/4"Ø HILTI HAS RODSUSING HILTI HIT-HY 70ADHESIVE @18" O.C.
WWF
NON-COMPOSITESLAB, SEE GENERALNOTES
JOIST, SEEPLAN
4"
VENEER, SEEARCH DWGS
EMBED PL1/2"X7"X0'-11"W/ (2) 1/2"ØX4"H. STUDS
6 1/2"
JOIST ADD LOADOF 800#
L4X4X1/4CONT
WWF
NON-COMPOSITESLAB, SEE GENERALNOTES
COORD RAILINGATTACHMENT W/ARCH DWGS
WF BEAM,SEE PLAN
JOIST, SEEPLAN
JOIS
T B
EAR
ING
SEE
PLA
N
4"
4" J
ST S
EAT
6"
L4X4X1/4CONT
WWF
NON-COMPOSITESLAB, SEE GENERALNOTES
COORD RAILINGATTACHMENT W/ARCH DWGS
WF BEAM,SEE PLAN
JOIST, SEEPLAN
JOIS
T B
EAR
ING
SEE
PLA
N
4" J
ST S
EAT
4"
6"
8" BOND BEAM+ CUT BLOCK2#5 CONT
8" CMU, SEEFOUNDATIONSECTIONS FORREINF
MASONRYLINTEL, SEESCHEDULE
JOIS
T B
EAR
ING
SEE
PLA
N
L4X4X1/4CONT
WWF
NON-COMPOSITESLAB, SEE GENERALNOTES
JOIST, SEEPLAN
T.O
. STE
EL
SEE
PLA
N
1 1/2" METALROOFDECK, SEEGEN NOTES
VERTICAL SLIDECLIP @ EACHSTUD
6"-18 GA METALSTUDS @16" O.C.(600S162-54 OREQUAL)
L3X3X1/4CONT
4"
4" J
ST S
EAT
WF BEAM,SEE PLAN
EMBED PL1/2"X7"X0'-11"W/ (2) 1/2"ØX4"H. STUDS
VENEER,SEE ARCHDWGS
SEE
AR
CH
L8X6X1/2 (LLH)CONT ATTACHTO CMU W/ 3/4"Ø(HILTI HAS RODS @18" O.C. W/ HILTIHIT-HY 70ADHESIVE
8" BOND BEAMW/ 2#5 CONT
16" BOND BEAMW/ 4#5 CONT
8" CMU, SEEFOUNDATIONSECTIONS FORREINF
L6X6X5/16 CONT, ATTACHTO MASONRY WALLW/ 3/4"Ø HILTI HAS RODSUSING HILTI HIT-HY 70ADHESIVE @12" O.C.
WWF
NON-COMPOSITESLAB, SEE GENERALNOTES
JOIST, SEEPLAN
VENEER, SEEARCH DWGS
JOIS
T B
EAR
ING
SEE
PLA
N
4"
4" J
ST S
EAT
LOOSE LINTEL,SEE PLAN
WINDOW, SEEARCH DWGS
VENEER, SEEARCH DWGS
16" BOND BEAMW/ 4#5 CONT
8" CMU, SEEFOUNDATIONSECTIONS FORREINF
L6X6X5/16 CONT, ATTACHTO MASONRY WALLW/ 3/4"Ø HILTI HAS RODSUSING HILTI HIT-HY 70ADHESIVE @18" O.C.
WWF
NON-COMPOSITESLAB, SEE GENERALNOTES
8" DEEP BOND BEAM+ CUT BLOCK W/ 4#5CONT
WINDOW, SEEARCH DWGS
JOIST, SEEPLAN
JOIS
T B
EAR
ING
SEE
PLA
N
SEE
AR
CH
SEE
AR
CH
PREFABRICATEDCANOPY, SEEARCH DWGS
MASONRY LINTEL,SEE SCHEDULE
4"
6"-18 GA METAL STUDS@16" O.C. (600S162-54OR EQUAL)
HSS6X2X1/4CONT DISTRIBUTIONMEMBER
16 GA TRACKCONT
6
12
PREFABRICATEDLT GA TRUSSES@48" O.C.
1 1/2" METAL ROOFDECK, SEEGEN NOTES
HOLDDOWNBY TRUSSMANUF.
16 GA BENTPL CONT
TRU
SS B
EAR
ING
SEE
PLA
N
2' - 1"
BRICK VENEER,SEE ARCHDWGS
WINDOW,SEE ARCH
WINDOW,SEE ARCH
6"-18 GA METAL STUDS@16" O.C. (600S162-54OR EQUAL)
LT GA BOX HEADER TOBE DESIGNED BY LT GADESIGNER
PREFABRICATEDCANOPY, SEEARCH DWGS
VENEER, SEEARCH PREFABRICATED
LT GA GIRDERTRUSS
1 1/2" METAL ROOFDECK, SEEGEN NOTES
SEE
AR
CH
DW
GS
SEE
AR
CH
DW
GS
BRICK VENEER,SEE ARCH DWGS
HSS6X2X1/4 CONTDISTRIBUTIONMEMBER
16GA TRACKCONT
GA
BLE
TR
USS
BEA
RIN
G, S
EE P
LAN
(-0
'-2")
GABLE TRUSSCONNECTION TO HSSDISTRIBUTION MEMBERBEYOND WINDOWBY TRUSS MANUF
TRU
SS B
EAR
ING
SEE
PLA
N
PREFABRICATEDGABLE END WALLTRUSS BY TRUSSMANUF
6" LT GAOUTRIGGERS@24" O.C. BYTRUSS MANUF
OUTRIGGERCONNECTIONBY TRUSSMANUF
PREFABRICATEDLT GA TRUSSES@48" O.C. W/ SLOPEDBOTTOM CHORD.SEE PLAN FOR EXTENTSCOORD. BOTTOMCHORD W/ ARCH DWGS
VA
RIE
S
16 GA BENTPL CONT
3300 CAHABA ROAD, SUITE 210
BIRMINGHAM, ALABAMA 35223
PHONE: 205.879.5660
FAX: 205.879.5606
270
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PROJECT #16014
8/31/2016
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AN
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8/3
1/20
16 5
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PM
SE
CT
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016
CO
NT
RA
CT
DO
CS
SECTION 3/4" = 1'-0"S3.04
1 SECTION 3/4" = 1'-0"S3.04
2 SECTION 3/4" = 1'-0"S3.04
3 SECTION 3/4" = 1'-0"S3.04
4
SECTION 3/4" = 1'-0"S3.04
5 SECTION 3/4" = 1'-0"S3.04
6 SECTION 3/4" = 1'-0"S3.04
7 SECTION 3/4" = 1'-0"S3.04
8
SECTION 3/4" = 1'-0"S3.04
9 SECTION 3/4" = 1'-0"S3.04
10
T.O
. 12"
CM
U
33'-6
" A
FF
T.O
. SLA
B
11'-6
" A
FF
16" DEEP BONDBEAM W/ 4#5CONT
16" DEEP BONDBEAM W/ 4#5CONT
TRU
SS B
EAR
ING
SEE
PLA
N
T.O
. SLA
B
21'-0
" A
FF
T.O
. SLA
B
31'-6
" A
FF
TRU
SS B
EAR
ING
SEE
PLA
N
4
12
1 1/2" METALROOF DECK,SEE GEN NOTES
16" DEEP BONDBEAM W/ 4#5CONT
B.O
. BO
ND
BEA
M
24'-0
" A
FF
16" DEEP BONDBEAM W/ 4#5CONT
CONNECTION BYTRUSS MANUF.
16" DEEP BONDBEAM W/ 4#5CONT
16" DEEP BONDBEAM W/ 4#5CONT
16" DEEP BONDBEAM W/ 4#5CONT
6
12
6
12
BOX HEADERBY LAT GADESIGNER
WINDOW, SEEARCH DWGS
12" CMU W/#5@24
BRICK VENEER,SEE ARCH DWGS
PREFABRICATEDLT GA TRUSSES@48" O.C.
1 1/2" METALROOFDECK, SEEGEN NOTES
HSS BEAM,SEE PLAN
PREFABRICATEDLT GA TRUSSES@48" O.C.
HSS BEAM,SEE PLAN
BOX HEADERBY LT GADESIGNER
WINDOW, SEEARCH DWGS
12" CMU W/#5@24
BRICK VENEER,SEE ARCH DWGS
PREFABRICATEDLT GA TRUSSES@48" O.C.
6"- 18 GA METALSTUDS @16" O.C.(600S162-54 OREQUAL)
BOX HEADERBY LT GADESIGNER
BOX HEADERBY LT GADESIGNER
6"- 18 GA METALSTUDS @16" O.C.(600S162-54 OREQUAL)
STAIR LANDING,SEE ARCH DWGS
STAIR LANDING,SEE ARCH DWGS
16" DEEP BONDBEAM W/ 4#5CONT
T.O
. 12"
CM
U
33'-6
" A
FF
JOIST, SEEPLAN
1' - 0"8"
12" CMU W/#5@24
4" SLAB (3 1/2" CONC ON9/16" FORM DECK), SEEGENERAL NOTES
WWF
12" CMU W/#5@24
BRICK VENEER,SEE ARCH DWGS
WORKINGPOINT
WORKINGPOINT
16" DEEP BONDBEAM W/ 4#5CONT
3' - 8 5/16" 3' - 8 3/8"
16 GA BENTPL CONT
STAIR LANDING,SEE ARCH DWGS
8" DEEP BONDBEAM W/ 2#5CONT
8" DEEP BONDBEAM W/ 2#5CONT
16" DEEP BONDBEAM W/ 4#5CONT
L8X6X1/2 (LLH)CONT ATTACHTO CMU W/ 3/4"Ø(HILTI HAS RODS @18" O.C. W/ HILTIHIT-HY 70ADHESIVE
L6X6X5/16 CONT, ATTACHTO MASONRY WALLW/ 3/4"Ø HILTI HAS RODSUSING HILTI HIT-HY 70ADHESIVE @12" O.C.
SEE
AR
CH
3300 CAHABA ROAD, SUITE 210
BIRMINGHAM, ALABAMA 35223
PHONE: 205.879.5660
FAX: 205.879.5606
270
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A
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PROJECT #16014
8/31/2016
WA
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LM
AN
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8/3
1/20
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PM
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Au
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SECTION 3/4" = 1'-0"S3.05
1
6
12
T.O
. 12"
CM
U
33'-6
" A
FF
16" DEEP BONDBEAM W/ 4#5CONT
16" DEEP BONDBEAM W/ 4#5CONT
16" DEEP BONDBEAM W/ 4#5CONT
12" CMU W/#5@24
BRICK VENEER,SEE ARCH DWGS
T.O
. SLA
B
11'-6
" A
FF
16" DEEP BONDBEAM W/ 4#5CONT
16" DEEP BONDBEAM W/ 4#5CONT
16" DEEP BONDBEAM W/ 4#5CONT
LEV
EL 3
- T
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ER
T.O
. SLA
B, 2
1'-0
"
LEV
EL 4
T.O
. SLA
B, 3
1'-6
"
TRU
SS B
EAR
ING
SEE
PLA
N
16" DEEP BONDBEAM W/ 4#5CONT
6
12
12" CMU W/#5@24
BRICK VENEER,SEE ARCH DWGS
PREFABRICATEDLT GA TRUSSES@48" O.C.
HSS BEAM,SEE PLAN
BOX HEADERBY LAT GADESIGNER
WINDOW, SEEARCH DWGS
1 1/2" METALROOFDECK, SEEGEN NOTES
PREFABRICATEDLT GA TRUSSES@48" O.C.
HSS BEAM,SEE PLAN
BOX HEADERBY LT GADESIGNER
WINDOW, SEEARCH DWGS
6"- 18 GA METALSTUDS @16" O.C.(600S162-54 OREQUAL)
BOX HEADERBY LT GADESIGNER
BOX HEADERBY LT GADESIGNER6"- 18 GA METAL
STUDS @16" O.C.(600S162-54 OREQUAL)
16" DEEP BONDBEAM W/ 4#5CONT
STAIR LANDING,SEE ARCH DWGS
STAIR LANDING,SEE ARCH DWGS
STAIR LANDING,SEE ARCH DWGS
16" DEEP BONDBEAM W/ 4#5CONT
16" DEEP BONDBEAM W/ 4#5CONT
16" DEEP BONDBEAM W/ 4#5CONT
16" DEEP BONDBEAM W/ 4#5CONT
16" DEEP BONDBEAM W/ 4#5CONT
16" DEEP BONDBEAM W/ 4#5CONT
16" DEEP BONDBEAM W/ 4#5CONT
16" DEEP BONDBEAM W/ 4#5CONT
SEE
AR
CH
B.O
. BO
ND
BEA
M
25'-4
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FF
SEE
AR
CH
B.O
. BO
ND
BEA
M
15'-4
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FF
SEE
AR
CH
B.O
. BO
ND
BEA
M
4'-8
" A
FF
T.O
. 12"
CM
U
33'-6
" A
FF
16" DEEP BONDBEAM W/ 4#5CONT
3' - 8 3/8"
WORKINGPOINT
WORKINGPOINT
12" CMU W/#5@24
16" DEEP BONDBEAM W/ 4#5CONT
16 GA BENTPL CONT
8" DEEP BONDBEAM W/ 2#5CONT
8" DEEP BONDBEAM W/ 2#5CONT
3300 CAHABA ROAD, SUITE 210
BIRMINGHAM, ALABAMA 35223
PHONE: 205.879.5660
FAX: 205.879.5606
270
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PROJECT #16014
8/31/2016
WA
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RO
P S
T. C
UL
LM
AN
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8/3
1/20
16 5
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50
PM
SE
CT
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Au
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CS
SECTION 3/4" = 1'-0"S3.06
1
L4X4X1/4CONT
WWF
NON-COMPOSITESLAB, SEE GENERALNOTES
16" BOND BEAM+ CUT BLOCK ASNEEDED W/4#5 CONT
JOIS
T B
EAR
ING
SEE
PLA
N
8" CMU, SEEFOUNDATIONSECTIONS FORREINF
MASONRY LINTEL,SEE SCHEDULE
JOISTS,SEE PLAN
4"4"
JST
SEA
T
EMBED PL1/2"X7"X0'-11"W/ (2) 1/2"ØX4"H. STUDS
L4X4X1/4CONT
WWF
NON-COMPOSITESLAB, SEE GENERALNOTES
16" BOND BEAM+ CUT BLOCKAS NEEDEDW/4#5 CONT
JOIS
T B
EAR
ING
SEE
PLA
N
HSS COLUMN,SEE PLAN
8" CMU, SEEFOUNDATIONSECTIONS FORREINF
8" 1' - 0"
COVER ALL JOISTSEATS POCKETS W/CMU FACE SHELL
4"4"
JST
SEA
T
JOIST, SEEPLAN
EMBED PL1/2"X7"X0'-11"W/ (2) 1/2"ØX4"H. STUDS
L4X4X1/4CONT
WWF
NON-COMPOSITESLAB, SEE GENERALNOTES
8" BOND BEAM+ CUT BLOCK W/4#5 CONT
JOIS
T B
EAR
ING
SEE
PLA
N
8" CMU, SEEFOUNDATIONSECTIONS FORREINF
COVER ALL JOISTSEATS/BEAM ENDPOCKETS W/CMU FACE SHELL
4"4"
JST
SEA
T
WF BEAM, SEEPLAN
EMBED PL1/2"X7"X0'-11"W/ (2) 1/2"ØX4"H. STUDS
L4X4X1/4CONT
WWF
NON-COMPOSITESLAB, SEE GENERALNOTES
8" CMU, SEEFOUNDATIONSECTIONS FORREINF
BENT PLATE 3/8"X10"X6" CONT(LLV), ATTACH TO MASONRYWALL W/ 3/4"Ø HILTI HASRODS USING HILTI HIT-HY 70ADHESIVE @18" O.C.
WWF
NON-COMPOSITESLAB, SEE GENERALNOTES
JOIST, SEEPLAN
16" DEEP BONDBEAM + CUT BLOCKW/ 4#5 CONT
4" J
ST S
EAT
4"
JOIS
T B
EAR
ING
SEE
PLA
N
BRICK VENEER,SEE ARCH DWGS
JOIST, SEEPLAN
8"8"
EMBED PL1/2"X7"X0'-11"W/ (2) 1/2"ØX4"H. STUDS
VENEER, SEEARCH DWGS
BRICK VENEER,SEE ARCH DWGS
COMPOSITE DECK,SEE GENERALNOTES
#4@12 EW
8" CMU, SEEFOUNDATIONSECTIONS FORREINF
WF BEAM,SEE PLAN
HSS BEAM,SEE PLAN
SEE
AR
CH
SEE
AR
CH
T.O
. STE
EL
SEE
PLA
N
7 1/
2"
BENT PL 1/4"X7 1/2"X4" (LLV) CONTW/ ALTERNATING 1/2"ØX6" H. STUDS@24" +1/2"Ø EPOXY ADHESIVE ANCHORSW/ 6" OF EMBEDMENT @24" IN VERTICALLYSLOTTED HOLES
16" DEEP BONDBEAM W/ 4#5CONT,
CUT BLOCK ASNECESSARY
BENT PL 3/8"X8"X4"(LLH) CONT
LENTON C2WELDABLECOUPLER @EACHREINFORCING BAR
WINDOW, SEEARCH DWGS
BRICK VENEER,SEE ARCH DWGS
24" DEEP BONDBEAM + CUT BLOCKAS NECESSARY W/4#5 CONT
8" CMU, SEEFOUNDATIONSECTIONS FORREINF
WF BEAM,SEE PLAN
SEE
AR
CH
DW
GS
7 1/
2"
8" DEEP BONDBEAM + CUT BLOCKAS NECESSARYW/ 2#5 CONT
COMPOSITE DECK,SEE GENERALNOTES
#4@12 EW
T.O
. STE
EL
SEE
PLA
N
BENT PL 1/4"X7 1/2"X6" (LLV) CONTW/ ALTERNATING 1/2"Ø HILTI HASRODS W/ 6" EMBEDMENT ATTACHEDTO CMU USING HILTI HIT-HY 70EPOXY ADHESIVE
PREFABRICATEDSTAIR, SEEARCH DWGS
L4X4X3/8 W/ (4) 3/4"Ø HILTIHAS RODS W/ 6" EMBEDMENTATTACH TO CMU USINGHILTI HIT-HY 70 EPOXY ADHESIVE
CANOPY, SEEARCH DWGS
HSS 10X6X5/16CONT
BOX HEADERBY LT GADESIGNER
SEE
AR
CH
DW
GS
CL
6"- 18 GA METALSTUDS @16" O.C.(600S162-54 OREQUAL)
WINDOW, SEEARCH DWGS
VENEER, SEEARCH DWGS
VERTICAL SLIDECLIP @EACHSTUD
HSS BEAM,SEE PLAN
6"- 18 GA METALSTUDS @16" O.C.(600S162-54 OREQUAL)
BOX HEADERBY LT GADESIGNER
4
123 1/2" METAL ROOFDECK, SEE GEN NOTES
SEE
AR
CH
DW
GS
SEE
AR
CH
DW
GS
VENEER, SEEARCH DWGS
TRU
SS B
EAR
ING
SEE
PLA
N 16 GA BENTPL CONT
CL
4
12METAL ROOF DECK,SEE GEN NOTES
STRUCTURAL STEELTRUSS, SEE PLAN
TRU
SS B
EAR
ING
SEE
PLA
N
SEE
AR
CH
DW
GS
16 GA BENTPL CONT
BRICK VENEER,SEE ARCH DWGS
HSS BEAM,SEE PLAN
HSS COLUMN,SEE PLAN
16" DEEP BONDBEAM W/ 4#5CONT
HSS10X6X5/16CONT8" CMU, FULLY GROUT
& REINFORCE ALLCELLS W/ #5 VERTICAL
8"8"8"8"
SEE TYPICAL DETAILSFOR CONNECTION TOCOLUMN
1/2"X1'-2"X9"BEARING PL
24" DEEP BONDBEAM + CUT BLOCKAS NECESSARY W/4#5 CONT
8" CMU, SEEFOUNDATIONSECTIONS FORREINF
WF BEAM,SEE PLAN
COMPOSITE DECK,SEE GENERALNOTES
#4@12 EW
T.O
. STE
EL
SEE
PLA
N
BENT PL 1/4"X7 1/2"X4" (LLV) CONTW/ ALTERNATING 1/2"Ø HILTI HASRODS W/ 6" EMBEDMENT ATTACHEDTO CMU USING HILTI HIT-HY 70EPOXY ADHESIVE
L4X4X3/8 W/ (4) 3/4"Ø HILTIHAS RODS W/ 6" EMBEDMENTATTACHMENT TO CMU USINGHILTI HIT-HY 70 EPOXY ADHESIVE
T.O
. STE
EL
SEE
PLA
N
#4@12 EW
WF BEAM,SEE PLAN
COMPOSITE FLOORSLAB, SEE GENERALNOTES
7 1/
2"
6"BENT PL 1/4"X7 1/2"X6" (LLV)CONT W/ 1/2"ØX6" H. STUDS @24"
#4@12 THRU OPENINGIN ADDITION TO TYPREINF (#4@12 EQUIVALENT)
1/2" EMBED PL 7 1/2" X CONTW/ 3/4"ØX6" H. STUDS@12" O.C. @DOOR OPENING
8" BOND BEAMW/ 2#5 CONT
8" CMU, SEEFOUNDATIONSECTIONS FORREINF
T.O
. STE
EL
SEE
PLA
N
7 1/
2"
#4@12 EW
COMPOSITE FLOORSLAB, SEE GENERALNOTES
BRICK VENEER,SEE ARCH DWGS
COMPOSITE DECK,SEE GENERALNOTES
#4@12 EW
8" CMU, SEEFOUNDATIONSECTIONS FORREINF
WF BEAM,SEE PLAN
HSS BEAM,SEE PLAN
SEE
AR
CH
SEE
AR
CH
T.O
. STE
EL
SEE
PLA
N
7 1/
2"
BENT PL 1/4"X7 1/2"X4" (LLV) CONTW/ ALTERNATING 1/2"ØX6" H. STUDS@24" +1/2"Ø EPOXY ADHESIVE ANCHORSW/ 6" OF EMBEDMENT @24" IN VERTICALLYSLOTTED HOLES
4"8"8"
16" DEEP BONDBEAM W/ 4#5CONT,
CUT BLOCK ASNECESSARY
BENT PL 3/8"X8"X4"(LLH) CONT
LENTON C2WELDABLECOUPLER @EACHREINFORCING BAR
8" DEEP BONDBEAM W/ 2#5 CONTEXTEND 8" BEYONDOPENING EXTENTS
WINDOW, SEEARCH DWGS
3300 CAHABA ROAD, SUITE 210
BIRMINGHAM, ALABAMA 35223
PHONE: 205.879.5660
FAX: 205.879.5606
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PROJECT #16014
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SECTION 3/4" = 1'-0"S3.07
1 SECTION 3/4" = 1'-0"S3.07
2 SECTION 3/4" = 1'-0"S3.07
3
SECTION 3/4" = 1'-0"S3.07
5
SECTION 3/4" = 1'-0"S3.07
4
SECTION 3/4" = 1'-0"S3.07
6 SECTION 3/4" = 1'-0"S3.07
7 SECTION 3/4" = 1'-0"S3.07
8
SECTION 3/4" = 1'-0"S3.07
12SECTION 3/4" = 1'-0"S3.07
10 SECTION 3/4" = 1'-0"S3.07
11SECTION 3/4" = 1'-0"S3.07
9
4
12
3 1/2" METAL ROOFDECK, SEE GEN NOTES
TRU
SS B
EAR
ING
SEE
PLA
N16 GA BENTPL CONT
2' - 5"
16" DEEP BONDBEAM W/ 4#5CONT
8" CMU, FULLY GROUT& REINFORCE ALLCELLS W/ #5 VERTICAL
EMBED PL1/2"X7"XCONTW/ (2) 1/2"ØX6"H. STUDS @16"
1' - 0" 8"
L4X4X1/4CONT
WWF
NON-COMPOSITESLAB, SEE GENERALNOTES
WF BEAM,SEE PLAN
STAIR, SEE ARCHDWGS
24" DEEP BONDBEAM W/ 4#5CONT
16" DEEP BONDBEAM W/ 4#5CONT
T.O
. STE
EL
SEE
PLA
N
8" CMU, SEEFOUNDATIONSECTIONS FORREINF
HSS BEAM,SEE PLAN
1/4" CLOSURE PLEACH END OFTUBE
JOIS
T B
EAR
ING
SEE
PLA
N
L4X4X1/4CONT
WWF
NON-COMPOSITESLAB, SEE GENERALNOTES
16" DEEP BONDBEAM + CUT BLOCKW/4#5 CONT
JOIST, SEEPLAN
8" CMU, SEEFOUNDATIONSECTIONS FORREINF
1' - 0" 8"
4"4"
COVER ALL JOISTSEATS POCKETS W/CMU FACE SHELL
EMBED PL1/2"X7"X0'-11"W/ (2) 1/2"ØX4"H. STUDS
T.O
.STE
EL
SEE
PLA
N
L4X4X1/4CONT
WWF
NON-COMPOSITESLAB, SEE GENERALNOTES
WF BEAM,SEE PLAN
8" CMU, SEEFOUNDATIONSECTIONS FORREINF
4"
8" BOND BEAM+ CUT BLOCK2#5 CONT
DOOR, SEEARCH DWGS
SEE
AR
CH
DW
GS
24" DEEP BONDBEAM + CUT BLOCKAS NECESSARY W/4#5 CONT
L4X4X3/8 W/ (4) 3/4"ØHILTI HAS RODS W/6" EMBEDMENTATTACHMENT TOCMU USING HILTIHIT-HY 70 EPOXYADHESIVE
16" BOND BEAMW/ 4#5 CONT
8" CMU, SEEFOUNDATIONSECTIONS FORREINF
L6X6X5/16 CONT, ATTACHTO MASONRY WALLW/ 3/4"Ø HILTI HAS RODSUSING HILTI HIT-HY 70ADHESIVE @18" O.C.
WWF
NON-COMPOSITESLAB, SEE GENERALNOTES
JOIST, SEEPLAN
BRICK VENEER,SEE ARCH DWGS
JOIS
T B
EAR
ING
SEE
PLA
N
4" J
ST S
EAT
4"
8"8"
BRICK VENEER,SEE ARCH DWGS
COMPOSITE DECK,SEE GENERALNOTES
#4@12 EW
8" CMU, SEEFOUNDATIONSECTIONS FORREINF
WF BEAM,SEE PLAN
HSS BEAM,SEE PLAN
SEE
AR
CH
SEE
AR
CH
T.O
. STE
EL
SEE
PLA
N
7 1/
2"
BENT PL 1/4"X7 1/2"X4" (LLV) CONTW/ ALTERNATING 1/2"ØX6" H. STUDS@24" +1/2"Ø EPOXY ADHESIVE ANCHORSW/ 6" OF EMBEDMENT @24" IN VERTICALLYSLOTTED HOLES
4"8"8"
16" DEEP BONDBEAM W/ 4#5CONT,
CUT BLOCK ASNECESSARY
BENT PL 3/8"X8"X4"(LLH) CONT
LENTON C2WELDABLECOUPLER @EACHREINFORCING BAR
VENEER, SEEARCH DWGS
6"-18 GA METALSTUDS @16" O.C.(600S162-54OR EQUAL)
HSS6X2X1/4CONTDISTRIBUTIONMEMBER
16 GA TRACKCONT
6
12
PREFABRICATEDLT GA TRUSSES@48" O.C.
1 1/2" METAL ROOFDECK, SEE GEN NOTES
TRU
SS B
EAR
ING
SEE
PLA
N
16 GA BENTPL CONT
PREFABRICATEDLT GA TRUSSES@48" O.C.
1 1/2" METAL ROOFDECK, SEEGEN NOTES
6"-18 GA METALSTUDS @16" O.C.(600S162-54OR EQUAL)
HSS6X2X1/4CONTDISTRIBUTIONMEMBER
16 GA TRACKCONT
6
12
VA
RIE
S
PREFABRICATEDLT GA TRUSSES@48" O.C.
1 1/2" METAL ROOFDECK, SEEGEN NOTES
6"-18 GA LTGA BRACING@48" O.C.
CONNECTIONBY TRUSSMANUF
PREFABRICATEDLT GA GIRDERTRUSS
5
12
5
12
PREFABRICATEDLT GA TRUSSES@48" O.C. W/ SLOPEDBOTTOM CHORD.COORD W/ ARCH DWGS
6"-18 GA LTGA BRACING@48" O.C.
CONNECTIONBY TRUSSMANUF
PREFABRICATEDLT GA GIRDERTRUSS
TRU
SS B
EAR
ING
SEE
PLA
NV
AR
IES
HOLDDOWN BYTRUSS MANUF
PROVIDE STRUTSBRACING AS REQ'DTO ACCOMODATETHRUST
PROVIDE STRUTSBRACING AS REQ'DTO ACCOMODATETHRUST
HOLDDOWN BYTRUSS MANUF
8" CMU,SEEFOUNDATIONSECTIONS FORREINF
STRUCTURALSTEEL TRUSS,SEE PLAN
3 1/2" METAL ROOFDECK, SEEGENERAL NOTES
8" CMU,SEEFOUNDATIONSECTIONS FORREINF
VA
RIE
STR
USS
BEA
RIN
G
SEE
PLA
N
1 1/2" METAL ROOFDECK, SEE GENERALNOTES
16" MINIMUM DEPTHCAST-IN-PLACECONCRETE W/4#5 CONT. SLOPEW/ ROOF
EMBED PL 3/8"X7 1/8" CONTW/ 6" H. STUDS @18" O.C.
EMBED PL1/2"X7"XCONTW/ (2) 1/2"ØX6"H. STUDS @16"
12" DEEP BONDBEAM W/ 2#5CONT
PREFABRICATEDLT GA TRUSSES @48" O.C.
HOLDDOWN BYTRUSS MANUF
LT GA TRUSSOVERBUILD
6
12
TRU
SS B
EAR
ING
SEE
PLA
N
BRICK VENEER,SEE ARCH DWGS
16" DEEP BONDBEAM W/ 4#5CONT. SLOPEW/ ROOF
8" CMU, FULLY GROUT& REINFORCE ALLCELLS W/ #5 VERTICAL
3 1/2" METAL ROOFDECK, SEE GENNOTES
16 GA BENTPL CONT V
AR
IES
6
12
PREFABRICATEDLT GA TRUSSES@48" O.C.
WORKINGPOINT
16 GA BENTPL CONT
T.O
. 12"
CM
U
33'-6
" A
FF
7 7/
8"
3' - 8 3/8"
VENEER, SEEARCH
HSS BEAM,SEE PLAN
12" CMU W/#5@24
BRICK VENEER,SEE ARCH DWGS
8" DEEP BOND BEAM,+ CUT BLOCK W/2#5 CONT
VA
RIE
S
1 1/2" METAL ROOFDECK, SEE GEN NOTES
HSS BEAM,SEE PLAN
TRUSS CONNECTIONBY TRUSS MANUF
1/2" L-SHAPED PLATE@EACH TOWERCORNER. EACH LEG OFPLATE TO BE 1'-6" LONGW/ (4) H. STUDS (2) ONEACH LEG
3300 CAHABA ROAD, SUITE 210
BIRMINGHAM, ALABAMA 35223
PHONE: 205.879.5660
FAX: 205.879.5606
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PROJECT #16014
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CO
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DO
CS
SECTION 3/4" = 1'-0"S3.08
1 SECTION 3/4" = 1'-0"S3.08
2 SECTION 3/4" = 1'-0"S3.08
3 SECTION 3/4" = 1'-0"S3.08
4
SECTION 3/4" = 1'-0"S3.08
5 SECTION 3/4" = 1'-0"S3.08
6
SECTION 3/4" = 1'-0"S3.08
7
SECTION 3/4" = 1'-0"S3.08
8 SECTION 3/4" = 1'-0"S3.08
9 SECTION 3/4" = 1'-0"S3.08
10
6
12
1 1/2" METAL ROOFDECK, SEE GEN NOTES
PREFABRICATEDLT GA TRUSSES@48" O.C.
TRU
SS B
EAR
ING
SEE
PLA
N
16 GA BENTPL CONT
2' - 0"
8"8"
BRICK VENEER,SEE ARCH DWGS
16" DEEP BONDBEAM W/ 4#5CONT
8" CMU, FULLY GROUT& REINFORCE ALLCELLS W/ #5 VERTICAL
5"
EMBED PL1/2"X7"XCONTW/ (2) 1/2"ØX6"H. STUDS @16"
HOLDDOWN BYTRUSS MANUF
6
12
1 1/2" METAL ROOFDECK, SEE GEN NOTES
PREFABRICATEDLT GA TRUSSES@48" O.C.
TRU
SS B
EAR
ING
SEE
PLA
N
16 GA BENTPL CONT
HSS BEAM,SEE PLAN
HOLDDOWN BYTRUSS MANUF
PREFABRICATEDLT GA TRUSSES@48" O.C.
TRU
SS B
EAR
ING
SEE
PLA
N
2' - 0"
16" DEEP BONDBEAM W/ 4#5CONT
PREFABRICATEDLT GA TRUSSES@48" O.C.
1 1/2" METAL ROOF DECK,SEE GEN NOTES
8" CMU, SEEFOUNDATIONSECTIONS FORREINF
BRICK VENEER,SEE ARCH DWGS
6
12
VA
RIE
S
8"8"
EMBED PL1/2"X7"XCONTW/ (2) 1/2"ØX6"H. STUDS @16"
HOLDDOWN BYTRUSS MANUF
6
12
1 1/2" METAL ROOFDECK, SEE GEN NOTES
PREFABRICATEDLT GA TRUSSES@48" O.C.
TRU
SS B
EAR
ING
SEE
PLA
N16 GA BENTPL CONT
HSS BEAM,SEE PLAN
HSS COLUMN,SEE PLAN
HOLDDOWN BYTRUSS MANUF
1' - 4 1/2"
4
121 1/2" METAL ROOFDECK, SEE GEN NOTES
PREFABRICATEDLT GA TRUSSES@48" O.C.
TRU
SS B
EAR
ING
SEE
PLA
N
16 GA BENTPL CONT
5 1/
2"
BRICK VENEER,SEE ARCH DWGS
16" DEEP BONDBEAM W/ 4#5CONT
8"8"
1' - 6"
8" CMU, SEEFOUNDATIONSECTIONS FORREINF
EMBED PL1/2"X7"XCONTW/ (2) 1/2"ØX6"H. STUDS @16"
HOLDDOWN BYTRUSS MANUF
4
121 1/2" METAL ROOFDECK, SEE GEN NOTES
PREFABRICATEDLT GA TRUSSES@48" O.C.
TRU
SS B
EAR
ING
SEE
PLA
N
16 GA BENTPL CONT
5 1/
2"
BRICK VENEER,SEE ARCH DWGS
16" DEEP BONDBEAM W/ 4#5CONT
1' - 6"
LOOSE LINTEL,SEE PLAN
WINDOW, SEEARCH DWGS
MASONRYLINTEL, SEESCHEDULE
EMBED PL1/2"X7"XCONTW/ (2) 1/2"ØX6"H. STUDS @16"
HOLDDOWN BYTRUSS MANUF
6
12
PREFABRICATEDLT GA TRUSSES@48" O.C.
HSS BEAM,SEE PLAN
BOX HEADERBY LT GADESIGNER
WINDOW, SEEARCH DWGS
WORKINGPOINT
TRU
SS B
EAR
ING
SEE
PLA
N
1 1/2" STEEL ROOFDECK, SEEGEN NOTES
16 GA BENTPL CONT
VENEER,SEE ARCHDWGS
HOLDDOWN BYTRUSS MANUF
PREFABRICATEDLT GA TRUSSES@48" O.C.
VA
RIE
S
16" MINIMUM DEPTHCAST-IN-PLACECONCRETE W/4#5 CONT. MATCHROOF SLOPE
8" CMU, SEEFOUNDATIONSECTIONS FORREINF
1 1/2" METAL ROOFDECK, SEE GENNOTES
TRU
SS B
E AR
ING
SEE
PLA
N
16" DEEP BONDBEAM W/4#5 CONT
3 1/2" METAL ROOFDECK, SEE GENNOTES
STRUCTURALSTEEL TRUSS,SEE PLAN
2"X3" CONT PLATEWELDED TO EMBED TOSUPPORT 1 1/2" METALROOF DECK
EMBED PL 3/8"X7 1/8" CONTW/ 6" H. STUDS @18" O.C.
6
12
1 1/2" METAL ROOFDECK, SEE GEN NOTES
TRU
SS B
EAR
ING
SEE
PLA
N16 GA BENTPL CONT
PREFABRICATEDLT GA TRUSSES@48" O.C.
8" CMU, SEEFOUNDATIONSECTIONS FORREINF
VENEER, SEEARCH DWGS
EMBED PL1/2"X7"XCONTW/ (2) 1/2"ØX6"H. STUDS @16"
12" DEEP BONDBEAM W/ 2#5CONT
HOLDDOWN BYTRUSS MANUF
6
12
1 1/2" METAL ROOFDECK, SEE GEN NOTES
TRU
SS B
EAR
ING
SEE
PLA
N
16 GA BENTPL CONT
PREFABRICATEDLT GA TRUSSES@48" O.C.
8" CMU, SEEFOUNDATIONSECTIONS FORREINF
VENEER, SEEARCH DWGS
WINDOW, SEEARCH DWGS
MASONRY LINTEL,SEE SCHEDULE
EMBED PL1/2"X7"XCONTW/ (2) 1/2"ØX6"H. STUDS @16"
12" DEEP BONDBEAM W/ 2#5CONT
HOLDDOWN BYTRUSS MANUF
6
12
1 1/2" METAL ROOFDECK, SEE GEN NOTES
TRU
SS B
EAR
ING
SEE
PLA
N
16 GA BENTPL CONT
PREFABRICATEDLT GA TRUSSES@48" O.C.
8" CMU, SEEFOUNDATIONSECTIONS FORREINF
VENEER, SEEARCH DWGS
3" METAL ROOFDECK, SEEGEN NOTES
VA
RIE
S
16" DEEP BONDBEAM + CUT BLOCKW/ 4#5 CONT. STEPW/ ROOF SLOPE
16" DEEP BONDBEAM W/ 4#5 CONT
EMBED PL1/2"X7"XCONTW/ (2) 1/2"ØX6"H. STUDS @16"
12" DEEP BONDBEAM W/ 2#5CONT
HOLDDOWN BYTRUSS MANUF
L4X4X1/2 CONTATTACH TOMASONRY W/ HILTIHAS ANCHORRODS @12" O.C. W/6" EMBEDMENTUSING HILTI HIT-HY70 ADHESIVE
3300 CAHABA ROAD, SUITE 210
BIRMINGHAM, ALABAMA 35223
PHONE: 205.879.5660
FAX: 205.879.5606
270
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PROJECT #16014
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52
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SECTION 3/4" = 1'-0"S3.09
1 SECTION 3/4" = 1'-0"S3.09
2 SECTION 3/4" = 1'-0"S3.09
3 SECTION 3/4" = 1'-0"S3.09
4
SECTION 3/4" = 1'-0"S3.09
5 SECTION 3/4" = 1'-0"S3.09
6 SECTION 3/4" = 1'-0"S3.09
9SECTION 3/4" = 1'-0"S3.09
10
SECTION 3/4" = 1'-0"S3.09
11 SECTION 3/4" = 1'-0"S3.09
12 SECTION 3/4" = 1'-0"S3.09
13
321
3' - 1" 8' - 6" 8' - 6" 8' - 6" 8' - 6" 8' - 6" 8' - 6" 8' - 6" 8' - 6" 3' - 1"
2' -
10
"2'
- 1
0"
2' -
10
"2'
- 1
0"
1' -
0 1
3/1
6"
0' -
1 1
1/1
6"
-6K
+5K
+5K
+5K
-8.5K, +8K
+5K
, +10
K
±7.5K
-12K, +6K
-14K, +21.5K
-17K, +7.5K
-5K
, +15
.5K
-20K, +13K
-21.5K, +9K -27.
5K, +
18K
HSS BEAM,SEE PLAN
COLUMN,SEE PLAN
WF BEAM,SEE PLAN COLUMN,
SEE PLAN
HSS BEAM,SEE PLAN
COLUMN,SEE PLAN
-20K, +36K
-6K
+5K
+5K
+5K
-8.5K, +8K
+5K
, +10
K
±7.5K
-12K, +6K
-14K, +21.5K
-17K, +
7.5K
-5K
, +15
.5K
-20K, +13K
-21.
5K, +
9K
-20K, +36K
(2)L4X4X5/16 (TYPVERTICAL MEMBER)
(2)L4X4X5/16 (TYPDIAGONAL MEMBER)
(2)L6X6X1/2 (TYPBOTTOM CHORDMEMBER)
(2)L6X6X1/2(TYP TOP CHORDMEMBER)
TRU
SS B
EAR
ING
SEE
PLA
N
4
12
4
12
WORKINGPOINT
WORKINGPOINT
74' - 2 1/16"
SPLICE POINTMID- SPAN
3300 CAHABA ROAD, SUITE 210
BIRMINGHAM, ALABAMA 35223
PHONE: 205.879.5660
FAX: 205.879.5606
270
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1 2 3 4 5 6 7 8 9 10 11 12
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PROJECT #16014
8/31/2016
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TRUSS T1SCALE: 3/8"=1'-0"
1. ALL DIMENSIONS ARE TO NODAL "WORKING POINTS", UNLESS NOTED.2. "XK" DENOTES TRUSS MEMBER FORCES, ALL LOADS ARE EXPRESSED IN KIPS. MEMBER CONNECTIONS SHALL BE DESIGNED FOR FORCES SHOWN IN ELEVATION. SIGN CONVENTION: (+) INDICATES TENSION. (-) INDICATES COMPRESSION.3. GUSSET PLATES SHALL BE AT LEAST 1/2" THICK, STRUCTURAL AND AESTHETIC DESIGN BY STEEL FABRICATOR.4. PROVIDE INTERMITTENT FILLER PLATES BETWEEN DOUBLE ANGLE MEMBERS SUCH THAT THEY ACT AS A SINGLE COMPOSITE MEMBER. LOCATE SPACER PLATES SO THAT CLEAR DISTANCE BETWEEN SPACERS AND GUSSETS DOES NOT ALLOW L/rz RATIO OF A SINGLE ANGLE TO EXCEED THE GREATER OF L/rz OR L/rz RATIOS OF THE DOUBLE ANGLE SECTION.5. FOR LOCATION OF TRUSSES SEE SHEET S2.3.6. ALL SPLICES BY STEEL FABRICATOR.