GMCNETWORK - eidsoninc.com 04. Structural - Cullman... · at joist parallel to masonry wall, ......

3300 CAHABA ROAD, SUITE 210

BIRMINGHAM, ALABAMA 35223

PHONE: 205.879.5660

FAX: 205.879.5606

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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 ACOUSTICAL ROOF DECK ON STRUCTURAL STEEL TRUSSES

(SEE PLAN FOR LOCATIONS): "EPICORE ER3.5A" ROOF DECK, 16 GA, 3 1/2" DEEP, SHOP

PRIMED.

(EPIC METALS EPICORE ER3.5 OR EQUAL)

6. COMPOSITE FLOOR DECK:

STORM SHELTER COMPOSITE FLOOR DECK:

A. 6" THICK CONCRETE SLAB ON STEEL COMPOSITE FLOOR DECK. DECK

SHALL CONFORM TO 1 1/2" VLI GALV 20 GA. AS MANUFACTURED BY VULCRAFT

OR APPROVED EQUAL.

B. REINFORCE SLAB WITH #4 @ 12" O.C. EACH WAY PLACED AT MID-DEPTH OF

SLAB.

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.

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.

7. 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.

8. LIGHTGAGE METAL FRAMING, SUSPENDED CEILINGS, LIGHT FIXTURES AND DUCTS

OR OTHER UTILITIES SHALL NOT BE SUPPORTED BY THE METAL ROOF DECK.

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 2006 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 = 100 SQ FT.---25.1 PSF



EFFECTIVE WIND AREA = 1000 SQ FT.--20.0 PSF

INTERIOR ZONES (REGIONS OTHER THAN END ZONES):









C. ROOF PRESSURES:

EDGE ZONES (REGIONS WITHIN "A" DISTANCE OF ROOF EDGE):









CORNER ZONES (REGIONS WITHIN "A" DISTANCE OF TWO INTERSECTING ROOF EDGES):









INTERIOR ZONES (REGIONS THAT ARE NOT EDGE OR CORNER ZONES):









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.

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.

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.

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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.



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


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


78.0 78 1707.6 ARCHITECTURAL COMPONENTS

79.0 79 PERIODIC INSPECTION DURING THE ERECTION ANDFASTENING OF EXTERIOR CLADDING


80.0 80 PERIODIC INSPECTION DURING THE ERECTION ANDFASTENING OF NONLOAD BEARING WALLS


81.0 81 1707.7 MECHANICAL AND ELECTRICALCOMPONENTS

82.0 82 PERIODIC INSPECTION DURING THE ANCHORAGE OFELECTRICAL EQUIPMENT FOR EMERGENCY ORSTANDBY POWER SYSTEMS


83.0 83 PERIODIC INSPECTION DURING THE ANCHORAGE OFOTHER ELECTRICAL EQUIPMENT


84.0 84 PERIODIC INSPECTION DURING INSTALLATION OFPIPING SYSTEMS INTENDED TO CARRY FLAMMABLE,COMBUSTIBLE, OR HIGHLY TOXIC CONTENTS ANDTHEIR ASSOCIATED MECHANICAL UNITS


85.0 85 PERIODIC INSPECTION DURING THE INSTALLATION OFHVAC DUCTWORK THAT WILL CONTAIN HAZARDOUSMATERIALS


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





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.


46.0 112 VERIFY PLACEMENT OF MASONRY UNITS ANDCONSTRUCTION OF MORTAR JOINTS


46.0 114 VERIFY LOCATION OF REINFORCEMENT ANDCONNECTORS, PRESTRESSING TENDONS ANDANCHORAGES


46.1 109 VERIFY SIZE AND LOCATION OF STRUCTURALELEMENTS


46.1 111 VERIFY PREPARATION, CONSTRUCTION ANDPROTECTION OF MASONRY DURING HOT/COLDWEATHER


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


46.1 118 VERIFY PLACEMENT OF GROUT FIELD INSPECTION N CONTINUOUS

46.1 119 VERIFY APPLICATION AND MEASUREMENT OFPRESTRESSING FORCE


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


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


51.2 130 DETERMINE CAPACITIES OF TEST ELEMENTS ANDCONDUCT ADDITIONAL LOAD TESTS, AS REQUIRED


52.0 52 OBSERVE DRIVING OPERATIONS AND MAINTAINCOMPLETE AND ACCURATE RECORDS FOR EACHELEMENT


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


53.1 131 FOR STEEL ELEMENTS, PERFORM ADDITIONALINSPECTIONS IN ACCORDANCE W/ SECTION 1704.3


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


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.


55.2 134 FOR CONCRETE ELEMENTS, PERFORM ADDITIONALINSPECTIONS IN ACCORDANCE W/ SECTION 1704.4


56.0 56 1707.3 STRUCTURAL WOOD

57.0 57 CONTINUOUS INSPECTION OF FIELD GLUINGOPERATIONS OF ELEMENTS OF THE SEISMIC-FORCERESISTING SYSTEM


58.0 58 PERIODIC INSPECTION OF NAILING, BOLTING,ANCHORING, AND OTHER FASTENING OFCOMPONENTS WITH THE SEISMIC-FORCE-RESISTINGSYSTEM


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


62.0 62 1704.10 HELICAL PILE FOUNDATIONS

63.0 63 OBSERVE INSTALLATION (EQUIP, TOP ELEV, DEPTH,TORQUE)


64.0 64 1704.11 VERTICAL MASONRY FOUNDATION ELEMENTS





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


34.0 34 VERIFY SIZE AND LOCATION OF STRUCTURALMASONRY ELEMENTS


35.0 35 VERIFY TYPE, SIZE AND LOCATION OF ANCHORS,INCLUDING DETAILS OF ANCHORAGE OF MASONRYTO STRUCTURAL MEMBERS, FRAMES OR OTHERCONSTRUCTION


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


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.


39.2 106 VERIFY PROPORTIONS OF SITE PREPARED GROUT ANDPRESTRESSING GROUT FOR BONDED TENDONS.


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



VERTICALMORTARJOINT


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


CONCRETEMASONRYBOND BEAM TYP.


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

N

TYPICAL 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


BEVELEDKEYWAY

#3@18 EWDISCONTINUOUSAT SAWCUT


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" WWF

TRENCH WIDTH +1'-4"

8" M

IN

CONT

TRENCH DRAIN INSERT,COORDINATE WITHARCHITECTURAL DRAWINGS ANDMANUFACTURERS REQUIREMENTS

1

TYPICAL SLAB ON GRADE

PIPE/BOLLARD PENETRATION

#4 TOP, TYP 4LOCATIONS

COMPRESSIBLEMATERIAL

TYP1'

- 4"

ROOF EQUIPMENT & OPENING FRAME DETAIL

SECTION SECTION

PLAN

SECTION

L3x3x3/16"CONT

Y

YY

CURB LINE REINFORCEJOIST PER SECTION Y

TYPICAL AT ALL OPENINGS IN ROOF LARGER THAN 8"

L4x4x1/4x0'-7"TYPICAL

NOTE:PROVIDE L4X3X1/4 FRAMES ATALL WATER/POWER BOXES

XX

X

L5x5x5/16"CONT

METAL ROOF DECK INALL AREAS EXCEPTROOF OPENINGS

X

XX

Z

ZZ

L3x3x3/16"CONT

L5x5x5/16"CONT

L2x2x1/4 STRUT ATJOIST PANEL POINT

L3x3x3/16"CONT

L5x5x5/16"CONT

YY

Y

HVAC UNIT

ZZ

Z

HVAC UNIT

L4x3x1/4 WITHL5x5x5/16 CONTAT MECH UNITSUPPORTS

L4x3x1/4(LLV) TYP.FOR SIZE OF OPENING& LOCATION OF L's,SEE MECH DWGS

3/16

3/16 3@12TYP

PLAN

SECTION

TYPICAL DROP-IN FRAME AT

MISCELLANEOUS ROOF OPENINGS

W SHAPE ORJOIST AT ROOF

L6x4x1/2x6" LG.(LLV) (TYPICAL)

DECK SPAN

W SHAPEBEAM ORJOIST W SHAPE

BEAM OR JOIST

TOP LEGS FLUSH

L3x3x1/4 FORSPANS OF 3'-0"OR LESS ANDL6x4x5/16 FORSPANS OVER 3'-0"TO 6'-0" MAX ANDL8x8x1 FOR SPANSUP TO 17'-0"

6'- 6" MAXIMUM

TYP

TYP

TYP

FOR EXHAUST FANS, ETC.TYPICAL AT ALL OPENINGS IN ROOF LARGER THAN 8"

2#4 AT EACHRE-ENTRANT CORNER

CORNER OF WALLSLAB OPENING ORSLAB DEPRESSION

TYPICAL RE-ENTRANT SLAB

CORNER REINFORCING DETAIL

2' - 0

"

2' - 0

"



PHONE: 205.879.5660

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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.

(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



PHONE: 205.879.5660

FAX: 205.879.5606

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11/2

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9:2

9:3

6 A

M

TY

PIC

AL

DE

TA

ILS

S1.

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tho

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8/3

1/2

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CO

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RA

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SD

#1

11.2

9.2

016

2

2

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

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

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

1.8

1.5

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

C3F5.0

C3F5.0

C3F5.0

C3F5.0

C3F5.0

9

S3.01

C2F4.0

C2F4.0

C2F4.0

C2F4.0

C2F4.0

C2F4.0

C2F4.0

C2F4.0

13

S3.01

48' - 8"

3' - 7"

15' - 4" 49' - 5" 16' - 8" 16' - 8" 16' - 8" 16' - 8"1' - 0"

13' - 8"

2' -

8"

94' -

4"

7' -

4"

2" E

XP

JO

INT

26' -

8"

131'

- 2

"

23' -

8"

2" EXP JOINT3"

8"2'

- 0

"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"

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

1 1 11

1111

1

1

TYP @ INT LOADBRG LT GAWALLS

1

TYP @ INT LOADBRG LT GAWALLS

1

6

S3.02

TYP @NON-LOADBRG CMU

1

6

S3.02

TYP @NON-LOADBRG CMU

1

1

7

S3.02

TYP BTWNGRIDS 1.5& 1.8

1

2' -

0"

12' -

0"

14' -

8"

5' -

4"

11' -

2"

22' -

10

"

SUMP, SEESECTIONSFOR DETAILS

1

T.O.SLAB-0'-1 1/4"

1

T.O.SLAB-0'-1 1/4"

T.O.SLAB-0'-1 1/4"

1

T.O.SLAB-0'-1 1/4"

1

T.O.SLAB-0'-1 1/4"

T.O.SLAB-0'-1 1/4"

1

T.O.SLAB-0'-1 1/4"

T.O.SLAB-0'-1 1/4"

TYP @LOADBRGCMU

8

S3.02

1

1

2

2

2

2

2

NOTE 16 (TYP)

2

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 MANUFACTUREDBY "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.14.15. DENOTES SLAB DEPRESSIONS. COORDINATE WITH ARCHITECTURAL DRAWINGS.16. 2#4 x4'-0" AT MID-DEPTH

SCALE: 1/8"=1'-0"

PROJECTNORTH

12

2



PHONE: 205.879.5660

FAX: 205.879.5606

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PROJECT #16014

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9:3

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FL

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1A

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#1

11.2

9.2

016

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

2

S3.07

7

S3.04 8

S3.04

1

S3.05

1

S3.06

3

S3.07

7

S3.07

8

S3.07

A.02A.01

2.3

1.1

3

S3.08

5

S3.08

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

16K5

16K5

16K5

16K5

16K5

16K5

16K5

16K5

16K5

16K5

16K5

16K5

10K1

10K1

10K1

10K1

10K1

10K1

10K1

10K1

W12X30

12K1

12K1

12K1

12K1

12K1

12K1

12K1

12K1

12K1

12K1

12K1

12K1

12K1

12K1

HSS4X4X5/16

10K1 HSS8X8X5/16

HSS4X4X5/16 HSS4X4X5/16

48' - 8"

3' - 7"

15' - 4" 49' - 5" 16' - 8" 16' - 8" 16' - 8" 16' - 8"1' - 0"

13' - 8"

2' -

8"

94' -

4"

7' -

4"

2" E

XP

JO

INT

26' -

8"

131'

- 2

"

23' -

8"

2" EXP JOINT3"

8"2'

- 0

"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"

8' -

6"

10' -

1"


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

16K5

(11'-7 3/4") (11'-7 3/4")

(11'-7 3/4") (11'-7 3/4")

3

S3.03

(12'

- 0"

)

(12'

- 0"

)

(12'

- 0"

)

(12'

- 0"

)

(12'

- 0"

)

7

S3.04

(12'

- 0"

)

(12'

- 0"

)

(12'

- 0"

)

(12'

- 0"

)

W12X30

W14

X22

W14

X22

10K1HSS4X4X5/16

12K1

SHELTEREXTENTS

1

HSS4X4X5/161

1

2' -

0"

12' -

0"

14' -

8"

5' -

4"

11' -

2"

22' -

10

"

12K1

2

2

S3.08

3

S3.08

4

S3.07

2

PREFABRICATEDCANOPY, SEE ARCHDWGS

2

2

S3.032

2

?

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



PHONE: 205.879.5660

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#1

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9.2

016

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

A.02A.01

2.3

1.1

6

S3.03

SHELTEREXTENTS

1.8

1.5

48' - 8" 3' - 7" 15' - 4" 49' - 5" 16' - 8" 16' - 8" 16' - 8" 16' - 8"1' - 0"

13' - 8"

23' -

8"

2 5/8" EXP JOINT2 3/8"

8"2'

- 0

"8"

13' - 0"

1' - 8"

16' - 8"16' - 8"16' - 8"16' - 8"8"

18' - 0"30' - 4"0" EXP JOINT

5"15' - 7"15' - 4"24' - 8"15' - 4"

17' -

3 3

/4"

3' -

4"

8' -

6"

10' -

1"

2' -

8"

103'

- 1

1"

26' -

8"

11

S3.03

9

S3.04

7

S3.08

PREMANUFACTUREDLT GA TRUSSES @ 48"O.C.

FURNACE160#

GABLE END TRUSS BY TRUSSMANUF.

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

22

W14X22

W16

X31

W16

X31

W16

X31

W14X22

W14X22

W14X22

W14X22

W14X22

W14X22

W14X22

W14

X22

8

S3.03

1

1

2' -

0"

12' -

0"

14' -

8"

5' -

4"

11' -

2"

22' -

10

"

6" LT GAOUTRIGGERS@ 24", BYTRUSSMANUF.

1

1

1

2

2

2

2

2

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.



PHONE: 205.879.5660

FAX: 205.879.5606

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2A

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#1

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9.2

016

2

D E F G H

3

2

1

1

S3.05

1

S3.06

7

S3.07

8

S3.07

A.02A.01

2.3

1.1

1

S3.08

1

S3.09

5

S3.09

6

S3.09

9

S3.09

10

S3.09

1.8

1.5

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" 49' - 5" 16' - 8" 16' - 8" 16' - 8" 16' - 8"

23' -

11

"

5"

8"2'

- 0

"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


(20'- 8")

(40'- 0") (40'- 0")

(40'- 0") (40'- 0")

HIP

TRUS

S

HIP

GIR

DER

TR

USS

HIP TRUSS

HIP

RIDGE



RIDGE



(20'- 8")

(20'- 8")

(20'- 8") (20'- 8") (20'- 8") (20'- 8") (20'- 8") (20'- 8") (20'- 8") (20'- 8")

1

2' -

0"

12' -

0"

14' -

8"

5' -

4"

11' -

2"

22' -

10

"

5

S3.09

17

S3.07

1

HSS8X8X3/8

RIDGE BEAM (TYP)

7

S3.09

3 1/2"DECK SPAN

3 1/2"DECK SPAN

3 1/2"DECK SPAN

3 1/2"DECK SPAN

3 1/2"DECK SPAN

3 1/2"DECK SPAN

3 1/2"DECK SPAN

3 1/2"DECK SPAN

3 1/2"DECK SPAN

3 1/2"DECK SPAN

1 1 1 1

1

11

1

1

S3.08

2

2

2

2

2

(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 1/2" 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

1



PHONE: 205.879.5660

FAX: 205.879.5606

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9/2

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9:2

9:3

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M

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G

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016

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2A

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#1

11.2

9.2

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FIN

ISH

FLO

OR

SEE

PLA

N

TOF

SEE

PLA

N

FIN

ISH

FLO

OR

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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@18" T&B

2

2

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




WWF, SEEGEN NOTES

4"4"

1' -

0"

4#5 CONTW/ #3 TIES@24"

3' - 0"

11" 8"

2"

8" 7"


#4 6'-0" @ 12"

2

FIN

ISH

FLO

OR

SEE

PLA

N

TOF

SEE

PLA

N


#4 CONT.

#4 @12"6'-0"


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"4"

SIDEWALK,SEE ARCHDWGS

2

FIN

ISH

FLO

OR

SEE

PLA

N

TOF

SEE

PLA

N

FIN

ISH

FLO

OR

SEE

PLA

N




WWF, SEEGEN NOTES

#4 @12"6'-0"

COMPRESSIBLEJOINT MATERIAL


WWF, SEEGEN NOTES


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


WWF, SEEGEN NOTES

12" CMU W/#7@8 O.C.

BRICK VENEER,SEE ARCH DWGS




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




WWF, SEEGEN NOTES

#4 @12"6'-0"



WWF, SEEGEN NOTES

8" CMU W/#5@48 O.C.


4"4"

4"

1' -

0"

3' - 0"

11" 8"

2"

8" 7"4#5 CONTW/ #3 TIES@24"

1FI

NIS

H F

LOO

R

SEE

PLA

N

TOF

SEE

PLA

N

SEE

AR

CH

BRICK VENEER,SEE ARCH





WWF, SEEGEN NOTES

8" CMU W/#5@48 O.C.



2' - 6"

1' -

0"

4"

1

6 5/8" 8"

3/8"

8" 7"

1

FIN

ISH

FLO

OR

SEE

PLA

N

TOF

SEE

PLA

N


WWF, SEEGEN NOTES

#4 CONT.

#4 @126'- 0"



11" 8" 11"

2' - 6"

1' -

0"

4"4"

SIDEWALK, SEECIVIL DWGS

SLOPE

SEE ARCH

2


1' - 6"

4"4"

6"-16 GA METALSTUDS @16" O.C.(600S162-54 OR EQUAL)


WWF, SEEGEN NOTES FI

NIS

H F

LOO

R

SEE

PLA

N

1' -

0"


#5 CONT.NOSING BAR

#4 @126'- 0"

FIN

ISH

FLO

OR

SEE

PLA

N

FIN

ISH

FLO

OR

SEE

PLA

N


WWF, SEEGEN NOTES


TOF

SEE

PLA

N



8"1'

- 0

"

11" 8" 11"

2' - 6"

1' - 8"

1

4"


WWF, SEEGEN NOTES





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"


1' - 0"

1

4"



PHONE: 205.879.5660

FAX: 205.879.5606

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1 2 3 4 5 6 7 8 9 10 11 12

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PROJECT #16014

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11/2

9/2

016

9:2

9:3

9 A

M

SE

CT

ION

S

S3

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CO

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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

13 SECTION 3/4" = 1'-0"S3.01

14 SECTION 3/4" = 1'-0"S3.01

15

1A

dd

en

du

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9/1

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2A

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#1

11.2

9.2

016

2

2

2

2

FIN

ISH

FLO

OR

SEE

PLA

N

TOF

SEE

PLA

N





WWF, SEEGEN NOTES

12" CMU W/#5@24" O.C.



4' - 0"

1' -

0"

8 3/8"




12" CMU W/#5@24" O.C.



4' - 0"

1' -

0"

TOF

SEE

PLA

N

8 5/8" 8"

1 3/8"

1' - 0" 1' - 6"1 1' - 6" 1' - 0"

1 3/8"

8" 8 5/8"1

1

8"

TOF

SEE

PLA

N





WWF, SEEGEN NOTES

12" CMU W/#5@24" O.C.




WWF, SEEGEN NOTES

12" CMU W/#5@24" O.C.




WWF, SEEGEN NOTES


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

8 5/8" 8"

1 3/8"

1' - 0" 1' - 6" 1

SLOPE

1/4" PER FT

8"

1

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

"

DRIVE,SEE ARCHDWGS

2

2

FIN

ISH

FLO

OR

SEE

PLA

N

TOF

SEE

PLA

N






SEE PLAN FORSIZE AND REINF

8"

HSS COLUMN,SEE PLAN

1' - 0"8"8"

8" CMU, FULLYGROUTED. REINFORCEALL CELLS W/ #5 VERT


SIZE AND REINFORCEMENT

SEE PLAN FOR FOOTING


WWF, SEEGEN NOTES


FIN

ISH

FLO

OR

SEE

PLA

N

TOF

SEE

PLA

N


WWF, SEEGEN NOTES


2' - 0"

8" 8" 8"

1' -

0"

4"

8" CMU W/#5@48

8" BOND BEAMCONT W/ 2#5 CONT

BRACE TOP OF WALLAS INDICATED ON SHEETS1.04 WHERE INTERSECTINGWALLS ARE SPACEDGREATER THAN 24'-0"

3#5 CONTW/ #4@24TRANSV

A.01


1' - 6"

C6X13 @48" O.C.INFILL W/ 6"-16 GA METALSTUDS @16" O.C.(600S162-54 OR EQUAL)


WWF, SEEGEN NOTES FI

NIS

H F

LOO

R

SEE

PLA

N

4"

1' -

0"

4"

L4X4X1/4X0'-4"ATTACH CHANNELTO SLAB W/ 5/8"ØHILTI KWIK HUS-EZANCHORS W/ 5"EMBEDMENT


WWF, SEEGEN NOTES


FIN

ISH

FLO

OR

SEE

PLA

N

TOF

SEE

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WWF, SEEGEN NOTES



11" 8" 11"

2' - 6"

1' -

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8" CMU W/#5@48

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PHONE: 205.879.5660

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SECTION 3/4" = 1'-0"S3.02

1 SECTION 3/4" = 1'-0"S3.02

2

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3 SECTION 3/4" = 1'-0"S3.02

4

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SECTION 3/4" = 1'-0"S3.02

6 SECTION 3/4" = 1'-0"S3.02

7

1

SECTION 3/4" = 1'-0"S3.02

8

2

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"-16 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@ 48"

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


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


LT GA BOX HEADER TOBE DESIGNED BY LT GADESIGNER

JST

BR

G

SEE

PLA

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TOP

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B

SEE

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LT G

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RU

SS B

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SEE

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1

1

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



16 GA TRACK CONT


12" CMU, SEEFOUNDATIONSECTIONS FORREINF

HSS6X4X5/16CONT

EMBED PL 3/8"X12"X1'-0"W/ (4) 1/2"ØX2 5/8" H.STUDS @ 48"





JOIST, SEEPLAN



TOP

OF

SLA

B

SEE

PLA

N

JST

BR

G

SEE

PLA

N

LT G

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RU

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1

1

PREFABRICATEDLT GA TRUSSES@48" O.C.

1 1/2" METAL ROOFDECK, SEEGEN NOTES


HSS6X4X5/16CONT

EMBED PL3/8"X12"X1'-0"W/ (4) 1/2"ØX25/8" H. STUDS @ 48"

NON-COMPOSITESLAB, SEE GENERALNOTES


1/2"ØX3 1/2" H.STUDS@24" O.C. ALTERNATEON JOIST CHORDANGLES


JOIST, SEEPLAN


16 GA BENTPL CONT

VENEER, SEEARCH


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


1PREFABRICATEDLT GA TRUSSES@48" O.C.


VENEER, SEEARCH


LOOSE LINTEL,SEE PLAN


HSS6X4X5/16CONT

EMBED PL3/8"X12"X1'-0"W/ (4) 1/2"ØX25/8" H. STUDS @ 48"


1/2"ØX3 1/2" H.STUDS@24" O.C. ALTERNATEON JOIST CHORDANGLES



JOIST, SEEPLAN


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



1


JOIST, SEEPLAN



1 1/2"METAL ROOFDECK, SEEGEN NOTES


1' - 0"8"

VENEER, SEEARCH DWGS





HSS6X4X5/16CONT

EMBED PL 3/8"X12"X1'-0"W/ (4) 1/2"ØX2 5/8" H.STUDS @ 48"


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


5 5

/16

"

1

6

12

1


16 GA TRACK CONT


VENEER, SEEARCH



WINDOW, SEEARCH

6

12



HOLDDOWN BY TRUSSMANUF.

TRU

SS B

EAR

ING

SEE

PLA

N

16 GA BENTPL CONT

2' - 1"

5 3/

8"1

1


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



HOLDDOWN BYTRUSS MANUF.

TRU

SS B

EAR

ING

SEE

PLA

N

16 GA BENTPL CONT

1

1' -

5 7

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1

16 GA TRACKCONT


VENEER, SEEARCH



WINDOW, SEEARCH

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PLA

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1

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VENEER, SEEARCH

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EL

SEE

PLA

NVERTICAL SLIDECLIPS @EACHSTUD

BEAM, SEEPLAN


L6X4X5/16CONT (LLV)

6"8"

SEE

AR

CH

1

2' - 1"

5 3/

8"


16 GA TRACKCONT


8" 6"

6

12



16 GA BENTPL CONT

BRICK VENEER,SEE ARCHDWGS


TRU

SS B

EAR

ING

SEE

PLA

N

t 2

EACH STUDTYP

1/8 4

@48" O.C.TYP

1

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T.O

. STE

EL

SEE

PLA

N

WF BEAM,SEE PLAN

L3X3X1/4CONT

1 1/2" METALROOF DECK,SEE GENNOTES


C6X8.2 CONT

6

12




TRU

SS B

EAR

ING

SEE

PLA

N

16 GA BENTPL CONT

1' -

5 7

/8"

1

1/4



PHONE: 205.879.5660

FAX: 205.879.5606

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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

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WWF


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JOIST, SEEPLAN


VERTICAL SLIDECLIP @ EACHSTUD

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6"2"

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L3X3X1/4CONT

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SEE

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CH

L8X6X1/2 (LLH) CONTATTACH TO CMU W/3/4"Ø (HILTI HAS RODS @18" O.C. W/ HILTI HIT-HY 70ADHESIVE W/ 6 3/4"EMBEDMENT

8" BOND BEAMW/ 2#5 CONT

2

JOIS

T B

EAR

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SEE

PLA

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4"

4" J

ST S

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L4X4X1/4CONT

WWF



JOIST, SEEPLAN




8" 8"2




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MASONRYLINTEL, SEESCHEDULE

L6X6X5/16 CONT, ATTACHTO MASONRY WALLW/ 3/4"Ø HILTI HAS RODSUSING HILTI HIT-HY 70ADHESIVE @18" O.C. W/ 6 3/4"EMBEDMENT

WWF


JOIST, SEEPLAN

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8"8"

JOIS

T B

EAR

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SEE

PLA

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JOIS

T B

EAR

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SEE

PLA

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L4X4X1/4CONT

WWF


JOIST, SEEPLAN

T.O

. STE

EL

SEE

PLA

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VERTICAL SLIDECLIP @ EACHSTUD

6"-16 GA METALSTUDS @16" O.C.(600S162-54 OREQUAL)

L3X3X1/4CONT

4"

4" J

ST S

EAT

WF BEAM,SEE PLAN


VENEER,SEE ARCHDWGS

SEE

AR

CH

L8X6X1/2 (LLH) CONTATTACH TO CMU W/3/4"Ø (HILTI HAS RODS @18" O.C. W/ HILTI HIT-HY 70ADHESIVE W/ 6 3/4"EMBEDMENT


1

2



L6X6X5/16 CONT, ATTACHTO MASONRY WALLW/ 3/4"Ø HILTI HAS RODSUSING HILTI HIT-HY 70ADHESIVE @12" O.C W/ 6 3/4"EMBEDMENT

WWF


JOIST, SEEPLAN


JOIS

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PLA

N

4"

4" J

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8"8"2

2







WWF


8" DEEP BOND BEAM+ CUT BLOCK W/ 4#5CONT


JOIST, SEEPLAN

JOIS

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PLA

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SEE

AR

CH

SEE

AR

CH


MASONRY LINTEL,SEE SCHEDULE

4"

2


HSS6X2X1/4CONT DISTRIBUTIONMEMBER

16 GA TRACKCONT

6

12



HOLDDOWNBY TRUSSMANUF.

16 GA BENTPL CONT

TRU

SS B

EAR

ING

SEE

PLA

N

2' - 1"


5 3/

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1

1

6"8"

2

WINDOW,SEE ARCH

WINDOW,SEE ARCH




VENEER, SEEARCH PREFABRICATED

LT GA GIRDERTRUSS


SEE

AR

CH

DW

GS

SEE

AR

CH

DW

GS



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GA

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TR

USS

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G, S

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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

1



PHONE: 205.879.5660

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3

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8

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12" CMU W/#5@24




HSS BEAM,SEE PLAN


HSS BEAM,SEE PLAN

BOX HEADERBY LT GADESIGNER


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16 GA BENTPL CONT





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

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16 GA BENTPL CONT

1

1



1

1


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7 7/

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2

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2

16 GA PL CONT 16 GA PL CONT2 2



PHONE: 205.879.5660

FAX: 205.879.5606

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6

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CM

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T.O

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STUDS @16" O.C.(600S162-54 OREQUAL)











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16 GA BENTPL CONT



1

1

1

1

11

16 GA PL CONT 16 GA PL CONT2 2



PHONE: 205.879.5660

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L4X4X1/4CONT

WWF


16" BOND BEAM+ CUT BLOCKAS NEEDEDW/4#5 CONT

JOIS

T B

EAR

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PLA

N

HSS COLUMN,SEE PLAN


8" 1' - 0"

COVER ALL JOISTSEATS POCKETS W/CMU FACE SHELL

4"4"

JST

SEA

T

JOIST, SEEPLAN


L4X4X1/4CONT

WWF


8" BOND BEAM+ CUT BLOCK W/4#5 CONT

JOIS

T B

EAR

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SEE

PLA

N


COVER ALL JOISTSEATS/BEAM ENDPOCKETS W/CMU FACE SHELL

4"4"

JST

SEA

T

WF BEAM, SEEPLAN


CANOPY, SEEARCH DWGS

HSS 10X6X5/16CONT


SEE

AR

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DW

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CL




VERTICAL SLIDECLIP @EACHSTUD

HSS BEAM,SEE PLAN



4


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N 16 GA BENTPL CONT

HSS6x4x5/16BEYOND. PLACEON EACH SIDEOF WINDOWOPENING. (TYP@ APPARATUSBAYS)

1 CANOPYATTACHMENTROD BEYOND.ATTACH TOVERTICAL HSSEACH SIDE OFWINDOWOPENING.

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


HSS BEAM,SEE PLAN

HSS COLUMN,SEE PLAN


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

SEE TYPICAL DETAILSFOR CONNECTION TOCOLUMN

2



WWF


JOIST, SEEPLAN

JOIS

T B

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PLA

N



8"

4"4"



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SECTION 3/4" = 1'-0"S3.07

2 SECTION 3/4" = 1'-0"S3.07

3

SECTION 3/4" = 1'-0"S3.07

7 SECTION 3/4" = 1'-0"S3.07

8

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SECTION 3/4" = 1'-0"S3.07

4

2

2

2

2 2 2

2

2

4


T.O

.MA

SON

RY

21'-4

"

16 GA BENTPL CONT


8" CMU, SEEFOUNDATIONSECTION FORREINF

EMBED PL1/2"X7"XCONTW/ (2) 1/2"ØX6"H. STUDS @16"

1/4" CLOSUREPLATE

2' - 5"

1/4

1/4" CLOSUREPLATE

HSS4X4X5/16SPACED@48" O.C.

1/2" BENT PLSLOPED TOMATCH ROOF

HSS4X4X5/16FRAMED BTWNEACH HSS4X4DECK SUPPORTS

1


JOIS

T B

EAR

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SEE

PLA

N

L4X4X1/4CONT

WWF


16" DEEP BONDBEAM + CUT BLOCKW/4#5 CONT

JOIST, SEEPLAN


1' - 0" 8"

4"4"

COVER ALL JOISTSEATS POCKETS W/CMU FACE SHELL


SEE

AR

CH

8" DEEP BONDBEAM + CUT BLOCKW/2#5 CONT




WWF


JOIST, SEEPLAN


JOIS

T B

EAR

ING

SEE

PLA

N

4"4"

8"8"

2

6"-18 GA METALSTUDS @16" O.C.(600S162-54OR EQUAL)

HSS6X2X1/4CONTDISTRIBUTIONMEMBER

16 GA TRACKCONT

6

12



TRU

SS B

EAR

ING

SEE

PLA

N

16 GA BENTPL CONT



6"-18 GA METALSTUDS @16" O.C.(600S162-54OR EQUAL)

HSS6X2X1/4CONTDISTRIBUTIONMEMBER

16 GA TRACKCONT

6

12

VA

RIE

S



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

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SEE

PLA

NV

AR

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HOLDDOWN BYTRUSS MANUF

PROVIDE STRUTSBRACING AS REQ'DTO ACCOMODATETHRUST

PROVIDE STRUTSBRACING AS REQ'DTO ACCOMODATETHRUST


16 GA PL CONT

16 GA PL CONT

2

2

STRUCTURALSTEEL TRUSS,SEE PLAN

3 1/2" METAL ROOFDECK, SEEGENERAL NOTES

8" CMU,SEEFOUNDATIONSECTIONS FORREINF

VA

RIE

STR

USS

BEA

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G

SEE

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EMBED PL 3/8"X7 1/8" CONTW/ 6" H. STUDS @18" O.C.

1

16" MINIMUM DEPTHCAST-IN-PLACECONCRETE W/4#5 CONT. SLOPEW/ ROOF

1' - 8"


16" DEEP BONDBEAM W/ 4#5CONT. SLOPEW/ ROOF

8" CMU, FULLY GROUT& REINFORCE ALLCELLS W/ #5 VERTICAL

3 1/2" METAL ROOFDECK, SEE GENNOTES

VA

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L4X4X1/4CONT

1

11' - 8"

2

8" 8"

2

6

12


WORKINGPOINT

16 GA BENTPL CONT

T.O

. 12"

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33'-6

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7 7/

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3' - 8 3/8"

VENEER, SEEARCH

HSS BEAM,SEE PLAN

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VA

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HSS BEAM,SEE PLAN

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8" CMU,SEEFOUNDATIONSECTIONS FORREINF

TRU

SS B

RG

SEE

PLA

N

16 GA PL CONT

2

2



8"8"


LOOSE LINTEL,SEE SCHEDULE


SEE

AR

CH

DW

GS



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SECTION 3/4" = 1'-0"S3.08

1SECTION 3/4" = 1'-0"S3.08

3

SECTION 3/4" = 1'-0"S3.08

5

SECTION 3/4" = 1'-0"S3.08

7

SECTION 3/4" = 1'-0"S3.08

8 SECTION 3/4" = 1'-0"S3.08

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2

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2

6

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5"



4



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8"8"

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16 GA BENTPL CONT

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1' - 6"






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N

1 1/2" STEEL ROOFDECK, SEEGEN NOTES

16 GA BENTPL CONT

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7 7/

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2

2


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16" MINIMUM DEPTHCAST-IN-PLACECONCRETE W/4#5 CONT. MATCHROOF SLOPE



TRU

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16" DEEP BONDBEAM W/4#5 CONT


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.

1/2" BENT PL CONTDECK SUPPORT

HSS RIDGE BEAM,SEE PLAN

4

12



4

12

1



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SECTION 3/4" = 1'-0"S3.09

1

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

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SECTION 3/4" = 1'-0"S3.09

7

22 2

2

2

2

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

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SEE

PLA

N

4

12

4

12

WORKINGPOINT

WORKINGPOINT

74' - 2 1/16"

SPLICE POINTMID- SPAN



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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.

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