SHEET S0.1 – GENERAL NOTES SHEET S0.3 – ROOF SNOW

Transcription

ADDENDUM NO. 03
TO THE
Corner Greer & Associates, Inc.
716 South Main Street
Joplin, MO 64801
Telephone 417-206-3134
DLR Group
Architecture Engineering Design
7290 West 133rd Street
Overland Park, Kansas 66213
Telephone 913-897-7811
PROJECT MANUAL AND DRAWINGS
FOR
October 8, 2012
JOPLIN HIGH SCHOOL
PACKAGE 2 – FOUNDATIONS AND STRUCTURAL STEEL
JOPLIN, MISSOURI
FOR SEPARATE CONTRACTS
NOTICE TO BIDDERS: The Project Manual and Drawings for the above referenced project are hereby
amended as follows:
PROJECT MANUAL (NO ITEMS)
DRAWINGS
ITEM NO. 1
a.
SHEET S0.1 – GENERAL NOTES
ITEM NO. 2
a.
SHEET S0.3 – ROOF SNOW DRIFT PLAN
ITEM NO. 3
a.
SHEET S1.1A – FIRST LEVEL FOUNDATION PLAN-AREA A
ITEM NO. 4
a.
SHEET S1.1B – FIRST LEVEL FOUNDATION PLAN-AREA B
ITEM NO. 5
a.
SHEET S1.1C – FIRST LEVEL FOUNDATION PLAN-AREA C
ITEM NO. 6
a.
SHEET S1.1D – FIRST LEVEL FOUNDATION PLAN-AREA D
Sheet S0.1 is revised and reissued with Addendum No. 03 dated October 8, 2012.
Sheet S0.3 is issued with Addendum No. 03 dated October 8, 2012.
Sheet S1.1A is revised and reissued with Addendum No. 03 dated October 8, 2012.
Sheet S1.1B is revised and reissued with Addendum No. 03 dated October 8, 2012.
Sheet S1.1C is revised and reissued with Addendum No. 03 dated October 8, 2012.
Sheet S1.1D is revised and reissued with Addendum No. 03 dated October 8, 2012.
ADDENDUM NO. 03
Page - 1
ITEM NO. 7
a.
SHEET S1.1E – FIRST LEVEL FOUNDATION PLAN-AREA E
ITEM NO. 8
a.
SHEET S1.1F – FIRST LEVEL FOUNDATION PLAN-AREA F
Sheet S1.1E is revised and reissued with Addendum No. 03 dated October 8, 2012.
Sheet S1.1F is revised and reissued with Addendum No. 03 dated October 8, 2012.
ITEM NO. 9 SHEET S1.1G – FIRST LEVEL FOUNDATION PLAN-AREA G
a.
Sheet S1.1G is revised and reissued with Addendum No. 03 dated October 8, 2012.
ITEM NO. 10
a.
SHEET S1.1H – FIRST LEVEL FOUNDATION PLAN-AREA H
ITEM NO. 11
a.
SHEET S1.1J – FIRST LEVEL FOUNDATION PLAN-AREA J
ITEM NO. 12
a.
SHEET S1.1K – FIRST LEVEL FOUNDATION PLAN-AREA K
ITEM NO. 13
a.
SHEET S1.1L – FIRST LEVEL FOUNDATION PLAN-AREA L
ITEM NO. 14
a.
SHEET S1.1M– FIRST LEVEL FOUNDATION PLAN-AREA M
ITEM NO. 15
a.
SHEET S1.2B – SECOND LEVEL FLOOR FRAMING PLAN-AREA B
ITEM NO. 16
a.
SHEET S1.2C – SECOND LEVEL FLOOR FRAMING PLAN-AREA C
ITEM NO. 17
a.
SHEET S1.2D – SECOND LEVEL FLOOR FRAMING PLAN-AREA D
ITEM NO. 18
a.
SHEET S1.2E – SECOND LEVEL FLOOR FRAMING PLAN-AREA E
ITEM NO. 19
a.
SHEET S1.2F – SECOND LEVEL FLOOR FRAMING PLAN-AREA F
ITEM NO. 20
a.
SHEET S1.2G – SECOND LEVEL FLOOR FRAMING PLAN-AREA G
ITEM NO. 21
a.
SHEET S1.2H – MEZZANINE LEVEL FLOOR FRAMING PLAN-AREA H
ITEM NO. 22
a.
SHEET S1.2J – MEZZANINE LEVEL FLOOR FRAMING PLAN-AREA J
ITEM NO. 23
a.
SHEET S1.2K – SECOND LEVEL FLOOR FRAMING PLAN-AREA K
ITEM NO. 24
a.
SHEET S1.2L – SECOND LEVEL FLOOR FRAMING PLAN-AREA L
Sheet S1.1H is revised and reissued with Addendum No. 03 dated October 8, 2012.
Sheet S1.1J is revised and reissued with Addendum No. 03 dated October 8, 2012.
Sheet S1.1K is revised and reissued with Addendum No. 03 dated October 8, 2012.
Sheet S1.1L is revised and reissued with Addendum No. 03 dated October 8, 2012.
Sheet S1.1M is revised and reissued with Addendum No. 03 dated October 8, 2012.
ADDENDUM NO. 03
Page - 2
ITEM NO. 25
a.
SHEET S1.3B – THIRD LEVEL FLOOR FRAMING PLAN-AREA B
ITEM NO. 26
a.
SHEET S1.3C – THIRD LEVEL FLOOR FRAMING PLAN-AREA C
ITEM NO. 27
a.
SHEET S1.3D – THIRD LEVEL FLOOR FRAMING PLAN-AREA D
ITEM NO. 28
a.
SHEET S1.3E – THIRD LEVEL FLOOR FRAMING PLAN-AREA E
ITEM NO. 29
a.
SHEET S1.3F – THIRD LEVEL FLOOR FRAMING PLAN-AREA F
ITEM NO. 30
a.
SHEET S1.3G – THIRD LEVEL FLOOR FRAMING PLAN-AREA G
ITEM NO. 31
a.
SHEET S1.3H – THIRD LEVEL FLOOR FRAMING PLAN-AREA H
ITEM NO. 32
a.
SHEET S1.3J – THIRD LEVEL FLOOR FRAMING PLAN-AREA J
ITEM NO. 33
SHEET S1.3K – THIRD LEVEL EQUIPMENT PLATFORM FRAMING PLAN-
AREA K
a.
ITEM NO. 34
SHEET S1.3L – THIRD LEVEL EQUIPMENT PLATFORM FRAMING PLAN-
AREA L
a.
ITEM NO. 35
a.
SHEET S1.4A – ROOF LEVEL FRAMING PLAN-AREA A
ITEM NO. 36
a.
SHEET S1.4B – ROOF LEVEL FRAMING PLAN-AREA B
ITEM NO. 37
a.
SHEET S1.4C – ROOF LEVEL FRAMING PLAN-AREA C
ITEM NO. 38
a.
SHEET S1.4D – ROOF LEVEL FRAMING PLAN-AREA D
ITEM NO. 39
a.
SHEET S1.4E – ROOF LEVEL FRAMING PLAN-AREA E
ITEM NO. 40
a.
SHEET S1.4F – ROOF LEVEL FRAMING PLAN-AREA F
ITEM NO. 41
a.
SHEET S1.4K – ROOF LEVEL FRAMING PLAN-AREA K
Sheet S1.4A is revised and reissued with Addendum No. 03 dated October 8, 2012.
ADDENDUM NO. 03
Page - 3
ITEM NO. 42
a.
SHEET S1.4L – ROOF LEVEL FRAMING PLAN-AREA L
ITEM NO. 43
a.
SHEET S2.1 – FOUNDATION TYPICAL DETAILS
ITEM NO. 44
a.
SHEET S2.2 – FOUNDATION TYPICAL DETAILS
ITEM NO. 45
a.
SHEET S3.4 – FOUNDATION SECTIONS
ITEM NO. 46
a.
ITEM NO. 47
a.
ITEM NO. 48
a.
SHEET S4.1 – FLOOR FRAMING TYPICAL DETAILS
ITEM NO. 49
a.
SHEET S4.2 – FLOOR FRAMING TYPICAL DETAILS
ITEM NO. 50
a.
SHEET S5.3 – FLOOR FRAMING SECTIONS
ITEM NO. 51
a.
SHEET S6.1 – ROOF FRAMING TYPICAL DETAILS
ITEM NO. 52
a.
SHEET S6.2 –ROOF FRAMING TYPICAL DETAILS
ITEM NO. 53
a.
SHEET S8.3 –BRACE ELEVATIONS AND DETAILS
ITEM NO. 54
a.
SHEET S8.4 – BRACE ELEVATIONS
ITEM NO. 55
a.
SHEET S8.5 –BRACE ELEVATIONS
ITEM NO. 56
a.
SHEET S8.6 – BRACE ELEVATIONS
ITEM NO. 57
a.
SHEET S9.2 – MASONRY TYPICAL DETAILS
END OF ADDENDUM 03
ADDENDUM NO. 03
Page - 4
LOCATION
PRECAST UNIT TOPPING SLAB
CONCRETE OVER STEEL DECK
WALLS AND COLUMNS
ELEVATED SLABS AND BEAMS
SLABS-ON-GRADE
DRILLED PIERS (CAISSONS)
FOUNDATIONS
GRADE BEAM
28 DAY F'c
4,000 PSI
4,000 PSI
4,000 PSI
4,000 PSI
3,500 PSI
4,000 PSI
3,000 PSI
4,000 PSI
UNIT WT
NWT
NWT
NWT
NWT
NWT
NWT
NWT
NWT
W/C RATIO
0.48
0.48
0.45
0.45
0.48
0.55
0.55
0.48
MAX SLUMP
4"
4"
4"
4"
4"
4" MIN, 7" MAX
4"
4"
MAX AGG
3/4"
3/4"
1"
1"
1"
1"
1"
3/4"
CONCRETE CONTAINING SUPERPLASTICIZING ADMIXTURE SHALL HAVE A SLUMP NOT EXCEEDING 3" PRIOR TO ADDING
ADMIXTURE AND NOT EXCEEDING 8" AT PLACEMENT.
3.
THE ADDITION OF WATER TO A CONCRETE BATCH WITH INSUFFICIENT SLUMP SHALL NOT BE PERMITTED.
4.
SUBSTITUTION OF FLYASH FOR PORTLAND CEMENT IN SLABS-ON-GRADE AND STRUCTURAL SLABS SHALL NOT BE
PERMITTED.
5.
WITH EXCEPTION OF DRILLED PIERS AND COLUMNS, ALL CONCRETE SHALL BE PROPORTIONED FOR A MAXIMUM
ALLOWABLE UNIT SHRINKAGE OF 0.04% MEASURED AT 28 DAYS AFTER CURING IN LIME WATER AS DETERMINED BY
ASTM C157 USING AIR STORAGE. PROVIDE TEST RESULTS WITH MIXTURE DESIGN.
DRILLED PIERS:
1. DRILLED PIERS SHALL EXTEND INTO MATERIAL CAPABLE OF MEETING GEOTECHNICAL REQUIREMENTS
AND AS NOTED ON THE DRAWINGS. HEAVY DUTY DRILL BITS MAY BE NEEDED TO INSTALL PIERS TO FINAL BEARING
ELEVATION AND SHOULD BE ANTICIPATED IN THE CONTRACT PRICE. SEE GEOTECHNICAL REPORT FOR BORINGS.
CONTRACTOR COORDINATE ALL LOFT BLOCK AND HEAD BLOCK BEAM LATERAL BRACING SHOWN ON DRAWINGS TO AVOID
CONFLICTS WITH RIGGING LINE CONNECTIONS.
1
3
1
SEE STRUCTURAL PLANS FOR LOCATION OF SAFE ROOM. STRUCTURAL DESIGN IS BASED ON STRUCTURAL
RECOMMENDATIONS LISTED IN FEMA 361 : DESIGN AND CONSTRUCTION GUIDANCE FOR COMMUNITY SAFE ROOMS,
SECOND ED., AUG 2008" AND ICC 500-08 "ICC/NSSA STANDARD FOR THE DESIGN AND CONSTRUCTION OF STORM
SHELTERS". NO INTENT TO MEET ALL OF THE FEMA GUIDELINES IS IMPLIED OR STATED UNLESS THE STRUCTURAL
DRAWINGS SPECIFICALLY SATE THAT A "FEMA 361 SAFE ROOM" HAS BEEN PROVIDED.
2.
THE MINIMUM 28-DAY COMPRESSIVE STRENGTH OF THE CLAY MASONRY UNITS SHALL BE 3,350 PSI ON THE NET AREA,
PROVIDING A STRUCTURAL DESIGN COMPRESSIVE STRENGTH OF 1,500 PSI PER THE INTERNATIONAL BUILDING CODE,
TABLE 2105.2.2.1.1.
3.
MORTAR SHALL BE TYPE S IN ACCORD WITH THE INTERNATIONAL BUILDING CODE, TABLE 2103.8(1), MORTAR
PROPORTIONS, USING CEMENT LIME OR MORTAR CEMENT MIXES (MASONRY CEMENT IS NOT ACCEPTABLE).
4.
MINIMUM 28-DAY COMPRESSIVE STRENGTH OF GROUT SHALL BE THE GREATER OF 2,000 PSI OR THE COMPRESSIVE
STRENGTH OF THE MASONRY UNITS. AIR ENTRAINMENT AND OTHER ADDITIVES ARE NOT ACCEPTABLE IN GROUT MIX.
GROUT SHALL HAVE A SLUMP OF 8 TO 11 INCHES.
5.
MASONRY REINFORCING STEEL SHALL BE ASTM A615, GRADE 60. REINFORCING STEEL TO BE WELDED SHALL BE ASTM
A706, GRADE 60.
6.
HORIZONTAL JOINT REINFORCING SHALL BE STANDARD LADDER TYPE, GALVANIZED, AT 16-INCHES ON CENTER, UNLESS
OTHERWISE NOTED ON PLAN. SPACE JOINT REINFORCING AT 8-INCHES ON CENTER AT NON-CAVITY MULTIWYTHE WALLS.
COLLAR JOINT BETWEEN WYTHES OF NON-CAVITY MULTIWYTHE WALLS ARE TO BE MORTARED/GROUTED SOLID.
7.
MINIMUM BOND BEAM REINFORCING SHALL BE (1) #4 IN 6" WIDE BOND BEAMS, (2) #5 IN 8" WIDE BOND BEAMS AND (2) #6
IN 12" WIDE BOND BEAMS. BOND BEAM REINFORCING SHALL BE CONTINUOUS THROUGH CONTROL JOINTS EXCEPT AS
NOTED ON TYPICAL MASONRY WALL OPENING DETAIL.
8.
COMPOSITE DECK SHALL BE ATTACHED TO SUPPORTING STRUCTURAL MEMBERS BY 5/8” PUDDLE WELDS PLACED
AT EACH DECK RIB OR 12 INCHES ON CENTER MAX, DEPENDING ON THE DECK ORIENTATION RELATIVE TO THE SUPPORTING
MEMBERS. THIS WELD CAN BE OMITTED IN RIBS THAT HAVE SHEAR STUD CONNECTORS. SIDE LAPS BETWEEN ADJACENT
UNITS ARE TO BE WITH #10 TEK SCREWS AT 36 INCHES MAXIMUM (MINIMUM 2 SCREWS PER SPAN).
9.
PROVIDE 2 INCHES MINIMUM BEARING AT DECK SUPPORTS.
13. PROVIDE VERTICAL REINFORCING AT JAMB OPENINGS, ENDS AND CORNERS OF ALL WALLS AND EACH SIDE OF CONTROL
JOINTS. SPECIAL JAMB REINFORCING, WHERE REQUIRED, IS CALLED OUT ON THE PLANS.
HOLES SHALL BE DRILLED TO A PLUMBNESS TOLERANCE OF 2" IN ANY 10'-0" LENGTH. TOLERANCE FOR PLAN
LOCATION SHALL BE A MAXIMUM OF 5 PERCENT OF THE PIER DIAMETER, 2 1/2" MAX.
4.
DRILLED PIERS SHALL BEAR ON MACHINE CLEANED, INSPECTED SOIL STRATA.
17. GROUT SHALL BE MECHANICALLY CONSOLIDATED IN A MANNER TO FILL THE GROUT SPACE AND RECONSOLIDATED IN
ACCORD WITH THE INTERNATIONAL BUILDING CODE.
5.
THE GEOTECHNICAL ENGINEER/TESTING LABORATORY SHALL VERIFY SHAFT DIAMETER, DEPTH, BEARING STRATA, AND
PROPER CLEANING OF INSTALLATION.
18. PROVIDE GROUT AND MASONRY UNIT TESTING PRIOR TO AND DURING CONSTRUCTION IN ACCORD WITH THE
INTERNATIONAL BUILDING CODE.
6.
REBAR CAGE POSITION IN CENTER OF SHAFT SHALL BE HELD IN PLACE BY MEANS OF "WAGON WHEEL" REBAR
POSITIONERS OR EQUIVALENT.
19. TESTING LABORATORY, IN ACCORD WITH IBC REQUIREMENTS, SHALL INSPECT REINFORCEMENT PLACEMENT, GROUT
SPACES AND GROUTING OPERATION. MORTAR FIN PROJECTION INTO THE GROUT SPACE SHALL NOT EXCEED 1/2 INCH.
7.
CONCRETE SHALL BE PLACED IN SHAFT USING A CONTINUOUS TREMIE PIPE TO AVOID STRIKING REBAR CAGE AND
SHAFT SIDES DURING PLACEMENT. MAXIMUM HEIGHT OF FREE-FALL SHALL BE 10'-0". THE TOP 5'-0" OF DRILLED
PIERS SHALL BE MECHANICALLY VIBRATED.
20. WHERE STONE IS VENEERED TO MASONRY, PROVIDE TRUSS TYPE (GALV.) JOINT REINFORCING AT 16 INCHES ON CENTER
WITH "EYES".
16. ALL MASONRY BELOW HIGHEST ADJACENT GRADE SHALL BE GROUTED SOLID.
21. SPACE CONTROL JOINTS IN MASONRY WALLS SUCH THAT NO STRAIGHT RUN OF WALL EXCEEDS 24'-0". REGARDLESS
OF JOINT LAYOUT SHOWN ON ARCHITECTURAL DRAWINGS, THE CONTRACTOR SHALL NOT PLACE CONTROL JOINTS
ABOVE / BELOW OPENINGS OR WITHIN SCHEDULED JAMB EXTENTS. CONTROL JOINTS SHALL NOT JOG HORIZONTALLY.
22. SUBMIT SHOP DRAWINGS WITH PLANS AND ELEVATIONS CLEARLY INDICATING REBAR SIZE, SPACING, LAP LENGTH,
LINTELS, JAMBS, CONTROL JOINT LOCATIONS, FOOTING, SLAB, AND ROOF ELEVATIONS, WALL PENETRATION WITH
DIMENSIONS, BOND BEAM ELEVATIONS, ETC. FOR REVIEW AND APPROVAL IN ADDITION TO ANY OTHER REQUIREMENTS
LISTED IN THE SPECIFICATIONS.
3.
CONSTRUCTION JOINT LOCATIONS SHALL NOT OCCUR WITHIN EXTENTS OF ISOLATED SPREAD FOOTINGS
4.
CONTINUOUS FOOTINGS SHALL NOT HAVE CONSTRUCTION JOINTS IN A HORIZONTAL PLANE.
23. ALL CMU WALL OPENINGS REQUIRE LINTELS AS DEFINED IN THE “TYPICAL MASONRY LINTEL DETAIL/ SCHEDULE.”
5.
SIDES OF FOOTINGS SHALL BE FORMED. IF EXCAVATIONS ARE MADE NEATLY AND FOOTING WIDTHS ARE
INCREASED A MINIMUM OF TWO INCHES, SIDES MAY BE CAST AGAINST THE EARTH CUT. THE ADDITIONAL WIDTH IS
NECESSARY TO PROVIDE THE PROPER REINFORCING COVER FOR THIS CONSTRUCTION METHOD.
24. REFER TO TYPICAL DETAILS FOR MASONRY DETAILS AND REQUIREMENTS NOT SHOWN IN SECTIONS OR PLANS.
LATERAL RESISTANCE SYSTEM:
1. LATERAL LOAD SYSTEM CONSISTS OF FLOOR/ROOF DIAPHRAGMS TRANSFERRING LATERAL LOADS TO
MASONRY/CONCRETE SHEAR WALLS/STRUCTRUAL STEEL X-BRACING.
2.
LATERAL LOAD SYSTEM CONSISTS OF FLOOR/ROOF DIAPHRAGMS TRANSFERRING LATERAL LOADS TO
MOMENT RESISTING STEEL FRAMES.
3.
STEEL FRAME IS A "NON-SELF-SUPPORTING" STEEL FRAME REQUIRING INTERACTION OF THE STEEL FRAMING,
FLOOR/ROOF DIAPHRAGMS AND SHEAR WALLS/X-BRACING. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING
AS NECESSARY TO PROVIDE SUPPORT OF FRAMING UNTIL ALL ATTACHMENTS ARE COMPLETE, INCLUDING
STRUCTURAL STEEL, STRUCTURAL STEEL TO DIAPHRAGM/SHEAR WALLS, AND DIAPHRAGM TO SHEAR
WALLS/BRACED FRAMES.
FOUNDATIONS:
1. FOUNDATION DESIGN IS BASED ON GEOTECHNICAL INVESTIGATION PERFORMED BY PALMERTON & PARRISH, INC.,
JOB NO. 207620, DATED JUNE 14, 2012. A COPY OF THE GEOTECHNICAL INVESTIGATION REPORT IS
INCLUDED IN THE PROJECT SPECIFICATIONS. BASED ON THE GEOTECHNICAL REPORT, THE FOLLOWING
HAS BEEN ASSUMED:
-
MINIMUM FROST DEPTH =
ALLOWABLE SOIL BEARING PRESSURE
SPREAD FOOTING (MAT)
CONTINUOUS FOOTING
EQUIVALENT ACTIVE (UNRESTRAINED) FLUID PRESSURE =
EQUIVALENT AT-REST (RESTRAINED) FLUID PRESSURE =
EQUIVALENT PASSIVE FLUID PRESSURE =
COEFFICIENT OF FRICTION =
PIER SKIN FRICTION PRESSUE
SHALE
LIMESTONE
PIER END BEARING PRESSURE
SHALE
LIMESTONE
SUBGRADE SHALL BE PREPARED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. CONTRACTOR SHALL READ AND
FAMILIARIZE HIMSELF WITH THE GEOTECHNICAL REPORT. IF DISCREPANCIES EXIST BETWEEN PROJECT SPECIFICATIONS
AND GEOTECHNICAL REPORT, THE GEOTECHNICAL REPORT SHALL SUPERCEDE THE SPECIFICATIONS.
3.
ALL SLABS SHOWN ON STRUCTURAL DRAWINGS REQUIRE REINFORCING. UNLESS OTHERWISE CALLED OUT ON DRAWINGS,
REINFORCE SLABS WITH 6x6/W2.1xW2.1 WELDED WIRE REINFORCING.
3,000 PSF
2,500 PSF
45 PCF
70 PCF
600 PSF
0.4
1,000 PSF
2,000 PSF
SUBGRADE SHALL BE PREPARED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS. CONTRACTOR SHALL READ
AND FAMILIARIZE HIMSELF WITH THE GEOTECHNICAL REPORT. IF DISCREPANCIES EXIST BETWEEN PROJECT
SPECIFICATIONS AND GEOTECHNICAL REPORT, THE GEOTECHNICAL REPORT SHALL SUPERCEDE THE SPECIFICATIONS.
3.
ALL FOUNDATION WALLS ARE DESIGNED TO BE RESTRAINED IN THE COMPLETED STRUCTURE, UNLESS
OTHERWISE NOTED. CONNECTING CONSTRUCTION SHALL BE INSTALLED, INCLUDING INSTALLATION OF FLOOR/ROOF
DIAPHRAGM AND THEIR ATTACHMENTS, PRIOR TO BACKFILLING WALL. CONCRETE DIAPHRAGMS SHALL
REACH 75% OF REQUIRED 28 DAY COMPRESSIVE STRENGTH PRIOR TO BACKFILLING.
4.
WALLS ARE NOT DESIGNED TO WITHSTAND TEMPORARY CONSTRUCTION LOADS, INCLUDING WIND AND
SEISMIC. CONTRACTOR'S ENGINEER IS RESPONSIBLE FOR DESIGN OF TEMPORARY SHORING.
5.
BACKFILLING AGAINST FOUNDATION WALLS WHERE GRADE IS PRESENT ON BOTH SIDES SHALL BE PREFORMED
SUCH THAT THE DIFFERENCE IN SOIL HEIGHT ON EACH SIDE DOES NOT EXCEED 2 FEET.
6.
TEMPORARY FROST PROTECTION SHALL BE PROVIDED DURING COLD WEATHER FOR ALL FOUNDATIONS.
7.
CONTRACTOR SHALL PROVIDE FOR PROPER DEWATERING OF ALL EXCAVATIONS.
8.
NEW FOOTINGS LOCATED IMMEDIATELY ADJACENT TO EXISTING FOOTINGS SHALL BE FOUNDED AT THE SAME
ELEVATIONS AS THE EXISTING FOUNDATIONS UNLESS OTHERWISE NOTED. UNDER NO CIRCUMSTANCE
SHALL THE EXISTING FOOTINGS BE UNDERMINED BY NEW CONSTRUCTION.
CONCRETE CONSTRUCTION:
1. CONCRETE WORK SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF ACI 301 AND ACI 318.
PROVIDE A FORMED CONSTRUCTION KEYWAY BETWEEN ALL HORIZONTAL AND VERTICAL POUR EDGES EXCEPT
CONCRETE TOPPING SLABS. PROVIDE WATERSTOPS FOR ALL CONSTRUCTION JOINTS BELOW WATER TABLE
AND WHERE INTERIOR SLAB-ON-GRADE IS BELOW EXTERIOR GRADE.
3.
CONCRETE SHALL BE MECHANICALLY CONSOLIDATED IN ACCORD WITH ACI 309.
4.
CONTROL (CONTRACTION OR CONSTRUCTION) JOINTS SHALL BOUND ALL CONCRETE SLAB-ON-GRADE AS SHOWN ON
THE DRAWINGS.
5.
PROVIDE DOVETAIL ANCHOR SLOTS WHERE MASONRY/STONE IS VENEERED TO CONCRETE. PLACE SLOTS VERTICALLY AT
32 INCHES OC MAXIMUM. PROVIDE DOVETAIL ANCHOR FOR EACH TWO SQUARE FEET OF VENEER SURFACE.
MANUFACTURER SHALL SUBMIT CALCULATIONS AND DRAWINGS SEALED BY A CIVIL OR STRUCTURAL ENGINEER
REGISTERED IN THE STATE IN WHICH THE PROJECT IS LOCATED FOR ALL JOISTS AND JOIST GIRDERS. CALCULATIONS
SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS AND CLEARLY SHOW ALL DESIGN LOADS. SHOP
DRAWINGS SUBMITTED WITHOUT SIGNED AND SEALED CALCULATIONS ARE GROUNDS FOR REJECTION.
7.
LIVE LOAD DEFLECTIONS SHALL BE LIMITED TO SPAN/240 AT SIMPLE SPAN ROOF MEMBERS AND TO SPAN/360 AT
SIMPLE SPAN FLOOR MEMBERS. ALL JOISTS AND JOIST GIRDERS SHALL BE CAMBERED FOR THE DESIGN DEAD LOAD.
8.
ALL JOISTS AND JOIST GIRDERS SHALL BE DESIGNED, FABRICATED, AND ERECTED IN ACCORDANCE WITH THE
APPLICABLE U.L. LISTINGS PER THE ARCHITECTURAL DRAWINGS.
9.
PROVIDE SLOPED AND/OR SLOPED AND SKEWED BEARING SEATS AS REQUIRED FOR ROOF SLOPE.
STEEL PIPE SHALL MEET ASTM A53, TYPE E OR S.
6.
STEEL PLATE FOR PLATE GIRDERS SHALL MEET ASTM A992 (GRADE 50). STEEL PLATE MEETING ASTM A572,
GRADE 50 IS AN ACCEPTABLE SUBSTITUTE.
A QUALIFIED ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT IS LOCATED SHALL DESIGN THE UNITS. UNITS
SHALL BE DESIGNED FOR CONSTRUCTION, HANDLING, ERECTION, AND IN-PLACE CODE PRESCRIBED LOADS AND ANY
ADDITIONAL LOADS SHOWN ON THE DRAWINGS. ALL CONNECTIONS AND EMBEDS SHALL BE BY THE UNIT MANUFACTURER
INCLUDING CONNECTION TO THE FOUNDATIONS.
7.
BOLTS AT STEEL TO STEEL CONNECTIONS SHALL BE 3/4-INCH DIAMETER, ASTM A325-N, AND TIGHTENED TO THE
SNUG TIGHT CONDITION AS DEFINED BY AISC UNLESS OTHERWISE NOTED. WHERE CONNECTIONS ARE NOTED TO BE
ASTM A 325-SC, BOLTS SHALL BE TIGHTENED TO THE MINIMUM PRETENSION FOR FULLY TIGHTENED BOLTS BY ONE OF
THE AISC APPROVED METHODS.
DESIGN WALL PANEL UNITS FOR VERTICAL DEAD AND LIVE LOADS, WIND/SEISMIC LOADS PERPENDICULAR TO PANEL
FACE, AS PREVIOUSLY NOTED, AND SEISMIC LOAD PARALLEL TO PANEL FACE TO MATCH DIAPHRAGM CONNECTION
CAPACITY (SEE DETAILS FOR CONNECTION CAPACITY). IN ADDITION, DESIGN FOR SPECIAL LOADS WHERE SHOWN ON THE
DRAWINGS.
8.
ANCHOR BOLTS IN CONCRETE OR MASONRY SHALL BE 3/4-INCH DIAMETER ASTM F1554 GRADE 55, WELDABLE,
UNLESS NOTED OTHERWISE.
9.
FIELD BOLTING INSTALLATION SHALL BE INSPECTED IN ACCORD WITH THE BUILDING CODE AND THE AISC MANUAL.
5.
PRECAST SUPPLIER IS RESPONSIBLE FOR DESIGN, DETAILING AND FURNISHING OF ALL HEADERS, POUR STRIPS, UNIT
LAYOUT, OPENINGS THROUGH FLOOR, ETC., AS NECESSARY TO PROVIDE FOR A COMPLETE INSTALLATION.
6.
UNITS SHALL HAVE ONE HOUR UNRESTRAINED FIRE RESISTANCE RATING IN ACCORD WITH UL J949 AND SHALL HAVE UL
LABELS.
10. ALL WELDING SHALL CONFORM TO THE PROVISIONS OF THE AMERICAN WELDING SOCIETY CODE AWS D1.1. ELECTRODES
SHALL MATCH BASE METALS AS SPECIFIED IN IBC. ALL WELDING OF ASTM A706 REINFORCING STEEL TO STRUCTURAL
STEEL SHALL BE IN ACCORD WITH AWS D1.4 USING E70 ELECTRODES.
7.
ALL OPENINGS REQUIRING CUTTING OF STRANDS SHALL BE BY UNIT MANUFACTURER. COORDINATE WITH MECHANICAL,
ELECTRICAL AND OTHER TRADES INVOLVED.
8.
DEFLECTION OF PRECAST FLOOR FRAMING MEMBERS SUPPORTING MASONRY BEARING OR PARTITION WALLS ABOVE
SHALL NOT EXCEED SPAN/480 FOR FULL DEAD AND LIVE LOAD INCLUDING LONG TERM DEFLECTIONS DUE TO ALL
SUSTAINED LOADS.
9.
DEFLECTION OF PRECAST ROOF OR FLOOR FRAMING MEMBERS NOT SUPPORTING MASONRY WALLS ABOVE SHALL NOT
EXCEED SPAN/600 FOR LIVE LOAD ONLY, AND NOT TO EXCEED SPAN/240 FOR DEAD AND LIVE LOADS.
20,000 PSF
60,000 PSF
11. THE TESTING LABORATORY SHALL VISUALLY INSPECT ALL FIELD WELDING. ALL COMPLETE PENETRATION WELDS SHALL
BE TESTED AND CERTIFIED BY AN INDEPENDENT TESTING LABORATORY.
12. ALL BOLTS (HIGH STRENGTH, ANCHOR BOLTS, EXPANSION BOLTS, ADHESIVE ANCHORS, ETC.) SHALL BE INSTALLED
WITH STEEL WASHERS.
13. ALL WELDS SHOWN ON THE DRAWINGS SHALL BE SHOP WELDS UNLESS NOTED OTHERWISE. CONTRACTOR MAY
SUBSTITUTE FIELD WELDS FOR SHOP WELDS AT HIS DISCRETION. SHOP DRAWINGS SHALL CLEARLY NOTE SHOP AND
FIELD WELDS.
10. PRECAST DESIGN SHALL COMPLY WITH ALL FEMA 361 REQUIREMENTS AND A SET OF CALCULATIONS SHALL BE
SUBMITTED TO FEMA FOR REVIEW. (SEE ALSO "FEMA 361 SAFE ROOM LOADS AND CRITERIA" SECTION).
14. THE CONTRACTOR SHALL RETAIN A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHICH THE PROJECT IS
LOCATED TO DESIGN ALL STEEL CONNECTIONS NOT FULLY DETAILED IN THE DRAWINGS. CONNECTION DESIGN
CALCULATIONS BEARING THE SEAL AND SIGNATURE OF THE ENGINEER RESPONSIBLE FOR THEIR PREPARATION
SHALL BE SUBMITTED WITH THE SHOP DRAWING SUBMITTAL.
11. PRECAST SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY THE LICENSED ENGINEER RESPONSIBLE OF THEIR
PREPARATION.
15. CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF THE BUILDING SYSTEM AT ALL TIMES DURING THE ERECTION
PROCESS. CONTRACTOR SHALL CONSIDER EFFECTS FROM WIND, SEISMIC, AND OTHER LOADING DURING CONSTRUCTION.
12. COORDINATE WITH ALL OTHER TRADES WHICH PRECAST CONCRETE INTERACTS. THIS INCLUDES BUT IS NOT LIMITED
TO COORDINATING WITH MASONRY, STEEL, CAST-IN-PLACE CONCRETE, JOIST, AND METAL DECK SUPPLIER. WHERE
MISALIGNMENT OF STEEL EMBEDDED PLATES DUE TO IMPROPER COORDINATION OCCURS, THE CONTRACTOR SHALL
HIRE AN ENGINEER LICENSED IN THE STATE IN WHICH THE PROJECT IS LOCATED TO PRODUCE A REPAIR AND SUBMIT
THE REPAIR DETAIL WITH CALCULATIONS TO THE ENGINEER OF RECORD FOR REVIEW AND APPROVAL PRIOR TO
INSTALLATION.
16. CONNECTIONS SHALL BE DESIGNED TO SUSTAIN THE FACTORED (LRFD) REACTIONS NOTED. WHERE NO REACTION HAS
BEEN PROVIDED, THE CONNECTION CAPACITY SHALL NOT BE LESS THAN ONE-HALF THE MAXIMUM FACTORED UNIFORM
LOAD LISTED IN THE AISC CONSTRUCTION MANUAL FOR THE GIVEN SPAN.
13. PRECAST SEATING UNITS SHALL BE DESIGNED WITH FIXED CONNECTIONS AT ONE END AND ALLOWED TO SLIP SLIGHTLY
AT THE OTHER END. ALL PRECAST SEATING UNITS SHALL BE DESIGNED TO HAVE A MINIMUM FUNDAMENTAL FREQUENCY
OF 4HZ AND SHALL BE CHECKED FOR VIBRATION. PRECAST SUPPLIER SHALL REVIEW ALL CONNECTIONS TO RAKERS BY
OTHER TRADES AND SHALL PROVIDE ANY ADDITIONAL HARDWARE NOT SHOWN ON DRAWINGS NECESSARY FOR ADEQUATE
SUPPORT.
1
ALL STEEL JOISTS AND JOIST GIRDERS SHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORD WITH IBC SECTION
2208, OPEN WEB STEEL JOISTS AND THE STANDARD SPECIFICATIONS FOR STEEL JOIST, K-SERIES, LH-SERIES,
DLH-SERIES AND JOIST GIRDERS, PUBLISHED BY THE STEEL JOIST INSTITUTE.
6.
5.
4.
2.
JOIST SHOE DEPTH SHALL BE 2 1/2" AT K SERIES JOIST, 6 1/2" LH SERIES JOISTS, UNLESS OTHERWISE NOTED. IF
SHOE DEPTH IS DIFFERENT THAN NOTED, JOIST SUPPLIER SHALL COORDINATE TOP OF STEEL BEAM ELEVATIONS
WITH STEEL SUPPLIER PRIOR TO FABRICATION.
PROVIDE UNITS AS SHOWN ON THE DRAWINGS. MINIMUM 28-DAY CONCRETE COMPRESSIVE STRENGTH SHALL NOT BE
LESS THAN 5,000 PSI. HOLLOW CORE JOINTS SHALL BE GROUTED SOLID. DOUBLE TEE FLANGES
SHALL BE CONNECTED IN ACCORD WITH MANUFACTURER'S STANDARD DETAIL TO RESIST A SHEAR LOAD OF 1,000
LBS/FT VERTICALLY AND HORIZONTALLY.
3.
STEEL JOISTS AND JOIST GIRDERS:
1. FABRICATOR SHALL BE AN "APPROVED FABRICATOR" IN ACCORD WITH IBC SECTION 1704.2, REGISTERED AND APPROVED
BY THE LOCAL BUILDING DEPARTMENT.
5.
STEEL TUBE SHALL MEET ASTM A500, GRADE B.
17. ALL BOLTED MOMENT CONNECTIONS SHALL UTILIZE HIGH STRENGTH SLIP CRITICAL BOLTS.
18. CONNECTIONS SHOWN ON CONSTRUCTION DOCUMENTS ARE FOR CONCEPTUAL PURPOSES ONLY.
19. COORDINATE WITH ALL OTHER TRADES WITH WHICH STEEL INTERACTS. THIS INCLUDES BUT IS NOT LIMITED TO
COORDINATING WITH MASONRY, CAST-IN-PLACE CONCRETE, JOIST, AND METAL DECK SUPPLIER. WHERE MISALIGNMENT
OF STEEL EMBEDDED PLATES DUE TO IMPROPER COORDINATION OCCURS, THE CONTRACTOR SHALL HIRE AN ENGINEER
LICENSED IN THE STATE IN WHICH THE PROJECT IS LOCATED TO PRODUCE A REPAIR AND SUBMIT THE REPAIR DETAIL
WITH CALCULATIONS TO THE ENGINEER OF RECORD FOR REVIEW AND APPROVAL PRIOR TO INSTALLATION.
20. CONTRACTOR IS RESPONSIBLE FOR DESIGNING ALL STEEL TRUSS AND/OR BRACE CONNECTIONS FOR THE ULTIMATE
MEMBER FORCES SHOWN IN ACCORDANCE WITH AISC LRFD SPECIFICATIONS. IF A MEMBER FORCE IS NOT SHOWN,
THE CONNECTION SHALL BE DESIGNED FOR THE FULL TENSION CAPACITY OF THE MEMBER. CONNECTIONS SHALL BE
DESIGNED TO TRANSFER THE MAXIMUM COMBINATION OF THE FORCES OF ALL MEMBERS FRAMING INTO THE JOINT.
21. ALL MEMBER FORCES SHOWN ARE TO BE TRANSFERRED TO THE WORK POINT. THE WORK POINT IS DEFINED AS THE
INTERSECTION OF ALL CENTROIDS OF THE MEMBERS FRAMING INTO THE JOINT. AT BRACED FRAMES WHERE
HORIZONTAL MEMBERS FRAMING INTO THE JOINT HAVE VARYING DEPTHS, AND SIMILAR TOP OF STEEL ELEVATIONS,
THE WORK POINT SHALL BE BASED ON THE CENTER LINE OF THE HORIZONTAL MEMBER OF LEAST DEPTH (IE, THE
WORKPOINT WILL NOT NECESSARILY CORRESPOND TO THE DEEPER MEMBER).
22. THE MEMBER SIZES SHOWN ON THE DRAWINGS DO NOT ACCOUNT FOR NET AREA REDUCTION DUE TO BOLT HOLES.
PROVIDE SHOP WELDED MEMBER END SUPPLEMENT PLATES WHERE REQUIRED FOR BOLT HOLE NET-AREA REDUCTION.
ALL MEMBER END SUPPLEMENT PLATES, SPLICE PLATES, FILLER PLATES AND GUSSET PLATES OF TRUSS CONNECTIONS
SHALL BE ASTM A572, GRADE 50.
REVIEW OF SHOP DRAWINGS DOES NOT RELIEVE THE CONTRACTOR FROM CONFORMANCE WITH THE INTENT OF THE
DRAWINGS. REVIEW DOES NOT IMPLY OR STATE THAT THE FABRICATOR HAS CORRECTLY INTERPRETTED THE
CONSTRUCTION DOCUMENTS.
4.
CONTRACTOR SHALL SUBMIT CALCULATIONS WITH THE SHOP DRAWING SUBMITTALS, SIGNED AND SEALED BY THE
ENGINEER, LICENSED IN THE STATE WHICH THE PROJECT IS LOCATED, RESPONSIBLE FOR THEIR PREPARATION
WHEN REQUIRED IN THE SPECIFICATIONS (SEE ALSO 'DEFERRED SUBMITTALS').
5.
COPIES OF THE CONTRACT DOCUMENTS SHALL NOT BE SUBMITTED AS SHOP DRAWINGS. CONTRACT DRAWINGS SHOW
ONLY GENERAL DESIGN INTENT. FINAL SHOP DRAWING SECTIONS SHALL PROVIDE SIZES, LAYOUT, EXACT DIMENSIONS,
ELEVATIONS, GRADES OF MATERIALS, ETC., SPECIFIC TO EACH LOCATION.
6.
SHOP DRAWINGS SHALL BE REVIEWED AND STAMPED BY THE GENERAL CONTRACTOR OR CONSTRUCTION MANAGER
PRIOR TO SUBMITTING TO DLR GROUP. REQUEST FOR INFORMATION FOR ITEMS SUCH AS OVERALL BUILDING GEOMETRY,
ELEVATIONS, ETC. SUBMITTED THROUGH SHOP DRAWINGS SHALL BE DETERMINED BY THE CONTRACTOR. IF GEOMETRY
CANNOT BE DETERMINED FROM THE DRAWINGS, THE CONTRACTOR SHALL SUBMIT AN RFI AND COORDINATE THE
RESPONSE WITH ALL AFFECTED TRADES PRIOR TO FABRICATION.
2.
DEFERRED SUBMITTAL CALCULATIONS AND/OR SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY THE ENGINEER
RESPONSIBLE FOR THEIR PREPARATION AND SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW WITH THE SHOP
DRAWING SUBMITTAL. ONCE REVIEWED, CONTRACTOR SHALL FORWARD TO THE BUILDING DEPARTMENT FOR APPROVAL.
FABRICATION AND/OR INSTALLATION OF DEFERRED SUBMITTAL ITEMS SHALL NOT OCCUR UNTIL APPROVAL
OF THE BUILDING DEPARTMENT IS RECEIVED.
3.
REFER TO SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.
15. METAL DECK ATTACHMENTS SHALL BE INSPECTED BY TESTING LABORATORY.
DESIGN JOISTS AND BRIDGING TO RESIST A NET UPLIFT OF 15 PSF. JOISTS WITHIN 10'-0" OF BUILDING EDGES AND
RIDGES SHALL BE DESIGNED FOR A NET WIND UPLIFT LOAD OF 25 PSF.
4.
3.
14. CONCRETE TOPPING SLABS AND THICKNESSES SHOWN ON PLANS AND DETAILS ARE NOMINAL THICKNESSES. ACTUAL
THICKNESSES WILL VARY DUE TO BEAM CAMBERS AND DECK/ BEAM DEFLECTIONS. PROVIDE THICKNESSES AS REQUIRED
TO ACHIEVE A LEVEL FLOOR WITH A MINIMUM ACTUAL THICKNESS NOT LESS THAN THE THICKNESS CALLED OUT ON PLANS
MINUS 1/4”.
4.
STRUCTURAL STEEL SHALL MEET ASTM A36 UNLESS NOTED OTHERWISE. STRUCTURAL STEEL WIDE FLANGE SHAPES
SHALL MEET ASTM A992 (GRADE 50).
THE SUBMITTAL SCHEDULE PROVIDED BY THE CONTRACTOR IS NECESSARY TO PROVIDE REASONABLE TIME TO STAFF
APPROPRIATELY FOR THE SCHEDULED SUBMITTALS. THE SUBMITTAL ENGINEER'S REVIEW SCHEDULE IS SUBJECT
STRICTLY TO THE SUBMITTAL SCHEDULE PROVIDED BY THE CONTRACTOR.
13. LOADS EXCEEDING 50 LBS SHALL NOT BE PERMITTED TO BE HUNG FROM METAL DECKING. HANGERS FOR DUCTWORK,
PIPING, ELECTRICAL CONDUITS, ETC SHALL BE HUNG DIRECTLY FROM STRUCTURAL STEEL OR ANCHORS EMBEDDED IN
CONCRETE. SUBMIT HANGING LOAD LAYOUT FOR REVIEW.
26. ALL CMU LOAD BEARING WALLS REQUIRE IBC LEVEL 1 SPECIAL INSPECTION AND SHALL BE SPECIAL INSPECTED FOR
REINFORCING PLACEMENT, SIZE, POSITIONERS, AND LAP LENGTHS PRIOR TO POURING GROUT.
3.
2.
12. CONCRETE REQUIRED FOR COMPOSITE ACTION SHALL MEET 28-DAY COMPRESSIVE STRENGTH PRIOR TO SUPPORTING
TOPPING SLABS AND/OR MASONRY WALLS OR OTHER HEAVY LOADS.
SIZE, TYPE AND SPACING OF JOIST BRIDGING TO BE IN ACCORDANCE WITH STEEL JOIST INSTITUTE RECOMMENDATIONS.
USE 'X'-BRIDGING AT DISCONTINUOUS ENDS OF BRIDGING. LOCATE BRIDGING TO AVOID MECHANICAL OPENINGS.
STRUCTURAL STEEL:
1. FABRICATOR SHALL BE AISC CERTIFIED AND AN "APPROVED FABRICATOR" IN ACCORDANCE WITH IBC SECTION
1704.2, REGISTERED AND SPPROVED BY THE LOCAL BUILDING DEPARTMENT. AISC CERTIFICATION SHALL BE SHOWN
CLEARLY ON THE SHOP DRAWINGS TO AVOID SHOP DRAWINGS BEING REJECTED.
2.
DEFERRED SUBMITTALS:
1. THE FOLLOWING ITEMS ARE DEFERRED SUBMITTAL ITEMS:
CONCRETE MIXTURE DESIGN
MORTAR AND GROUT DESIGN
PRECAST CONCRETE UNITS
STEEL JOISTS
METAL STAIRS
STRUCTURAL STEEL CONNECTIONS
COLD-FORMED METAL FRAMING
11. COMPOSITE DECK DESIGN IS INTENDED TO BE UNSHORED UNLESS OTHERWISE NOTED. IT IS THE CONTRACTOR’S
RESPONSIBILITY TO CHECK ALL DECKING CONDITIONS TO DETERMINE IF THE DECKING HAS SUFFICIENT STRENGTH AND
STIFFNESS FOR CONSTRUCTION LOADING. CONTRACTOR SHOULD CONSIDER USING SHORING WHERE FLOOR FLATNESS
AND LEVELNESS NUMBERS ARE REQUIRED. FLOOR FLATNESS AND LEVELNESS NUMBERS CAN BE MEASURED IN THE
SHORED CONDITION WHEN SHORES ARE USED. WHEN SHORING IS USED, CONTRACTOR SHALL PROVIDE ALL ENGINEERING
DESIGN OF SHORING AND SUBMIT FOR REVIEW.
3.
ALL COMPLETE JOINT PENETRATION WELDS SHALL BE ULTRASONIC TESTED BY THE INSPECTION AGENCY.
STRUCTURAL PRECAST CONCRETE:
1. FABRICATOR SHALL BE AN "APPROVED FABRICATOR" IN ACCORD WITH IBC SECTION 1704.2, REGISTERED AND APPROVED
BY THE LOCAL BUILDING DEPARTMENT.
10. ALL DECK SHALL BE CONTINUOUS OVER 3 SPANS UNLESS OTHERWISE NOTED. WHERE LESS THAN 3 SPANS IS AVAILABLE,
PROVIDE, FOR THE ACTUAL SPAN CONDITION, DECK GAGE CAPABLE OF SUPPORTING PUBLISHED DEAD AND LIVE LOAD
CAPACITIES AND CONSTRUCTION SPANS NOTED FOR 3 SPAN CONDITIONS. THE DECK SUPPLIER SHALL VERIFY THAT THE
DECK SUPPLIED MEETS OR EXCEEDS THE REQUIRED CLEAR SPANS FOR THE ACTUAL PROJECT AND SHALL POST THE
ALLOWABLE CONSTRUCTION CLEAR SPANS CLEARLY ON THE SHOP DRAWINGS. IF LOCATIONS EXIST ON THE PROJECT
THAT EXCEED THE ALLOWABLE CONSTRUCTION CLEAR SPAN, THE SUPPLIER SHALL INCREASE THE DECK THICKNESS AS
NECESSARY TO ACCOMMODATE ACTUAL SPAN CONDITION.
25. CONTRACTOR SHALL REMOVE AND REPLACE WALL AT HIS COST IF WALL IS FOUND TO BE CONSTRUCTED WITHOUT
REBAR POSITIONERS.
2.
2'-6"
2.
2.
2.
ROOF DECK SHALL HAVE A MINIMUM YIELD STRENGTH, FY =33 KSI
ROOF DECK SHALL BE ATTACHED TO SUPPORTING STRUCTURAL MEMBERS TO RESIST 300 PLF DIAPHRAGM SHEAR,
UNLESS OTHERWISE NOTED ON DRAWINGS. ATTACH DECK AT PERIMETER TO MEET OR EXCEED THE MINIMUM
FACTORY MUTUAL REQUIREMENTS DESIGNATED BY THE ARCHITECT WHERE APPLICABLE.
23. REFER TO ARCHITECTURAL DRAWINGS FOR ALL NON-LOAD BEARING CMU WALLS AND REINFORCE AS FOLLOWS,
UNLESS OTHERWISE NOTED:
6” AND 8” CMU:
(1) #4 @48” OC
12” CMU:
(2) #4 @48”OC
SEISMIC LOAD:
SEISMIC DESIGN IS IN ACCORD WITH IBC, OCCUPANCY CATEGORY PER TABLE 1604.5 IS CATEGORY III,
S1 = 0.075
SS = 0.152
I = 1.25
SITE CLASS = C SDS = 0.12
SD1 = 0.09
DESIGN CATEGORY 'B'
R = 3.0 Ωo = 3.0 Cd = 3.0 STEEL SYSTEM NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE
R = 4.0 Ωo = 2.5 Cd = 4.0 INTERMEDIATE REINFORCED MASONRY SHEAR WALLS
R = 4.0 Ωo = 2.5 Cd = 4.0 ORDINARY PRECAST CONCRETE SHEAR WALLS
R = 5.0 Ωo = 2.5 Cd = 4.5 ORDINARY REINFORCED CONCRETE SHEAR WALLS
2.
SUBMITTALS GENERAL
1. THE CONTRACTOR SHALL DEVELOP AND SUBMIT A SUBMITTAL SCHEDULE CLEARLY INDICATING THE NUMBER OF STEEL
SHOP DRAWINGS, CONCRETE REINFORCING DRAWINGS, AND OTHER SHOP DRAWINGS TO BE SUBMITTED EACH WEEK
OVER THE DURATION OF THE PROJECT.
7.
15. ELECTRICAL PANELS, CONDUITS, PIPES, FIRE EXTINGUISHER CABINETS, ETC., ARE TO BE LOCATED SO AS NOT TO
INTERFERE WITH REINFORCED AND/OR GROUTED CELLS. PIPES AND CONDUITS PASSING HORIZONTALLY THROUGH WALLS
SHALL BE SLEEVED. MINIMUM SPACING OF SLEEVES SHALL BE THREE DIAMETERS.
1
STRUCTURAL OBSERVATIONS:
1. IN ACCORDANCE WITH 2012 IBC, SECTION 1704 STRUCTURAL OBSERVATION SHALL BE PERFORMED BY ENGINEER OF RECORD
FOR SPECIAL MOMENT RESISTING FRAMES, SPECIAL CONCENTRICALLY BRACED FRAMES, AND CONCRETE SHEAR WALLS.
A LETTER SHALL BE SUBMITTED TO BUILDING OFFICIAL STATING SITE VISITS HAVE BEEN MADE AND ANY DEFICIENCIES
HAVE BEEN NOTED.
STEEL DECK:
1. STEEL DECK AND ACCESSOCRES SHALL BE FROM STEEL CONFORMING TO ASTM A1008 OR ASTM A653.
ALL METAL DECKING SHALL BE IN ACCORDANCE WITH THE STEEL DECK INSTITUTE SPECIFICATIONS
AND RECOMMENDATIONS.
DECK WELDING SHALL COMPLY WITH THE BUILDING CODE AND AWS D1.1 USING E70XX ELECTRODES.
14. VERTICAL REINFORCING REQUIRED BY THESE NOTES OR SHOWN ON THE FOUNDATION PLANS SHALL EXTEND FROM
FOUNDATION TO TOP OF WALL UNLESS OTHERWISE NOTED.
FIRE RATINGS:
1. FOR FIRE-RATING REQUIREMENTS AND METHODS, SEE ARCHITECTURAL DRAWINGS.
CAMBER BEAMS NOTED THUS (+1"). THIS EXAMPLE INDICATES A POSITIVE (UPWARD) CAMBER OF 1 INCH.
6.
TOP FOOTING REINFORCING SHALL TERMINATE AT TEE AND CORNER INTERSECTIONS WITH A STANDARD 90 DEGREE
HOOK. ALL REINFORCING AT INTERSECTIONS SHALL EXTEND TO THE FAR FACE OF THE INTERSECTING FOOTING.
THE COLLAPSE OF UPPER STRUCTURES WAS CONSIDERED IN THE DESIGN OF THE FEMA SHELTERS.
WHEN THE REQUIRED NUMBER OF STUDS EXCEEDS WHAT CAN BE PLACED AT 4 1/2", PLACE A SECOND ROW OF
STUDS AT 4 1/2", STARTING AT THE POINT NEAREST THE END OF THE BEAM, UNTIL THE REQUIRED NUMBER OF
STUDS IS REACHED. WHEN TWO STUDS ARE REQUIRED, PLACE STUDS 1 1/2" EACH SIDE OF THE BEAM WEB
CENTERLINE.
11. VERTICAL REINFORCING SHALL BE AS FOLLOWS, UNLESS OTHERWISE NOTED ON THE PLANS OR DETAILS.
6" CONC. BLOCK (1) #5 @ 4'-0" OC (ONLY WHERE SPECIFIED ON STRUCT. PLANS/ SECTIONS)
8" CONC. BLOCK (1) #5 @ 4'-0" OC
12" CONC. BLOCK (2) #5 @ 3'-4" OC
3.
7.
b.
COMPOSITE DECK SHALL BE 20 GAGE MINIMUM UNLESS OTHERWISE NOTED. REFER TO DRAWINGS FOR
OTHER REQUIREMENTS.
3.
SLABS ON GRADE AND ELEVATED SLABS:
1. ALL SLABS ON GRADE SHALL BE CAST ON A 15 MIL VAPOR BARRIER (RE:SPECS) INSTALLED PER MANUFACTURER'S WRITTEN
INSTRUCTIONS, PLACED OVER CRUSHED ROCK DRAINAGE MATERIAL TO FORM A CAPILARY BREAK OF THICKNESS NOTED
ON DRAWINGS, BUT NOT LESS THAN THAT PRESCRIBED BY THE GEOTECHNICAL ENGINEER.
POST-INSTALLED ANCHORS ARE NOT TO BE INSTALLED UNTIL CONCRETE OR GROUT HAS REACHED ITS DESIGN
STRENGTH.
5.
PROVIDE CLASS 'A' LAP SPLICES FOR ALL TOP AND BOTTOM BARS WHERE LAP SPLICES ARE REQUIRED.
PER ICC 500-08, A 100 PSF LIVE LOAD WAS USED FOR THE DESIGN OF FEMA LIDS AND SUPPORT STEEL MEMBERS.
6.
10. REINFORCING SHALL BE HELD IN PLACE PRIOR TO GROUTING WITH AT LEAST TWO WIRE POSITIONERS PER GROUT
POUR AND AT REINFORCING SPLICES.
2.
6.
PLACE STUDS UNIFORMLY ALONG THE BEAM OR PORTION OF BEAM INDICATED. CENTER THE STUDS OVER THE WEB
AND PROVIDE A MAXIMUM SPACING OF 2'-0" AND A MINIMUM SPACING OF 4 1/2". IF THE REQUIRED NUMBER OF
STUDS EXCEEDS THE NUMBER OF STUDS PLACED AT A SPACING OF 4 1/2", SEE FOLLOWING NOTE.
ALL STEEL DECK SHALL BE HOT DIP GALVANIZED IN ACCORDANCE WITH ASTM A653 WITH MINIMUM COATING
OF G60, UNLESS OTHERWISE NOTED.
ALL COMPONENTS THAT MAKE UP THE SAFE ROOM INCLUDING DEFERRED SUBMITTALS SHALL BE DESIGNED
IN STRICT ACCORDANCE WITH FEMA 361. CALCULATIONS SHALL BE PROVIDED AT EACH CONNECTION FOR
VERIFICATION OF LOAD PATH.
3
a.
4.
3.
FEMA WALLS AND LIDS WERE DESIGN FOR THE DEBRIS IMPACT OF A 15LB 2X4 BOARD AT 100 MPH AT VERTICAL SURFACES
AND 67 MPH AT HORIZONTAL SURFACES.
MASONRY CELLS SHALL BE FULLY GROUTED FOR INSTALLATION OF POST-INSTALLED ANCHORS.
PROVIDE BOND BEAMS AT TOP OF ALL WALLS, AT ROOFS, STRUCTURAL FLOORS, AND WHERE SHOWN ON THE
DRAWINGS.
REFER TO ARCHITECTURAL, CIVIL, AND MEP DRAWINGS FOR DOOR AND WINDOW HARDWARE, USEABLE SAFE
ROOM CAPACITY, VENTED AREAS, ETC TO COMPLY WITH FEMA 361 SAFE ROOM REQUIREMENTS.
5.
5.
9.
2.
SAFE ROOM WALL AND SLAB ASSEMBLIES HAVE BEEN SELECTED BASED ON FEMA 361 APPENDIX E. NO ADDITIONAL
TESTING OR ANALYSIS HAS BEEN PERFORMED TO ESTIMATE DYNAMIC IMPACT OF OBJECTS FOUND IN THE ACTUAL
ENVIRONMENT AGAINST THE SAFE ROOM STRUCTURE.
STUD PLACEMENT WHEN DECK VALLEYS ARE PARALLEL TO BEAM:
COMPOSITE DECK SHALL HAVE A MIMIMUM YIELD STRENGTH, FY = 40 KSI
12. PROVIDE BOND BEAMS AT 48"OC (MAXIMUM) VERTICALLY WHERE STACK BOND CMU WALLS OCCUR. (REFER TO
ARCHITECTURAL DRAWINGS)
SCREW ANCHORS:
EMBEDMENT OF POST-INSTALLED ANCHORS SHALL BE PER "TYP ANCHOR, EXPANSION, & ADHESIVE BOLT SHEDULE" ON
THE DRAWINGS OR EMBEDMENT AS RECOMMENDED BY MANUFACTORURER WHERE NO EMBEDMENT IS SHOWN.
3.
CONTINUOUS FOOTINGS:
1. CONTINUOUS FOOTING REINFORCING SHALL CONTINUE THROUGH ISOLATED SPREAD FOOTINGS WHERE THEY OCCUR.
4.
5.
ADHESIVE ANCHORS:
SIMPSON STRONG-TIE STRONG-BOLT WEDGE ANCHORS (ICC ESR-1771)
HILTI KWIK BOLT TZ CONCRETE ANCHORS (ICC ESR-1917)
SIMPSON STRONG-TIE SET-XP ADHESIVE ANCHORS (ICC ESR-2508)
HILTI HY-150 MAX-SD ADHESIVE ANCHORS (ICC ESR-3013)
SIMPSON STRONG-TIE TITEN HD ANCHORS (ICC ESR-2713)
4.
SPLICE LENGTHS FOR MASONRY REINFORCEMENT SHALL BE IN 72 TIMES THE REINFORCING BAR DIAMETER, TYPICAL.
HOLES SHOULD BE FILLED WITH CONCRETE WITHIN 12 HOURS OF BEING DRILLED. HOLES WILL NEED TO BE CLEANED,
REBAR CAGE INSTALLED, AND INSPECTED PRIOR TO PLACING CONCRETE.
CONTRACTOR SHOULD DETERMINE THE NEED FOR REMOVABLE STEEL CASINGS TO MAINTAIN DRILLED PIER SHAPE IN
UNSTABLE SOIL STRATA AND INCLUDE COST IN THE CONTRACT PRICE. SEE GEOTECHNICAL REPORT FOR BORING LOGS.
4.
EXPANSION ANCHORS:
WHEN THE REQUIRED NUMBER OF STUDS EXCEEDS THE NUMBER OF DECK VALLEYS, ADD A SECOND STUD IN DECK
VALLEYS UNIFORMLY ALONG THE BEAM OR PORTION OF BEAM INDICATED UNTIL THE REQUIRED NUMBER OF STUDS
IS REACHED. WHEN TWO STUDS ARE REQUIRED IN A DECK VALLEY, PLACE THE STUDS 1 1/2" EACH SIDE OF THE
BEAM WEB CENTERLINE.
8.
2.
8.
b.
CONCRETE:
10. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND CALCULATIONS FOR REVIEW PRIOR TO FABRICATION.
11. STEEL JOISTS ARE CALLED OUT ON PLAN SIMILAR TO THUS: "20LH". THIS EXAMPLE INDICATES A 20-INCH
DEEP LH SERIES JOIST.
2
12. STEEL JOISTS ARE CALLED OUT ON PLAN SIMILAR TO THUS: "20SP". THIS EXAMPLE INDICATES A 20-INCH DEEP
STEEL JOIST WITH LOADS AS SNOW DRIFT, EQUIPMENT LOADS, ETC. SEE PLANS FOR SUCH LOADS.
13. MANUFACTURER SHALL DESIGN JOISTS AND JOIST GIRDERS FOR THE LOADS NOTED ON THE DRAWINGS PLUS AN
ADDITIONAL 400 POUND CONCENTRATED DEAD LOAD TO OCCUR ANYWHERE ALONG THE SPAN. DO NOT ALTER DEPTHS
SHOWN ON PLANS UNLESS REQUESTED AND APPROVED IN WRITING PRIOR TO SHOP DRAWING SUBMITTAL.
14. COORDINATE EXACT MECHANICAL EQUIPMENT WEIGHT AND LOCATION WITH MECHANICAL CONTRACTOR AND DESIGN
JOISTS AND JOIST GIRDERS FOR TRIBUTARY LOADS. COORDINATE JOIST WEBS WHERE MECHANICAL DUCTS SHOWN ON
MECHANICAL DRAWINGS ARE DESIGNED TO PENETRATE THROUGH JOIST WEBS.
15. REFER TO SNOW DRIFT DIAGRAM FOR SNOW DRIFT LOADS. LOADS SHALL BE COMBINED WITH OTHER ROOF LOADS
INDICATED IN ACCORDANCE WITH THE BUILDING CODE. SNOW DRIFT LOADS SHALL BE DISTRIBUTED OVER THE TRIBUTARY
WIDTH OF ROOF SUPPORTED BY THE JOIST.
GRADE BEAMS:
1. TOP GRADE BEAM REINFORCING SHALL BE SPLICED ONLY AT MIDSPAN AND BOTTOM GRADE BEAM REINFORCING SHALL BE
SPLICED ONLY AT SUPPORTS. SIDE BARS MAY BE SPLICED WHEREVER CONVENIENT.
2.
TOP GRADE BEAM REINFORCING SHALL TERMINATE AT TEE AND CORNER INTERSECTIONS WITH A STANDARD 90 DEGREE
HOOK. ALL REINFORCING AT INTERSECTIONS SHALL EXTEND TO THE FAR FACE OF THE INTERSECTING GRADE BEAMS.
3.
CONSTRUCTION JOINT LOCATIONS SHALL BE APPROVED BY THE STRUCTURAL ENGINEER PRIOR TO CONSTRUCTION AND
TYPICALLY SHALL OCCUR WITHIN THE CENTER THIRD OF THE GRADE BEAM SPAN. CONSTRUCTION JOINT SURFACES SHALL
BE ROUGHENED AND TREATED TO IMPROVE BOND IN ACCORDANCE WITH THE SPECIFICATIONS.
4.
GRADE BEAMS SHALL NOT HAVE CONSTRUCTION JOINTS IN A HORIZONTAL PLANE.
5
SIDES OF GRADE BEAMS SHALL BE FORMED. IF EXCAVATIONS ARE MADE NEATLY AND GRADE BEAM WIDTHS ARE INCREASED
A MINIMUM OF TWO INCHES, SIDES MAY BE CAST AGAINST THE EARTH CUT. THE ADDITIONAL WIDTH IS NECESSARY TO
PROVIDE THE PROPER REINFORCING COVER FOR THIS CONSTRUCTION METHOD.
1
© 2012, DLR Group of Missouri inc., a Missouri corporation CA No. 001614, ALL RIGHTS RESERVED.
MECHANICAL COUPLERS SHALL BE TYPE 2 COUPLERS CAPABLE OF SUSTAINING 125% Fy.
CONCRETE MASONRY UNITS (CMU):
1. THE MINIMUM 28-DAY COMPRESSIVE STRENGTH OF THE CONCRETE MASONRY UNITS SHALL BE 1,900 PSI ON THE NET
AREA, PROVIDING A STRUCTURAL DESIGN COMPRESSIVE STRENGTH OF 1,500 PSI PER THE INTERNATIONAL BUILDING
CODE, TABLE 2105.2.2.1.2.
3.
PLACE ONE STUD IN DECK VALLEYS, UNIFORMLY ALONG THE BEAM OR PORTION OF BEAM INDICATED, CENTERED
OVER THE BEAM WEB. IF THE REQUIRED NUMBER OF STUDS IS LESS THAN THE NUMBER OF DECK VALLEYS, ADD
STUDS AS REQUIRED TO PROVIDE A MAXIMUM STUD SPACING OF 2'-0". IF THE REQUIRED NUMBER OF STUDS
EXCEEDS THE NUMBER OF DECK VALLEYS, SEE FOLLOWING NOTE.
JOPLIN, JASPER COUNTY, MISSOURI
6.
2.
STAGE RIGGING:
LOFT BLOCK SUPPORT BEAMS VERTICAL AND HORIZONTAL LIVE LOAD = 750 PLF
HEAD BLOCK BEAM VERTICAL AND HORIZONTAL LIVE LOAD = 3,000 PLF
LOADING BRIDGE VERTICAL LOAD = 3,000 PLF
LOADING BRIDGE HORIZONTAL LOAD = 300 PLF
BENJAMIN TALPOS
LAP ALL WELDED WIRE REINFORCING AT LEAST ONE FULL WIRE SPACING PLUS 2 INCHES.
* 6% ±1 1/2% AIR ENTRAINED CONCRETE AT ALL EXTERIOR CONDITIONS INCLUDING SHALLOW FOUNDATIONS.
FLOORS:
40 PSF (CLASSROOMS)
50 PSF (OFFICE)
100 PSF (CORRIDORS)
125 PSF (STORAGE ROOMS)
125 PSF (MECHANICAL ROOMS)
150 PSF (ELEVATOR MACHINE ROOM)
40 PSF (CATWALKS)
10/8/2012 4:50:02 PM
5.
NWT = NORMAL WEIGHT CONCRETE (UNIT WEIGHT = 145 PCF)
LWT = LIGHT WEIGHT CONCRETE (UNIT WEIGHT = 110 PCF)
1
DESIGN LIVE LOADS:
ROOF: 20 PSF (REDUCIBLE IN ACCORD WITH IBC 1607.12.2)
ROOF: SNOW LOADS IN ACCORD WITH INTERNATIONAL BUILDING CODE SECTION 1608, INCLUDING DRIFT SNOW LOADS
Pf = Ce x I x Pg Ce = 1.0 I = 1.10 Pg = 30 PSF
Pf = 30 PSF (NOT REDUCIBLE PER JOPLIN, MISSOURI AMENDMENTS)
DRIFTING SNOW LOADS - SEE SNOW DRIFT PLANS: DRIFT SHALL BE COMBINED WITH OTHER LOADS NOTED IN ACCORDANCE
2 WITH BUILDING CODE PRESCRIBED COMBINATIONS.
C:\Users\rrobley\Desktop\Revit 2013 Projects\Joplin HS\13-12102-00_LOCAL_struct_2012_PAC__RDR_DENVER.rvt
ALL REINFORCING SHALL BE PROPERLY CHAIRED BY THE CONTRACTOR.
a.
CONTRACTOR TO SUBMIT CONTROL JOINT LOCATIONS IN TOPPING SLAB TO ENGINEER FOR APPROVAL. CONTROL JOINT
DEPTH SHALL BE NO MORE THAN 1/4 TOPPING THICKNESS. SEE TYPICAL DETAILS FOR MAX CONTROL JOINT SPACING.
SCREW ANCHORS:
STUD PLACEMENT WHEN DECK VALLEYS ARE PERPENDICULAR TO BEAM:
3 10-8-12 ADD #3
DESIGN DEAD LOADS:
2
ROOF: 25 PSF (UNLESS NOTED OTHERWISE)
FLOORS: 100 PSF (INCLUDES PARTITION WALLS)
2
4.
CLASS
A
B
C
D
F
G
H
I
CONSTRUCTION DOCUMENTS SHALL NOT BE REPRODUCED FOR USE OF SHOP DRAWING SUBMITTALS OR ANY OTHER
PROJECT WITHOUT WRITTEN CONSENT BY DLR GROUP.
[FEMA 361] SAFE ROOM LOADS & CRITERIA:
BASIC WIND SPEED, V = 250 MPH (ULTIMATE) (PER ASCE 7, METHOD 2)
EXPOSURE "C"
2
Iw = 1.0 Kd = 1.0 Kzt = 1.0 GCpi = ±0.55
REINFORCING BAR SPLICES SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF ACI 318-11 AND THE REINFORCING
SPLICE LENGTH TABLE SHOWN ON THE DRAWINGS. PROVIDE CLASS 'B' LAP SPLICE, UNLESS NOTED OTHERWISE.
CAST-IN-PLACE CONCRETE:
1. PROPORTION EACH INDIVIDUAL CONCRETE MIX TO HAVE THE FOLLOWING PROPERTIES:
THESE DOCUMENTS SHALL NOT BE CONSTRUED AS STAND-ALONE DOCUMENTS. CONTRACTOR SHALL COORDINATE WITH
ALL OTHER CONSULTANTS' WORK.
WIND LOAD:
2
BASIC WIND SPEED, V = 120 MPH (ULTIMATE)
EXPOSURE "C"
(OCCUPANCY CATEGORY PER TABLE 1604.5 IS CATEGORY III)
3.
4.
3.
ADHESIVE ANCHORS:
SIMPSON STRONG-TIE WEDGE-ALL ANCHORS (ICC ESR-1396)
HILTI KWIK BOLT 3 MASONRY ANCHORS (ICC ESR-1385)
SIMPSON STRONG-TIE SET ADHESIVE ANCHORS (ICC ESR-1772)
HILTI HY-150 MAX ADHESIVE ANCHORS (ICC ESR-1967)
SIMPSON STRONG-TIE TITEN HD ANCHORS (ICC ESR-1056)
2 10-4-12 ADD #2
WHERE DISCREPANCIES OCCUR BETWEEN GENERAL NOTES, PLANS, DETAILS, AND SPECIFICATIONS, THE MOST STRINGENT
REQUIREMENTS SHALL GOVERN, UNLESS VERIFIED OTHERWISE BY THE ARCHITECT AND ENGINEER IN WRITING.
10. IF THE STRUCTURAL ENGINEER'S SEAL AND SIGNATURE IS NOT AFFIXED TO THESE DRAWINGS, THESE DRAWINGS ARE
INTENDED FOR PRELIMINARY PURPOSES ONLY AND SHALL NOT BE USED FOR CONSTRUCTION.
1.
ALL TOPPING SLABS SHALL BE REINFORCED WITH 6X6 W2.1XW2.1 WELDED WIRE REINFORCEMENT, UNLESS OTHERWISE
NOTED. WELDED WIRE FABRIC IN THE TOPPING SHALL BE FLAT SHEETS CENTERED IN THE TOPPING THICKNESS AND
CHAIRED TO MAINTAIN ITS CORRECT LOCATION. LAP ONE FULL MESH AT SPLICES AND WIRE TOGETHER.
EXPANSION ANCHORS:
tel: (913)897-7811
THESE NOTES SHALL SUPPLEMENT THE PROJECT SPECIFICATIONS, WHICH SHALL BE REFERRED TO FOR ADDITIONAL
REQUIREMENTS.
1.
3.
NUMBER OF SHEAR STUDS INDICATED THUS (#) ON PLAN. WHERE THE NUMBER OF STUDS FOR A BEAM IS INDICATED
ON THE PLAN BY ONE NUMBER, STUDS SHALL BE PLACED SYMMETRICALLY WITH RESPECT TO THE BEAM CENTER LINE
WITH 1/2 OF THE STUDS ON EACH HALF OF THE BEAM SPAN. WHERE NUMBER OF STUDS IS INDICATED BY MORE THAN
ONE NUMBER, PLACE THE NUMBER OF STUDS INDICATED BY EACH NUMBER UNIFORMLY IN THAT PORTION OF THE BEAM.
Architecture Engineering Planning Interiors
DETAILS THAT ARE NOTED AS "TYP" ON DETAIL TITLES ARE TO BE APPLIED TO THE PROJECT CONSTRUCTION AS GENERAL
CONSTRUCTION METHODS UNLESS NOTED OTHERWISE. THESE DETAILS ARE NOT CUT AT ALL LOCATIONS THEY OCCUR
AND MAY NOT BE CUT AT ALL. WHERE NO SPECIFIC DETAILS ARE SHOWN CONSTRUCTION SHALL CONFORM TO SIMILAR
CONDITIONS ELSEWHERE ON THE PROJECT.
6.
9.
2.
CONSTRUCTION MATERIAL AND EQUIPMENT PLACED ON FRAMED CONSTRUCTION SHALL BE SUCH THAT THE LOAD DOES
NOT EXCEED THE DESIGN LIVE LOAD OF THE CONSTRUCTION. PROVIDE SHORING OF CONSTRUCTION WHERE
NECESSARY FOR LOADS.
DO NOT SCALE DRAWINGS.
8.
UNLESS OTHERWISE NOTED ON PLAN OR DETAIL, PROVIDE 1 #4 IN TOPPING SLAB EACH SIDE OF OPENINGS EXCEEDING
12 INCHES IN SIZE. EXTEND REINFORCING 1'-6" PAST CORNER OF OPENING.
CONTRACTOR IS TO ESTABLISH AND VERIFY OPENINGS AND INSERTS FOR ITEMS TO BE INSTALLED BY OTHER TRADES
PRIOR TO SUBMITTAL OF SHOP DRAWINGS AND CONSTRUCTION.
5.
7.
2.
CONCRETE COVER REQUIREMENTS FOR CAST-IN-PLACE , NON-PRESTRESSED CONCRETE UNLESS OTHERWISE NOTED ON
DETAILS:
a. CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH:
3"
b. FORMED CONCRETE EXPOSED TO EARTH OR WEATHER:
#6 BARS AND LARGER:
2"
#5 BARS AND SMALLER:
1 1/2"
c. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH EARTH:
SLABS, WALLS, AND JOISTS:
#14 AND #18 BARS:
1 1/2"
#11 BARS AND SMALLER:
1"
d. BEAMS, COLUMNS:
PRIMARY REINFORCEMENT:
2"
TIES, STIRRUPS, SPIRALS:
1 1/2"
1
MASONRY:
JOPLIN HIGH SCHOOL
4.
2.
2.
1 9-25-12 ADD #1
GENERAL NOTES:
1. THE DRAWINGS REPRESENT THE FINISHED STRUCTURE, NOT THE METHOD OF CONSTRUCTION. THE CONTRACTOR
SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION INCLUDING, BUT
NOT LIMITED TO, BRACING, SHORING FOR CONSTRUCTION LOADS AND EQUIPMENT, ETC. THE ARCHITECT-ENGINEER IS
NOT RESPONSIBLE FOR THE CONTRACTOR'S MEANS AND METHODS, SEQUENCES OF CONSTRUCTION, OR THE SAFETY
PROGRAM. OBSERVATION VISITS TO THE SITE BY THE ARCHITECT-ENGINEER WILL NOT INVOLVE REVIEW OF THESE ITEMS.
1
POST-INSTALLED ANCHORS:
1. ALL POST INSTALLED ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTORER'S RECOMMENDATIONS
AND ICC EVALUATION REPORTS CORRESPONDING TO THAT ANCHOR.
13-12102-00
9/25/2012
INTERNATIONAL BUILDING CODE, 2012 EDITION AS AMENDED BY THE CITY OF JOPLIN, MISSOURI
3.
COMPOSITE BEAM SHEAR CONNECTOR STUDS:
1. SHEAR STUDS SHALL BE 3/4-INCH DIAMETER X LENGTH SHOWN ON PLANS, WITH A FINAL LENGTH NOT LESS THAN
DEPTH WITH A FINAL LENGTH EQUAL TO DEPTH OF DECK PLUS 1.5" CONFORMING TO AWS D1.1. BEAMS SUPPORTING
SLAB WITHOUT DESIGNATED STUD QUANTITY ARE TO BE NONCOMPOSITE BEAMS. PROVIDE SHEAR STUDS @ 2'-0" O.C.
MAXIMUM AT ALL NONCOMPOSITE BEAMS.
GERNERAL NOTES
CODE:
2.
CONCRETE REINFORCEMENT:
1. REINFORCING STEEL SHALL BE ASTM A615, GRADE 60. REINFORCING STEEL TO BE WELDED SHALL BE ASTM A706, GRADE
60.
CONCRETE TOPPING SLABS:
1. TOPPING THICKNESS SHOWN ON PLAN IS NOMINAL. ACTUAL THICKNESS WILL VARY DUE TO PRECAST CAMBER AND/OR
STRUCTURE DEFLECTIONS. PROVIDE THICKNESS AS REQUIRED TO ACHIEVE A LEVEL FLOOR WITH A MINIMUM ACTUAL
THICKNESS EQUAL TO THE THICKNESS CALLED OUT ON PLAN MINUS 1/2-INCH.
2
S0.1
GENERAL NOTES
G
L
K
NORTH
NORTH
H1
Revisions
11' - 0"
47 PSF
JOPLIN HIGH SCHOOL
K12
JOIST SUPPLIER SHALL DESIGN JOISTS FOR ALL LOADS INDICATED
IN THE GENERAL NOTES (S0.1, S0.2), ROOF SNOW DRIFT PLAN (S0.3),
ON THE PLAN SHEETS AND ON THE DETAILS / SECTION SHEETS.
CONTRACTOR TO COORDINATE ALL WEIGHTS AND LOCATIONS OF
EQUIPMENT WITH THE JOIST SUPPLIER PRIOR TO SUBMITTING JOIST
SHOP DRAWINGS.
2 10-08-12 ADD #3
14' - 0"
60 PSF
J4
J7
K2
20' - 0"
79 PSF
C.
ROOF SNOW DRIFT PLAN
J2
6' - 6"
13 PSF
15' - 0"
80 PSF
H9
LF
KC
ALL SPECIAL JOIST CALCULATIONS MUST BE SIGNED AND SEALED
BY THE ENGINEER RESPONSIBLE FOR THE WORK AND SUBMITTED
WITH SHOP DRAWINGS FOR REVIEW. SUBMIT A REQUEST FOR
INFORMATION (RFI) FOR INFORMATION NOT SPECIFICALLY NOTED
ON THE DRAWINGS.
13-12102-00
09/10/12
S0.3
14' - 8"
89 PSF
JJ
10' - 8"
54 PSF
H3
F2
EJ
F3
KA
B.
SCALE: 1/32" = 1'-0"
J1
11' - 6"
48 PSF
C14
B14
JOIST SUPPLIER SHALL DISTRIBUTE LOADS TO JOIST BASED ON
TRIBUTARY SPACING OF JOISTS.
tel: (913)897-7811
JC
14' - 8"
89 PSF
ROOF SNOW DRIFT PLAN
HF
11' - 6"
48 PSF
HA
11' - 0"
47 PSF
D12
BA
10' - 8"
54 PSF
16' - 3"
104 PSF
A.
J
H
E
F
E1
90 PSF
D1
90 PSF
C1
90 PSF
B1
11' - 0"
47 PSF
18' - 4"
104 PSF
1
D
C
B
A
KEY PLAN
EL
70 PSF
EC
DJ
70 PSF
DC
CM
70 PSF
CB
BJ
90 PSF
11' - 0"
47 PSF
70 PSF
10' - 8"
54 PSF
11' - 0"
47 PSF
11' - 0"
47 PSF
BC
18' - 4"
104 PSF
11' - 0"
47 PSF
11' - 0"
47 PSF
10' - 8"
54 PSF
10' - 8"
54 PSF
14' - 0"
60 PSF
14' - 0"
60 PSF
10' - 8"
54 PSF
11' - 0"
47 PSF
BENJAMIN TALPOS
14' - 0"
60 PSF
10/8/2012 6:11:51 PM
11' - 6"
47 PSF
C:\Users\BrionP\Documents\9-2013-Revit Projects\Joplin\13-12102-00_central_struct_2012.rvt
PLAN NOTES:
GB-20
GB-19
P-89
C-31
P-88
C-30
S3.1
BUILT-UP SEATING ON GEOFOAM.
REINFORCE SLAB & WALLS W/
#4 @ 12"OC, TYP
P-87
C-29
P-25
11
T.O. FTG
90'-0"
T.O. SLAB
90'-8"
P-86
C-28
AJ
T.O. SLAB
98'-0"
1
2' - 0"
15
7' - 0"
3' - 11 3/8"
1' - 6"
S3.2
S3.2
21
S3.2
2
STEP FTG
2
AL
1
51
HSS12x2x1/4
1
GB-59
P-53
P-52
14
P-51
P-50
S3.1
12" THICK PRECAST
CONCRETE WALL
4
P-66
25
S3.1
1
12" THICK PRECAST
CONCRETE WALL
P-67
15
S3.1
STEP BOTT
OF GR. BM
26
S3.1
P-97
15
14
P-98
S3.1
GB-38
3
P-64
P-77
C-23
S3.1
P-75
P-79
C-25
25
25
S3.1
S3.1
3
GB-81
3
T.O. SLAB
98'-0"
1
GB-7
8" CMU WALL W/
1-#5 @ 16"O.C.
S3.1
1
9"
1
1
3
S3.2
P-19
T.O. SLAB
98'-0"
25
4
1
3
13
GB-65
S3.1
P-70
AY
54
FEMA DOOR
PER ARCH
S3.1
P-15
P-62
P-18
C-11
1' - 1"
3
28' - 2"
P-105
14
GB-3
8 " THICK PRECAST
CONCRETE
WALL, TYP
2
1
GB-67
GB-68
GB-69
GB-69
GB-70
GB-71
GB-72
GB-73
GB-74
GB-75
GB-76
3
GB-77
GB-1
GB-2
3
P-3
P-1
P-104
A1
A2
P-4
P-6
P-2
26' - 7 5/8"
A3
A4
P-5
P-7
35' - 4 3/8"
33' - 8"
1' - 4"
8"
13
P-8
A5
P-9
S3.1
A6
A7
P-10
17' - 5 5/8"
23' - 9 5/8"
A8
2' - 7 1/2"
S3.2
9' - 8 3/8"
P-12
24' - 1"
A10
11' - 5 5/8"
S3.2
6' - 4 5/8"
11
P-13
16
A9
32
P-11
1
10"
8"
AZ
A11
1
5' - 11 3/8"
A12
S3.1
A13
4' - 7 5/8"
8' - 5"
8' - 6"
16' - 0"
A16
MATCHLINE AREA A
MATCHLINE AREA B
P-17
C-9
P-14
A14 A15
5' - 1"
1' - 8 5/8"
B12
B13
B12
B13
2
1
PLAN NOTES:
KEY NOTES:
2
E. REFER TO GEOTECHNICAL REPORT FOR ALL SUBGRADE PREPARATION
REQUIREMENTS.
A. SEE CIVIL DRAWINGS FOR COORESPONDING SITE ELEVATIONS.
B. SEE ARCHITECTURAL DRAWINGS FOR LOCATION OF THICKENED, SLOPED,
RAISED, DEPRESSED SLABS AND DRAINS.
F. SEE ARCHITECTURAL DRAWINGS FOR PANEL JOINT LOCATIONS.
G. REFER TO SHEET S2.3 FOR PIER, GRADE BEAM, COLUMN AND BASE
PLATE SCHEDULES.
C. REFER TO GENERAL NOTES SHEETS S0.1 AND S0.2 FOR GENERAL
NOTES, ABBREVIATIONS AND SYMBOLS.
BENJAMIN TALPOS
D. TOP OF GRADE BEAM ELEVATION = 97'-4", UNLESS NOTED OTHERWISE.
1
H.
DENOTES FEMA 361 SAFE ROOM FLOOR.
2
I. WHERE THE CLEAR DISTANCE BETWEEN ANY TWO PIERS IS LESS THAN OR
EQUAL TO TWO PIER DIAMETERS, DO NOT DRILL SECOND PIER UNTIL FIRST
PIER HAS REACHED 3/4*f'c.
1
J. ALL CLADDING, SUPPORT, AND ATTACHMENTS ARE TO BE COORD WITH
THE PRECAST SUPPLIER AND DESIGNED BY THE CONTRACTOR.
2
3
4" NORMAL WEIGHT CONCRETE SLAB-ON-GRADE W/ 6x6-W2.1xW2.1
WELDED WIRE REINFORCEMENT ON 15 MIL VAPOR RETARDER OVER
4" GRANULAR FILL.
5" LIGHT WEIGHT CONCRETE SLAB OVER 3" DEEP X 16 GA COMPOSITE
GALVANIZED METAL DECK (8" TOTAL THICKNESS). REINFORCE SLAB
WITH #4@12" OC EACH WAY LOCATED 2" FROM TOP OF SLAB.
TYPICAL PIER CAP, 4'-0"x4'-0" - 3'-0" DEEP. 5-#7 TOP & BOTTOM.
1
4
WALL TYPE A, SEE SHEET S0.2 FOR FEMA WIND LOADS.
5
WALL TYPE B, SEE SHEET S0.2 FOR FEMA WIND LOADS.
6
FOUNDATIONS ARE DESIGNED TO BEAR ON SOIL. (SEE S0.1
FOR FOUNDATION DESIGN PARAMETERS).
7
PIER CAP, 4'-0"X4'-8 1/2" X 5'-0" DEEP. 5-#7 TOP & BOTTOM.
FIRST LEVEL FOUNDATION PLAN - AREA A
2
SCALE: 1/8" = 1'-0"
NORTH
AZ
2' - 0 1/4"
GB-35
GB-66
CONTRACTOR TO PROVIDE TEMPORARY SHORING OF ALL BASEMENT
WALLS UNTIL ROOF SLAB HAS BEEN INSTALLED AND CONCRETE
COMPRESSIVE STRENGTH, f'C HAS REACHED 3000 PSI MINIMUM.
GB-55
S3.2
10/8/2012 4:50:11 PM
1
16
8" CMU WALL
P-57
1' - 0 1/4"
S3.1
2" EJ
12" THICK PRECAST
CONCRETE WALL
AX
9"
GB-6
TYP@W-SHAPE
COL
AV
12
P-100
8" CMU WALL
P-101
GB-36
S3.1
P-63
C-5
GB-4
51
P-20
C-12
P-73
3
P-61
C-4
8' - 7 5/8"
GB-79
GB-80
GB-56
P-59
C-2
GB-65
P-58
C-1
AT
AU
AW
P-71
P-60
C-3
AS
GB-78
8" CMU WALL
P-56
2' - 4 3/4"
28.79
°
P-22
C-14
GB-57
GB-38
3
P-65
P-78
C-24
GB-61
FEMA DOOR
PER ARCH
GB-37
GB-64
GB-42
GB-39
1' - 6"
P-54
GB-41
2' - 1 3/4"
1' - 2 5/8"
31.7
92°
30°
GB-58
P-55
GB-40
1' - 11 3/4"
GB-10
5°
2' 6"
P-72
GB-53
S3.2
AQ
AR
2' - 5 3/4"
GB-54S3.2
21.365
°
2' 6"
P-99
2
41
AP
16' - 5 1/4"
GB-52
10" THICH PRECAST
CONCRETE WALL, TYP
AO
6' - 2 1/2"
4
P-96
FEMA DOOR HSS12x2x1/4
PER ARCH
31 GB-63
P-76
C-21
AN
22' - 3 1/2"
FEMA DOOR
PER ARCH
GB-51
P-81
C-19
S8.1
1' - 1 1/4"
GB-32
P-82
C-20
P-80
C-18
23
P-84
C-26
1
GB-8
GB-33
STAIR PER
ARCH
TOF
96'-2"
1
STAIRS
PER ARCH
35.6
37°
GB-34
1
12" THICK PRECAST
CONCRETE WALL
STEP BOTT
OF GR. BM
P-83
C-22
GB-60
FEMA DOOR
PER ARCH
T.O. FTG
90'-8"
2" EJ
11
S3.1
TOF
S3.1
6
93'-10"
T.O. SLAB
2
98'-0"
S3.1
10 " THICK PRECAST
CONCRETE
WALL, TYP
S3.1
6
21
43
2
FTG STEP 2
S3.2
GB-50
GB-31
PRECAST SUPPLIER TO DESIGN
CORNER CONNECTIONS TO
CAST-IN-PLACE WALL.
Structural
Foundations 2
COORD FINAL PENETRATION
FOR MECH DUCT W/ MECH
CONTRACTOR.
11
S3.1
33
1
FTG STEP
2
53
2' - 0"
P-49
2" EJ
2
2
10" THICK PRECAST
CONCRETE
WALL, TYP
26.52
S3.1
P-23
C-15
4" CONC TOPPING
SLAB ON GEOFOAM
7' - 4"
TOF
95'-0"
HSS16x4x3/8
TOF
93'-10"
24
X-B
RA
CE
P-68
AM
2
S3.2
2
P-48
P-85
C-27
S3.2
45
HSS16x4x3/8
GB-49
GB-30
P-103
10' - 0"
2
3 10-8-12 ADD #3
SEE MECH
FOR LOUVER, TYP
GB-11
P-47
P-46
P-24
C-16
2 10-4-12 ADD #2
S3.1
1
tel: (913)897-7811
S3.1
AK
DN
56
JOPLIN HIGH SCHOOL
55
10.682°
1
6
1 9-25-12 ADD #1
6
S3.1
11
2
13-12102-00
9/25/2012
23
FIRST LEVEL FOUNDATION PLAN - AREA A
GB-29
2
5
1
AH
S1.1A
GB48
7' - 0"
T.O. SLAB
98'-0"
1
T.O. SLAB
97'-6"
1
T.O. SLAB
94'-6"
2' - 0"
11"
AG
P-95
S3.1
GB-12
2
AE
AF
GB-13
DN
SLOPE
T.O. FTG
90'-0"
2
THICKENED SLAB
(REINF PER 55/S3.1)
S3.1
AI
10" THICK PRECAST
CONCRETE WALL
P-45
P-44
AC
11
P-26
10.682°
GB-47
T.O. PIT = 94'-0"
(VERIFY W/
SUPPLIER)
TOF
96'-2"
53
AB
AD
GB-14
31' - 5"
P-94
C-32
°
21.365
2" EJ
8" THICK PRECAST
WALL, TYP 3 SIDES.
5°
26.52
GB-28
2'-0"X2'-0"X2'-0"
DP SUMP PIT
(COORD W/
ELEV SUPPLIER)
AA
S3.1
RECESS STAGE FLOOR
PER ARCH DWGS.
FEMA DOOR
PER ARCH
2
S3.1
H
ARC
PER
21
SEE MECH
FOR LOUVER, TYP
5
6"
2' -
15
1
41
1
8" CONC STAIR WALL
W/ #4 @ 12" O.C. EW,
CENTERED
P-42
T.O. SLAB
98'-0"
1
2
GB-63
S8.1
2
STEP FTG
P-27
1
2
S3.1
2
GB-16
FTG STEP
P-43
12" THICK PRECAST
CONCRETE WALL
1
S3.1
46
1
31
FTG STEP
TOF
95'-0"
2
PERFORATED
METAL RETURN
AIR GRILL
31
2
S3.1
P-91
C-36
6
TOF
93'-10"
24
P-102
P-69
TYP
GB-46
P-41
2
33
S3.1
S3.2
5
S3.1
46
1'-0" THICKENED SLAB
REINF W/ #5@12" OC
3" CLEAR FROM BOTT
AT STAIR
8" THICK PRECAST
CONCRETE WALL
P-40
2
TYP@STAIR
P-90
C-35
GB-17
P-28
P-92
C-37
S3.2
S3.2
GB-45
21
2
16
GB-44
6
S3.1
8' - 0"
FEMA DOORS
PER ARCH
TOF
93'-10"
43
6"
2' -
S3.1
HSS4X3X5/16
NESTED UNDER DECK
FLUTE EA SIDE, TYP
COORD FINAL PENETRATION
FOR MECH DUCT W/
MECH CONTRACTOR.
8' - 0"
GB-43
11
T.O. SLAB
98'-0"
P-93
C-38
P-29
7
1
°
28.79
1
S3.1
CE
RA
X-B
S3.2
TYP@HSS
COL
92°
31.7
16
T.O. FTG
90'-8"
2
S3.1
52
HSS12x2x1/4
STAIR PER
ARCH
14
T.O. SLAB
98'-0"
S3.2
3
30°
GB-27
P-35
10" THICK PRECAST
CONCRETE
WALL, TYP
8" THICK PRECAST
CONCRETE WALL
GB-18
1
23
2' - 0"
1' - 3"
HSS12x2x1/4
2
P-30
C-33
11
S3.1
2' - 6"
GB-21
P-31
C-34
4' - 6 1/2"
P-32
11 5/8"
GB-23
P-33
P-34
8' - 7 3/4"
GB-24
P-35
2' - 0"
P-36
14' - 11 3/8"
S3.2
PROVIDE L8X4X1/2
AT EACH EDGE, TYP
GB-22
S3.1
17' - 7 5/8"
GB-25
1
37°
35.6
GB-26
16
10' - 3 1/8"
P-37
STEP
GR BM
7' - 4 3/8"
P-38
STEP
GR BM
45
7' - 7 1/2"
S3.1
P-39
STEP BOTT
OF GR. BM
1' - 1 1/4"
11
10" THICK PRECAST
CONCRETE WALL, TYP
GB-15 1' - 2 7/8"
STEP BOTT
OF GR. BM
AZ
AZ
MATCHLINE
RE: S1.1A
A2
A3
A4
A5
A6
A7
A8
A9
MATCHLINE
RE: S1.1B
A16
A10
A11
A12
A13
15' - 8"
A1
A14 A15
97'-0"
TO FTG
2
25
BA
TYP
S3.6
CC10
FF14
32' - 6"
CC10
FF14
97'-0"
TO FTG
CC10
FF14
FTG STEP
BB
99'-4"
TO FTG
99'-4"
TO FTG
15' - 4"
2' - 0"
CC5
FF10
S3.4
S3.5
1
24' - 4"
1
1
CC25
1
CC25
2
11' - 4"
2
CC14
FF6
1
BF
1
1
6' - 0"
PP1
97'-7"
70'-7"
PP1
99'-4"
74'-4"
1
1
CC5
FF6
1
PP1
97'-7"
72'-7"
S3.4
1
CC25
HSS10x6x3/8
(TOS = 108'-0 1/2")
2
2
1
CC25
99'-4"
TO FTG
1
45
PP1
99'-4"
74'-4"
BG
99'-4"
TO FTG
CC7
FF15
CC7
FF6
96'-0"
TO FTG
2' - 6"
2
1
CC16
FF6
S3.4
CC21
2
HSS6x6x1/4
(TOS = 101'-4 1/2")
S3.3
2' - 6"
MECH UNITS
PER MECH,
TYP
1
1
PP1
97'-7"
70'-7"
2
PP1
97'-7"
70'-7"
2
PP1
97'-1"
70'-7"
2' - 6"
6' - 0"
1
2
99'-4"
TO FTG
25' - 4"
25' - 4"
B7
B8
41
S3.2
CC21
52
STEP BOT
OF FTG
29' - 8"
S3.4
20' - 0"
B9
B10
99'-4"
TO FTG
CC21
CA
FTG STEP
16' - 0"CC10
CC10
FF13
21
S3.5
HSS6x6x1/4
(TOS = 101'-4 1/2")
CC21
CC5
FF13
14
S3.3
SIM
(RE: ARCH)
2
16' - 0"
101'-4"
TO FTG
HSS6x6x1/4
(TOS = 101'-4 1/2")
2' - 0"
103'-4"
TO FTG
CC21
S3.3
15' - 4"
BJ
1
98'-8"
TO FTG
44
RE: 24/S2.1,
TYP
5' - 0"
PP1
97'-7"
70'-7"
7' - 6"
3' - 0"
2
BH
STAIR STRINGER
RE: LEVEL ABOVE
(RE: 31/S5.4)
2
2' - 0"
PP1
97'-7"
70'-7"
FTG STEP
FTG STEP
SEE SHEET
S1.2B FOR
CONTINUATION
CONTROL / CONSTRUCTION JT
RE: TYPICAL DETAIL 15/S2.1
AND GENERAL NOTES, TYP.
1
5' - 0"
5' - 0"
CC5
FF15
12
SUMP PIT
RE: 11/S2.1
1
52
24' - 0"
7
CC5
FF13
98'-8"
TO FTG
MATCHLINE
RE: S1.1B
12
S3.4
MATCHLINE
RE: S1.1C
B13
16' - 0"
FF13
S1.1B
1
99'-4"
TO FTG
B13
1
98'-8"
TO FTG
B11
B12
KEY PLAN
B
1
KEY NOTES:
PLAN NOTES:
A.
FINISHED FLOOR ELEVATION = VARIES PER PLAN.
100'-0" EQUAL TO SURVEY ELEVATION = 1018.0'.
B.
SEE ARCHITECTURAL DRAWINGS FOR LOCATION OF SLOPED,
C.
D.
E.
F.
REFER TO GENERAL NOTES SHEET S0.1 AND S0.2 FOR GENERAL
REFER TO SPECIFICATIONS FOR ALL SUBGRADE PREPARATION
REQUIREMENTS.
REFER TO ARCHITECTURAL DRAWINGS FOR OVERALL BUILDING
GEOMETRY, WALL LOCATIONS, STAIR GEOMETRY AND
ADDITIONAL PARTITION WALL REQUIREMENTS.AND ADDITIONAL
PARTITION WALL REQUIREMENTS.
REFER TO 52/S2.1 FOR COLUMN AND FOOTING SCHEDULES.
G.
H.
J.
K.
L.
REFER TO ARCHITECTURAL DRAWINGS FOR NON-LOAD BEARING
PARTITION WALLS. REFER TO SHEETS S0.1, S0.2, S2.1, S2.2,
AND S9.2 TYPICAL DETAILS FOR REINFORCING, THICKENED
SLABS AND OTHER REQUIREMENTS.
ALL CONCRETE BASEMENT WALLS HAVE BEEN DESIGNED AS
CANTILEVERED, UNLESS OTHERWISE NOTED ON SECTIONS, NO
TEMPORARY SHORING IS REQUIRED. BACKFILL WALLS PRIOR TO
INSTALLING CONNECTING CONSTRUCTION.
COORDINATE ALL PENETRATIONS THRU CONTINUOUS
FOOTINGS WITH MEP DRAWINGS. REFERENCE TYPICAL
DETAILS 34/S2.1 & 41/S2.1.
ALL OPENINGS IN CMU WALLS REQUIRE A LINTEL. REFER TO
SHEET S9.2 FOR TYPICAL MASONRY LINTEL DETAILS AND
SCHEDULES.
ALL EXTERIOR EXPOSED STEEL SHALL BE GALVANIZED.
M.
REFER TO ARCHITECTURAL DRAWINGS FOR PRECAST JOINT
LOCATIONS. VERIFY JOINT LOCATIONS WITH PRECASTER.
N.
COORDINATE ALL FOOTING STEP LOCATIONS AND BRICK LEDGES
WITH ARCHITECTURAL ELEVATIONS.
C
4" GRANULAR FILL.
9
12" CMU WALL, SOLID GROUT WITH 2-#6 @ 2'-8"OC.
10
2
20"x20" CONCRETE PILASTER. RE: 31/S2.2 FOR REINFORCEMENT.
11
NOT USED.
3
12
16"x36" CMU PILASTER. RE: 31/S2.2 FOR REINFORCEMENT.
4
5
6
12" CMU WALL REINFORCE PER GENERAL NOTES, UNLESS NOTED
OTHERWISE..
7
OTHERWISE.
1
D
F
P.
ALL PRECAST CONNECTIONS SHALL BE DESIGNED BY THE
PRECAST SUPPLIER.
Q.
ALL HSS MEMBERS SHALL HAVE 1/4" CAP PLATES AT ENDS.
R.
REFER TO 15/S2.2 FOR PIER SCHEDULE.
S.
DENOTES FEMA 361 SAFE ROOM AREA. REFER TO
TYPICAL DETAILS (ON S4.3) AND GENERAL NOTES.
2
8
K
E
G
L
H
FIRST LEVEL FOUNDATION PLAN - AREA B
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:11:58 PM
A
NORTH
NORTH
1
PP1
97'-7"
72'-7"
2 10-08-12 ADD #3
BE
PP1
99'-4"
74'-4"
tel: (913)897-7811
PP1
99'-4"
74'-4"
2' - 6"
PP1
97'-7"
70'-7"
HSS10x6x3/8
(TOS = 108'-0 1/2")
99'-4"
TO FTG
5' - 0"
21
JOPLIN HIGH SCHOOL
98'-8"
TO FTG
21
PP1
97'-7"
70'-7"
1
CC7
FF15
HSS8x6x3/8
(TOS = 108'-0 1/2")
Revisions
1
2
1 10-04-12 ADD #2
2' - 6"
5' - 0"
3
2
PP1
97'-7"
70'-7"
PP1
97'-1"
72'-7"
1
2
2
1
13-12102-00
09/10/12
2
9' - 8"
16' - 0"
1
2' - 6"
FTG STEP
BD
21
5' - 0"
2
5' - 0"
5' - 0"
PP1
97'-7"
70'-7"
99'-4"
TO FTG
S3.5
S3.4
S3.3
5' - 0"
6' - 0"
103'-4"
TO FTG
7' - 6"
5' - 0"
S3.3
CC10
FF14
23
52
2' - 6"
52
BC
STEP BOT
OF FTG
PP1
97'-7"
70'-7"
PP1
97'-7"
70'-7"
3' - 0"
FTG STEP
SEE SHEET
S1.2B FOR
CONTINUATION
1
FIRST LEVEL FOUNDATION PLAN - AREA B
101'-4"
TO FTG
2
PP1
97'-1"
70'-7"
BJ
25' - 4"
B7
2
SIM
(RE: ARCH)
CC21
CC21
STEP BOT
OF FTG
CC5
FF13
98'-8"
TO FTG
B10
16' - 0"CC10
12
B13
S3.4
16' - 0"
7' - 3"
FF13
CC10
FF13
99'-4"
TO FTG
FTG STEP
S3.4
20' - 0"
B9
HSS6x6x1/4
(TOS = 101'-4 1/2")
CC21
CC5
FF13
14
29' - 8"
B8
HSS6x6x1/4
(TOS = 101'-4 1/2")
2
99'-4"
TO FTG
25' - 4"
1
2' - 0"
2' - 6"
2
PP1
97'-7"
70'-7"
15' - 4"
1
PP1
97'-7"
70'-7"
5' - 0"
1
PP1
97'-7"
70'-7"
RE: 24/S2.1,
TYP
2' - 0"
2
B13
B14
CA
1
30' - 8"
98'-8"
TO FTG
FTG STEP
FTG STEP
SEE SHEET
S1.2C FOR
CONTINUATION
3' - 0"
52
2
2
PP1 1
97'-7"
70'-7"
101'-4"
TO FTG
CC10
FF13
98'-8"
TO FTG
2
5' - 0"
2' - 6"
CC
103'-4"
TO FTG
99'-4"
TO FTG
S3.3
1
1
PP1
97'-7"
70'-7"
1
43
CC10
FF13
25
S3.5
41
S3.5
25
CD
S3.5
99'-4"
TO FTG
52
S3.6
99'-4"
TO FTG
S3.3
1
2
52
S3.4
99'-4"
TO FTG
10' - 2 1/4"
99'-4"
TO FTG
S3.4
1
PP1
97'-7"
70'-7"
PP1
97'-7"
70'-7"
CC25
12' - 9 1/4"
45
5' - 0"
99'-4"
TO FTG
2' - 0"
CC21
12
99'-4"
TO FTG
11' - 4"
2
5' - 0"
6' - 0"
CC14
FF7
99'-4"
TO FTG
1
99'-4"
TO FTG
PP1
99'-4"
74'-4"
17' - 7 3/4"
24' - 0"
52
22' - 9 7/8"
5' - 0"
CL
99'-4"
TO FTG
45
3
PP1
97'-7"
70'-7"
1
5' - 0"
2' - 6"
2
52
FTG STEP
CC5
FF15
2
CC21
CC7
FF7
7
CC21
HSS6x6x1/4
(TOS = 101'-4 1/2")
CC21
STAIR STRINGER
RE: LEVEL ABOVE
(RE: 31/S5.4)
8' - 4 1/2"
5' - 0"
CC5
FF7
SUMP PIT
RE: 11/S2.1
1
2' - 6"
S3.4
5' - 0"
3' - 0"
44
S3.3
1
CC14
FF16
2
CC14
FF15
CC21
CC5
FF13
1
41
HSS6x6x1/4
(TOS = 101'-4 1/2")
CC21
2
S3.2
SIM
(RE: ARCH)
CC5
FF13
CC5
FF13
HSS6x6x1/4
(TOS = 101'-4 1/2")
CC21
C10
20' - 0"
C12
99'-4"
TO FTG
16' - 0"
32
14
S3.3
S3.4
SIM
16' - 0"
FTG STEP
S3.4
S3.3
MATCHLINE
RE: S1.1D
12
B12
B12
D10
C13
2 10-08-12 ADD #3
C9
29' - 8"
tel: (913)897-7811
C8
STEP BOT
OF FTG
53
25' - 4"
MATCHLINE
RE: S1.1C
Revisions
99'-4"
TO FTG
CC21
CC21
98'-8"
TO FTG
1 10-04-12 ADD #2
C7
25' - 4"
PP1
97'-1"
70'-7"
13' - 8"
S1.1C
29' - 8"
PP1
97'-7"
70'-7"
13-12102-00
09/10/12
S3.3
101'-4"
TO FTG
2' - 0"
6' - 0"
103'-4"
TO FTG
45
99'-4"
TO FTG
CC21
HSS6x6x1/4
(TOS = 101'-4 1/2")
1
S3.4
2' - 6"
CM
1
PP1
97'-7"
70'-7"
5' - 0"
99'-4"
TO FTG
2' - 6"
PP1
97'-7"
70'-7"
2
2' - 6"
FTG STEP
SEE SHEET
S1.2C FOR
CONTINUATION
CC7
FF7
1
CC14
FF7
FTG STEP
1
CC7
FF7
99'-4"
TO FTG
CC14
FF7
PP1
97'-7"
70'-7"
PP1
97'-7"
70'-7"
S3.3
1
99'-4"
TO FTG
9' - 9 1/2"
5' - 0"
1
CC7
FF7
96'-0"
TO FTG
99'-4"
TO FTG
2' - 6"
FF5
MECH UNITS
PER MECH,
TYP
1
CC14
FF7
CK
1
CC14
FF7
1
1
PP1
97'-7"
70'-7"
CC25
HSS6x6x1/4
(TOS = 101'-4 1/2")
2
RE: 24/S2.1,
TYP
PP1
97'-7"
70'-7"
98'-8"
TO FTG
CC6
FF15
S3.4
CC21
2' - 6"
1
FF6
CC21
99'-4"
TO FTG
1
CJ
S3.4
2' - 0"
CH
PP1
99'-4"
74'-4"
12
2' - 0"
1
PP1
97'-7"
70'-7"
1
1
HSS6x6x1/4
(TOS = 101'-4 1/2")
5' - 0"
45
CC21
STEP BOT
OF FTG
99'-4"
TO FTG
STEP BOT OF FTG
99'-4"
TO FTG
CC7
2
STEP BOT
OF FTG
3
CC7
JOPLIN HIGH SCHOOL
2' - 6"
S3.4
5' - 6"
2
FIRST LEVEL FOUNDATION PLAN - AREA C
24' - 4"
PP1
97'-1"
70'-7" 2' - 6"
PP1
97'-7"
70'-7"
CC7
2' - 0"
1
45
2
CC6
FF14
CC21
2' - 0"
3
2
5' - 6"
3
PP1
97'-7"
70'-7"
FF6
S3.4
2' - 0"
5' - 0"
S3.3
1
PP1
97'-7"
70'-7"
2' - 6"
6' - 0"
PP1
97'-7"
70'-7"
1
52
99'-4"
TO FTG
CF
FTG STEP
1
5' - 6"
S3.3
1
17' - 6"
CE
CC21
14
5' - 0"
2' - 6"
2
99'-4"
TO FTG
HSS6x6x1/4
(TOS = 101'-4 1/2")
16' - 0"
52
1
17' - 6"
2' - 0"
5' - 0"
1
FF6
5' - 0"
1
2' - 6"
15' - 4"
5' - 0"
2' - 6"
17' - 6"
18' - 8"
S3.3
B11
B
1
KEY NOTES:
PLAN NOTES:
A.
B.
C.
D.
E.
F.
REQUIREMENTS.
G.
H.
J.
K.
L.
DETAILS 34/S2.1 & 41/S2.1.
SCHEDULES.
M.
N.
C
4" GRANULAR FILL.
9
10
2
11
NOT USED.
3
12
4
5
6
OTHERWISE..
7
OTHERWISE.
1
D
F
P.
PRECAST SUPPLIER.
Q.
R.
S.
2
8
K
E
G
L
H
FIRST LEVEL FOUNDATION PLAN - AREA C
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:12:04 PM
A
NORTH
NORTH
KEY PLAN
PP1
97'-7"
70'-7"
2
99'-4"
TO FTG
1
PP1
97'-7"
70'-7"
1
45
5' - 0"
CC14
FF16
S3.4
FTG STEP
30' - 0"
PP1
97'-7"
70'-7"
29' - 8"
5' - 0"
2
101'-4"
TO FTG
C6
1
2' - 6"
103'-4"
TO FTG
CM
3
5' - 0"
3' - 0"
6' - 0"
2' - 6"
PP1
97'-7"
70'-7"
C7
53
C8
CC5
FF13
1
SIM
(RE: ARCH)
HSS6x6x1/4
(TOS = 101'-4 1/2")
CC21
2
13' - 8"
PP1
97'-1"
70'-7"
99'-4"
TO FTG
25' - 4"
CC14
FF15
25' - 4"
STEP BOT
OF FTG
C9
C10
S3.3
CC5
FF13
CC21
29' - 8"
20' - 0"
15' - 4"
CL
16' - 0"
99'-4"
TO FTG
C12
32
14
S3.3
S3.4
SIM
CC5
FF13
CC21
2' - 0"
FTG STEP
SEE SHEET
S1.2C FOR
CONTINUATION
CC21
98'-8"
TO FTG
16' - 0"
FTG STEP
12
S3.4
B12
CC10
FF18
CC10
FF17
B12
CC10
FF14
1
DA
98'-8"
TO FTG
30' - 8"
98'-8"
TO FTG
98'-8"
TO FTG
98'-8"
TO FTG
1
CC10
FF18 2
CC10
FF17
25
DB
S3.6
1
1
CC5
CC6
FF14
S3.3
HSS8x6x3/8
(TOS = 108'-0 1/2")
3
21
S3.4
1
98'-8"
TO FTG
1
99'-4"
TO FTG
CC14
FF7
99'-4"
TO FTG
99'-4"
TO FTG
CC14
FF7
CC14
FF7
HSS10x6x3/8
(TOS = 108'-0 1/2")
CC7
FF6
CC14
FF6
CC6
FF16
1
DE
11' - 4"
2
99'-4"
TO FTG
99'-4"
TO FTG
99'-4"
TO FTG
1
1
CC14
FF7
CC14
FF8
1
1
96'-0"
TO FTG
CC14
FF7
CC5
FF6
CC16
FF6
6' - 0"
DF
HSS10x6x3/8
(TOS = 108'-0 1/2")
MATCHLINE
RE: S1.1D
99'-4"
TO FTG
MATCHLINE
RE: S1.1F
CC5
FF14
CC8
FF15
DG
2
99'-4"
TO FTG
1
RE: 24/S2.1,
TYP
1
1
FTG STEP
1
MECH UNITS
PER MECH,
TYP
5' - 0"
5' - 6"
3' - 0"
6' - 0"
1
DJ
CC21
2
2
25' - 4"
25' - 4"
D7
D8
S3.3
CC14
FF7
CC8
FF7
CC5
FF6
99'-4"
TO FTG
2
2' - 0"
FTG STEP
SEE SHEET
S1.2D FOR
CONTINUATION
44
SUMP PIT
RE: 11/S2.1
2
103'-4"
TO FTG
2
CC21
99'-4"
TO FTG
7
96'-0"
TO FTG
3
FTG STEP
DH
1
1
41
S3.6
101'-4"
TO FTG
S3.3
MATCHLINE
RE: S1.1D
MECH UNITS
PER MECH,
TYP
1
CC5
FF7
29' - 8"
MATCHLINE
RE: S1.1E
CC14
FF16
D9
CC5
FF4
99'-4"
TO FTG
36' - 0"
16' - 0"
99'-4"
TO FTG
D10
99'-4"
TO FTG
CC14
FF8
CC14
FF16
E10
D11
1
S1.1D
24' - 0"
6' - 0"
12
S3.4
99'-4"
TO FTG
99'-4"
TO FTG
19' - 0"
33
2' - 0"
2
99'-4"
TO FTG
12' - 0"
99'-4"
TO FTG
B11
1
C13
CC8
FF6
CC7
FF4
1
KEY PLAN
F1
B
1
KEY NOTES:
PLAN NOTES:
A.
B.
C.
D.
E.
F.
REQUIREMENTS.
G.
H.
J.
K.
L.
DETAILS 34/S2.1 & 41/S2.1.
SCHEDULES.
M.
N.
P.
2
PRECAST SUPPLIER.
Q.
R.
S.
C
4" GRANULAR FILL.
9
10
2
11
NOT USED.
3
12
4
5
6
OTHERWISE..
7
OTHERWISE.
1
8
D
F
K
E
G
L
H
FIRST LEVEL FOUNDATION PLAN - AREA D
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:12:10 PM
A
NORTH
NORTH
24' - 4"
2 10-08-12 ADD #3
1
FIRST LEVEL FOUNDATION PLAN - AREA D
2
33
1
5' - 0"
5' - 0"
2
2
16' - 0"
2
1
5' - 6"
DD
17' - 6"
6' - 0"
103'-4"
TO FTG
101'-4"
TO FTG
3' - 0"
DC
CC14
FF15
tel: (913)897-7811
STEP BOT
OF FTG
FTG STEP
CC14
FF15
CC14
FF15
99'-4"
TO FTG
S3.3
98'-8"
TO FTG
Revisions
32
1 10-04-12 ADD #2
16' - 0"
13-12102-00
09/10/12
FTG STEP
SEE SHEET
S1.2D FOR
CONTINUATION
JOPLIN HIGH SCHOOL
21
S3.6
15' - 4"
S3.6
2' - 0"
99'-4"
TO FTG
23
FTG STEP
CC10
FF14
MECH UNITS
PER MECH,
TYP
1
2
DJ
2
2
25' - 4"
25' - 4"
D8
99'-4"
TO FTG
MATCHLINE
RE: S1.1D
MECH UNITS
PER MECH,
TYP
1
CC5
FF7
29' - 8"
MATCHLINE
RE: S1.1E
CC5
FF4
99'-4"
TO FTG
36' - 0"
CC14
FF16
D9
20' - 8"
D7
CC5
FF6
2
2' - 0"
FTG STEP
SEE SHEET
S1.2D FOR
CONTINUATION
CC14
FF7
16' - 0"
99'-4"
TO FTG
D10
99'-4"
TO FTG
1
99'-4"
TO FTG
CC14
FF8
CC14
FF16
B11
CC7
FF4
1
EA
1
99'-4"
TO FTG
19' - 9 1/2"
2
99'-4"
TO FTG
STAIR STRINGER
RE: LEVEL ABOVE
(RE: 31/S5.4)
CC7
FF8
CC14
FF16
1
1
EB
SIM
(RE: ARCH)
1
CC14
FF6
2' - 0"
MATCHLINE
RE: S1.1E
1
CC14
FF7
99'-4"
TO FTG
CC14
FF6
99'-4"
TO FTG
CC14
FF7
CC14
FF6
1
CC6
FF7
99'-4"
TO FTG
EF
1
11' - 4"
2
99'-4"
TO FTG
99'-4"
TO FTG
CC14
FF8
1
7
CC14
FF8
6' - 0"
EG
96'-0"
TO FTG
1
24
1
7
STAIR STRINGER
RE: LEVEL ABOVE
(RE: 31/S5.4)
2
EH
99'-4"
TO FTG
1
S3.3
44
S3.3
1
7
CC16
FF6
35' - 9 3/16"
24' - 0"
96'-0"
TO FTG
Structural
Framing 2
SUMP PIT
RE: 11/S2.1
FTG STEP
97'-4"
TO FTG FTG STEP
1
RE: 24/S2.1,
TYP
101'-4"
TO FTG
2
1
2
6' - 0"
3' - 0"
6' - 0"
103'-4"
TO FTG
MECH UNITS
PER MECH,
TYP
1
2
1
STEP BOT
OF FTG
5' - 0"
EK
99'-4"
TO FTG
2
99'-4"
TO FTG
41
SIM
(RE: ARCH)
S3.2
24
S3.3
15
99'-4"
TO FTG
S3.3
STEP BOT
OF FTG
STEP BOT
OF FTG
1
7
PP1
97'-7"
70'-7"
FTG STEP
E8
29' - 8"
E9
E10
20' - 0"
2' - 6"
25' - 4"
MATCHLINE
RE: S1.1G
FTG STEP
SEE SHEET
S1.2E FOR
CONTINUATION
MATCHLINE
RE: S1.1E
EL
PP1
97'-1"
77'-7"
99'-4"
TO FTG
E11
G1
PP1
97'-7" 16' - 0"
77'-7"
99'-4"
TO FTG
PP1
97'-7" 16' - 0"
77'-7"
46
S3.4
EJ
99'-4"
TO FTG
1
2' - 6"
41
1
7
6' - 0"
7
1
1
S3.6
7
S1.1E
22' - 5"
2
6' - 0"
2
C13
2
RE: 24/S2.1,
TYP
MECH UNITS
PER MECH,
TYP
E12
D11
2 10-08-12 ADD #3
12' - 3"
6' - 0"
99'-4"
TO FTG
tel: (913)897-7811
99'-4"
TO FTG
19' - 0"
99'-4"
TO FTG
24' - 4"
S3.5
Revisions
21
99'-4"
TO FTG
1 10-04-12 ADD #2
2
99'-4"
TO FTG
12' - 3"
2
1
99'-4"
TO FTG
99'-4"
TO FTG
13-12102-00
09/10/12
103'-4"
TO FTG
101'-4"
TO FTG
5' - 0"
ED
JOPLIN HIGH SCHOOL
1
FIRST LEVEL FOUNDATION PLAN - AREA E
2
5' - 0"
CC5
FF7
CC14
FF6
MATCHLINE
RE: S1.1F
16' - 0"
3' - 0"
FTG STEP
6' - 0"
EC
CC7
FF4
99'-4"
TO FTG
CC14
FF6
S3.2
1
20' - 10 1/2"
99'-4"
TO FTG
FTG STEP
SEE SHEET
S1.2E FOR
CONTINUATION
99'-4"
TO FTG
41
G2
B
1
KEY NOTES:
PLAN NOTES:
A.
B.
C.
D.
E.
F.
REQUIREMENTS.
G.
H.
J.
K.
L.
DETAILS 34/S2.1 & 41/S2.1.
SCHEDULES.
M.
N.
P.
PRECAST SUPPLIER.
Q.
R.
S.
2
C
4" GRANULAR FILL.
9
10
2
11
NOT USED.
3
12
4
5
6
OTHERWISE..
7
OTHERWISE.
1
8
D
F
K
E
G
L
H
FIRST LEVEL FOUNDATION PLAN - AREA E
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:12:16 PM
A
NORTH
NORTH
KEY PLAN
CC6
FF16
PLAN NOTES:
DE
MATCHLINE
RE: S1.1F
CC8
FF15
C.
CC10
FF12
D.
REQUIREMENTS.
E.
GEOMETRY, WALL LOCATIONS, STAIR GEOMETRY AND ADDITIONAL
PARTITION WALL REQUIREMENTS.AND ADDITIONAL PARTITION
WALL REQUIREMENTS.
F.
G.
H.
CC17
FF16
J.
DETAILS 34/S2.1 & 41/S2.1.
1
K.
SCHEDULES.
L.
M.
N.
P.
PRECAST SUPPLIER.
Q.
R.
S.
CC14
FF12
10"
12
S3.4
HSS6x6x1/4
(TOS = 102'-0 1/2")
98'-8"
TO FTG
CC8
FF13
CC10
FF12
2
CC21
S3.6
F3
98'-8"
TO FTG
CC8
FF13
F4
2
KC
KD
CC21
HSS6x6x1/4
(TOS = 102'-0 1/2")
CC21
1
24' - 0"
99'-4"
TO FTG
S3.3
1
1
DJ
10
23
KB
98'-8"
TO FTG
98'-8"
TO FTG
CC8
FF7
CC10
FF12
25
FA
CC21
98'-8"
TO FTG
1' - 6"
2' - 0"
HSS6x6x1/4
(TOS = 102'-0 1/2")
1
98'-8"
TO FTG
14' - 6"
CC21
CC8
FF6
98'-8"
TO FTG
98'-8"
TO FTG
CC21
DH
KA
D12
CC21
B.
10' - 0"
S3.4
2' - 7"
S3.3
A.
15' - 4"
16' - 0"
33
CC10
FF12
CC8
FF11
98'-8"
TO FTG
12
33' - 1 5/8"
10' - 0"
DG
98'-8"
TO FTG
1
2' - 0"
DF
15' - 4"
MATCHLINE
RE: S1.1K
37' - 4"
MATCHLINE
RE: S1.1F
HSS10x6x3/8
(TOS = 108'-0 1/2")
MATCHLINE
RE: S1.1D
1
1
98'-8"
TO FTG
CC21
CC17
FF16
CC8
FF13
1
2
1
2
CC21
EA
KE
2
3
4
5
6
OTHERWISE.
7
OTHERWISE.
8
9
10
11
NOT USED
12
99'-4"
TO FTG
98'-8"
TO FTG
CC8
FF13
1
CC17
FF17
1
EB
12
KF
S3.4
HSS6x6x1/4
(TOS = 102'-0 1/2")
CC21
98'-8"
TO FTG
CC8
FF14
1
24' - 0"
10
CC21
1
1
3
CC21
KG
HSS6x6x1/4
(TOS = 102'-0 1/2")
98'-8"
TO FTG
12
S3.3
S3.4
HSS6x6x1/4
(TOS = 102'-0 1/2")
CC8
FF7
1
35
S8.5
CC18
FF18
12
S3.4
CC21
CC8
FF13
1
1
3
EF
KH
21
S3.4
7
MATCHLINE
RE: S1.1G
HSS8x6x3/8
(TOS = 108'-0 1/2")
21
CC6
FF5
KJ
S3.4
KK
CC5
FF12
EJ
23
S3.3
1
12
CC21
S3.4
CC5
FF10
CC5
FF14
CC12
FF6
HSS6x6x1/4
(TOS = 102'-0 1/2")
1
97'-4"
TO FTG
A
21
S3.4
CC17
FF15
HSS8x6x3/8
(TOS = 108'-0 1/2")
EL
2
1
B
12
99'-4"
TO FTG
S3.4
98'-8"
TO FTG
37' - 4"
HSS6x6x1/4
(TOS = 102'-0 1/2")
F1
F2
KL
SIM
STEP BOT
OF FTG
23
S3.3
C
K1
D
F
K2
K
E
G
L
H
FIRST LEVEL FOUNDATION PLAN - AREA F
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:12:22 PM
KEY PLAN
10
26' - 0"
99'-4"
TO FTG
EK
1
2
2' - 7"
STEP BOT
OF FTG
14' - 5"
6' - 0"
7
CC18
FF18
2' - 0"
EH
S1.1F
EG
MATCHLINE
RE: S1.1F
99'-4"
TO FTG
1
24' - 0"
99'-4"
TO FTG
98'-8"
TO FTG
NORTH
NORTH
99'-4"
TO FTG
33
2' - 0"
CC21
2
24' - 0"
2' - 0"
2 10-08-12 ADD #3
CC21
MATCHLINE
RE: S1.1F
MATCHLINE
RE: S1.1E
99'-4"
TO FTG
tel: (913)897-7811
ED
CC17
FF17
EC
Revisions
CC8
FF7
1 10-04-12 ADD #2
CC21
99'-4"
TO FTG
1
2
CC21
13-12102-00
09/10/12
CC8
FF6
97'-4"
TO FTG
24' - 0"
1
WELDED WIRE REINFORCEMENT ON 15 MIL VAPOR RETARDER OVER 4"
GRANULAR FILL.
JOPLIN HIGH SCHOOL
1
FIRST LEVEL FOUNDATION PLAN - AREA F
KEY NOTES:
96'-0"
TO FTG
Structural
Framing 2
RE: 24/S2.1,
TYP
S3.6
S3.6
MECH UNITS
PER MECH,
TYP
1
3' - 0"
6' - 0"
2
99'-4"
TO FTG
1
2
1
STEP BOT
OF FTG
5' - 0"
2
103'-4"
TO FTG
41
99'-4"
TO FTG
101'-4"
TO FTG
7
99'-4"
TO FTG
SIM
(RE: ARCH)
E8
S3.3
15
99'-4"
TO FTG
CC5
FF10
CC5
FF14
S3.3
1
STEP BOT
OF FTG
CC12
FF6
STEP BOT
OF FTG
HSS6x6x1/4
(TOS = 102'-0 1/2")
21
S3.4
7
PP1
97'-7"
70'-7"
HSS8x6x3/8
(TOS = 108'-0 1/2")
12
2' - 6"
E10
E9
CC21
S3.4
20' - 0"
PP1
97'-1"
77'-7"
99'-4"
TO FTG
E11
PP1
97'-7" 16' - 0"
77'-7"
99'-4"
TO FTG
PP1
97'-7" 16' - 0"
77'-7"
46
S3.4
C13
RE: 24/S2.1,
TYP
2
MECH UNITS
PER MECH,
TYP
PP1
97'-7"
77'-7"
CC21
37' - 4"
98'-8"
TO FTG
HSS6x6x1/4
(TOS = 102'-0 1/2")
CC12
FF6
2
2
2' - 6"
CC5
FF13
21
99'-4"
TO FTG
5' - 0"
S3.4
1
20' - 0"
1
S3.4
28' - 0"
PP1
97'-7"
77'-7"
1
GA
99'-4"
TO FTG
18' - 0 3/8"
FTG STEP
29' - 8"
MATCHLINE
RE: S1.1G
FTG STEP
SEE SHEET
E7
S1.2E FOR
CONTINUATION
25' - 4"
20' - 0"
E6
25' - 4"
MATCHLINE
RE: S1.1E
19' - 0"
E5
29' - 8"
12
1
24
EL
30' - 0"
CC5
FF12
99'-4"
TO FTG
1
2' - 6"
2
1
6' - 0"
7
1
1
41
EK
7
FTG STEP
97'-4"
TO FTG FTG STEP
1
CC6
FF5
CC12
FF6
1
1
PP1
97'-7"
77'-7"
PP1
97'-7"
77'-7"
CC5
FF14
HSS8x6x3/8
(TOS = 108'-0 1/2")
GB
2
1
CC5
FF10
1
CC5
FF14
HSS8x6x3/8
(TOS = 108'-0 1/2")
GC
2
2
1
S3.4
98'-8"
TO FTG
1
99'-4"
TO FTG
20' - 4"
21
CC5
FF10
99'-4"
TO FTG
CC21
12
S3.4
HSS6x6x1/4
(TOS = 102'-0 1/2")
CC12
FF4
PP1
97'-7"
77'-7"
CC5
FF13
12
CC5
FF11
HSS6x6x1/4
(TOS = 102'-0 1/2")
S3.4
2' - 0"
PP1
97'-7"
77'-7"
CC21
GD
2
2' - 6"
33
1
S5.2
PP1
97'-7"
77'-7"
PP1
97'-7"
77'-7"
2' - 0"
45
98'-8"
TO FTG
1
S3.4
CC21
PP1
97'-7"
77'-7"
98'-8"
TO FTG
25
99'-4"
TO FTG
7
MATCHLINE
RE: S1.1G
MATCHLINE
RE: S1.1H
2' - 0"
S3.3
3' - 0"
14' - 0 3/16"
PP1
97'-7"
77'-7"
HSS6x6x1/4
(TOS = 102'-0 1/2")
5' - 0"
MATCHLINE
RE: S1.1H
PP1
97'-7"
77'-7"
2' - 6"
PP1
97'-1"
77'-7"
CC21
12
S3.4
MATCHLINE
RE: S1.1G
98'-8"
TO FTG
12
CC21
99'-4"
TO FTG
30' - 2 5/8"
STEP BOT
OF FTG
1
CC21
S3.4
14' - 0 3/16"
5' - 0"
1
99'-4"
TO FTG
2
HA
STEP BOT
OF FTG
7
18' - 2 1/2"
G1
99'-4"
TO FTG
46
16' - 0"
E12
S3.4
17' - 1 1/2"
99'-4"
TO FTG
7
STEP BOT
OF FTG
26' - 10 1/2"
20' - 9"
16' - 7"
STEP BOT
OF FTG
21
23' - 4"
1
D11
1
F1
S3.4
CC5
FF10
G3
HSS8x6x3/8
(TOS = 108'-0 1/2")
F2
H9
S1.1G
G2
2 10-08-12 ADD #3
1
HSS6x6x1/4
(TOS = 102'-0 1/2")
tel: (913)897-7811
PP1
97'-7"
77'-7"
CC12
FF7
S3.4
JOPLIN HIGH SCHOOL
PP1
97'-7"
77'-7"
12
CC21
Revisions
1 10-04-12 ADD #2
20' - 0"
1
13-12102-00
09/10/12
1
99'-4"
TO FTG
FIRST LEVEL FOUNDATION PLAN - AREA G
2
B
1
KEY NOTES:
PLAN NOTES:
A.
B.
C.
D.
E.
F.
REQUIREMENTS.
G.
H.
J.
K.
L.
DETAILS 34/S2.1 & 41/S2.1.
SCHEDULES.
M.
N.
P.
PRECAST SUPPLIER.
Q.
R.
S.
2
C
4" GRANULAR FILL.
9
10
2
11
NOT USED.
3
12
4
5
6
OTHERWISE..
7
OTHERWISE.
1
8
D
F
K
E
G
L
H
FIRST LEVEL FOUNDATION PLAN - AREA G
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:12:29 PM
A
NORTH
NORTH
KEY PLAN
S3.4
CC21
PP1
97'-7"
77'-7"
98'-8"
TO FTG
25
3' - 0"
S3.3
99'-4"
TO FTG
7
MATCHLINE
RE: S1.1G
MATCHLINE
RE: S1.1H
5' - 0"
MATCHLINE
RE: S1.1H
PP1
97'-7"
77'-7"
2' - 0"
PP1
97'-7"
77'-7"
2' - 6"
PP1
97'-1"
77'-7"
MATCHLINE
RE: S1.1G
HA
6' - 0"
18' - 2 1/2"
G1
19' - 5 3/8"
99'-4"
TO FTG
46
16' - 0"
S3.4
E12
17' - 1 1/2"
1
99'-4"
TO FTG
7
STEP BOT
OF FTG
26' - 10 1/2"
16' - 7"
STEP BOT
OF FTG
20' - 9"
21
23' - 4"
F1
G3
S3.4
CC5
FF10
1
D11
1
HSS8x6x3/8
(TOS = 108'-0 1/2")
F2
2
1
FF12
1
STEP BOT
OF FTG
7
1
MECH UNITS
PER MECH,
TYP
CC12
FF3
2
1
FF3
RE: 24/S2.1,
TYP, UNO
HB
FF3
CC12
FF2
1
98'-8"
TO FTG
CC5
FF11
CC12
FF2
12
5
99'-4"
TO FTG
99'-4"
TO FTG
1
99'-4"
TO FTG
5
G2
20' - 0"
6
24' - 0"
99'-4"
TO FTG
99'-4"
TO FTG
3' - 0"
1
11
1
S3.3
11
S3.3
RE: 24/S2.2
6
3' - 0"
S3.6
RE: 24/S2.2
7
RE: 24/S2.2
2' - 0"
2' - 0"
14
S3.3
S3.4
S3.3
16
S3.3
S3.3
CC5
FF12
CC12
FF3
3' - 0"
2' - 0"
21
3' - 0"
3' - 0"
19' - 0"
STEP BOT
OF FTG
99'-4"
TO FTG
21
14
3' - 0"
3' - 0"
11
CC5
FF10
1
2
6
HSS6x6x1/4
(TOS = 102'-0 1/2")
CC21
19' - 10 3/8"
1
S3.3
CC5
FF11
7
HC
41
S3.4
CC21
HSS6x6x1/4
(TOS = 102'-0 1/2")
1
110' - 8"
99'-4"
TO FTG
5
HSS8x6x3/8
(TOS = 108'-0 1/2")
3' - 0"
99'-4"
TO FTG
8
3' - 0"
1
S3.3
1
33
H7
S3.3
3' - 0"
3' - 0"
99'-4"
TO FTG
1
20' - 0"
9
99'-4"
TO FTG
1
CC14
FF6
6
FF4
CC12
FF5
1
FF4
CC12
FF4
99'-4"
TO FTG
FF4
7
F
CC5
FF13
99'-4"
TO FTG
7
1
1
5
1
1
12
1
12
12
5' - 0"
1
16' - 0"
21
99'-4"
TO FTG
S3.5
7
99'-4"
TO FTG
1
1
20' - 0"
2' - 0"
14
S3.3
PP2
96'-10"
73'-10"
STEP BOT
OF FTG
1
1
1
PP2
96'-10"
73'-10"
STEP BOT
OF FTG
CC5
FF10
HG
6
1
1
12
3' - 0"
HSS6x6x1/4
(TOS = 102'-0 1/2")
S3.4
15
S3.5
S3.3
8
1
STEP BOT
OF FTG
1
8
STEP BOT
OF FTG
3' - 0"
PP2
96'-10"
73'-10"
STEP BOT
OF FTG
PP2
96'-10"
73'-10"
PP2
96'-10"
71'-10"
PP2
96'-10"
71'-10"
8
1
36
S3.3
STEP BOT
OF FTG
CC2
99'-4"
TO FTG
41
S3.3
CC5
FF13
CC5
FF10
28' - 10"
H2
46' - 8"
CC5
33
S3.3
2' - 0"
H4 3' - 0"
98'-8"
TO FTG
99'-4"
TO FTG
PP2
96'-10"
71'-10"
1
CC5
FF11
1
CC5
FF10
KEY PLAN
CC21
HSS6x6x1/4
(TOS = 102'-0 1/2")
MATCHLINE
RE: S1.1H
MATCHLINE
RE: S1.1J
12
S3.4
44' - 4 1/4"
CC21
2' - 0"
HL
33
98'-8"
TO FTG
A
10' - 4 1/4"
S3.3
H5
H8
CC21
H9
2' - 0"
B
H6
1
KEY NOTES:
PLAN NOTES:
A.
B.
C.
D.
E.
F.
REQUIREMENTS.
G.
H.
J.
K.
L.
DETAILS 34/S2.1 & 41/S2.1.
SCHEDULES.
M.
N.
C
4" GRANULAR FILL.
9
10
2
11
NOT USED.
3
12
4
5
6
OTHERWISE..
7
OTHERWISE.
1
D
F
P.
PRECAST SUPPLIER.
Q.
R.
S.
2
8
K
E
G
L
H
FIRST LEVEL FOUNDATION PLAN - AREA H
J
SCALE: 1/8" = 1'-0"
NORTH
BENJAMIN TALPOS
10/8/2012 6:12:35 PM
98'-8"
TO FTG
S3.4
20' - 10"
TRENCH FOOTINGS
2'-8" WIDE x 3'-0" DEEP,
TYP
H3
CC21
12
CC5
105' - 4"
H1
3' - 0"
3' - 0"
S3.3
99'-4"
TO FTG
1
PP2
96'-10"
71'-10"
HH
HJ
HK
11
HSS6x6x1/4
(TOS = 102'-0 1/2")
CC21
STEP BOT
OF FTG
8
23' - 8"
23' - 5 1/2"
1
23' - 8"
98'-8"
TO FTG
S3.3
S1.1H
25
1' - 1 13/16"
1' - 1 1/4"
2' - 6"
36
1' - 3 3/4"
15
S3.3
CC21
3' - 0"
1
2' - 0"
99'-4"
TO FTG
PP2
96'-10"
73'-10"
S3.3
3' - 0"
9' - 8"
1
3' - 0"
5' - 0"
36
27' - 0 5/8"
7
2' - 6"
NORTH
3' - 0"
HE
16
S3.3
2 10-08-12 ADD #3
1
16
S3.3
tel: (913)897-7811
S3.3
6' - 0"
98'-8"
TO FTG
CC5
FF10
16
1
JOPLIN HIGH SCHOOL
1
1
Revisions
7
16' - 11 3/4"
1 10-04-12 ADD #2
7
7
S3.3
13-12102-00
09/10/12
14
FIRST LEVEL FOUNDATION PLAN - AREA H
20' - 1 5/8"
S3.3
99'-4"
TO FTG
3' - 0"
14
14
1
8
2' - 0"
STEP BOT
OF FTG
2' - 0"
99'-4"
TO FTG
2' - 0"
99'-4"
TO FTG
8
STEP BOT
OF FTG
3' - 0"
6' - 0"
HD
PLAN NOTES:
1
A.
B.
C.
D.
REQUIREMENTS.
E.
WALL REQUIREMENTS.
F.
G.
H.
J.
DETAILS 34/S2.1 & 41/S2.1.
K.
SCHEDULES.
L.
M.
N.
P.
PRECAST SUPPLIER.
Q.
R.
S.
CC21
98'-8"
TO FTG
S3.4
44' - 4 1/4"
H5
H8
CC21
HSS6x6x1/4
(TOS = 102'-0 1/2")
2' - 0"
CC21
HSS6x6x1/4
(TOS = 102'-0 1/2")
CC21
PP2
96'-10"
73'-10"
33
2' - 0"
1
41
S3.3
1
S3.4
8
3' - 0"
98'-8"
TO FTG
12
1
H9
S3.3
JA
CC21
12
STEP BOT
OF FTG
CC2
FF10
CC5
FF12
S3.4
HSS6x6x1/4
(TOS = 102'-0 1/2")
2' - 0"
CC21
172' - 11 5/8"
28' - 3"
3' - 0"
HSS6x6x1/4
(TOS = 102'-0 1/2")
11
11
S3.3
CC2
FF10
CC5
FF12
S3.3
CC21
STEP BOT
OF FTG
8
1
STEP BOT
OF FTG
16
16
1
7
99'-4"
TO FTG
3' - 0"
3' - 0"
HSS6x6x1/4
(TOS = 102'-0 1/2")
172' - 11 5/8"
18' - 8"
S3.3
CC2
FF10
CC5
FF12
14
7
1
1
CC12
FF5
S3.4
HSS6x6x1/4
(TOS = 102'-0 1/2")
1
2' - 0"
33
9
CC21
12
OTHERWISE.
8
9
10
11
NOT USED
12
CC5
FF11
CC5
FF13
7
33
S3.3
2' - 0"
3' - 0"
98'-8"
TO FTG
1
14
14
7
2' - 0"
S3.3
38' - 6"
S3.3
1
99'-4"
TO FTG
S3.3
14
S3.3
16
12
S3.3
3' - 0"
1
1
CC21
1
8
STEP BOT
OF FTG
S3.3
CC5
FF11
CC5
FF11
S3.3
JF
M1
HSS6x6x1/4
(TOS = 102'-0 1/2")
CC21
M3
M4
M2
STEP BOT
OF FTG
JG
S3.3
SIM
12
S3.4
54
CC21
FTG STEP
S3.3
2' - 0"
51
1' - 6"
S3.3
99'-4"
TO FTG
32
CC5
FF11
S3.3
CC5
FF11
24' - 0"
1' - 6"
10' - 1 1/2"
J1
54
CC5
FF10
2' - 0"
S3.3
99'-4"
TO FTG
1' - 6"
11
3' - 0"
9' - 4"
99'-4"
TO FTG
3' - 0"
MA
32
S3.3
24' - 0"
2' - 0"
16' - 4 5/8"
JH
J5
7' - 11 1/2"
H6
FF1
15' - 7 7/8"
J6
1
KEY PLAN
J7
A
FF1
1' - 6"
S3.3
1
99'-4"
TO FTG
CC21
2' - 0"
CC5
FF11
2' - 0"
CC5
FF10
HSS6x6x1/4
(TOS = 102'-0 1/2")
JJ
99'-4"
TO FTG
51
B
S3.3
1
MATCHLINE
RE: S1.1J
14
CC5
FF10
S3.4
24' - 0"
20' - 6 1/2"
99'-4"
TO FTG
HSS6x6x1/4
(TOS = 102'-0 1/2")
C
MATCHLINE
RE: S1.1M
51
D
S3.3
99'-4"
32
TO FTG S3.3
26' - 2 5/8"
J2
CC21
14
K
S3.4
FF1
24' - 3 3/8"
J3
F
CC21
E
FF1
G
MC
L
J4
99'-4"
TO FTG
H
1' - 6"
FIRST LEVEL FOUNDATION PLAN - AREA J
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:12:41 PM
MB
32
NORTH
NORTH
8
99'-4"
TO FTG
CC5
FF11
16
2 10-08-12 ADD #3
3' - 0"
2' - 0"
99'-4"
TO FTG
S3.4
tel: (913)897-7811
2' - 0"
14
1
2' - 0"
11
7
JE
1
2' - 0"
99'-4"
TO FTG
OTHERWISE.
98'-8"
TO FTG
S3.3
1
3' - 0"
6
22' - 1 1/2"
98'-8"
TO FTG
CC21
HSS6x6x1/4
(TOS = 102'-0 1/2")
1
FF5
7
12
CC21
99'-4"
TO FTG
1
99'-4"
TO FTG
5
Revisions
CC12
FF5
2' - 0"
21' - 4"
99'-4"
TO FTG
2' - 0"
5
2' - 0"
1
21' - 10 1/8"
HSS6x6x1/4
(TOS = 102'-0 1/2")
6
14
JD
4
CC21
CC21
1
FF14
S3.3
2' - 0"
8
3
33
99'-4"
TO FTG
S3.3
98'-8"
TO FTG
2' - 0"
1
2
HSS6x6x1/4
(TOS = 102'-0 1/2")
CC21
S3.3
S3.3
JC
GRANULAR FILL.
28' - 11"
7
1
99'-4"
TO FTG
1
1
KEY NOTES:
1 10-04-12 ADD #2
STEP BOT
OF FTG
CC21
STEP BOT
OF FTG
13-12102-00
09/10/12
8
99'-4"
TO FTG
S1.1J
3' - 0"
JB
99'-4"
TO FTG
2
CC21
10' - 4 1/4"
JOPLIN HIGH SCHOOL
MATCHLINE
RE: S1.1J
12
FIRST LEVEL FOUNDATION PLAN - AREA J
HSS6x6x1/4
(TOS = 102'-0 1/2")
MATCHLINE
RE: S1.1H
42' - 0 3/8"
12' - 10"
23' - 6"
24' - 0"
24' - 0"
24' - 0"
24' - 0"
24' - 0"
26' - 4"
PLAN NOTES:
S3.3
CC14
FF12
1
B.
C.
CC17
FF14
2' - 0"
97'-4"
TO FTG
D.
REQUIREMENTS.
CC18
FF16
1
12
STAIR STRINGER
RE: LEVEL ABOVE
(RE: 24/S5.5)
1
1
2
CC18
FF13
CC18
FF16
1
S8.5
E.
WALL REQUIREMENTS.
F.
G.
H.
J.
DETAILS 34/S2.1 & 41/S2.1.
K.
SCHEDULES.
L.
M.
N.
P.
PRECAST SUPPLIER.
Q.
R.
S.
S3.3
CC26
FF2
S8.4
35
97'-4"
TO FTG
95'-4"
TO FTG
KB
CC17
FF3
94'-0"
TO FTG
CC11
FF5
CC11
FF5
CC11
FF5
CC11
FF5
CC11
FF5
2' - 7"
CC11
FF4
CC18
FF14
97'-4"
TO FTG
CC11
FF4
1
2
7
53
1
97'-4"
TO FTG
97'-4"
TO FTG
97'-4"
TO FTG
97'-4"
TO FTG
S8.3
44
1
S3.3
CC11
FF5
1
CC17
FF16
97'-4"
TO FTG
CC19
FF9
CC11
FF4
1
2
CC17
FF14
KE
2
RK2
RK1
1
97'-4"
TO FTG
31
24' - 0"
97'-4"
TO FTG
CC19
FF19
CC11
FF5
GRANULAR FILL.
2
3
4
5
6
OTHERWISE.
7
OTHERWISE.
8
9
10
11
NOT USED
12
CC17
FF14
1
2
1
1
CC17
FF17
KEY NOTES:
1
S8.6
KF
1
97'-4"
TO FTG
97'-4"
TO FTG
24' - 0"
S8.4
10
45
10
1
1
CC17
FF17
CC19
FF19
CC11
FF5
1
CC17
FF14
1
3
KG
97'-4"
TO FTG
1
2
97'-4"
TO FTG
1
24' - 0"
33
35
S8.6
S8.5
1
CC18
FF18
CC19
FF19
RK4
RK3
CC11
FF4
1
3
CC17
FF14
KH
CC11
FF5
97'-4"
TO FTG
24' - 0"
97'-4"
TO FTG
CC18
FF18
2' - 0"
CC11
FF5
CC11
FF3
CC19
FF19
1
CC11
FF5
CC11
FF5
96'-4"
TO FTG
CC11
FF5
S8.4
CC11
FF4
CC11
FF5
55
STAIR STRINGER
RE: LEVEL ABOVE
(RE: 15/S5.5)
23
S3.3
10
26' - 0"
97'-4"
TO FTG
97'-4"
TO FTG
97'-4"
TO FTG
97'-4"
TO FTG
2
RE: 16/S2.2
1
STEP BOT
OF FTG
23
S3.3
97'-4"
TO FTG
S3.4
24' - 8"
5' - 0"
2' - 6"
PP1
95'-1"
75'-7"
53
8' - 8 1/2"
MATCHLINE
RE: S1.1K
MATCHLINE
RE: S1.1L
PP1
95'-7"
75'-7"
1
10
97'-4"
TO FTG
PP1
95'-7"
5' - 0" 75'-7"
97'-4"
TO FTG
2' - 6"
97'-4"
TO FTG
CC14
FF8
97'-4"
TO FTG
97'-4"
TO FTG
CC14
FF7
97'-4"
TO FTG
CC14
FF8
1
A
6' - 8 5/8"
B
97'-4"
TO FTG
K10
CC14
FF7
97'-4"
TO FTG
45
21' - 0 3/16"
C
S3.4
1
5' - 0"
CC13
FF7
51
2' - 6"
PP1
95'-7"
75'-7"
LA
CC17
FF8
CC26
FF2
S3.3
KM
CC18
FF8
STEP BOT
OF FTG
K1
1
CC18
FF8
5' - 9 5/8"
SIM
CC18
FF8
KEY PLAN
CC17
FF15
1
1
45
KL
CC17
FF6
CC17
FF9
2' - 0"
2
CC17
FF8
CC17
FF9
33
5' - 6"
CC17
FF15
97'-4"
TO FTG
S8.4
STAIR STRINGER
RE: LEVEL ABOVE
(RE: 24/S5.5)
PP1
95'-7"
73'-7"
97'-4"
TO FTG
CC11
FF3
S8.5
2' - 0"
53
1
97'-4"
TO FTG
97'-4"
TO FTG
MATCHLINE
RE: S1.1K
97'-4"
TO FTG
S8.5
D
MATCHLINE
RE: S1.1L
10
F
K
E
G
L
H
K3
K4
L1
K5
K6
K7
L2
K8
K9
K11
K12
FIRST LEVEL FOUNDATION PLAN - AREA K
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:12:48 PM
K2
NORTH
NORTH
1
97'-4"
TO FTG
97'-4"
TO FTG
S1.1K
97'-4"
TO FTG
1
2' - 0"
KK
CC18
FF14
1
2
2' - 7"
KJ
24' - 0"
SUMP PIT
RE: 11/S2.1
97'-4"
TO FTG
2 10-08-12 ADD #3
KD
tel: (913)897-7811
10' - 0"
10' - 0"
STAIR STRINGER
RE: LEVEL ABOVE
(RE: 15/S5.5)
1
2
KC
1
CC17
FF16
FA
1
CC17
FF16
JOPLIN HIGH SCHOOL
1' - 6"
1
CC17
FF14
CC17
FF16
Revisions
S3.3
CC18
FF16
S8.5
6' - 8 5/8"
1 10-04-12 ADD #2
10
23
CC18
FF16
31
10
5' - 6"
CC17
FF12
13-12102-00
09/10/12
16' - 0"
CC10
FF12
33
97'-4"
TO FTG
14' - 6"
98'-8"
TO FTG
F4
A.
10"
KA
98'-8"
TO FTG
97'-4"
TO FTG
12
2' - 0"
DG
CC10
FF12
MATCHLINE
RE: S1.1K
98'-8"
TO FTG
MATCHLINE
RE: S1.1F
2' - 3"
FIRST LEVEL FOUNDATION PLAN - AREA K
15' - 4"
45
53
S3.4
S3.3
8' - 8 1/2"
MATCHLINE
RE: S1.1K
MATCHLINE
RE: S1.1L
1
5' - 0"
PP1
95'-7"
75'-7"
LA
CC13
FF7
51
2' - 6"
PP1
95'-7"
73'-7"
97'-4"
TO FTG
CC11
FF3
S8.5
MATCHLINE
RE: S1.1K
2' - 0"
53
1
97'-4"
TO FTG
97'-4"
TO FTG
S8.5
97'-4"
TO FTG
MATCHLINE
RE: S1.1L
10
2' - 0"
KM
1
2
2
15' - 0"
1
CC13
FF7
1
5' - 0"
97'-4"
TO FTG
97'-4"
TO FTG
13
2' - 6"
30' - 0"
PP1
95'-7"
75'-7"
CC17
FF14
22
PP1
95'-7"
73'-7"
2' - 0"
S3.3
S3.3
15' - 0"
97'-4"
TO FTG
97'-4"
TO FTG
1
LB
97'-4"
TO FTG
PP1
95'-7"
75'-7"
PP1
95'-7"
75'-7"
2
2
1
CC11
FF5
CC14
FF6
1
1
13
1
97'-4"
TO FTG
CC18
FF13
9
1
24' - 0"
51
97'-4"
TO FTG
PP1
95'-7"
75'-7"
PP1
95'-7"
75'-7"
2
2
S8.3
S3.3
1
2' - 0"
35
S8.6
CC11
FF4
1
S8.4
CC14
FF5
31
CC18
FF13
LC
97'-4"
TO FTG
1
2' - 6"
1
10
1
CC13
FF5
CC17
FF13
2
18' - 4 3/4"
97'-4"
TO FTG
1
S3.3
10
97'-4"
TO FTG
2' - 0"
1
97'-4"
TO FTG
41
1
97'-4"
TO FTG
S8.3
CC11
FF3
14
S3.3
2' - 0"
26' - 8"
1
STEP BOT
OF FTG
56
LE
23
CC18
FF16
S3.3
2
CC17
FF12
1
CC17
FF13
1
2' - 0"
STAIR STRINGER
RE: LEVEL ABOVE
(RE: 15/S5.5)
22
1
S8.3
CC18
FF12
1
10
1
S3.3
STEP BOT
OF FTG
CC18
FF12
CC17
FF13
CC18
FF12
1
10
55
S8.3
CC18
FF12
CC17
FF11
43
12
97'-4"
TO FTG
S3.3
11' - 8"
42' - 0 3/8"
K3
23' - 6"
K4
L1
S3.3
4' - 2"
24' - 0"
K5
24' - 0"
K6
19' - 10"
K7
28' - 2"
L2
13
K8
24' - 0"
26' - 4"
K9
K11
K12
S1.1L
K2
12' - 10"
2' - 0"
2' - 0"
LF
LD
CC11
FF4
2 10-08-12 ADD #3
5' - 0"
2
PP1
95'-7"
75'-7"
2' - 6"
1
97'-4"
TO FTG
tel: (913)897-7811
PP1
95'-7"
75'-7"
21' - 0 3/16"
PP1
95'-7"
75'-7"
JOPLIN HIGH SCHOOL
S3.3
Revisions
1
53
S3.4
1 10-04-12 ADD #2
1
56
13-12102-00
09/10/12
FIRST LEVEL FOUNDATION PLAN - AREA L
24' - 0"
5' - 0"
B
1
KEY NOTES:
PLAN NOTES:
A.
B.
C.
D.
E.
F.
REQUIREMENTS.
G.
H.
J.
K.
L.
DETAILS 34/S2.1 & 41/S2.1.
SCHEDULES.
M.
N.
P.
PRECAST SUPPLIER.
Q.
R.
S.
2
C
4" GRANULAR FILL.
9
10
2
11
NOT USED.
3
12
4
5
6
OTHERWISE..
7
OTHERWISE.
1
8
D
F
K
E
G
L
H
FIRST LEVEL FOUNDATION PLAN - AREA L
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:12:55 PM
A
NORTH
NORTH
KEY PLAN
M1
M3
M4
M2
1' - 6"
51
S3.3
1
MATCHLINE
RE: S1.1J
14
S3.4
MATCHLINE
RE: S1.1M
JJ
51
S3.3
32
14
S3.3
S3.4
1
FF1
FF1
MC
J4
99'-4"
TO FTG
24' - 0"
1' - 6"
1
FF1
FF1
MD
51
S3.3
1' - 6"
ME
12' - 0"
12' - 0"
51
S3.3
12' - 0"
1' - 6"
JOPLIN HIGH SCHOOL
24' - 0"
FIRST LEVEL FOUNDATION PLAN - AREA M
99'-4"
TO FTG
2 10-08-12 ADD #3
tel: (913)897-7811
Revisions
1 10-04-12 ADD #2
13-12102-00
09/10/12
S1.1M
1
B
KEY NOTES:
PLAN NOTES:
A.
B.
C.
D.
E.
F.
REQUIREMENTS.
G.
H.
J.
K.
L.
DETAILS 34/S2.1 & 41/S2.1.
SCHEDULES.
M.
N.
P.
PRECAST SUPPLIER.
Q.
R.
S.
2
C
4" GRANULAR FILL.
9
10
2
11
NOT USED.
3
12
4
5
6
OTHERWISE..
7
OTHERWISE.
1
8
D
F
K
E
G
L
H
J
FIRST LEVEL FOUNDATION PLAN - AREA M
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:13:00 PM
A
NORTH
NORTH
KEY PLAN
AZ
AZ
A6
A7
A8
A9
A16
A10
A11
A12
A13
14k
A14 A15
W12x26 (14)
14k
W16x31
17k
60 k-ft
MATCHLINE
RE: S1.2B
17k
60 k-ft
8' - 1 1/2"
33k
325 k-ft
BA
MATCHLINE
RE: S1.2A
218 k-ft
26k W16x77
A5
7k
325 k-ft
33k
A4
W12x26 (14)
7' - 8"
A3
26k W16x77
218 k-ft
A2
15' - 8"
A1
5' - 6"
7k
W12x26 (14)
17k
17k
B3
30' - 0"
B4
B5
SPAN
W16x77
300 k-ft
31k
12k
7' - 8"
W14x34 (20)
11
25' - 4"
33
1
S5.2
B8
55 k-ft
HSS6x6x5/16
(TOS = 116'-0")
23k
HSS14x6x1/2
W18x40 (26)
W16x26 (26)
HSS12x2x1/4
STRINGER
S5.4
10k
2
16
S5.4
S5.4
13
14
24k
W16x26 (30)
S5.4
HSS4x2x3/16
S5.4
10k
CC5
16
S5.2
HSS6x6x3/8
15
24k
HSS8x6x1/2
(TOS = 115'-6")
11
2k
15
LOW
MATCHLINE
RE: S1.2B
S5.4
29' - 8"
20' - 0"
B9
B10
16k
16k
16' - 0"
16k
CA
166 k-ft
42 k-ft
29k
W12x16 (16)
MATCHLINE
RE: S1.2C
16k
B11
W16x31
B13
16' - 0"
W12x16 (26)
20k
7k
7k
W14x22 (10)
7' - 7"
27k
10k
W12x26 (14)
18k
11
JOPLIN HIGH SCHOOL
SECOND LEVEL FLOOR FRAMING PLAN - AREA B
7k
c=1"
295 k-ft
130 k-ft
19k
50k
SPAN
1
7' - 7"
W14x26 (26)
W18x35 (30)
30k
7k
7' - 7"
c=3/4"
c=1"
W16x26 (26)
26k
W12x16 (10)
18k
30k
107 k-ft
19k W18x60
21
W14x22
10k
S5.4
W14x30 (24)
14k
c=1"
c=1"
85 k-ft
22k
W18x60
10k
S5.2
25' - 4"
B7
W14x26 (28)
47k
245 k-ft
12k
7' - 8"
7' - 7"
30k
26k
29k
W16x36 (26)
30k
STAIR STRINGER
RE: LEVEL ABOVE
W16x26 (26)
c=1 1/4"
W18x86 (28)
W18x76 (28)
W18x76 (28)
S5.2
12k
21k
43k
44k
44k
CC21
S5.2
29' - 8"
B6
34
25k
W12x16 (10)
7' - 3"
B13
B14
16k
42 k-ft
2 10-08-12 ADD #3
32' - 6"
CC24
CC24
18k
W12x16 (16)
tel: (913)897-7811
B2
27' - 2"
CC21
18k
2k
FTG STEP
SEE SHEET
S1.1B FOR
CONTINUATION
31k
181 k-ft
B1
9' - 8"
109 k-ft
W18x60 (26)
Revisions
4' - 5"
107'-4"
TO FTG
S5.2
24k
1 10-04-12 ADD #2
111'-4"
TO FTG
S3.4
CC24
W18x60
9k
13-12102-00
09/10/12
S3.3
W12x16 (10)
16k
S1.2B
FTG STEP
S3.3
105'-4"
TO FTG
12
HSS6x6x1/4
(TOS = 118'-8 1/2")
W16x26 (20)
11k
109'-4"
TO FTG
33
CC24
10k
11k W16x36 (28)
S3.4
168 k-ft
166 k-ft
29k
32
CC21
23k
11k
32
FTG STEP
CC21
43k
CC21
S3.4
S3.4
14
W12x16 (16)
16k
MECH UNIT PER
MECH. MAX WT
= 750#
15' - 4"
BJ
115'-4" 32
TO FTG
S3.3
2' - 0"
6' - 0"
14
W16x26 (20)
30k
CC24
BH
14
W18x76 (28)
W18x76 (28)
W18x76 (28)
1
10k
11k W16x36 (28)
CC21
CC21
CC21
CC21
FTG STEP
10k
31k W16x26 (26)
CC21
CC16
FF4
CC21
10k W16x26 (10) 10k
50k
CC21
113'-4"
TO FTG
52k
CC21
HSS6x6x1/4
(TOS = 118'-8 1/2")
CC14
FF12
47k
S3.3
CC21
43k
HSS6x6x1/4
(TOS = 118'-8 1/2")
CC14
FF11
W18x76 (28)
W18x76 (28)
24' - 0"
32
CC21
CC14
FF13
HSS6x6x1/4
(TOS = 118'-8 1/2")
W14x22
W14x22 10k
10k W16x26 (10) 10k
RE:24/S2.1,
TYP
25k
30k
1
10k
MECH UNIT PER
MECH. MAX WT
= 500#, TYP
26k
W16x26 (20)
CC24
2
1
W16x31 (16)
18k
28k
26k
83k
50k
30k
27k
W21x101 (28)
52k
246 k-ft
79k
47k
25k
70k
43k
25k
25k
275 k-ft
W18x86
18k
W12x16 (16)
W14x38 (16)
W14x38 (16)
W14x34 (16)
W14x34 (16)
W14x34 (16)
W14x34 (16)
1
1
HSS6x6x1/4
(TOS = 118'-8 1/2")
23k
10k
HSS6x6x5/16
(TOS = 119'-7 1/2")
69k
44k
CC24
69k
43k
BG
W18x86 (24)
25k
70k
115'-4"
TO FTG
29k W18x46
8' - 8"
1
1
44k
3
W14x34 (16)
W14x38 (16)
CC14
FF5
25k
CC14
FF5
43k
2' - 0"
6' - 0"
CC14
FF12
26k
W18x46
1
SPAN
1
26k
18k
CC24
26k
18k
W16x31 (24)
18k
26k
18k
84k
28k
30k
W21x101 (28)
29k
31k
51k
53k
38k
80k
61k
9k
9k
4
CC9
FF12
CC14
FF5
c=3/4"
c=1 1/4"
W16x26 (26)
W18x86 (30)
W18x86 (30)
W14x61 (24)
W14x61 (24)
35k
35k
W18x76 (24)
60k
17k W18x60
95 k-ft
W12x16 (10)
16k
160 k-ft
1
31k
11' - 4"
60k
1
BF
20k
67 k-ft
9k
32k
W18x76 (24)
25k
CC24
115'-4"
TO FTG
W18x60
CC24
SPAN
1
1
HSS6x6x5/16
(TOS = 116'-0")
1
61k
115'-4"
TO FTG
16k
W12x16 (16)
16k
CC21
CC21
CC14
FF6
25k
CC14
FF6
W14x61 (24)
115'-4"
TO FTG
W14x61 (24)
W14x61 (24)
115'-4"
TO FTG
BE
115'-4"
TO FTG
CC16
W12x26 (14)
W14x26 (30)
CC21
1
CC14
FF6
STAIR STRINGER
RE: LEVEL ABOVE
(RE: 35/S5.4)
S3.3
CC21
CC21
CC24
1
35k
32
CC21
35k
CC9
FF13
CC24
S5.2
24' - 4"
115'-4"
TO FTG
CC21
CC16
1
W18x76
11
115'-4"
TO FTG
W14x34 (20)
12k
CC24
25k
CC14
FF13
1
15' - 4"
12k
FTG STEP
W14x61 (24)
CC14
FF13
CC21
CC24
HSS6x6x1/4
(TOS = 118'-8 1/2")
1
CC21
41
S5.2
S5.2
35k
HSS6x6x1/4
(TOS = 118'-8 1/2")
HSS6x6x1/4
(TOS = 118'-8 1/2")
17k
60 k-ft
7' - 7"
CC21
S5.2
25k
CC20
113'-4"
TO FTG
S3.4
17k
8' - 8"
CC14
FF13
BD
CC21
FTG STEP
CC16
FF4
HSS6x6x1/4
(TOS = 118'-8 1/2")
31k
CC21
35k
CC21
12k
HSS6x6x1/4
(TOS = 118'-8 1/2")
36
35k
CC21
33
35k
CC21
CC14
FF12
16
35k
S3.3
CC21
CC21
S5.2
25k
6' - 0"
S3.4
CC16
CC21
32
115'-4"
TO FTG
14
2' - 0"
BC
S3.4
16k
51
HSS6x6x1/4
(TOS = 118'-8 1/2") S5.2
36
51k
S3.4
1
33
S3.4
FTG STEP
1
53k
HSS6x6x5/16
(TOS = 119'-7 1/2")
115'-4"
TO FTG
S3.3
107'-4"
TO FTG
34
38k
HSS6x6x1/4
(TOS = 118'-8 1/2")
14
S3.3
111'-4"
TO FTG
35k
32
2' - 0"
1
32
FTG STEP
SEE SHEET
S1.1B FOR
CONTINUATION
W12x26 (14)
W16x31
17k
60 k-ft
BB
105'-4"
TO FTG
17k
8' - 1 1/2"
31k
300 k-ft
17k
109'-4"
TO FTG
W12x26 (14)
8' - 1 1/2"
W16x77
32' - 6"
17k
1
8' - 1 1/2"
1
16k
B12
B
1
KEY NOTES:
PLAN NOTES:
A.
FINISHED FLOOR ELEVATION IS 116'-0", UNLESS NOTED OTHERWISE.
B.
TOP OF STEEL ELEVATION IS TYPICALLY 115'-6", UNLESS NOTED
OTHERWISE ON PLANS AND SECTIONS. TOP OF STEEL THAT
OCCURS ON A SLOPE AND IS NOT SPECIFICALLY NOTED ON THE
PLANS SHALL BE LINEARLY INTERPOLATED FROM TOP OF STEEL
NOTED ON THE PLANS.
C.
SEE SHEET S4.1 AND S4.2 "FLOOR FRAMING TYPICAL DETAILS" FOR
ADDITIONAL FRAMING REQUIREMENTS AND INFORMATION.
D.
JOIST SUPPLIER TO COORDINATE WITH MECHANICAL CONTRACTOR
FOR RTU WEIGHTS, LOCATIONS AND PENETRATIONS.
E.
IN S0.1 & S0.2 'GENERAL NOTES', S0.3 'ROOF SNOW DRIFT PLAN', ON
THE PLAN SHEETS, AND THE SECTION/DETAIL SHEETS.
CONTRACTOR TO COORDINATE ALL WEIGHTS, LOCATIONS, AND
PENETRATIONS OF EQUIPMENT WITH THE JOIST SUPPLIER PRIOR
TO SUBMITTING JOIST SHOP DRAWINGS.
G.
SEE ARCHITECTURAL DRAWINGS FOR LOCATION OF SLOPED, RAISED,
DEPRESSED SLABS AND DRAINS.
M.
ALL PRECAST CONNECTIONS SHALL BE DESIGNED BY THE PRECAST
SUPPLIER.
T.
COORDINATE ALL PENETRATIONS THRU CONTINUOUS FOOTINGS WITH MEP
DRAWINGS. REFERENCE TYPICAL DETAILS 34/S2.1 & 41/S2.1.
H.
N.
U.
J.
K.
ALL OPENINGS IN CMU WALLS (PARTITION AND LOAD BEARING)
REQUIRE A LINTEL. REFER TO SHEET S9.2 FOR TYPICAL
MASONRY LINTEL DETAILS AND SCHEDULES.
L.
SEE SHEET S6.1 AND S6.2 "ROOF FRAMING TYPICAL DETAILS" FOR
ADDITIONAL REQUIREMENTS AND INFORMATION.
O.
P.
PROVIDE HSS3 1/2x2 1/2x1/4 (LLH) BETWEEN ALL JOIST WITH 2 1/2"
SEATS TO SUPPORT ROOF DECK WHERE DECK SWITCHES
DIRECTION. (RE: 44/S6.1)
REQUIREMENTS.
Q.
SEE SHEET S2.1 AND S2.2 "TYPICAL FOUNDATION SECTIONS" FOR
R.
S.
REFER TO ARCHITECTURAL DRAWINGS FOR PRECAST JOINT LOCATIONS.
VERIFY JOINT LOCATIONS WITH PRECASTER.
V.
COORDINATE ALL FOOTING STEP LOCATIONS AND BRICK LEDGES WITH
ARCHITECTURAL ELEVATIONS.
1
2
C
6
6" NORMAL WEIGHT AIR ENTRAINED CONCRETE SLAB-ON-GRADE
REINFORCE WITH #4 @ 12"OC EACH WAY ON 15 MIL VAPOR RETARDER
OVER 4" GRANULAR FILL.
1 1/2" DEEP, 20 GAGE, GALVANIZED WIDE RIB STEEL ROOF DECK.
PROVIDE 5/8" DIAMETER PUBBLE WELDS IN 36/5 PATTERN AND 2 #10
TEK SCREWS AT SIDELAPS PER SPAN.
7
8" HOLLOW CORE WITH 2" TOPPING SLAB. REINFORCE TOPPING
SLAB WITH 6x6/W2.1xW2.1 WELDED WIRE REINFORCEMENT. PRECAST
SUPPLIER TO DESIGN FOR 125 PSF.
GRANULAR FILL.
8
OTHERWISE.
9
OTHERWISE.
3" NORMAL WEIGHT CONCRETE SLAB ON 3" DEEP, 20 GAGE,
GALVANIZED COMPOSITE STEEL FLOOR DECK (6" TOTAL THICKNESS).
REINFORCE WITH 6x6/W2.1xW2.1 WELDED WIRE REINFORCEMENT.
2
D
2
W.
3
4
5
DOWEL FOOTING AND WALL TOGETHER WITH 2-#6, TOP & BOTTTOM.
PROVIDE 'CLASS B' LAP SPLICE. HOOK BARS 1'-0" INTO WALL.
SECOND LEVEL FRAMING PLAN - AREA B
F
K
E
G
L
H
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:13:08 PM
A
NORTH
NORTH
KEY PLAN
105'-4"
TO FTG
B2
32' - 6"
B3
B4
W16x26 (30)
10k
21k
30k
30k
31k
50k
52k
47k
43k
24k
24k
CC21
11
S5.2
33
11
S5.2
S5.2
25' - 4"
B6
25' - 4"
B7
20' - 0"
B9
15
LOW
MATCHLINE
RE: S1.2B
S5.4
29' - 8"
B8
2k
HSS8x6x1/2
(TOS = 115'-6")
11k
11k
FTG STEP
SEE SHEET
S1.1B FOR
CONTINUATION
29' - 8"
B5
S5.2
HSS4x2x3/16
S5.4
2k
107'-4"
TO FTG
30' - 0"
14
16k
B10
W12x16 (16)
16k
16' - 0"
W16x31
16k
CA
16' - 0"
7' - 3"
B13
B14
16k
42 k-ft
42 k-ft
166 k-ft
29k
MATCHLINE
RE: S1.2C
B13
11k W16x36 (28)
B1
27' - 2"
S5.2
S5.4
166 k-ft
29k
9' - 8"
CC24
CC5
16
34
11k W16x36 (28)
111'-4"
TO FTG
4' - 5"
CC24
16
S5.4
13
CC24
CC21
S5.2
109'-4"
TO FTG
FTG STEP
CC21
CC24
12
CC21
HSS6x6x1/4
(TOS = 118'-8 1/2")
15' - 4"
BJ
FTG STEP
115'-4"
TO FTG
CC21
1
CC24
44k
FTG STEP
CC21
CC21
43k
CC21
44k
CC21
43k
CC21
16k
W12x16 (16)
16k
16k
W12x16 (16)
16k
16k
W12x16 (16)
16k
W16x31
16k
W16x57
SPAN
166 k-ft
29k
11k W16x36 (28)
7k
10k
W18x60
21k
22k
W12x26
51
25' - 4"
S5.2
CC21
15
35
S5.2
C8
13' - 8"
CC21
25' - 4"
S5.2
C9
C10
20' - 0"
C12
40k
40k
27k
c=1"
W12x26 (38)
W16x26 (20)
8k
14k
84k
44k
D10
16k
C13
W12x16 (16)
S5.4
W14x26 (14)
HSS4x2x3/16
S5.4
HSS8x6x5/16 2k
15
8k
16' - 0"
14k
7k
16
S5.4
17k
W12x16 (16)
HSS6x6x3/8
10k
17k
HSS12x2x1/4
STRINGER
S5.4
LOW
MATCHLINE
RE: S1.2C
7' - 3"
S5.4
B12
MATCHLINE
RE: S1.2D
C14
B12
c=1"
44k
HSS6x6x5/16
(TOS = 116'-0")
23k
13
16' - 0"
514 k-ft
66k
W18x35 (34)
S5.4
15
21k
30k
31k
W16x26 (26)
19k
22k
29' - 8"
102 k-ft
S5.4
14
W18x35 (34)
22k
82 k-ft
11
W14x30 (32)
MECH UNIT PER
MECH. MAX WT
= 750#
W18x35 (26)
19k
2
c=1"
10k
W16x26 (26)
c=1"
W14x22
c=1 1/4"
40k
14k
18k W18x60
20k
W12x26 (30)
W18x60
18k
W12x16 (16)
12k
W12x16 (26)
21
30k
10k W16x26 (10) 10k
38k
W21x44 (46)
38k
STAIR STRINGER
RE: LEVEL ABOVE
10k
W16x26 (26)
10k W16x26 (10) 10k
RE:24/S2.1,
TYP
10k
W16x26 (26)
2
W14x22
W14x22 10k
c=1"
c=1 1/4"
MECH UNIT PER
MECH. MAX WT
= 500#, TYP
W16x26 (36)
2
10k
W16x26 (22) 14k
25k
30k
30k
31k
45k
38k
41k
c=1"
W16x26 (36)
c=1 1/4"
15k
W16x26 (20)
25k
18k
296 k-ft
W16x26 (26)
c=1"
W16x26 (26)
15k
HSS6x6x1/4
(TOS = 118'-8 1/2")
26k
W12x16 (16)
HSS14x6x5/16
W16x26 (20)
26k
18k
19k
W12x16 (16)
W12x16 (16)
20k
W14x30 (16)
22k
20k
W12x16 (16)
W12x16 (16)
21k
18k
363 k-ft
43k
26k
15k
55k
10k
W12x22 (14)
16k
16k
CC24
W18x76
57k
265 k-ft
22k
1
W14x30 (32)
W12x16 (16)
W12x16 (16)
17k
W14x30 (32)
18k
15k
43k
18k
105 k-ft
180 k-ft 9k
19k
18k
18k
19k
20k
19k
19k
20k
18k
15k
17k
1
7k
31k W18x60
14k
B11
2 10-08-12 ADD #3
0"
tel: (913)897-7811
W16x26 (20)
10k
Revisions
11k
7k
W16x31 (24)
W14x26 (14)
11k
270 k-ft
1
64k
9k
W12x16 (16)
7k
168 k-ft 9k
JOPLIN HIGH SCHOOL
0"
29k W18x46
W14x26 (14)
47k
W18x35
54k
25k
21k
32k
c=1"
2k
1
203 k-ft
5' - 7 1/8"
5' - 7 1/8"
W18x35 (26)
W21x55 (46)
5' - 7 1/8"
54k
32k
c=1 1/4"
W16x26 (26)
W14x30 (26)
5' - 7 1/8"
25k
21k
W14x30 (26)
W12x26 (26) 13k
8k
18k W14x30 (10) 18k
17k W12x22 (26) 10k
W12x16 (26)
36k
CC24
29' - 8"
C7
0"
9k
1 10-04-12 ADD #2
C6
S5.2
W12x16 (16)
13-12102-00
09/10/12
C5
30' - 0"
S5.2
26k
S1.2C
C3 C4
FTG STEP
S3.4
SEE SHEET
CC21
S1.1C FOR
CONTINUATION
W18x46 (26)
W24x76
32' - 6"
109'-4"
TO FTG
S3.4
14
W12x16 (26)
24k
180 k-ft
FTG STEP
STEP FTG
11
16k W18x60
63 k-ft
9k
W18x46
W18x86
25' - 7 5/8"
111'-4"
TO FTG
S5.2
26k
W12x16 (26)
660 k-ft
C2
1' - 6 3/8"
S3.4
25
34
63 k-ft
W18x46
6' - 6 1/4"
9' - 8"
115'-4" S3.3
TO FTG
S3.4
S3.3
CC21
W18x46 (52)
W18x97
CM
14
32
2' - 0"
6' - 0"
14
33
21k
16k
CC24
CL
32
53k
38k
CC21
W18x76
26k
W12x22 (14)
16k
31k
W16x57 (22)
W16x67 (24)
21k
CC21
34k
26k
CC21
CC16
FTG STEP
W14x30 (14)
HSS6x6x1/4
(TOS = 118'-8 1/2")
CC21
CC21
HSS6x6x1/4
(TOS = 118'-8 1/2")
21k
CC21
CC21
107'-4"
TO FTG
W14x30 (14)
HSS6x6x1/4
(TOS = 118'-8 1/2")
CC16
FF4
c=3/4"
125 k-ft
21k
S3.3
113'-4"
TO FTG
CC14
FF12
31k
CC14
FF11
32
33k
1
32k
24' - 0"
W16x67 (24)
105'-4"
TO FTG
17k
1k
SPAN
1
C1
W12x30 (24)
16k
4
2' - 0"
W12x16 RAKER
37k
(6)
W12x22 (14)
115'-4"
TO FTG
115'-4"
TO FTG
4' - 5"
39k
17k
W12x16 (16)
W18x86
57k
32k
33k
115'-4"
TO FTG
W12x16 RAKER
W18x46
9k
W14x38 (44)
28k
W12x16 RAKER
HSS8x6x3/8
SPAN
1k
HSS6x6x5/16
(TOS = 119'-7 1/2")
16k
CC16
HSS8x6x3/8
16k
HSS6x6x5/16
(TOS = 116'-0")
105 k-ft
W14x38 (16)
W18x86 (22)
55k
CK
C11
W12x16 RAKER
17k
CC16
1
W14x38 (16)
CC14
FF5
CC16
14
16k
W18x60
1k
22k
6' - 0"
CC14
FF5
S5.2
7' - 5"
22k
1
CC14
FF12
7' - 5"
W14x38 (16)
2' - 0"
CC9
FF12
7' - 2 7/8"
S5.2
54k
W12x30 (24)
15k
22k
23k
115'-4"
TO FTG
23k
11' - 4"
115'-4"
TO FTG
22k
1k
1
(6)
13
W12x16 (16)
27 k-ft
W18x76
57k
11
18k
W18x76 (22)
55k
CH
CJ
S5.2
S5.2
22k W14x30 (14)
CC16
CC24
17k W14x30 (10) 17k
31k
1
31k
S3.3
1
32k
CC14
FF6
STAIR STRINGER
RE: LEVEL ABOVE
(RE: 35/S5.4)
CC14
FF6
34k
CC9
FF13
W16x57 (24)
W16x67 (24)
24' - 4"
3
W16x67 (24)
1
32
32k
115'-4"
TO FTG
CC14
FF13
2' - 0"
5
16k
W18x76 (24)
57k
34k
CF
37k
CC24
115'-4"
TO FTG
CC20
5
S3.4
13k W12x22 (26) 13k
CC14
FF4
17k W14x30 (10) 17k
6' - 0"
2' - 0"
S3.3
32
22
S3.4
SPAN
S3.3
32
115'-4"
TO FTG
4
CC24
2' - 0"
26
16k
W18x76 (26)
CC16
2' - 0"
10k
1
S3.4
W16x67 (24)
W16x67 (24)
CC14
FF6
32
CE
1
52k
18' - 8"
2' - 0"
42 k-ft
26
1
CC14
FF4
42 k-ft
115'-4"
TO FTG
1
HSS6x6x5/16
(TOS = 119'-7 1/2")
W16x57
1
S5.2
16k
CD
SECOND LEVEL FLOOR FRAMING PLAN - AREA C
113'-4"
TO FTG
1
CC24
S3.4
11k
42
S3.4
12
SPAN
115'-4"
TO FTG
26
CC24
7k
CC14
FF11
105'-4"
TO FTG
HSS10x6x3/8
(TOS = 122'-0 1/2")
7k
CC14
FF11
FTG STEP
109'-4"
TO FTG
CC16
FF2
FTG STEP
W14x22 (10)
CC14
FF11
HSS10x6x3/8
(TOS = 122'-0 1/2")
S5.2
2' - 0"
115'-4"
TO FTG
31
S3.4
CC
CC3
FF10
29k
111'-4"
TO FTG
114'-8"
TO FTG
CC3
FF10
166 k-ft
1
S3.3
STEP FTG
41
FTG STEP
SEE SHEET
S1.1C FOR
CONTINUATION
114'-8"
TO FTG
CC3
FF10
11k
2' - 0"
7' - 10"
S3.4
S3.6
32
HSS8x6x3/8
(TOS = 122'-0 1/2")
41
107'-4"
TO FTG
114'-8"
TO FTG
CC3
FF10
11k W16x36 (28)
HSS10x6x3/8
(TOS = 122'-0 1/2")
25
114'-8"
TO FTG
CC3
FF10
15' - 4"
2
CB
114'-8"
TO FTG
CC3
FF10
2' - 0"
114'-8"
TO FTG
CC3
FF10
39k
114'-8"
TO FTG
CC3
FF10
37k
114'-8"
TO FTG
30' - 8"
17' - 6"
B
1
KEY NOTES:
PLAN NOTES:
A.
B.
NOTED ON THE PLANS.
C.
D.
E.
G.
M.
SUPPLIER.
T.
H.
N.
U.
J.
K.
L.
O.
P.
REQUIREMENTS.
Q.
R.
S.
V.
1
2
C
6
7
GRANULAR FILL.
8
OTHERWISE.
9
OTHERWISE.
2
D
2
W.
3
4
5
SECOND LEVEL FRAMING PLAN - AREA C
F
K
E
G
L
H
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:13:17 PM
A
NORTH
NORTH
KEY PLAN
c=1 1/4"
40k
SIM
(RE: ARCH)
47k
1
7' - 8"
c=1"
89k
7' - 8"
48k
21k
50k
23k
W24x68 (50)
1
c=1"
W16x26 (26)
S5.2
25' - 4"
D7
D8
25' - 4"
29' - 8"
D9
W18x35 (16)
56
15k W18x35 (14)50k
S5.4
46
S5.4
36' - 0"
D10
19k
16' - 0"
34k
532 k-ft
12' - 0"
B11
9' - 4"
HSS4x2x3/16
E10
D11
C13
W27x129
63k
25k
22k
27k
19k
W16x26 (20)
25k
38k
27k
55k
19k
20k
31k
27 k-ft
30k
STAIR STRINGER
RE: LEVEL ABOVE
MATCHLINE
RE: S1.2D
MATCHLINE
RE: S1.2E
W18x35 (26)
F1
KEY PLAN
B
1
KEY NOTES:
PLAN NOTES:
A.
B.
NOTED ON THE PLANS.
C.
D.
E.
G.
M.
SUPPLIER.
T.
H.
N.
U.
J.
K.
L.
O.
P.
REQUIREMENTS.
Q.
R.
S.
V.
1
2
C
6
7
GRANULAR FILL.
8
OTHERWISE.
9
OTHERWISE.
2
D
2
W.
3
4
5
SECOND LEVEL FRAMING PLAN - AREA D
F
K
E
G
L
H
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:13:25 PM
A
NORTH
NORTH
1
S5.2
37k
2 10-08-12 ADD #3
16
59k
tel: (913)897-7811
W16x26 (30)
20k
c=3/4"
W16x26 (14)
18k
c=1"
W16x26 (14)
c=1"
W16x26 (14)
c=1"
8' - 0"
c=3/4"
D12
SPAN
50k
18k
? k-ft
6k
15k W18x60
25k
22k
? k-ft
MATCHLINE
RE: S1.2F
Revisions
6k
W14x26 (30)
19k
W18x60
159 k-ft
27 k-ft
W12x16 (26)
10k
105 k-ft
W12x26
21k
22k
0"
30k
175 k-ft
2
18k
1 10-04-12 ADD #2
106 k-ft
W12x16 (26)
MATCHLINE
RE: S1.2D
JOPLIN HIGH SCHOOL
5k
6k
6k
253 k-ft
48k
W18x60 (26)
10k
10k
158 k-ft
19k
24k
101 k-ft
35 k-ft
13k
10k
34k
SPAN
1
W18x35
W12x16 (26)
0"
W12x16 (26)
0"
W12x26 (26)
34k
W14x22 10k
10k
W14x26 (28)
W18x35 (40)
26k
29k
30k
11k W18x60
W8x10 (10)
199 k-ft
45k
c=3/4"
16k
SECOND LEVEL FLOOR FRAMING PLAN - AREA D
W18x40 (28)
10k
32k
7' - 8"
W16x26 (26)
W16x36 (42)
146 k-ft
13-12102-00
09/10/12
34
W18x40 (26)
48k
?k
36k
38k
W18x35 (26)
37k
28k
28k
27k
28k
27k
CC16
21k
FTG STEP
SEE SHEET
S1.1D FOR
CONTINUATION
29' - 8"
D6
27k W18x46
S1.2D
D5
25k
138 k-ft
8' - 0"
W14x22
10k
W12x19 (20)
D4
W12x16 (26)
16k
W12x19 (20)
30' - 0"
CC16
14
S5.2
23k
107'-4"
TO FTG
105'-4"
TO FTG
111'-4"
TO FTG
15k W18x60
78 k-ft
W16x77 (26)
D3
S3.4
W12x16 (16)
W18x46
1
W12x19 (20)
32' - 6"
S3.4
33
W12x19 (20)
D2
27' - 2"
113'-4"
TO FTG
CC21
W12x19 (20)
9' - 8"
S3.3
CC21
23k
S3.3
33
W12x19 (20)
D1
32
HSS6x6x5/16
(TOS = 116'-0")
20k
18k W12x16 (16)
W16x26 (26)
10k W16x26 (10) 10k
10k
W16x50
RE:24/S2.1,
TYP
W14x22
1
MECH UNIT PER
MECH. MAX WT
= 750#
W12x19 (20)
4' - 5"
14
S3.4
W18x60
7k
22k
W16x26 (26)
16
13k
S3.3
115'-4"
TO FTG
W16x26 (20)
10k
10k W16x26 (10) 10k
10k
W12x19 (20)
DJ
32
c=1"
c=3/4"
c=1 1/4"
W16x26 (26)
31k
0"
W12x16 (26)
2
W16x26 (26)
MECH UNIT PER
MECH. MAX WT
= 500#, TYP
c=1 1/4"
10k
W18x71
2
0"
31k
36k
40k
W16x26 (26)
S3.4
2' - 0"
6' - 0"
14
S3.4
26k
29k
31k
31k
c=3/4"
W14x30 (26)
W14x30 (26)
14k
W16x26 (26)
W14x26 (26)
W14x26 (26)
W14x26 (26)
CC21
W14x26 (26)
CC16
22k
DH
32
16k
26k
CC21
W12x16 (16)
16k
116 k-ft
14
S3.4
26k
30k
CC21
CC16
FF4
FTG STEP
10k
7' - 8"
26k
CC21
FTG STEP
W16x31 (24)
26k
22k
CC21
CC14
FF13
CC21
47k
W12x19 (20)
CC21
CC21
15k
10k
83 k-ft
CC14
FF11
HSS6x6x1/4
(TOS = 118'-8 1/2")
CC14
FF12
HSS6x6x1/4
(TOS = 118'-8 1/2")
CC21
W14x26 (26)
CC21
HSS6x6x1/4
(TOS = 118'-8 1/2")
47k
W14x30 (26)
W14x30
18k
43k
c=1 1/4"
c=1 1/4"
c=1 1/4"
c=1 1/4"
c=1 1/4"
c=1 1/4"
W14x26 (26)
24' - 0"
32
S3.3
c=1"
19k
83 k-ft
23k
17k
W12x16 (16)
17k
1
1
1
109'-4"
TO FTG
W12x26
17k
7' - 3"
26k
32k
31k
23k
23k
W12x16 (16)
17k
115'-4"
TO FTG
HSS6x6x1/4
(TOS = 118'-8 1/2")
16k
10k
W21x101 (26)
1
2' - 0"
STAIR STRINGER
RE: LEVEL ABOVE
(RE: 35/S5.4)
W12x16 (16)
16k
9' - 10"
W18x76 (78)
45k
SPAN
115'-4"
TO FTG
W18x35 (34)
47k
W16x40 (46)
W14x48 (26)
W14x26 (30)
W14x26 (30)
W14x48 (26)
29k
10' - 0"
c=1 1/4"
115'-4"
TO FTG
16k
16k W12x16 (16)
W18x86 (26)
36k
28k
27k
115'-4"
TO FTG
HSS6x6x5/16
(TOS = 119'-7 1/2")
29k
176 k-ft
47k
16k W12x26 (16)
273 k-ft
CC16
37k
28k
W18x86 (26)
41k
DG
W14x30
CC16
14k
CC14
FF5
27k
CC14
FF5
W12x16 (16)
CC14
FF5
17k
2' - 0"
6' - 0"
DF
CC14
FF12
W18x76 (78)
36k
CC14
FF6
3
17k
CC9
FF12
CC14
FF6
28k
CC14
FF6
W12x16 (16)
11' - 4"
17k
1
36k
17k
W18x76 (78)
37k
DE
19k
CC16
23k
115'-4"
TO FTG
1
16k
CC21
CC21
9' - 10"
17k
115'-4"
TO FTG
W14x26 (30)
W14x26 (30)
115'-4"
TO FTG
STAIR STRINGER
RE: LEVEL ABOVE
(RE: 35/S5.4)
41
W18x65
31k
CC16
CC21
1
23k
24' - 4"
CC9
FF13
S3.3
W24x55 (28)
15' - 4"
CC21
CC21
c=1 1/4"
CC21
CC14
FF13 1
32
31k
32k
46
W16x26 (26)
CC16
CC21
115'-4"
TO FTG
16k
60 k-ft
1
2' - 0"
W12x16 (16)
16k
S3.2
c=1"
W18x35 (34)
374 k-ft
71k
47k
268 k-ft
c=1 1/4"
CC21
HSS6x6x1/4
(TOS = 118'-8 1/2")
CC14
FF13
33 k-ft
S5.2
2' - 0"
S3.4
HSS6x6x1/4
(TOS = 118'-8 1/2")
B12
W24x76
7' - 8"
W18x35 (34)
W18x97
30' - 8"
c=1"
2
47k
31k
33
S5.2
S3.4
W16x26 (26)
CC16
FF4
CC21
CC16
FTG STEP
SEE SHEET
S1.1D FOR
CONTINUATION
c=1"
FTG STEP
111'-4"
TO FTG
CC14
FF13
CC21
W16x31 (30)
FTG STEP
41k
CC21
14k
12k
19k
CC14
FF12
CC21
W12x35
49 k-ft
HSS6x6x1/4
(TOS = 118'-8 1/2")
23k
CC21
16
16k
B12
25k
132 k-ft
W18x35 (34)
47k
CC16
52
6' - 0"
CC21
CC20
HSS6x6x1/4
(TOS = 118'-8 1/2")
32
S3.3
DD
FTG STEP
18k
S3.4
S3.3
1
23k
115'-4"
TO FTG
14
113'-4"
TO FTG
23k
DC
S3.3
32
23k
1
HSS6x6x5/16
(TOS = 119'-7 1/2")
115'-4"
TO FTG
S3.4
2' - 0"
32
105'-4"
TO FTG
14k
101k
639 k-ft
7' - 8"
503 k-ft
81k
256 k-ft
1
FTG STEP
W12x16 (16)
24k
180 k-ft
6' - 6 1/4"
66k
514 k-ft
44k
253 k-ft
1
14k
S5.4
c=1"
W18x65
44k
16' - 0"
W24x76
C12
40k
LOW
15
16' - 0"
W18x86
C10
DB
S3.4
HSS8x6x5/16 2k
8k
660 k-ft
S5.2
C9
20' - 0"
W12x16 (16)
8k
W18x86
29' - 8"
47k
14
30k
22k
480 k-ft
C8
25' - 4"
35
S5.2
W18x35 (34)
22k
84k
25' - 4"
S5.2
13' - 8"
CC21
47k
107'-4"
TO FTG
17k
32k
29' - 8"
CC21
15
DA
109'-4"
TO FTG
W16x26 (20)
17k
W18x40 (30)
51
C7
34
19k
30k
1
W18x35 (34)
HSS6x6x1/4
(TOS = 118'-8 1/2")
30k
W18x35 (26)
19k
10k
W16x26 (26)
31k
38k
36k
38k
21k
22k
40k
HSS4x2x3/16
S5.4
2k
30' - 0"
C6
W21x44 (46)
38k
35k
C5
W16x26 (22) 14k
15k
13
S5.4
W18x35
C3 C4
CC24
49k
32' - 6"
S5.2
CC24
16
S5.4
S5.4
14
12k
25' - 7 5/8"
109'-4"
TO FTG
14
S5.2
HSS6x6x3/8
15
MECH UNIT PER
MECH. MAX WT
= 750#
W12x19 (20)
C2
FTG STEP
S3.4
STEP FTG
11
2
6' - 6 1/4"
1' - 6 3/8"
111'-4"
TO FTG
S5.2
FTG STEP
S3.4
SEE SHEET
CC21
S1.1C FOR
CONTINUATION
10k
SPAN
C1
9' - 8"
S3.4
25
34
W18x97
4' - 5"
115'-4" S3.3
TO FTG
S3.4
S3.3
CC21
HSS6x6x1/4
(TOS = 118'-8 1/2")
15' - 4"
CM
14
32
33
1
37k
14
32
2' - 0"
6' - 0"
CL
10k
26k
CC24
22k W14x30 (14)
CC21
W14x30 (14)
21k
CC21
21k
CC21
CC16
FTG STEP
W14x30 (14)
CC21
HSS6x6x1/4
(TOS = 118'-8 1/2")
21k
CC21
HSS6x6x1/4
(TOS = 118'-8 1/2")
CC21
107'-4"
TO FTG
31k
CC21
HSS6x6x1/4
(TOS = 118'-8 1/2")
CC16
FF4
32k
S3.3
113'-4"
TO FTG
CC14
FF12
33k
CC14
FF11
32
S5.2
25' - 4"
D6
D7
D9
19k
W18x35 (16)
63k
532 k-ft
S5.4
19k
55k
12k
20k
18k
56
15k W18x35 (14)50k
S5.4
46
36' - 0"
D10
25k
26k
116 k-ft
49k
30k
22k
27k
22k
20k
19k
83 k-ft
38k
31k
21k
27 k-ft
23k
48k
36k
23k
29' - 8"
MATCHLINE
RE: S1.2E
D8
W16x26 (20)
27k
STAIR STRINGER
RE: LEVEL ABOVE
MATCHLINE
RE: S1.2D
25' - 4"
30k
16' - 0"
B11
W16x77 (26)
1
S5.2
W18x35 (26)
37k
W12x19 (20)
16
29' - 8"
D5
38k
13k
34
59k
W12x19 (20)
D4
W18x40 (26)
W12x19 (20)
D3
30' - 0"
?k
W12x19 (20)
D2
32' - 6"
FTG STEP
SEE SHEET
S1.1D FOR
CONTINUATION
W18x35 (26)
W12x19 (20)
27' - 2"
107'-4"
TO FTG
105'-4"
TO FTG
111'-4"
TO FTG
CC16
W12x19 (20)
D1
9' - 8"
S5.2
W12x19 (20)
4' - 5"
113'-4"
TO FTG
CC21
W12x19 (20)
DJ
CC16
14
CC21
37k
115'-4"
TO FTG
MECH UNIT PER
MECH. MAX WT
= 750#
20' - 8"
CC21
28k
CC21
CC16
FF4
FTG STEP
28k
CC21
FTG STEP
27k
CC21
CC14
FF13
CC21
28k
CC21
CC14
FF12
27k
CC14
FF11
HSS4x4x3/16
19k
12k
5k
17 k-ft
S5.5
29' - 8"
E6
FTG STEP
SEE SHEET
S1.1E FOR
CONTINUATION
16
42
S3.4
S5.2
25' - 4"
E7
CC21
54
42
S5.2
S5.2
25' - 4"
E8
29' - 8"
E9
W14x30 (28)
18k
47k-ft
W16x26 (26)
17k
41k-ft
85k
JOPLIN HIGH SCHOOL
21k
21k
c=1 1/4"
c=1 1/4"
W16x26 (26)
W14x22 (12)
15
33
57k
34k
21k
21k
10k
W16x26 (10)
21k
W12x16 (16)
21k
21k
34k
W12x16 (16)
W18x35 (32)
30k
7k
7k
36k
34k
98 k-ft
33k
30k
11k W12x16 (10) 11k
W14x22 (10)
W12x16
12k
11k W12x19 (10)
8k (10) 8k
98 k-ft
33k
21k
MATCHLINE
RE: S1.2F
34k W16x26 (26)
W16x26 (26)
W18x55
W16x26 (26)
W18x50 (26)
c=1 1/4" MATCHLINE
RE: S1.2E
c=1 1/4"
c=1"
c=1"
W16x26 (26)
7k
8k W12x19 (10)
99 k-ft
48k
c=1"
SECOND LEVEL FLOOR FRAMING PLAN - AREA E
6k
12k
12k
34k
34k
92 k-ft
33k
30k
92 k-ft
33k
26k
92 k-ft
33k
W16x57
33k
W18x35
31k
W12x16 (16)
20k
31k
W18x35 (24)
W18x76 (26)
E10
W12x16 (26)
12k
12k
22k
20k
19k
12k
W12x16 (26)
W12x19 (20)
W12x19 (20)
21k
23k
31k
c=1 1/4"
W16x26 (26)
21k
W14x30 (32)
27k
W14x30 (32)
21k
W14x30 (32)
21k
28k
43k
W21x48 (36)
S5.4
S5.4
20' - 0"
16' - 0"
W27x146 (52)
77k
E11
16' - 0"
77k C13
G1
E12
D11
2 10-08-12 ADD #3
E5
HSS4x2x3/16
S5.4
tel: (913)897-7811
34
HSS6x6x3/8
16
S5.4
S5.4
E4
15
Revisions
E3
30' - 0"
EJ
1 10-04-12 ADD #2
32' - 6"
HSS12x2x1/4
STRINGER
S5.4
13-12102-00
09/10/12
E2
27' - 2"
21
11k
E1
9' - 8"
21k
21k
20k
W14x30 (32)
c=1"
CC16
S3.4
4' - 5"
10k
W16x26 (10) 10k
37k
HSS6x6x1/4
(TOS = 118'-8 1/2")
111'-4"
TO FTG
604 k-ft
S1.2E
113'-4"
TO FTG
11
S5.4
13
CC16
527 k-ft
82k
22k
115'-4"
TO FTG
52 k-ft
2
c=3/4"
498 k-ft
22k
S3.4
(8)
67k
34k
S3.3
8k W16x26
W18x35 (10)
28k
W21x83
22k
S3.4
c=3/4"
81k
W12x19 (20)
S3.3
STAIR STRINGER
RE: LEVEL ABOVE
228 k-ft
33k
22k
S3.4
33k
1k
W18x35 (14)
24k
34k
S3.3
54k
9' - 4"
22k
S3.4
CC21
14k
433 k-ft
W12x19 (20)
14
1k
52 k-ft
CC16
CC21
W21x68
22k
32
(8)
W18x60
2k
11k
14
CC16
CC21
CL FTG
HSS6x6x1/4
(TOS = 118'-8 1/2")
27k
SPAN
21k
32
W12x19
34k
14
26k
CC16
FF21
105'-4"
TO FTG
26k
27k
W12x19 (20)
EL
32
W16x26 (20)
27k
S3.4
CC21
14
26k
MATCHLINE
RE: S1.2G
S3.3
W18x60 (26)
24' - 0"
6' - 0"
32
RE:24/S2.1,
TYP
28k
CC21
EK
MECH UNIT PER
MECH. MAX WT
= 500#, TYP
MATCHLINE
RE: S1.2E
CC21
33
1
2
28k
CC21
FTG STEP
S3.4
107'-4"
TO FTG
FTG STEP
28k
CC21
CC14
FF13
34
28k
CC21
CC14
FF13
CC21
109'-4"
TO FTG
28k
HSS6x6x1/4
(TOS = 118'-8 1/2")
CC14
FF12
CC21
3' - 1"
CC21
CC21
W18x60 (26)
FTG STEP
2' - 0"
HSS6x6x1/4
(TOS = 118'-8 1/2")
CC14
FF11
S3.3
CC21
W18x60 (26)
1
HSS6x6x1/4
(TOS = 118'-8 1/2")
32
58k
108'-0"
TO FTG
1
2' - 0"
SPAN
W21x101 (26)
57k
115'-4"
TO FTG
1
W16x31 (24)
c=1"
115'-4"
TO FTG
42k
W18x60 (26)
115'-4"
TO FTG
28k
CC16
115'-4"
TO FTG
17k
W18x86 (82)
41k
EH
1
28k
1
25k
CC14
FF5
28k
CC16
FF6
1
HSS6x6x5/16
(TOS = 119'-7 1/2")
26k
1
W14x30 (32)
CC14
FF5
48k
16k W16x36
10k W12x16 (10) 10k
108'-0"
TO FTG
17k
3
CC14
FF5
CC12
FF11
2' - 0"
6' - 0"
EG
115'-4"
TO FTG
28k
115'-4"
TO FTG
W14x30 (32)
115'-4"
TO FTG
17k
11' - 4"
CC16
17k
48k
1
92 k-ft
26k
26k
W18x76 (78)
10k W12x16 (10) 10k
37k
98 k-ft
W18x76 (78)
W18x60 (38)
27k
1
101 k-ft
36k
EF
32k
1
CC9
FF12
W12x19 (22)
W12x19 (20)
33k
31k
CC16
FF6
31k
CC14
FF6
23k
9' - 8"
33k
STAIR STRINGER
RE: LEVEL ABOVE
(RE: 35/S5.4)
CC14
FF6
10' - 0"
25k
S3.3
CC14
FF6
23k
CC9
FF13
10' - 0"
28k
1
32
8' - 4"
W16x26 (26)
24' - 4"
8' - 4"
W16x26 (20)
23k
9' - 4"
20k
8' - 2"
28k
8' - 0"
CC16
31k
115'-4"
TO FTG
8' - 0"
98 k-ft
1
FTG STEP
SEE SHEET
S1.1E FOR
CONTINUATION
CC16
FF21
CC21
CC21
W16x45
CL FTG
CC16
CC21
23k
13k
S3.4
CC21
CC21
W16x31 (40)
CC14
FF13
CC21
8' - 0"
W24x68 (48)
42 k-ft
35k
CC21
109'-4"
TO FTG
34
W16x31 (24)
c=1 1/4"
S3.4
8' - 0"
40k
W18x76 (62)
CC16
S5.2
HSS6x6x1/4
(TOS = 118'-8 1/2")
1
53
10' - 0"
31k
CC14
FF13
37k
S5.2
W18x76 (90)
33
HSS6x6x1/4
(TOS = 118'-8 1/2")
S3.4
W16x26 (26)
S3.4
CC21
CC21
CC14
FF13
34
32k
FTG STEP
CC21
25k
CC21
28k
HSS6x6x1/4
(TOS = 118'-8 1/2")
55
W14x48 (48)
CC20
10' - 0"
W14x48 (48)
CC21
CC14
FF13
HSS6x6x1/4
(TOS = 118'-8 1/2")
CC16
11k
1
23k
CC14
FF12
S3.3
ED
CC21
105'-4"
TO FTG
24k
6' - 0"
S3.4
25
32
2' - 0"
S3.4
CC21
14
2' - 0"
115'-4"
TO FTG
14
S3.3
115'-4"
TO FTG
32
HSS6x6x1/4
S3.3
(TOS = 118'-8 1/2")
3' - 1"
EC
14
S3.4
W14x48 (48)
HSS6x6x5/16
(TOS = 119'-7 1/2")
32
107'-4"
TO FTG
FTG STEP
2' - 0"
1
113'-4"
TO FTG
W12x19 (20)
FTG STEP
24k
1
20' - 10 1/2"
1
136 k-ft
12k
W12x19 (34)
SPAN
111'-4"
TO FTG
264 k-ft
162 k-ft
22k
1
61k
23k
13k
43 k-ft
6k
63 k-ft
W12x19 (20)
122 k-ft
18k
W14x30 (34)
7k
W12x19 (20)
12k
W12x19 (20)
W12x19 (20)
19k
21k
W27x129
20k
19k
21k
23k
23k
473 k-ft
13k
413 k-ft
18k
25k W12x26
72k
W12x19 (20)
19' - 9 1/2"
12k
W30x148
67k
EB
HSS16x4x3/8
STAIR STRINGER
244 k-ft
18k
18k
W12x19 (20)
18k
62 k-ft
62k
32k
20k
W12x19 (20)
20k
W27x102
14
7k
22k
W12x19 (20)
22k
S5.4
12k
22k
W12x19 (20)
22k
122 k-ft
19k
12k
18k
15
12k
25k W12x26
472 k-ft
W12x19 (20)
408 k-ft
22k
72k
20k
W30x148
19k
21k
23k
66k
21k
EA
23k
13k
HSS4x2x3/16
G2
B
1
KEY NOTES:
PLAN NOTES:
A.
B.
NOTED ON THE PLANS.
C.
D.
E.
G.
M.
SUPPLIER.
T.
H.
N.
U.
J.
K.
L.
O.
P.
REQUIREMENTS.
Q.
R.
S.
V.
1
2
C
6
7
GRANULAR FILL.
8
OTHERWISE.
9
OTHERWISE.
2
D
2
W.
3
4
5
SECOND LEVEL FRAMING PLAN - AREA E
F
K
E
G
L
H
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:13:34 PM
A
NORTH
NORTH
KEY PLAN
W14
W18x60 (26)
10"
1' - 6"
10' - 0"
44k
51 k-ft
15k
25k
W21x48 (48)
24' - 0"
W12x26
47 k-ft
15k
51k
24' - 0"
56 k-ft
16k
W24x55 (44)
W12x26
W12x19 (20)
25k
25k
25k
1
70k
51k
121 k-ft
24k
34k
34k
40k
J.
K.
L.
M.
SUPPLIER.
N.
O.
P.
REQUIREMENTS.
Q.
R.
S.
T.
U.
V.
W.
1
2
3
GRANULAR FILL.
4
5
6
7
8
OTHERWISE.
9
OTHERWISE.
51k
2
35
S8.5
49k
51k
59k
40k
51k
13k
KH
W12x26 (30)
HSS6x6x5/16
(TOS = 115'-1 1/2")
49k
13k
24' - 0"
W21x48 (48)
21k
W12x16 (16)
21k
21k
W12x16 (16)
21k
W21x48 (48)
24' - 0"
W14x53
79 k-ft
21k
c=1 1/4"
W16x26 (26)
34k
c=1 1/4"
W16x26 (26)
34k
c=1 1/4
W16x26 (26)
34k
W12x16 (16)
21k
21k
49k
49k
186 k-ft
W12x26 (30)
21k
604 k-ft
21k
21k
EG
W21x122
H.
KEY NOTES:
287 k-ft
34k
136 k-ft
162 k-ft
36k
W16x57
MATCHLINE
RE: S1.2F
MATCHLINE
RE: S1.2E
34k
21k
527 k-ft
82k
51k
50 k-ft
15k
25k
25k
W12x19 (20)
W12x19 (20)
W12x30 (40)
32k
34k
34k
498 k-ft
67k
G.
49k
KG
EF
REFER TO GENERAL NOTES SHEETS S0.1 AND S0.2 FOR GENERAL NOTES,
ABBREVIATIONS AND SYMBOLS.
51k
47 k-ft
15k
24k
24k
24k
W12x19 (20)
W12x19 (20)
W12x19 (20)
25k
23k
6k
W14x30 (28)
6k
12k
40k
KF
ED
2 10-08-12 ADD #3
tel: (913)897-7811
13k
B
W18x46
K1
F2
K2
D
F
K
E
G
L
H
SECOND LEVEL FRAMING PLAN - AREA F
J
SCALE: 1/8" = 1'-0"
NORTH
NORTH
A
C
BENJAMIN TALPOS
W24x55 LINTEL
W14x30
KEY PLAN
26' - 0"
MATCHLINE
RE: S1.2G
37' - 4"
10/8/2012 6:13:42 PM
Revisions
MATCHLINE
RE: S1.2F
KL
F1
1 10-04-12 ADD #2
10k
10k
20k
40k
13-12102-00
09/10/12
51k
2' - 7"
14' - 5"
W16x26 (16)
W18x35 (16)
35k
EJ
25k-ft
10k
W16x26 (26)
34k
KK
85k
22k
22k
22k
KJ
W16x26
24k-ft
10k W18x35 (16)
c=1 1/4"
c=1 1/4"
W18x35 (26)
34k
34k
W24x84 (64)
85k
22k
57k
22k
c=1 1/4"
21k
18k
47k-ft
W16x26
17k
41k-ft
34k
EK
EL
SPAN
W18x35 (26)
W16x26 (18)
c=1 1/4"
W16x26 (26)
10k
10k
1
S1.2F
49k
EH
49k
2
SPAN
433 k-ft
F.
W21x48 (48)
24' - 0"
W12x26
45k
36k
KE
228 k-ft
W27x146
5' - 0"
35k
41k
50 k-ft
15k
36k
61k
264 k-ft
81k
E.
5' - 0"
1
W24x55
2' - 7"
KD
1
54k
26k
KC
14k
12k
W21x68
W27x129
61k
13k
43 k-ft
W24x68 (48)
EC
24k
18k
W12x19 (20)
W14x30 (34)
7k
W27x129
D.
14' - 6"
8' - 0"
36k
49k
EB
8' - 0"
43k
45k
W21x44 (40)
W12x22 (26)
8k
210 k-ft
26k W30x99 (26)
25k
8k
13k
W12x22 (26)
6' - 6 1/4"
13k
183 k-ft
32k
16' - 0"
W16x36 (26)
W12x22 (26)
15k
6' - 6 1/4"
15k
17k
17k
W12x22 (26)
8' - 3"
F4
36 k-ft
12k
34k
25k
26k W30x99 (26)
210 k-ft
10' - 0"
W16x36
F3
265 k-ft
24k
18k
32k KA
183 k-ft
KB
62k
244 k-ft
24k
5k
17 k-ft
C.
9' - 4"
W27x102
62k
W30x99 (26)
NOTED ON THE PLANS.
239 k-ft
W12x19 (20)
W12x19 (20)
25k
9' - 4"
25k
19k
12k
W27x102
7k
9' - 4"
1
17k
172 k-ft
30k
68k
25k
25k
W12x19 (20)
W12x19 (20)
W16x77 (26)
19k
55k
532 k-ft
8' - 4 5/8"
17k
106 k-ft
18k
W30x99
17k
16k
16k
17k
3 k-ft
4k
16 k-ft
10k
FA
W27x129
63k
9' - 4"
EA
34k
34k
20k
18k
25k
DJ
56
15k W18x35 (14)50k
S5.4
8' - 3"
W12x22 (26)
W16x36 (26)
8' - 3"
W30x99 (26)
SPAN
DH
19k
17k
30k
172 k-ft
7' - 8"
W12x22 (26)
W12x22 (26)
c=1"
W16x26 (26)
W16x26 (26)
W16x26 (26)
W16x26 (30)
c=1"
c=3/4"
c=3/4"
W16x26 (14)
c=1"
7' - 8"
D12
18k
106 k-ft
16k
4k
W30x99 (26)
3 k-ft
16k
17k
50k
34k
W24x68 (50)
34k
34k
50k
23k
50k
B.
15' - 4"
15k W18x60
? k-ft
JOPLIN HIGH SCHOOL
33' - 1 5/8"
MATCHLINE
RE: S1.2F
15' - 4"
MATCHLINE
RE: S1.2K
37' - 4"
MATCHLINE
RE: S1.2F
6k
27 k-ft
10k
25k
19k
W14x26 (30)
W12x16 (26)
A.
SECOND LEVEL FLOOR FRAMING PLAN - AREA F
6k
106 k-ft
MATCHLINE
RE: S1.2D
DF
DG
PLAN NOTES:
10k
10k
158 k-ft
18k
18k
6k
253 k-ft
48k
24k
19k
DE
c=1 1/4"
c=1 1/4"
W18x35 (26)
W16x26 (26)
34k
34k
25k-ft
10k
c=1 1/4"
W18x35 (26)
34k
17k
41k-ft
24k-ft
10k W18x35 (16)
21k
18k
47k-ft
W16x26
13k
22k
22k
22k
22k
c=1 1/4"
22k
W18x35 (20)
W12x19 (20)
22k
58k
249k-ft
W24x84 (64)
13k
W18x35 (20)
78k
617k-ft
22k
22k
W18x35 (20)
W12x19 (20)
22k
W12x19 (20)
45k
297k-ft
W21x68
35k-ft
12k
22k
22k
22k
22k
CC22
W12x26
42k
W18x35
W12x19 (20)
22k
35k-ft
22k
W12x19 (20)
68k
22k
WT8x13
22k
WT8x13
4' - 10"
W18x35 (20)
13k
23k
W12x19 (20)
W12x19 (20)
22k
W18x35 (20)
4' - 10"
4' - 10"
4' - 10"
W18x40
11k
21k-ft
4' - 10"
2' - 11"
3' - 0"
20K4
20K4
20K4
20K4
20K4
20K4
20K4
20K4
20K4
82k
MATCHLINE
RE: S1.2G
MATCHLINE
RE: S1.2H
MATCHLINE
RE: S1.2H
4k
MATCHLINE
RE: S1.2G
W16x45
HA
9
18' - 2 1/2"
16' - 0"
17' - 1 1/2"
26' - 10 1/2"
20' - 9"
3k
16' - 7"
23' - 4"
1
G1
E12
D11
F1
G3
F2
H9
S1.2G
G2
2 10-08-12 ADD #3
W27x146 (52)
20K4
W16x26 (4)
20K4
W16x26 (10)
W12x30
W16x26 (10)
30' - 2 5/8"
SPAN
22k
W18x35 (20)
W12x19 (20)
4' - 10"
2
22K6
2' - 0"
4' - 0"
6
19k
21k-ft
SPAN
82k
S3.4
4' - 10"
85k
S3.5
8"
8"
c=3/4"
4' - 10"
S3.4
6' - 0"
2' - 0"
8' - 10 5/8"
13
4' - 0"
W27x129 (52)
85k
13
51
30k
123k-ft
W18x40
tel: (913)897-7811
4' - 8 1/2"
24' - 0"
111'-0"
TO FTG
30k
123k-ft
4k
4' - 0"
5' - 0"
22k
229k-ft
W21x57
CC22
8"
21' - 0"
89k
229k-ft
86k
Revisions
GD
c=3/4"
1 10-04-12 ADD #2
W27x129 (52)
86k
CC22
22k
12k
7' - 3"
22k
86k
22k
20' - 4"
c=3/4"
W12x19 (20)
W27x129 (52)
86k
W18x35 (20)
CC22
13-12102-00
09/10/12
12k
W24x84 (64)
68k
44k-ft
22k
22k
22k
22k
72k-ft
22k
W18x40 (42)
JOPLIN HIGH SCHOOL
44k-ft
13k
22k
22k
22k
CC22
SECOND LEVEL FLOOR FRAMING PLAN - AREA G
45k
13k
85k
23k
GC
c=3/4"
22k
W27x129 (52)
12k
37k-ft
1
SPAN
22k
85k
W12x26
20' - 0"
c=3/4"
111'-0"
TO FTG
85k
67k
1
W18x35 (20)
W27x129 (52)
85k
W24x84 (64)
67k
22k
4
S3.4
41k
SPAN
2' - 0"
54
12k
37k-ft
CC22
W18x40 (42)
W18x35
S3.4
CC22
44k
72k-ft
22k
51
22k
GB
STEP BOT
OF FTG
W12x19 (20)
85k
22k
c=3/4"
W12x19 (20)
W27x129 (52)
22k
85k
46
S3.5
W12x19 (20)
85k
W12x19 (20)
c=3/4"
W12x19 (20)
W27x129 (52)
11k
2' - 0"
S3.4
4' - 7"
52
42k
207k-ft
SPAN
4' - 0"
56
85k
10' - 0"
20' - 0"
6
8"
S3.4
85k
CC22
4' - 0"
111'-0"
TO FTG
2' - 0"
c=3/4"
37' - 4"
8"
2' - 0"
S3.4
85k
S3.4
111'-0"
TO FTG
STEP BOT
OF FTG
W27x129 (52)
85k
6' - 8"
52
34k
34k
77k C13
11k
15' - 3"
13
GA
22k
28' - 0"
W27x146 (52)
77k
E11
16' - 0"
11k
2
W16x26 (26)
W14x22 (12)
W18x35 (24)
16' - 0"
1
36' 1
- 2"
c=1 1/4"
c=1"
E10
E9
20' - 0"
W12x19 (20)
E8
MATCHLINE
RE: S1.2G
S5.4
22k
E7
29' - 8"
W24x84 (64)
85k
MATCHLINE
RE: S1.2F
S5.4
22k
25' - 4"
15
33
22k
S5.2
W16x26 (26)
21k
W18x76 (26)
W18x60 (26)
S5.2
25' - 4"
E6
42
57k
22k
S5.2
54
W12x19 (20)
S3.4
CC21
22k
E5
29' - 8"
42
22k
30' - 0"
16
W12x19 (20)
S3.4
FTG STEP
SEE SHEET
S1.1E FOR
CONTINUATION
22k
34
22k
CC16
W18x35 (20)
111'-4"
TO FTG
22k
113'-4"
TO FTG
W21x48 (36)
22k
115'-4"
TO FTG
CC16
HSS6x6x1/4
(TOS = 118'-8 1/2")
11k
S3.4
W12x19 (20)
S3.3
W12x19 (20)
S3.4
HSS4x2x3/16
21k
S3.3
HSS6x6x3/8
16
S5.4
S5.4
S5.4
34k
S3.4
CC21
31k
S3.3
CC21
15
13
35k
14
HSS12x2x1/4
STRINGER
CC16
MATCHLINE
RE: S1.2G
32
CC16
CC21
CL FTG
HSS6x6x1/4
(TOS = 118'-8 1/2")
20' - 0"
14
105'-4"
TO FTG
28k
32
CC16
FF21
MATCHLINE
RE: S1.2E
EL
14
RE:24/S2.1,
TYP
S3.4
CC21
32
MECH UNIT PER
MECH. MAX WT
= 500#, TYP
28k
CC21
EK
S3.4
33
1
28k
CC21
FTG STEP
107'-4"
TO FTG
FTG STEP
28k
CC21
CC14
FF13
34
28k
CC14
FF13
CC21
109'-4"
TO FTG
3' - 1"
CC21
CC21
2' - 0"
HSS6x6x1/4
(TOS = 118'-8 1/2")
CC14
FF12
CC21
W18x60 (26)
FTG STEP
HSS6x6x1/4
(TOS = 118'-8 1/2")
W18x60 (26)
1
W18x60 (26)
1
2
B
1
KEY NOTES:
PLAN NOTES:
A.
B.
NOTED ON THE PLANS.
C.
D.
E.
G.
M.
SUPPLIER.
T.
H.
N.
U.
J.
K.
L.
O.
P.
REQUIREMENTS.
Q.
R.
S.
V.
1
2
C
6
7
GRANULAR FILL.
8
OTHERWISE.
9
OTHERWISE.
2
W.
3
4
5
2
D
SECOND LEVEL FRAMING PLAN - AREA G
F
K
E
G
L
H
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:13:50 PM
A
NORTH
NORTH
KEY PLAN
8"
13
6
SPAN
S3.4
20K
20K
20K
20K
20K
20K
20K
20K
20K
20K
82k
MATCHLINE
RE: S1.2G
MATCHLINE
RE: S1.2G
MATCHLINE
RE: S1.2H
MATCHLINE
RE: S1.2H
4k
4' - 0"
20K
22K
82k
W16x45
HA
9
18' - 2 1/2"
16' - 0"
17' - 1 1/2"
26' - 10 1/2"
20' - 9"
3k
16' - 7"
23' - 4"
1
G1
E12
D11
2
4' - 8"
4' - 8"
4' - 8"
4' - 8"
W18x40
27k
4' - 10"
4' - 10"
4' - 10"
4' - 4 1/8"
4' - 10"
4' - 4"
4' - 4"
W18x40
28k
4' - 4"
4' - 5 1/2"
W18x50
4' - 10 1/2"
20k
4' - 4"
4' - 4"
4' - 4"
4' - 8 1/8"
4' - 6 1/4"
W18x50
21k
4' - 6 1/4"
4' - 6 1/4"
W18x50
11k
4' - 10 1/2"
4' - 10 1/2"
4' - 10 1/2"
4' - 10 1/2"
4' - 10 1/2"
4' - 10 1/2"
W12x22
14K1
14K1
14K1
14K1
14K1
14K1
14K1
14K1
14K1
14K1
14K1
14K1
14K1
14K1
14K1
14K1
14K1
14K1
14K1
14K1
14K1
14K1
14K1
4' - 10"
F2
4' - 11 1/2"
W24x68
34k
34k
9k-ft
3k
HB
14K1
14K1
14K1
14KSP
4' - 8"
G3
3k
4' - 8"
14KSP
14KSP
19' - 5 3/8"
F1
2
SPAN
33
S5.3
S5.3
S5.3
2
MECH UNIT PER
MECH. MAX WT =
500#, TYP
31k
H7
35
S5.3
35
S5.3
MECH UNIT PER
MECH. MAX WT =
750#, TYP
35
S5.3
1
1
RE: 24/S2.1,
TYP
1
MECH UNIT PER
MECH. MAX WT =
500#, TYP
HE
20' - 0"
MECH UNIT PER
MECH. MAX WT =
500#, TYP
2
MECH UNIT PER
MECH. MAX WT =
750#, TYP
MECH UNIT PER
MECH. MAX WT =
750#, TYP
2
HF
RE: 24/S2.1,
TYP
1
7
7
7
SPAN
SPAN
SPAN
8
20' - 0"
110'-2"
TO TOPPING
SLAB
MECH UNIT PER
MECH. MAX WT =
500#, TYP
110'-2"
TO TOPPING
SLAB
RE: 24/S2.1,
TYP
110'-2"
TO TOPPING
SLAB
HG
MECH UNIT PER
MECH. MAX WT =
500#, TYP
27' - 0 5/8"
MECH UNIT PER
MECH. MAX WT =
500#, TYP
34
S5.3
34
S5.3
33
W16x57
31k
20' - 1 5/8"
33
10k
3k
W16x26
10k
HD
JOPLIN HIGH SCHOOL
4' - 11 1/2"
MEZZANINE LEVEL FLOOR FRAMING PLAN - AREA H
19' - 10 3/8"
3k
26KSP
26KSP
26KSP
26KSP
26KSP
26KSP
26KSP
26KSP
26KSP
26KSP
26KSP
26KSP
26KSP
26KSP
26KSP
26KSP
26KSP
26KSP
26KSP
26KSP
26KSP
26KSP
26KSP
26KSP
26KSP
26KSP
W12x22
4' - 9 1/8"
10K1
4' - 9 1/8"
10K1
10K1
4' - 9 1/8"
10K1
4' - 9 1/8"
26KSP
26KSP
HC
26KSP
9k-ft
3k
W12x22
20' - 0"
G2
34
4' - 8"
4' - 8"
4' - 8"
4' - 8"
4' - 8"
W12x26
18KSP
18KSP
18KSP
18KSP
18KSP
18KSP
18KSP
18KSP
SPAN
23' - 5 1/2"
2
2 10-08-12 ADD #3
4' - 8"
tel: (913)897-7811
4' - 8"
4' - 8"
H4
18KSP
H3
18KSP
H2
31k
170k-ft
W16x67
20' - 10"
W12x26
H1
46' - 8"
4' - 8"
18KSP
28' - 10"
4' - 8"
18KSP
105' - 4"
4' - 8"
18KSP
31
S5.3
18KSP
31
S5.3
46k
200k-ft
5k
W16x36
Revisions
HH
HJ
HK
21k
200k-ft
1 10-04-12 ADD #2
W16x31 LINTEL
1' - 3 3/4"
W16x31 LINTEL
18KSP
W16x31 LINTEL
13-12102-00
09/10/12
S5.3
S1.2H
1' - 1 1/4"
33
S5.3
3' - 8 5/8" 3' - 8 5/8" 3' - 8 5/8"
3k
44' - 4 1/4"
H5
A.
B.
NOTED ON THE PLANS.
C.
D.
E.
KEY NOTES:
G.
M.
SUPPLIER.
T.
H.
N.
U.
J.
K.
L.
O.
P.
REQUIREMENTS.
Q.
R.
S.
V.
1
2
H6
6
7
GRANULAR FILL.
8
OTHERWISE.
9
OTHERWISE.
2
3
4
5
H8
H9
C
D
2
W.
10' - 4 1/4"
B
EQUIPMENT PLATFORM LEVEL FRAMING PLAN - AREA H
F
K
E
G
L
H
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:13:58 PM
MATCHLINE
RE: S1.2J
PLAN NOTES:
12k
A
MATCHLINE
RE: S1.2H
1
W24x55
NORTH
NORTH
W24x76
HL
4k
KEY PLAN
44' - 4 1/4"
10' - 4 1/4"
H9
W12x30
W12x30
20K3
20K3
20K3
H8
20K3
20K3
20K3
20K3
20K3
20K3
20K3
H5
W12x30
NOTED ON THE PLANS.
C.
D.
E.
F.
2
G.
H.
J.
K.
L.
M.
SUPPLIER.
N.
O.
P.
REQUIREMENTS.
Q.
R.
S.
T.
U.
V.
W.
SPAN
S5.3
S5.3
S5.3
W27x94
JB
4k
W16x31 LINTEL
6k W12x19 6k
(LOW)
3k
35
2' - 6" 2' - 7 7/8"
RE: 24/S2.1,
TYP
2
S5.3
28' - 3"
20K9
W12x30 (LOW)
W14x26 (HIGH)
W14x26
20K3
20K3
20K3
20K3
20K3
20K3
20KSP
20KSP
W16x31 LINTEL
W12x30
2' - 7 7/8"
4k
W16x31 LINTEL
5' - 3 5/8"
16k-ft
32
17k-ft
31
3k
W16x31 LINTEL
31
20KSP
W14x26
20KSP
3k
3k
3k W12x19 3k
(LOW)
8k-ft
W27x84
JA
34
28' - 11"
20K6
W12x30
W12x30 (LOW)
W14x26 (HIGH)
20K3
20K3
20K3
20K3
20K3
20K4
W27x84
SPAN
W12x19
KEY NOTES:
8k-ft
S5.3
3k
33
7
JC
2
MECH UNIT PER
MECH. MAX WT =
500#, TYP
S5.3
2
W14x26
1
110'-2"
TO TOPPING
SLAB
3k
1
22KSP
26KSP
5' - 3 5/8"2' - 7 7/8"
3k (LOW) 3k
110'-2"
TO TOPPING
SLAB
4' - 8"
4' - 8"
4' - 8"
22' - 1 1/2"
21' - 10 1/8"
RE: 24/S2.1,
TYP
2
W12x22
W12x22
16K2
16K2
16K2
16K2
16K2
16K2
22KSP
SPAN
MECH UNIT PER
MECH. MAX WT =
750#, TYP
20KSP
7
1
2
3
GRANULAR FILL.
4
5
6
7
1
8
OTHERWISE.
9
OTHERWISE.
SPAN
JD
W27x84
JE
46k
W16x26
15k
7k
17k
2
MECH UNIT PER
MECH. MAX WT =
500#, TYP
4' - 8"
3' - 0"
3' - 0"
28KSP
MECH UNIT PER
MECH. MAX WT =
500#, TYP
30KSP
MECH UNIT PER
MECH. MAX WT =
750#, TYP
4' - 8"
4' - 8" 4' - 3 3/8"
3' - 4"
34
34
S5.3
38' - 6"
W14x53
24K8
24K7
24K7
24K7
24K7
24K7
24K7
24K7
24K7
26K7
32LH07
33
S5.3
24K7
S5.3
33
7k
S5.3
MATCHLINE
RE: S1.2H
MATCHLINE
RE: S1.2J
B.
JOPLIN HIGH SCHOOL
12k
4k
3k
A.
MEZZANINE LEVEL FLOOR FRAMING PLAN - AREA J
PLAN NOTES:
5' - 0"
5' - 0"
5' - 0"
5' - 0"
3k
J6
J7
MB
16K2
16K2
W12x22
C
3k
7k-ft
12k
16K2
16K2
16K2
16K2
7k-ft
13k
B
W16x31
7k
F
K
26' - 2 5/8"
J2
24' - 3 3/8"
J3
MC
E
J4
G
L
H
EQUIPMENT PLATFORM LEVEL FRAMING PLAN - AREA J
J
BENJAMIN TALPOS
SCALE: 1/8" = 1'-0"
NORTH
NORTH
3k
W16x31
16K2
16K2
16K2
16K2
W12x22
3k
20' - 6 1/2"
H6
KEY PLAN
15' - 7 7/8"
D
10/8/2012 6:14:06 PM
7' - 11 1/2"
A
SPAN
8k
16' - 4 5/8"
J5
2
JJ
8K1
8K1
8K1
24' - 0"
39k
3k
JH
5k
Revisions
4' - 1 3/8"
4' - 3 3/8"
W27x84
40k
M2
W12x22
16KSP
16KSP
16KSP
16KSP
16KSP
4' - 5"
15k
M4
2 10-08-12 ADD #3
4' - 5"
M3
tel: (913)897-7811
4' - 5"
16KSP
16KSP
16KSP
4' - 5"
W16x26
W16x26
15k
4' - 5"
5k
4' - 1 5/8"
16KSP
16KSP
W12x19
10' - 1 1/2"
J1
8K1
8K1
5k
JG
2k
MA
M1
10k
1 10-04-12 ADD #2
4' - 2"
W16x26
13-12102-00
09/10/12
4' - 2"
12k
2k W14x22
4' - 2"
9' - 4"
5k
4' - 2"
27k
S1.2J
W18x35
JF
24' - 0"
26' - 4"
MATCHLINE
RE: S1.2K
15k
(8)
33k
1
x124
W30
ER
RAK
3k
W16x26
4k
6k
25k
4k
20 k-ft
25k
23k
18k
W16x26 (30)
18k
18k
W16x26 (30)
18k
W16x26 (30)
21k
22k
W24x55 (48)
22k
30k
W21x44 (26)
15k W12x22 (26)
25k
W16x26 (26)
18k
13k
21k
44k
(4)
W16x
26
2k
15°
28k
(4)
W16x
26
15°
12k
27k
18k
64k
W18x35 (34)
c=1"
28k
17k
W30x108 RAKER
W16x26
18k
RKD
(4)
W24x55 (48)
23k
W24x55 (30)
23k
W18x40 (46)
32k
32k
99k
25k
HSS
6x6x
1/4
5k 51
6k
14k
W12x26 (30)
14k
W16x31 (36)
18k
CC18
16k
18k
25k
K10
W24x55 (48)
18k
6k
5k
/4
HSS
x6x1
6x6x
6
S
S8.5
1/4
HS
W24x55 (26)
7k
7k
W16x26 (30)
25k
6k
N.
O.
P.
REQUIREMENTS.
Q.
R.
S.
T.
U.
V.
W.
W16x
26
2k
28k
65k
W12x22 (26)
5k
12k
77 k-ft
12k
2
3
GRANULAR FILL.
4
5
6
7
8
OTHERWISE.
9
1
OTHERWISE.
RKE
CC1
W16x
26
W16x26 (2)
9k
9k
20 k-ft
98k
2k
W16x26 (4)
4k
4k
20 k-ft
3' - 9 7/8"
26k
1
3k
S5.5
W12x22 (18)
S8.4
W12x26
17k
33
HSS12x2x1/4
STAIR STRINGER
HSS4x4x3/16
KEY PLAN
16k
33
S5.5
W16x67 (26)
79k
HSS4x2x3/16
36k
W18x60
25k
W21x73
203 k-ft
1
A
6k W12x16 (10) 6k
29k W18x60 (26)
B
193 k-ft
42k
293 k-ft
5k
HSS
6x6x
S8.5
1/4
W24x55
(4)
W30x90 (150)
9k
(6)
W12x22
2k
(4)
37k W21x73 (26)
280 k-ft
53
5k
1
56
S5.4
16k
W12x22 (18)
HSS12x2x1/4
STAIR STRINGER
24k
18k
6k
53
CC18
SUPPLIER.
2
RK9
22
W12x22 (18)
16k
1/4
6x6x
HSS
M.
15°
W24x55 (26)
3k
14k
W12x22 (26)
14k
W30x90 (48)
26k
30k
W16x26 (2)
9k
9k
20 k-ft
(4)
W24x55 (26)
W24x55 LINTEL
W18x35 (40)
30k
7k
55k
55k
21k
L.
34k
16k
W12x22 (26)
6k
17k
W33x141
W12x26 (30)
W24x55 (58)
21k
16k
51
CC18
25k
W24x55 (48)
HSS
6x6x
1/4
16k
17k
W16x26 (30)
W33x141
W24x55
25k
CC1
W16x26
95k
W24x55 (48)
27k
25k
K.
1
C
MATCHLINE
RE: S1.2K
MATCHLINE
RE: S1.2L
6k
W16x45
22k
79k
41k
W16x26 (30)
51k
c=1"
25k
W33x141
38k
SPAN
41k
69k
W18x40 (46)
41k
c=1"
2k
28k
41k
6k
12k
77 k-ft
44k
W18x40 (46)
55k
D
F
8k W12x16 (10) 8k
K
E
CC18
G
L
S8.4
K3
15k
W12x22 (16) 12k
7' - 0"
27k
28k
CC23
W16x26 (26)
J.
4k
70k
21k
4k
W16x26 (10)
c=3/4"
18k
66k
W24x76 (48)
1
1
W21x101 (40)
25k
97k
21k
31k
70k
W30x99 RAKER
W30x108 RAKER
W21x44 (26)
K4
L1
K5
K6
S8.4
K7
L2
K8
K9
K11
K12
SECOND LEVEL FRAMING PLAN - AREA K
H
J
BENJAMIN TALPOS
SCALE: 1/8" = 1'-0"
NORTH
NORTH
18k
95k
51k
W16x31 (38)
40k
CC23
65k
MATCHLINE
RE: S1.2L
W16x26 (10)
8' - 8 1/2"
25k
H.
W14x30 (26)
W16x26 (30)
6k
K2
25k
3k
18k
W33x141
67k
2k
(4)
(4)
2k
W16x
26
26k
18k
MATCHLINE
RE: S1.2K
LA
W21x44 (26)
W16x31 (26)
25k
)
(26
27k
25k
7' - 0"
W21x44 (26)
W30x108 RAKER
W30x108 RAKER
W30x108 RAKER
W16x26 (30)
W24x55 (58)
c=3/4"
W24x55 (48)
24' - 8"
25k
8' - 8"
69k
38k
K1
10/8/2012 6:14:16 PM
24k
43k
W18x46
15k
W21x101 (40)
RK8
15°
14k 14k
W16x26 (4)
77 k-ft
SIM
k
100
W12x22 (12)
KL
W21x44 (26)
18
x1
3
3
W
15k
6k
8k
W12x22 (26)
13k
18k
HSS4x4x3/16
67k
W21x44
5' - 8 1/2"
13k
HSS4x2x3/16
KM
W21x44
5' - 8 1/2"
HSS16x4x3/8 STAIR
STRINGER
1
24k
W12x22
W12x22 (12)
48k
W14x30
W24x55 LINTEL
22
S5.5
13k
17k
26' - 0"
S5.4
W18x46 (48)
21
8' - 8"
13k
W16x26 (26)
W12x22 (12)
S5.5
W21x44
15k
42k
15
W21x44
8' - 8"
31k
W16x26 (10)
10k
10k
20k
W16x26 (10)
10k
10k
W24x62 (56)
W21x44
ER
RAK
x124
W30
40k
W24x131
54k
452 k-ft
56k
441 k-ft
W30x90 RAKER
W24x131
35k
14k
61k
W14x22 (10)
10k
10k
W16x26 (10)
10k
10k
2' - 7"
51k
W14x22 (10)
10k
10k
55
8' - 0"
2
S8.4
12k
W18x35 (40)
12k
1
4
x4
21
W
6k
W12x22 (12)
PRECAST TREAD AND RISER
UNITS PER PRECAST SUPPLIER,
TYP
8k
49k
W30
x124
RAK
ER
12k
W12x22 (10)
c=3/4"
W24x55 (42)
8' - 0"
24' - 0"
W21x48 (48)
W24x55 (62)
G.
KEY NOTES:
W16x26 (2)
9k
9k
20 k-ft
W16x26
(4)
4k
20 k-ft
63k
W12x22 (12)
49k
W16x26 (30)
c=3/4"
14k
25k
W30x99 RAKER
W21x44
61k
W24x131
52k
431 k-ft
12k
49k
KK
14k
25k
14k
14k
4k
14k
61k
W24x55 (62)
14k 14k
W16x26 (4)
77 k-ft
W16x26
8' - 0"
51k
61k
446 k-ft
CC1
2k
W16x
26
12k
EQ
51k
W24x131
49k
KJ
W18x40 (26)
W12x22 (12)
W21x44
S8.6
RK4
RK3
40k
RKC
1
12k
12k
KH
4k
20 k-ft
83k
25k
61k
12k
33
F.
2
(4)
6k
49k
12k
W12x22 (12)
49k
c=3/4"
W30x108 RAKER
W16x26 (30)
W24x55 (62)
49k
W24x131
52k
431 k-ft
W24x55 (42)
S8.5
(4)
15°
14k
61k
c=3/4"
EQ
W21x48 (48)
24' - 0"
35
SPAN
1
EQ
W24x55 (62)
49k
12k
77 k-ft
12k
EQ
51k
51k
KG
RK7
2k
(4)
W16x26
W24x55 (44)
W21x44
45
S8.4
4k
61k
446 k-ft
W16x26 (2)
9k
9k
20 k-ft
1
W16x26
W24x131
CC1
2k
W16x
26
14k 14k
W16x26 (4)
77 k-ft
W24x55 (26)
W12x22 (12)
12k
40k
RKB
12k
W18x40 (26)
49k
4k
20 k-ft
41k
6k
1
W16x26 (30)
c=3/4"
W24x55 (42)
EQ
24' - 0"
W24x55 (44)
W24x55 (62)
12k
W12x22 (12)
49k
12k
49k
12k
77 k-ft
(4)
(4)
83k
25k
14k
61k
14k
25k
61k
14k
W30x108 RAKER
EQ
c=3/4"
W16x26
2k
(4)
15°
EQ
51k
W24x55 (62)
49k
2k
W16x
26
W24x55 (48)
W24x55 (26)
W21x44
TYP
W24x131
52k
431 k-ft
61k
446 k-ft
RK6
15°
14k 14k
W16x26 (4)
77 k-ft
4k
51k
KF
W16x26 (2)
9k
9k
20 k-ft
1
12k
E.
CC1
(4)
64k
W18x40 (26)
W12x22 (12)
1
5' - 8 1/2"
W16x26
W24x131
RKA
87k
14k W12x22 (26)
22k
S8.6
12k
40k
W16x26 (4)
12k
12k
77 k-ft
12k
W16x26 (30)
49k
12k
31
W24x55 (42)
c=3/4"
56
2kS5.4
(4)
W12x22 (12)
49k
EQ
W24x55 (62)
49k
2k
W16x
26
22k
14k 14k
W16x26 (4)
77 k-ft
5' - 8 1/2"
14k
61k
7' - 0"
W30x99 RAKER
EQ
c=3/4"
RK5
15°
RK2
RK1
W24x55 (62)
D.
SIM
14k
TYP
S8.3
12k
43k
8' - 0"
51k
W18x40 (38)
W21x44
W24x131
59k
519 k-ft
60k
489 k-ft
22k
53
12k
W12x22 (12)
W21x44
35
S8.4
S5.5
W21x44
45k
W24x55 (26)
c=3/4"
W21x44
C.
22
6k
W12x22 (12)
36k
W21x44
c=1 1/4"
2
W21x44
NOTED ON THE PLANS.
HSS12x2x1/4
STAIR STRINGER
16k
8k
12k
16k
W12x22 (26)
15k
B.
2 10-08-12 ADD #3
12k
HSS4x4x3/16
W12x22 (26)
16k
15°
W30x99 RAKER
W30x108 RAKER
W30x108 RAKER
W30x108 RAKER
W30x108 RAKER
24k
8k
W30
x124
RAK
ER
12k
28k
6k
W12x22
15°
W12x22 (26)
W16x26
15k
3k
25k
W16x
26 (
13)
W21x44 (26)
2k
25k
108k
25k
W30x90 (150)
W21x44 (26)
25k
7k
49k
25k
26
S5.5
41k
W21x44 (26)
25k
15k
HSS6x6x5/16
(TOS = 115'-1 1/2")
11k
25k
6k
W12x22 (26)
15k
10k W12x22 (16)
W21x44 (26)
(8)
24k
25k
W12x22
12k
W18x35 (40)
W12x22 (16)
S8.5
13k
k
74
W21x48 (48)
18k
A.
33
S5.5
W18x35 (20)
2k
W12x22 (26)
W16x26 (30)
31
19k
SPAN
18k
92k
1
18k
W30x90 (156)
104
k
97k
W16x26 (30)
34k
W12x22 (26)
24k
W30x90 RAKER
W18x46 (26)
W12x22 (12)
12k
W24x131
49k
24' - 0"
11k
7' - 0"
18k
W12x19 (20)
6' - 3 1/2"
18k
11k
7' - 0"
W16x26 (30)
18k
SPAN
1
18k
11k
W12x19 (20)
76k
11k
97k
97k
95k
5' - 8 1/2"
W16x26 (30)
11k
W12x19 (20)
W24x55 (50)
W21x44 (26)
5' - 8 1/2"
W18x46 (26)
33
18k
11k
W16x26 (26)
8' - 0"
18k
12k
4
x4
21
W
8' - 0"
24k
6k
47k W24x104
472 k-ft
12k
44k
W24x62 (48)
W12x22 (12)
W14x22 (10)
10k
10k
36k
12k
6k
12k
W24x55 (62)
13k
S8.5
6k
W12x22 (12)
c=3/4"
45k
W16x26 (30)
6k
21k
W16x26 (10)
10k
10k
W16x26 (10)
10k
10k
W16x31 (26)
W18x40 (46)
W21x48 (48)
21
S5.5
W24x55
10' - 0"
S5.4
HSS4x2x3/16
41k
2' - 7"
W12x26 (36)
50k
10"
1' - 6"
8' - 0"
35k
5' - 0"
10' - 0"
15
S5.5
W12x22 (12)
60k
401 k-ft
22
36k
24' - 0"
45k
HSS16x4x3/8 STAIR
STRINGER
HSS4x4x3/16
W24x104
36k
W24x55
KE
58k
)
(26
KD
c=3/4"
1
26k
KC
8k W18x35 (12) 15k
08
x1
30
W
F4
25k
8' - 0"
W24x55 (62)
5' - 0"
KB
c=3/4"
18k
14' - 6"
W12x22 (26)
W12x22 (26)
13k
16' - 0"
210 k-ft
26k W30x99 (26)
45k
W21x44 (40)
FA
6' - 6 1/4"
W24x55 (42)
k
87
183 k-ft
32k
15k
17k
W16x36 (26)
6' - 6 1/4"
25k
43k
26k W30x99 (26)
210 k-ft
8k
15k
17k
32k KA
183 k-ft
13k
DG
PLAN NOTES:
HSS4x2x3/16
HSS12x2x1/4
STAIR STRINGER
8k
MATCHLINE
RE: S1.2F
2' - 3"
tel: (913)897-7811
24' - 0"
24' - 0"
JOPLIN HIGH SCHOOL
24' - 0"
Revisions
24' - 0"
1 10-04-12 ADD #2
23' - 6"
13-12102-00
09/10/12
12' - 10"
SECOND LEVEL FLOOR FRAMING PLAN - AREA K
42' - 0 3/8"
S1.2K
15' - 4"
70k
65k
W12x26 (30)
14k
W16x31 (36)
18k
CC18
18k
293 k-ft
37k W21x73 (26)
MATCHLINE
RE: S1.2K
280 k-ft
53
5k
MATCHLINE
RE: S1.2L
5k
HSS
6x6x
S8.5
1/4
W24x55
6k
6k
53
CC18
42k
W14x30 (26)
1
W24x55 (48)
W21x73
16k
1/4
6x6x
HSS
6k
W24x55 LINTEL
W33x141
W24x55 (58)
14k
16k
25k
W16x45
22k
8k W12x16 (10) 8k
CC18
S8.4
1
W18x40
W16x36
W12x26
1
4k
4k
27k
12k
W30x108 RAKER
4k
95k
70k
8' - 0"
c=3/4"
35
S8.4
31
W16x36
70k
S8.6
W16x31
c=3/4"
W18x35 (30)
W21x101 (40)
27k
70k
W16x26 (30)
c=3/4"
12k
W21x101 (40)
S8.3
W24x55
70k
W14x34
W14x34
4k
4k
4k
W12x26
4k
W12x26
4k
4k
W12x22
4k
W12x26
4k
4k
4k
W12x22
4k
4k
W12x26
4k
4k
HSS4x2x3/16
HSS6x6x5/16
(TOS = 129'-1 1/2")
HSS6x6x5/16
(TOS = 129'-1 1/2")
11' - 8"
42' - 0 3/8"
12' - 10"
K4
L1
24' - 0"
K5
24' - 0"
19' - 10"
K6
K7
28' - 2"
L2
24' - 0"
K8
26' - 4"
K9
K11
K12
S1.2L
K3
4' - 2"
23' - 6"
43
2 10-08-12 ADD #3
55
21
S5.5
tel: (913)897-7811
S5.4
S8.3
JOPLIN HIGH SCHOOL
4k
S8.3
15
Revisions
22
S5.5
4k
K2
W12x26
W16x31
HSS16x4x3/8 STAIR
STRINGER
W30x108 RAKER
4k
43k
27k
27k
W16x26 (26)
27k
HSS4x4x3/16
4k
4k
W16x26
W16x31 (30)
S8.3
W24x55
LF
4k
27k
27k
W24x55 (30)
18' - 4 3/4"
26' - 8"
41
40k
LE
W30x108 RAKER
4k
80k
LD
4k
CC24
1 10-04-12 ADD #2
W12x22
W16x26
TYP
W16x31
W18x35 (30)
71k
8' - 2"
1
CC23
c=3/4"
27k
W21x101 (40)
71k
W16x26 (30)
70k
8' - 1"
24' - 0"
c=3/4"
12k
W21x101 (40)
70k
13-12102-00
09/10/12
SECOND LEVEL FLOOR FRAMING PLAN - AREA L
4k
4k
4k
27k
12k
W30x108 RAKER
8' - 1"
CC23
90k
4k
8' - 0"
70k
LC
6k
18k
4k
4
c=3/4"
8' - 0"
24' - 0"
1
51
CC18
51
CC23
HSS
6x6x
1/4
5k 51
5k
HSS
6x6x
S8.5
1/4
W24x55 (26)
7k
W24x55 (48)
18k
1
W21x101 (40)
70k
32k
6k
1/4
6x6x
HSS
7k
W18x40 (46)
32k
SPAN
70k
10' - 0"
W21x101 (40)
70k
17k
23k
16k
c=3/4"
c=3/4"
CC23
70k
LB
W16x26
17k
W30x108 RAKER
W16x26 (30)
W16x26 (10)
1
CC23
28k
W24x55 (30)
70k
W16x26 (10)
10' - 0"
30' - 0"
W21x101 (40)
70k
c=1"
16k
23k
S8.4
c=3/4"
W16x26 (10)
W21x101 (40)
70k
55k
CC23
W16x26 (10)
10' - 0"
W16x26 (10)
W16x26 (10)
W18x35 (34)
28k
64k
c=3/4"
31k
W21x101 (40)
70k
LA
31k
CC23
40k
1
W16x26 (48)
MATCHLINE
RE: S1.2L
18k
79k
HSS
6x6x
1/4
6k
22k
8' - 8 1/2"
MATCHLINE
RE: S1.2K
W24x55 (48)
18k
193 k-ft
4k
27k
W33x141
W24x55
27k
51k
41k
W33x141
c=1"
W33x141
W18x40 (46)
41k
W24x55 (58)
67k
4k
KM
c=3/4"
W24x55 (48)
W21x101 (40)
67k
203 k-ft
B
KEY NOTES:
PLAN NOTES:
1
A.
B.
NOTED ON THE PLANS.
C.
D.
E.
G.
M.
SUPPLIER.
T.
H.
N.
U.
J.
K.
L.
O.
P.
REQUIREMENTS.
Q.
R.
S.
V.
2
W.
C
6
7
GRANULAR FILL.
8
OTHERWISE.
9
OTHERWISE.
1
2
2
3
4
5
SECOND LEVEL FRAMING PLAN - AREA L
D
F
K
E
G
L
H
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:14:24 PM
A
NORTH
NORTH
KEY PLAN
4' - 8"
4' - 8"
14K1
2
4' - 6"
14K1
14K1
4' - 8"
16k
W12x16 (16)
47k
W12x16 (16)
10k
8' - 0"
6k
26k
W18x46
W18x40 (30)
36k
c=3/4"
45k
26k
W16x26 (20)
W16x26 (20)
24k
W18x60
1
106 k-ft
180 k-ft
19k
86 k-ft
21k
18k
67 k-ft
10k
31k W18x60
W18x55
39k
W21x44 (38)
39k
19k
W16x26 (26)
24k
W16x26 (30)
B7
25' - 4"
B8
29' - 8"
20' - 0"
B9
B10
HSS4x2x3/16
S5.4
11k
7' - 8"
HSS8x6x5/16
(TOS = 129'-6")
2k
LOW
15
MATCHLINE
RE: S1.3B
S5.4
W12x16 (26)
16k
16' - 0"
16k
CA
W14x26 (26)
9k
S5.4
24k
W12x22
29k
167 k-ft
42 k-ft
16k
B11
11k W18x40 (28)
B6
25' - 4"
16k
26 k-ft
W12x26
19k
30k
18k
HSS6x6x3/8
16
S5.4
MATCHLINE
RE: S1.3C
B13
16' - 0"
7' - 3"
B13
B14
16k
42 k-ft
167 k-ft
29k
B5
7k
HSS12x2x1/4
STRINGER
13
7' - 8"
29' - 8"
HSS6x6x5/16
(TOS = 130'-0")
18k
W14x30 (32)
15
11k
B4
30' - 0"
S5.4
S5.4
11k W18x40 (28)
32' - 6"
11
10k
30k
31k
201 k-ft
37k
107 k-ft
W18x40 (50)
c=1"
W16x26 (26)
c=1"
9k
20k W18x60
86 k-ft
7k
W14x22 (10)
23k
30k
10k
14
15' - 4"
27' - 2"
22k
12k W18x60
25k
10k
S1.3B
21k
283 k-ft
21k
49k
W18x55
37k
200 k-ft
37k
10k
HSS14x6x5/16
W14x22
W12x16 (16)
10k
39 k-ft
16k
W12x26
W12x16 (16)
18k
W16x26 (20)
MECH UNIT PER
MECH. MAX WT
= 750#
37k
6' - 0"
W14x22
W16x26 (26)
10k W16x26 (10) 10k
W16x26 (26)
RE:24/S2.1,
TYP
W16x67
W16x26 (26)
W16x26 (26)
W16x26 (26)
W16x26 (26)
W16x26 (26)
W16x26 (26)
W16x26 (26)
MECH UNIT PER
MECH. MAX WT
= 500#, TYP
28k
37k
c=3/4"
25k
30k
c=1 1/4"
c=1 1/4"
10k W16x26 (10) 10k
24k
26k
W18x40 (36)
27k
28k
27k
28k
c=3/4"
27k
W18x40 (30)
26k
26k
28k
27k
33k
26k
18k
W12x16 (16)
269 k-ft
c=1 1/4"
c=1"
c=1"
c=1"
c=1"
c=1"
W16x26 (26)
W12x26 (30)
W12x26 (26)
W12x26 (26)
W12x26 (26)
W12x26 (26)
W12x26 (26)
19k
22k
22k
W18x65
18k
2k
B3
W18x35
221 k-ft
10k
23k
2
27k
33k
45 k-ft
18k
W12x26
W12x16 (16)
W16x26 (20)
W14x22 10k
370 k-ft
26k
10k
W12x35 (26)
W12x26 (26)
W12x26 (26)
W12x26 (30)
20k
19k
21k
W12x26
W12x16 (16)
W12x16 (16)
51k
W21x83
10k
28k
21k
18k
59k
275 k-ft
27k
27k
27k
27k
24k
26k
26k
26k
138 k-ft
30k
W12x26
W12x16 (16)
45k
W21x55
31k
36k
17k
W12x16 (16)
17k
32 k-ft
15k
W12x26
W12x16 (16)
40k
W21x44 (34)
37k
40k
17k
W12x16 (16)
17k
72 k-ft
W12x26
41k
38k
c=3/4"
39k
W21x50 (52)
BJ
9' - 8"
SPAN
1
W18x65
37k
26k
202 k-ft
23k
20k
20k
88 k-ft
25k
19k
19k
78 k-ft
23k
17k
17k
57 k-ft
18k
19k
W12x16 (16)
19k
W12x16 (16)
20k
W12x26
24k
79 k-ft
W12x16 (26)
40k
c=3/4"
W12x19 (26)
26k
22k
18k
24k
24k
15k
26k
111 k-ft
10k
BH
W16x26 (26)
W16x57
36k
31k
157 k-ft
32k
31k
W21x55 (58)
46k
43k
W21x50 (38)
20k
W12x16 (26)
20k
48k
c=1"
22k
22k
22k
122 k-ft
W21x55
W12x26 (30)
W12x26 (30)
W21x55 (48)
24' - 0"
W16x26 (26)
W16x50
W14x22 (22)
W16x26 (26)
36k
31k
100 k-ft
25k
23k
23k
93 k-ft
36k
SPAN
c=1"
W21x50 (38)
52 k-ft
17k
48k
29k
24k
24k
15k
10k
2
W21x50 (42)
W12x16 (16)
267 k-ft
W18x40 (30)
36k
23k
23k
23k
46k
HSS6x6x5/16
POST
26k
168 k-ft
16k
W12x16 (16)
253 k-ft
20k
15k
20k
20k
59 k-ft
18k
W12x26 (26)
W12x16 (26)
W12x16 (26)
52 k-ft
17k
38k
W21x44 (46)
1
16k
10k
29k W18x46
50k
W21x73
46k
19k
31k
31k
46k
17k
c=3/4"
17k
W21x55 (42)
46k
25k
31k
31k
203 k-ft
54k
161 k-ft
HSS6x6x5/16
(TOS = 129'-6")
W14x38
W12x26 (30)
W12x26 (30)
W12x30
W12x26 (30)
W12x26 (30)
W14x38
W16x26 (26)
W16x26 (26)
W16x57
W16x26 (26)
W16x26 (26)
W16x57
36k
27k
c=1"
49 k-ft
17k
18k
18k
18k
4k
37k
BG
B2
16k
SPAN
W12x16 (26)
7k
HSS10x6x5/16
B1
18k W18x60
96 k-ft
1
14k
W24x55 (42)
54k
W12x26
S5.4
W14x22
11
HSS6x6x1/4
HANGER
27k
27k
93 k-ft
52k
W12x16 (26)
7k
W12x16 (26) 18k
7k
W14x22 (10)
53
4' - 5"
12k
58 k-ft
4' - 6"
W18x60
16k
2 10-08-12 ADD #3
c=1 3/4"
5k
tel: (913)897-7811
8' - 0"
14K1
10' - 0"
HSS6x6x5/16
(TOS = 130'-0")
JOPLIN HIGH SCHOOL
10' - 0"
14K1
Revisions
10' - 0"
c=1 1/4"
9' - 10"
c=1"
9' - 10"
14K1
4' - 7"
5k
26k
16k
57 k-ft
7 k-ft
31k
16k W16x26
57 k-ft
31k
31k
143 k-ft
31k
31k
19k
W16x26 (20)
c=1 1/4"
8' - 5"
92 k-ft
24k
8' - 6"
23k
8' - 5"
19k
25k
W16x31 (24)
23k
8' - 5"
88 k-ft
23k
8' - 6"
23k
8' - 5"
23k
137 k-ft
30k
9' - 8"
25k
33k
W21x44 (38)
c=1 1/4"
10' - 0"
25k
W16x31 (24)
33k
31k
W12x19 (26)
W12x19 (26)
31k
31k
207 k-ft
39k
31k
10' - 0"
c=1 1/4"
c=1"
10' - 0"
c=1 1/4"
10' - 0"
c=1 1/4"
10' - 0"
22k
c=1 3/4"
24k
24k
24k
24k
15k
57 k-ft
11' - 4"
16
S5.4
SIM
31k
23k
27k
8' - 1 1/2"
W16x26 (26)
W16x26 (26)
W16x26 (26)
W12x30
W12x26 (30)
W12x26 (30)
W12x26 (30)
W16x26 (26)
24' - 4"
S5.4
S5.4
6' - 0"
8' - 1 1/2"
251 k-ft
51
HSS6x6x1/4
HANGER
HSS4x2x3/16
33k
W21x50 (48)
9' - 8"
W18x50 (38)
47k 43
S5.4
BF
27k
8' - 1 1/2"
c=1"
8' - 1 1/2"
c=1"
9' - 0"
HSS12x2x1/4
STAIR STRINGER
BE
33k
4k
160 k-ft
1
HSS10x6x5/8
(TOS = 124'-6")
33k
W21x50 (38)
25k
89 k-ft
9' - 0"
24k
24k
24k
15k
58 k-ft
9' - 2"
33k
37k
W21x55 (42)
23k
36k
27k
W12x19 (26)
6' - 0"
BD
40k
224 k-ft
W18x60
4' - 7"
15' - 4"
W18x40
4k
7 k-ft
HSS6x6x5/16
(TOS = 129'-1 1/2")
W21x73
14K1
4' - 8"
10k
47 k-ft
4' - 8"
14K1
1 10-04-12 ADD #2
32' - 6"
W18x60
4' - 8"
14K1
13-12102-00
09/10/12
11k
58 k-ft
7 k-ft
4k
1
40k
224 k-ft
4k
7 k-ft
BB
BC
W18x60
THIRD LEVEL FLOOR FRAMING PLAN - AREA B
4k
BA
14K1
W14x26 (26)
A14 A15
W14x26 (26)
A13
214 k-ft
A12
58 k-ft
11k
A11
MATCHLINE
RE: S1.3B
W18x60
A10
14K1
69 k-ft
9k
W18x60
A16
4k
A9
W18x40
A8
5k
A7
MATCHLINE
RE: S1.3A
SPAN
A6
W12x26
47 k-ft
10k
A5
4' - 4"
A4
4' - 4"
A3
9k
W18x60
69 k-ft
A2
15' - 8"
A1
AZ
4' - 6"
AZ
B12
B
PLAN NOTES:
1
A.
B.
NOTED ON THE PLANS.
C.
D.
E.
KEY NOTES:
F.
L.
G.
M.
H.
J.
K.
PARTITION
WALL REQUIREMENTS.
N.
P.
Q.
1
2
C
D
3
JOIST SUPPLIER SHALL PROVIDE 6 1/2" DEEP JOIST SEAT AT THIS
END OF JOIST.
4
OPERABLE PARTITION WALL MAX WEIGHT = 15 PSF
F
K
E
G
L
H
THIRD LEVEL FRAMING PLAN - AREA B
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:14:31 PM
A
NORTH
NORTH
KEY PLAN
24k
MECH UNIT PER
MECH. MAX WT
= 750#
39k
39k
W21x44 (38)
19k
24k
19k
30k
18k
W16x26 (26)
24k
W16x26 (30)
B7
29' - 8"
B8
20' - 0"
B9
B10
11k
7' - 8"
16' - 0"
16k
CA
7' - 8"
5' - 0"
5' - 0"
W12x16 (26)
6k
W18x46
26k
W18x46
160 k-ft
W12x16 (26)
26k
26k
W16x26 (20)
23k
W16x26 (20)
23k
10k
281 k-ft
51k
221 k-ft
37k
26k
202 k-ft
36k
31k
148 k-ft
32k
45k
c=3/4"
24k
W18x60
31k
SPAN
W18x60
180 k-ft
19k
86 k-ft
21k
17k
19k
19k
78 k-ft
22k
1
1
21k
21k
W18x55
39k
39k
W21x44 (38)
W16x26 (20)
C6
C7
25' - 4"
C8
25' - 4"
W18x35 (26)
10k
29' - 8"
C9
C10
20k
10k
9k
20' - 0"
C12
20k
W12x22 (16)
W18x35 (26)
10k
20k
W12x22 (26)
14k W12x16 (26)
72k
559 k-ft
D10
21k
C13
7k
W14x26 (26)
26 k-ft
W12x26
19k
HSS14x6x5/16
HSS4x2x3/16
S5.4
17k
9k
16' - 0"
10k
7k
23k
S5.4
HSS8x6x5/16
(TOS = 129'-6")
16' - 0"
2k
15
LOW
MATCHLINE
RE: S1.3C
7' - 3"
S5.4
B12
14k
197 k-ft
26k W18x76
29' - 8"
37k W18x76
274 k-ft
C5
30' - 0"
39k
HSS6x6x3/8
16
S5.4
S5.4
17k
HSS6x6x5/16
(TOS = 130'-0")
18k
13
38k W18x76
240 k-ft
32' - 6"
W12x22 (26)
318 k-ft
48k W18x86
25' - 7 5/8"
39k
11
HSS12x2x1/4
STRINGER
30k
19k
W16x26 (20)
102 k-ft
S5.4
15
30k
31k
19k
18k W18x60
86 k-ft
W14x30 (32)
14
283 k-ft
49k
37k
37k
37k
201 k-ft
37k
10k
MATCHLINE
RE: S1.3D
C14
S1.3C
W18x55
27k
200 k-ft
37k
10k
22k
W18x60
W14x22 (10)
12k
W18x40 (50)
c=1"
10k
W16x26 (26)
W14x22 10k
W14x22
W12x16 (16)
9k
39 k-ft
16k
W12x26
W12x16 (26)
25k
9k
c=1"
10k
18k
W12x16 (16)
10k
10k
c=1 1/4"
10k W16x26 (10) 10k
W14x22
W16x26 (20)
30k
30k
31k
10k W16x26 (10) 10k
W16x26 (26)
RE:24/S2.1,
TYP
25k
W16x26 (26)
17k
37k
2
W16x67
MECH UNIT PER
MECH. MAX WT
= 500#, TYP
W12x26 (26)
W12x16 (26)
W12x26 (26)
W12x16 (16)
40k
W16x26 (36)
W16x26 (26)
10k
c=1 1/4"
40k
W16x26 (36)
c=1"
c=1"
W16x26 (26)
c=1"
W16x57
W16x26 (26)
c=1"
W16x26 (26)
c=1"
W16x26 (26)
W12x26 (30)
2
26k
W16x26 (20)
28k
27k
c=3/4"
274 k-ft
26k
24k
W12x26 (30)
W18x40 (36)
182 k-ft
28k
26k
W12x26 (34)
26k
W12x26 (34)
28k
c=3/4"
34k
W18x40 (30)
26k
W12x26 (34)
26k
26k
W12x26 (34)
W12x26 (30)
W12x35
19k
28k
52k
MECH UNIT PER
MECH. MAX WT
= 750#
27k
W18x65
22k
W12x26 (30)
22k
W12x26 (30)
22k
W21x55
26k
196 k-ft
33k
27k
W21x50 (42)
196 k-ft
33k
21k
W12x16 (16)
20k
17k
375 k-ft
W21x83
c=1 1/4"
276 k-ft
59k
43k
45k
18k
B12
10k
B11
2 10-08-12 ADD #3
W21x55 (58)
W12x26
W12x16 (16)
17k
28k
17k
W12x16 (16)
22k
161 k-ft
W21x55 (26)
27k
W12x26
W12x16 (16)
13k
36k
40k
27k
27k
W21x44 (34)
17k
W12x16 (16)
17k
72 k-ft
W12x26
22k
24k
40k
W12x19 (26)
C3 C4
16k
W12x16 (16)
29k
168 k-ft
tel: (913)897-7811
46k
31k
31k
99 k-ft
36k
17k
17k
72 k-ft
21k
19k
W12x16 (16)
41k
26k
c=3/4"
6' - 0"
C2
W18x60
16k
W18x40 (30)
36k
25k
23k
23k
94 k-ft
36k
13' - 8"
C1
SPAN
W12x16 (16)
2k
1' - 6 3/8"
16k
90 k-ft
16k
111 k-ft
CM
9' - 8"
61 k-ft
Revisions
W18x40 (30)
36k
23k
23k
23k
46k
19k
W12x16 (16)
20k
W21x50 (52)
26k
40k
26k
26k
79 k-ft
41k
c=3/4"
24k
W12x26
W12x16 (16)
20k
W12x16 (16)
W21x50 (38)
26k
20k
52 k-ft
41k
138 k-ft
30k
48k
17k
W12x26
W12x16 (16)
16k
c=1"
22k
W12x16 (16)
16k
W21x50 (38)
22k
W12x16 (16)
22k
16k
52 k-ft
48k
122 k-ft
29k
38k
18k
W12x26 (30)
24k
W12x26 (30)
26k
4' - 5"
1
37 k-ft
15k
58 k-ft
1 10-04-12 ADD #2
c=1 1/4"
15k W16x26
52 k-ft
18k
253 k-ft
20k
15k
20k
20k
59 k-ft
18k
16k
16k
16k
49 k-ft
17k
17k
W12x26
W12x16 (16)
24k
18k
W12x16 (16)
18k
W21x44 (46)
24k
W21x55 (48)
15k
24' - 0"
W16x26 (20)
18k
16k
HSS8x6x5/16
(TOS = 129'-0")
CL
57k
W18x60
109 k-ft
W21x73
46k
19k
31k
31k
46k
17k
c=3/4"
17k
W21x55 (42)
46k
25k
31k
31k
36k
54k
14k
c=1"
207 k-ft
W24x55 (42)
54k
27k
27k
27k
93 k-ft
24k
52k
18k
18k
7k
W14x22 (26)
37k
HSS6x6x5/16
POST
(HIGH)
18k
W18x60
13-12102-00
09/10/12
W12x19 (10)
W16x26 (26)
24k
W12x26 (30)
23k
10k
31k
94 k-ft
10k 10k
W12x19
W16x40 (34) (HIGH)
23k
31k
(LOW)
W12x26 (30)
5k
10k
87 k-ft
W12x19
W12x30
23k
23k
30k
W12x26 (30)
23k
W12x26 (30)
137 k-ft
W16x57 (26)
10k
W21x62 (38)C11
39k
W12x30
W12x19 (26)
30k
30k
W14x38
31k
31k
c=1 1/4"
W16x26 (26)
W16x67
W16x26 (26)
c=1 1/4"
207 k-ft
39k
31k
W16x26 (26)
c=1 1/4"
31k
W16x26 (26)
W16x67
38k
15k
7k
24k
HSS6x6x5/16
(TOS = 129'-6")
HSS6x6x5/16
HSS6x6x5/16
CK
HSS6x6x5/16
HSS10x6x5/16
7k
4k
11
S5.4
HSS6x6x1/4
HANGER
c=1 3/4"
W14x22 (10)
15k
53
CJ
24k
24k
25k
15k
57 k-ft
11' - 4"
16
S5.4
S5.4
W21x62 (26)
251 k-ft
S5.4
HSS4x2x3/16
37k
10k
HSS6x6x5/16
(TOS = 130'-0")
SPAN
51
HSS6x6x1/4
HANGER
38k
W12x16 (LOW)
16k
W12x16 (26)
1
W18x50 (38)
47k 43
S5.4
W21x62
c=1 1/4"
23k
27k
38k
c=1"
27k
c=1"
W16x26 (26)
W12x30
W16x26 (26)
c=1"
89 k-ft
23k
24k
38k
245 k-ft
HSS12x2x1/4
STAIR STRINGER
CH
6' - 0"
W12x26 (30)
24k
W12x26 (30)
25k
W12x26 (30)
15k
58 k-ft
W16x26
24' - 4"
1
W21x83
W16x26 (26)
W12x19 (26)
4k
6' - 0"
W21x73 (26)
CF
38k
245 k-ft
27k
10k
CE
16k
JOPLIN HIGH SCHOOL
15' - 4"
(LOW)
W12x14
10k
(HIGH)
18K3
18K3
18K3
4k
18K3
SPAN
W12x14
2
W8x10
16K3
16K3
16K3
16K3
5k
5k
4k
16K3
W10x12
16K3
16K3
16K3
16K3
16K3
W8x10
16K2
16K2
16K2
16K2
16K2
W8x10
SPAN
18K3
18K3
18K3
18K3
18K3
W10x12
HSS6x6x5/16
(TOS = 129'-1 1/2")
16K2
18' - 8"
1
THIRD LEVEL FLOOR FRAMING PLAN - AREA C
5' - 2"
42 k-ft
1
5' - 0"
11k
5' - 0"
11k
5' - 0"
26k
5' - 2"
16k
c=1"
5' - 0"
W16x26 (26)
5' - 0"
23k
4' - 11"
W16x57
4' - 11"
31k
4' - 11"
c=1 1/4"
4' - 11"
W16x26 (26)
5' - 0"
148 k-ft
5' - 0"
32k
5' - 0"
W16x50
5' - 0"
31k
5' - 0"
c=1 1/4"
5' - 0"
W16x26 (26)
4' - 8"
W12x14
4' - 8"
W12x22
42 k-ft
10k
4' - 8"
20KSP
4' - 8"
31k
4' - 8"
20KSP
4' - 7"
2
20KSP
4' - 7"
W12x14
4' - 3"
22KSP
4' - 3"
16k
CD
W14x26 (26)
4' - 4 1/2"
212 k-ft
4' - 4 1/2"
167 k-ft
29k
4' - 4 1/2"
2
22KSP
4' - 3"
16k
11k
4' - 4 1/2"
22KSP
4' - 3"
W12x16 (16)
SPAN
13k
13k
22KSP
4' - 3"
B14
7' - 8"
16k
5' - 2"
SPAN
4' - 4 5/8"
W18x60
10k
10k
10k
10k
7' - 8"
(HIGH)
W12x16
7' - 8"
W12x30
5' - 0"
16k
7' - 8"
(LOW)
5' - 2"
W12x16 (16)
29k
167 k-ft
W12x30
10k
B13
10k
W8x18
8K1
8K1
8K1
13k
13k
10k
W18x40 (28)
W16x31 (HIGH)
8K1
10k
10k
W8x18
8K1
8K1
8K1
8K1
15k
15k
W12x19
10k
23k
231 k-ft
14k
W12x30 (HIGH)
8K1
10k
W8x18
8K1
8K1
8K1
8K1
8K1
10k
10k
W8x18
10k
236 k-ft
14k
W16x31 (LOW)
14k
14k
10k
16k
W18x65
(HIGH)
W12x30 (LOW)
15k
15k
W12x14
10k
W12x16 (16)
7' - 8"
16k
30' - 8"
W16x36
SPAN
10k
10k
(LOW)
8K1
8K1
W16x36
2
W12x19
10k
5k
15k
15k
8K1
8K1
8K1
10k
W8x18
10k
8K1
14k
14k
10k
4k
(HIGH)
4' - 3"
W10x22
10k
4k
W12x30
10k
4k
(LOW)
4k
W12x30
4' - 3"
W14x22
10k
4k
13k
13k
CC
4' - 3"
8K1
4' - 3"
8K1
8K1
4' - 3"
8K1
10k
10k
W8x18
7' - 10"
4' - 4 5/8"
10k
8K1
W12x14
7' - 3"
42 k-ft
29k
167 k-ft
17' - 6"
10k
16' - 0"
16k
W12x22
42 k-ft
16k
CB
11k W18x40 (28)
B6
25' - 4"
167 k-ft
29k
B5
25' - 4"
W18x40 (28)
B4
29' - 8"
LOW
15
B13
11k
B3
30' - 0"
46k
B2
32' - 6"
16k
W12x16 (26)
W18x65
27' - 2"
2k
HSS8x6x5/16
(TOS = 129'-6")
S5.4
7' - 8"
11k
11k W18x40 (28)
15' - 4"
B1
9' - 8"
16k
HSS4x2x3/16
S5.4
2k
4' - 5"
HSS10x6x5/8
(TOS = 124'-6")
S5.4
14
31k
283 k-ft
37k
37k
201 k-ft
37k
W18x55
37k
27k
21k
49k
21k
W18x55
16
S5.4
13
W14x26 (26)
BJ
200 k-ft
37k
27k
28k
30k
26k
28k
27k
28k
27k
28k
27k
33k
26k
26k
19k
22k
33k
W12x19 (26)
26k
22k
22k
18k
24k
24k
15k
26k
B
PLAN NOTES:
1
A.
B.
NOTED ON THE PLANS.
C.
D.
E.
KEY NOTES:
F.
L.
G.
M.
H.
J.
K.
PARTITION
WALL REQUIREMENTS.
N.
P.
Q.
1
2
C
D
3
END OF JOIST.
4
F
K
E
G
L
H
THIRD LEVEL FRAMING PLAN - AREA C
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:14:39 PM
A
NORTH
NORTH
KEY PLAN
W16x57
21k
W18x55
21k
39k
39k
W21x44 (38)
W16x26 (20)
S5.4
17k
17k
W16x26 (20)
2k
C6
25' - 4"
C7
25' - 4"
C8
29' - 8"
C9
C10
20k
20' - 0"
C12
20k
W12x22 (16)
20k
DA
W18x35 (26)
10k
W18x86
16' - 0"
72k
559 k-ft
21k W18x35
42k
263 k-ft
11
W12x22 (26)
24k
24k
W12x22 (26)
24k
24k
W12x22 (26)
24k
S5.4
16k
16k W12x16 (16)
16k
W18x76
151 k-ft
28k
20k W18x35
416 k-ft
12k
86 k-ft
21 k-ft
11k
27k
27k
15k
16k W12x16 (16)
25k
133 k-ft
60k
W18x76
421 k-ft
16k
W18x76
W18x86
27k
39k
213 k-ft
W18x76
30' - 8"
67k
DB
B12
10k
16k W12x16 (16)
HSS14x4x1/4 STAIR
STRINGER
B12
11 k-ft
1
24k
S5.4
14k
99 k-ft
1
LOW
15
16' - 0"
14k W12x16 (26)
10k
345 k-ft
50k
580 k-ft
9k
197 k-ft
26k W18x76
C5
29' - 8"
W12x22 (26)
188 k-ft
31k
C3 C4
30' - 0"
9k
2k
HSS8x6x5/16
(TOS = 129'-6")
SPAN
32' - 6"
10k
38k W18x76
240 k-ft
C2
25' - 7 5/8"
W18x35 (26)
10k
39k
318 k-ft
48k W18x86
1' - 6 3/8"
W12x22 (26)
37k W18x76
274 k-ft
C1
9' - 8"
15' - 4"
4' - 5"
39k
29k
182 k-ft
13' - 8"
HSS4x2x3/16
S5.4
19k
30k
19k
16
S5.4
13
30k
31k
19k
HSS6x6x3/8
15
S5.4
14
283 k-ft
49k
37k
201 k-ft
37k
W18x55
37k
37k
27k
6' - 0"
CM
200 k-ft
37k
27k
28k
c=3/4"
182 k-ft
W18x40 (36)
24k
26k
26k
28k
34k
28k
c=3/4"
10k
MECH UNIT PER
MECH. MAX WT
= 750#
27k
W18x40 (30)
26k
26k
26k
28k
W12x19 (26)
W18x65
19k
22k
22k
196 k-ft
33k
27k
26k
W21x50 (42)
22k
18k
24k
24k
15k
26k
CL
196 k-ft
33k
10k
111 k-ft
19k
7k
MATCHLINE
RE: S1.3D
W14x26 (30)
W12x16
8k
W18x60 (26)
W21x44
6k
18k
c=1"
W18x35 (40)
W16x26 (26)
W18x55
29k
29k
27k
W16x26
D9
22k
20k
19k
21k
23k
22k
E10
56
S5.4
17k
36' - 0"
D10
W18x35 (26)
18k
30k
79 k-ft
17k
72 k-ft
16' - 0"
W12x19 (20)
D8
29' - 8"
MATCHLINE
RE: S1.3E
W12x19 (20)
D7
25' - 4"
W12x19 (20)
25' - 4"
MATCHLINE
RE: S1.3D
26k
D11
C13
12' - 0"
B11
HSS6x6x3/8
15
S5.4
16
S5.4
F1
KEY PLAN
B
PLAN NOTES:
1
A.
B.
NOTED ON THE PLANS.
C.
D.
E.
KEY NOTES:
F.
L.
G.
M.
H.
J.
K.
PARTITION
WALL REQUIREMENTS.
N.
P.
Q.
1
2
C
D
3
END OF JOIST.
4
F
K
E
G
L
H
THIRD LEVEL FRAMING PLAN - AREA D
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:14:46 PM
A
NORTH
NORTH
W16x26 (20)
2 10-08-12 ADD #3
38k
28k
31k
283 k-ft
59k
c=1"
tel: (913)897-7811
W21x44 (36)
49k
37k
37k
59k
OPP
HAND
S1.3D
W18x55
11
S5.4
15k
21k
201 k-ft
37k
30k
134 k-ft
?k
Revisions
87 k-ft
20k
32k
30k
c=1"
10k
W16x26 (26)
W14x22
30k
10k W16x26 (10) 10k
W12x19 (20)
D6
25k
D12
W16x50
RE:24/S2.1,
TYP
W16x26 (26)
10k W16x26 (10) 10k
10k
81 k-ft
2
W14x22
175 k-ft
34k
c=1 1/4"
10k
SPAN
W12x19 (20)
29' - 8"
D5
25k W18x60 (32)
?k
W16x67
MECH UNIT PER
MECH. MAX WT
= 500#, TYP
W12x19 (20)
D4
30' - 0"
25k
MATCHLINE
RE: S1.3F
1 10-04-12 ADD #2
W16x26 (20)
W12x16 (16)
13-12102-00
09/10/12
65 k-ft
180 k-ft
8k
31k W18x60
25 k-ft
25k
18k
1
7k
260 k-ft
50k
218 k-ft
24k
18k W12x16 (16)
W12x19 (20)
21k
W18x55
37k
182 k-ft
200 k-ft
37k
14k
32' - 6"
W12x26 (26)
W12x16 (16)
18k
19k
26k
W16x26 (20)
10k
W12x19 (20)
27' - 2"
D3
W12x16 (16)
116 k-ft
17k
61 k-ft
10k W18x60
9k
26k
58 k-ft
W12x26
W12x16 (16)
20k
19k
c=1 1/4"
2
W16x26 (36)
c=1 1/4"
W16x26 (36)
c=1"
W16x26 (26)
c=1"
W16x26 (26)
27k
c=1"
W16x26 (26)
27k
W16x57 (26)
34k
c=1"
c=1"
W12x26 (30)
28k
W16x26 (26)
c=3/4"
27k
W18x40 (36)
6' - 0"
9' - 8"
W14x26 (28)
W18x76
SPAN
1
168 k-ft
274 k-ft
74 k-ft
D2
16k
W18x46
24k
W12x26 (30)
26k
W12x26 (34)
28k
26k
W12x26 (34)
28k
c=3/4"
W16x26 (26)
W18x40 (30)
26k
W12x26 (34)
26k
W12x26 (34)
28k
26k
19k
W12x35
W12x26 (30)
197 k-ft
54k
27k
W18x65
22k
W12x26 (30)
22k
W12x26 (30)
197 k-ft
54k
22k
26k
W12x19 (26)
W21x50 (42)
18k
W21x55
W12x26 (30)
24k
W12x26 (30)
26k
W12x16
W12x16 (16)
21k
W12x16 (16)
52k
W21x83
375 k-ft
W14x22 10k
28k
20k
18k
59k
276 k-ft
27k
22k
27k
27k
24k
26k
26k
26k
26k
26k
138 k-ft
30k
22k
22k
22k
24k
W12x26
W12x16 (16)
45k
W21x55
1
DJ
D1
23k
18k
W16x26 (20)
37k
26k
202 k-ft
36k
19k
23k
10k
36k
17k
W12x16 (16)
17k
13k
W12x26
W12x16 (16)
40k
W21x44 (34)
31k
40k
17k
W12x16 (16)
17k
72 k-ft
22k
W12x26
W12x16 (16)
41k
W21x50 (52)
37k
40k
19k
W12x16 (16)
41k
c=3/4"
20k
78 k-ft
24k
W12x30
W12x16 (16)
W21x50 (38)
40k
41k
20k
W12x16 (16)
54k
c=1"
20k
58 k-ft
19k
W12x26
W12x16 (16)
16k
W12x16 (16)
W21x50 (38)
40k
54k
16k
W12x16 (16)
16k
52 k-ft
19k
W12x16
W12x16 (16)
38k
W21x44 (46)
24k
W21x55 (48)
15k
DH
4' - 5"
W18x65
W16x26 (26)
W16x57
W16x26 (26)
26k
W16x26 (20)
20k
25k
19k
19k
78 k-ft
26k
88 k-ft
45k
W21x55 (58)
31k
32k
157 k-ft
31k
31k
100 k-ft
25k
23k
46k
17k
36k
17k
72 k-ft
23k
94 k-ft
23k
W18x40 (30)
36k
21k
36k
17k
17k
23k
23k
23k
19k
19k
W18x40 (30)
36k
14k
46k
W21x55 (58)
20k
15k
45k
31k
31k
25k
46k
c=3/4"
20k
W21x55 (42)
20k
44 k-ft
17k
16k
46k
31k
31k
29k
27k
16k
93 k-ft
24k
27k
54k
c=1"
HSS6x6x5/16
POST
24' - 0"
W16x50
W16x26 (26)
W16x26 (26)
W14x38
W12x26 (30)
W12x26 (30)
W12x30
W12x26 (30)
W12x26 (30)
W14x38
W16x26 (26)
W16x26 (26)
W16x67
W16x26 (26)
W16x26 (26)
W16x26 (26)
W16x26 (26)
W16x26 (26)
W16x26 (26)
W12x30
W12x26 (30)
27k
27k
16k
W24x55 (42)
161 k-ft
15k
HSS6x6x5/16
(TOS = 129'-6")
160 k-ft
16k W12x16 (16)
43k
37k
DG
29k
HSS6x6x1/4
HANGER
4k
6' - 0"
HSS10x6x5/16
18k
S5.4
DF
29k
7k
W12x16 (16)
11
S5.4
7k
18k
53
HSS4x2x3/16
26k
W18x46
W14x22 (10)
W14x22 (26)
11' - 4"
16
S5.4
SPAN
54k
49 k-ft
S5.4
24k
HSS6x6x1/4
HANGER
7k
51
52k
c=1 3/4"
18k
W18x50 (38)
17k
47k43
S5.4
DE
18k
25k
27k
HSS12x2x1/4
STAIR STRINGER
15k
57 k-ft
HSS10x6x5/8
(TOS = 124'-6")
6k
1
122 k-ft
1
W12x26 (30)
W12x26 (30)
W16x26
24' - 4"
7k
c=1"
W12x16 (16)
16k
JOPLIN HIGH SCHOOL
W18x35 (28)
47k
16k W12x16 (16)
c=1 1/4"
18k W18x60
96 k-ft
63 k-ft
THIRD LEVEL FLOOR FRAMING PLAN - AREA D
40 k-ft
W14x26 (26)
74 k-ft
17k
W18x60
HSS6x6x5/16
(TOS = 130'-0")
201 k-ft
68 k-ft
15k
16k
11k
23k
16k
26k
16k W16x26 (26)
23k
W18x40 (42)
23k
16k W12x16 (16)
23k
W18x40 (30)
W18x35 (32)
23k
54k
31k
143 k-ft
31k
31k
33k
W16x26 (30)
92 k-ft
23k
23k
W21x44 (38)
33k
33k
24k
W12x22 (26)
25k
W16x31 (24)
24k
25k
87 k-ft
23k
137 k-ft
30k
c=1 1/4"
c=1 1/4"
c=1 1/4"
c=1 1/4"
c=1"
c=1"
c=1"
c=1"
25k
W16x31 (24)
24k
25k
23k
31k
207 k-ft
33k
W12x19 (26)
W21x50 (48)
33k
39k
31k
31k
33k
31k
W21x50 (38)
33k
29k
27k
27k
40k
224 k-ft
89 k-ft
24k
25k
15k
58 k-ft
W21x73
37k
W21x55 (42)
23k
36k
24k
DD
40k
224 k-ft
27k
6' - 0"
W12x19 (26)
DC
W12x19 (26)
15k
HSS6x6x5/16
(TOS = 129'-1 1/2")
24k
31k
1
27k
15' - 4"
W24x55 (28)
7' - 3"
DJ
21k
W18x55
21k
W18x55
59k
W21x44 (36)
59k
c=1"
38k
29k
W16x26 (20)
27k
26k
W16x26
W18x35 (26)
56
S5.4
17k
15k
22k
OPP
HAND
18k
30k
S5.4
72 k-ft
20k
19k
21k
23k
61 k-ft
19k
18k
14k
16
S5.4
S5.4
17k
122 k-ft
HSS6x6x3/8
15
15k
26k W12x26
415 k-ft
20k
348 k-ft
B11
W12x19 (20)
W12x19 (20)
22k
W12x19 (20)
20k
W12x19 (20)
19k
38k
W40x149
21k
EA
16' - 0"
12
13
S5.5
S5.5
14k
38k
W12x19 (20)
D10
21k
D9
W12x19 (20)
D8
17k
36' - 0"
23k
D7
29' - 8"
MATCHLINE
RE: S1.3E
22k
D6
25' - 4"
W12x19 (20)
D5
25' - 4"
22k
D4
29' - 8"
22k
D3
30' - 0"
W12x19 (20)
D2
32' - 6"
14k
27' - 2"
11
HSS12x2x1/4
STRINGER
MATCHLINE
RE: S1.3D
20' - 8"
D1
9' - 8"
22k
14k
74 k-ft
4' - 5"
79 k-ft
29k
30k
81 k-ft
28k
31k
283 k-ft
49k
37k
201 k-ft
37k
37k
37k
27k
27k
182 k-ft
34k
27k
200 k-ft
37k
27k
W12x19 (26)
28k
24k
26k
28k
26k
28k
26k
26k
28k
26k
197 k-ft
54k
19k
22k
22k
197 k-ft
54k
22k
26k
18k
24k
24k
15k
26k
15
HSS4x2x3/16
HSS6x2x1/4 HANGER
W12x19 (20)
W12x19 (20)
W12x19 (20)
W12x19 (20)
W12x19 (20)
1
14k
21k
11k
22k
W18x50 (26)
104 k-ft
14k
16k
49k-ft
20k
32k
22k-ft
22k
3k-ft
W14x22 (12)
32k
5k
21k
c=1"
13
12KSP
16
S5.4
12KSP
12KSP
15
S5.4
S5.4
21k
34k
31k
256 k-ft
45k
22k
HSS6x6x3/8
W18x35
23k
4k
16k
EJ
4k
15
33
S5.4
S5.4
4' - 8"
4' - 8"
4' - 10 1/2"
4' - 6 3/8"
4' - 5 1/8"
4' - 5 1/8"
14K1
14K1
14K1
14K1
4' - 5 1/8"
4' - 5 1/8"
G1
E12
D11
2 10-08-12 ADD #3
4' - 8"
tel: (913)897-7811
4' - 8"
4' - 8"
Revisions
4' - 8"
1 10-04-12 ADD #2
4' - 8"
13-12102-00
09/10/12
4' - 8"
S1.3E
4' - 8"
3k
4' - 8"
16KSP
C13
16KSP
E11
14K1
16' - 0"
16KSP
E10
16' - 0"
W12x26
20' - 0"
16KSP
E9
W18x35
37k
MATCHLINE
RE: S1.3G
29' - 8"
W18x40 (26)
21k
16KSP
E8
35k
35k
34k
27k
25' - 4"
W21x44 (38)
W18x35 (24)
c=1 1/4"
W16x26 (26)
W16x67
W16x26 (26)
W16x26 (26)
W16x26 (26)
c=1"
c=1"
W16x26 (26)
W16x57
W16x26 (26)
c=1"
c=1"
E7
37k
8' - 10 1/4"
21k
16KSP
E6
104 k-ft
31k
16KSP
E5
25' - 4"
W18x55 (26)
MATCHLINE
RE: S1.3E
29' - 8"
179 k-ft
27k
10k
W16x26 (10) 10k
3k
37k
W16x36 (26)
c=3/4"
16k
S5.4
HSS12x2x1/4
STRINGER
HSS4x2x3/16
16KSP
E4
30' - 0"
177 k-ft
31k
16KSP
E3
32' - 6"
W18x55
16KSP
E2
27' - 2"
127 k-ft
27k
W12x19
E1
9' - 8"
W16x26 (26)
c=1"
W16x26 (26)
W12x26 (30)
6' - 0"
EL
4' - 5"
RE:24/S2.1,
TYP
28k
27k
c=3/4"
MECH UNIT PER
MECH. MAX WT
= 500#, TYP
24k
W12x26 (30)
W18x40 (36)
182 k-ft
28k
26k
W12x26 (34)
26k
W12x26 (34)
28k
34k
c=3/4"
26k
W12x26 (34)
W18x40 (30)
27k
28k
26k
W12x26 (34)
26k
19k
W12x35
W12x26 (30)
22k
W12x26 (30)
W12x26 (30)
22k
W18x40
27k
26k
22k
W21x55
18k
W12x26 (26)
24k
W12x26 (30)
W21x50 (42)
196 k-ft
33k
W12x19 (26)
EK
24k
W21x55 (48)
15k
24' - 0"
26k
196 k-ft
33k
MATCHLINE
RE: S1.3F
MATCHLINE
RE: S1.3E
W18x50
27k
30k
W18x35 (32)
34k
11k W12x16 (10) 11k
W12x16
12k
8k (10) 8k
11
8' - 10 1/4"
2
2
12k
28k
121 k-ft
30k
c=1"
W16x26 (26)
132 k-ft
10k W12x16 (10) 10k
W18x35 (10)
(8)
12KSP
33k
W16x26
10k
W16x26 (10)
1k
12KSP
277 k-ft
c=1 1/4"
7k
(8)
1k
JOPLIN HIGH SCHOOL
19k
22k
W12x26 (20)
W12x19 (20)
15k
W12x26 (20)
26k
29k
W18x50
28k
142 k-ft
W12x19
18k
26k
99 k-ft
31k
W16x26 (20)
26k
28k
1
W16x36 (26)
53k
378 k-ft
HSS6x6x5/16
POST
24k
W12x26
21k
24k
24k
W12x26
28k
W21x83
60k
277 k-ft
27k
22k
27k
27k
24k
26k
26k
26k
26k
26k
138 k-ft
30k
22k
22k
22k
29k
122 k-ft
21k
45k
W21x55
c=3/4"
18k
36k
17k
17k
W16x40
13k
40k
W21x44 (34)
148 k-ft
28k
7k
40k
17k
17k
46 k-ft
W12x26
17k
41k
W18x35 (14)
W18x60
138 k-ft
7k
c=3/4"
13kW18x60
64 k-ft
35k
W18x60
W14x22 (10)
W21x50 (52)
16k
11k W12x19 (10)
40k
19k
20k
49 k-ft
W12x26
41k
27k
8k W12x19 (10)
c=3/4"
19k
20k
W21x50 (38)
22k
10k W12x16 (10) 10k
28k
W18x35
101 k-ft
21k
W12x16 (16)
W16x26 (20)
48k
41k
33k
83 k-ft
W18x60
c=1"
W16x26 (26)
W16x50
30k
159 k-ft
32k
28k
22k
W16x26 (20)
102 k-ft
21k
W12x16 (16)
26k
31k
48k
20k
52 k-ft
W12x26
17k
16k
c=1"
22k
144 k-ft
26k
29k
c=1 1/4"
W16x26 (26)
W16x50
c=1 1/4"
W16x26 (26)
31k
21k
W12x16 (16)
93 k-ft
17k
W12x16 (16)
25k
17k
26k
47k
36k
W21x50 (38)
23k
W16x26 (20)
133 k-ft
31k
24k
61 k-ft
SPAN
c=3/4"
37k
48k
19k
18k
19k
19k
W12x19 (20)
21k
21k
W12x19 (20)
23k
23k
23k
143 k-ft
31k
27k
W16x26 (20)
c=1 1/4"
38k
24k
24k
15k
W12x19 (20)
23k
W12x19 (20)
15k
15k
31k
c=1 1/4"
31k
103 k-ft
26k
W16x26 (26)
87 k-ft
24k
23k
W12x26 (30)
W16x50
23k
23k
W21x55 (58)
47k
36k
W21x44 (46)
161 k-ft
HSS6x6x5/16
(TOS = 129'-6")
28k
122 k-ft
1
36k
W12x16 (16)
17k
W12x16 (16)
75 k-ft
17k
W12x16 (16)
W18x40 (30)
36k
21k
36k
W18x40 (30)
23k
99 k-ft
25k
23k
23k
97 k-ft
36k
55 k-ft
19k
W12x16 (16)
46k
18k
20k
W12x16 (16)
55 k-ft
c=3/4"
25k
31k
31k
32k
155 k-ft
W21x55 (58)
45k
21k
20k
W12x16 (16)
46k
40k
c=3/4"
17k
25k
W16x31 (24)
W12x26 (30)
76 k-ft
23k
23k
W12x26 (30)
W16x77
23k
W12x26 (30)
94 k-ft
24k
c=1 1/4"
W16x26 (26)
W12x30
c=1 1/4"
W16x26 (26)
W16x50
c=1 1/4"
W16x26 (26)
31k
20k
c=3/4"
W12x16 (16)
49 k-ft
16k
W12x16 (16)
W21x55 (42)
46k
18k
16k
31k
203 k-ft
36k
27k
27k
93 k-ft
27k
W12x16 (16)
54k
SPAN
W21x44 (46)
31k
W12x19 (26)
W12x19 (26)
31k
31k
144 k-ft
31k
31k
c=1 1/4"
W16x26 (26)
W16x57
c=1"
W16x26 (26)
25k
41k
37k
EH
16k
HSS6x6x1/4
HANGER
c=1"
16k
HSS10x6x5/16
16k
EG
W12x26
S5.4
25k
W16x31 (24)
36k
7k
52 k-ft
11
S5.4
7k
17k
53
HSS4x2x3/16
33k
W21x50 (48)
W14x22 (10)
18k
11' - 4"
16
S5.4
17k
18k
W12x16 (16)
S5.4
W24x55 (42)
54k
49 k-ft
18k
W12x16 (16)
18k
7k
W14x22 (26)
4k
52k
W12x16 (16)
c=1 3/4"
24k
24k
24k
25k
15k
57 k-ft
51
HSS6x6x1/4
HANGER
33k
1
W18x50 (38)
47k 43
S5.4
EF
31k
23k
27k
27k
c=1"
23k
W12x26
W16x26 (26)
24k
W12x19 (26)
c=1"
24k
W12x19 (26)
HSS12x2x1/4
STAIR STRINGER
HSS10x6x5/8
(TOS = 124'-6")
33k
W21x50 (38)
25k
W16x26 (26)
25k
W12x19 (26)
15k
58 k-ft
W16x26
24' - 4"
1
6' - 0"
37k
W21x55 (42)
33k
90 k-ft
36k
27k
W12x19 (26)
6' - 0"
ED
40k
224 k-ft
26k W12x26 (26)
417 k-ft
W12x19 (20)
20' - 10 1/2"
HSS6x6x5/16
(TOS = 129'-1 1/2")
W21x73
72k
W40x149 (26)
349 k-ft
1
40k
224 k-ft
SPAN
20k
67k
EB
EC
22k
14k
22k
1
THIRD LEVEL FLOOR FRAMING PLAN - AREA E
W12x19 (20)
W12x19 (20)
W12x19 (20)
19' - 9 1/2"
S5.4
G2
B
PLAN NOTES:
1
A.
B.
NOTED ON THE PLANS.
C.
D.
E.
KEY NOTES:
F.
L.
G.
M.
H.
J.
K.
PARTITION
WALL REQUIREMENTS.
N.
P.
Q.
1
2
C
D
3
END OF JOIST.
4
F
K
E
G
L
H
THIRD LEVEL FRAMING PLAN - AREA E
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:14:54 PM
A
NORTH
NORTH
KEY PLAN
W14x26
7k
D.
E.
F.
G.
H.
GEOMETRY, WALL LOCATIONS, STAIR GEOMETRY AND ADDITIONALPARTITION
WALL REQUIREMENTS.
J.
K.
L.
M.
N.
P.
Q.
KEY NOTES:
15' - 4"
HSS6x6x5/16
POST
W12x22
14K1
14K1
14' - 6"
16' - 0"
4' - 4 1/2"
66 k-ft
W18x50
11k
20k
2' - 7"
KD
HSS8x6x3/8
49k
52k
HSS8x6x3/8
?k
?k-ft
24' - 0"
W18x40 (34)
10' - 0"
53k
HSS8x6x3/8
54k
1
2
3
END OF JOIST.
4
W12x26
?k
?k-ft
53k
53k
KF
W18x40 (36)
24' - 0"
HSS8x6x3/8
52k
W12x26
?k
?k-ft
20 k-ft
2k
W12x26
1
2
53k
10k
EC
ED
10k
54k
20 k-ft
3k
W14x22 (10)
10k 10k
54k
MATCHLINE
RE: S1.3F
W18x40 (46)
24' - 0"
W12x26
W12x26
55k
W18x46 (34)
24' - 0"
W16x26
W12x26
2k
MATCHLINE
RE: S1.3F
54k
2' - 7"
2
3k-ft
W21x50
A
4k
3k
57k
23k
56k
C
K1
14K1
14K1
14K1
14K1
37' - 4"
14K1
14K1
SPAN
14K1
B
53k
KL
14K1
10k
55k
2
14K1
KEY PLAN
10k
W12x26
?k
?k-ft
56k
26' - 0"
4k
W12x26
W14x22 (10)
10k 10k
W21x44 (50)57k
14' - 5"
W12x19
W12x19 (26)
11k
55k
2k
23k-ft
12KSP
12KSP
12KSP
KK
EJ
32k
12KSP
12KSP
12KSP
KJ
32k
W21x48
23k
F1
53k
8k
17k
9' - 4"
17k
SPAN
W16x36 (26)
17k
1
9' - 4"
17k
9' - 4"
W24x62 (26)
12KSP
W16x36
3k
W16x36 (26)
17k
17k
49k-ft
32k
22k-ft
22k
5k
32k
16k
EL
W16x36 (26)
14k
20k
9' - 4"
22k
12KSP
W18x35
12KSP
W16x36 (26)
16k
W16x36 (26)
10k
16k
8' - 10 1/4"
W18x40 (26)
52k
D
F2
K2
F
K
E
G
L
H
THIRD LEVEL FRAMING PLAN - AREA F
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:15:02 PM
53k
MATCHLINE
RE: S1.3G
EH
EK
54k
HSS6x6x5/16
(TOS = 131'-7 1/2")
RE: 24/S2.1
10k
54k
52k
KH
W16x26
?k
?k-ft
2
EG
S8.5
S1.3F
2k
EF
MECH UNIT PER
MECH. MAX WT =
12,500#
35
55k
20 k-ft
3k
MATCHLINE
RE: S1.3E
56k
KG
NORTH
NORTH
20 k-ft
2k
55k
EB
2 10-08-12 ADD #3
20 k-ft
2k
W12x26
S5.4
W14x22 (10)
10k 10k
tel: (913)897-7811
20 k-ft
2k
55k
KE
EA
15
52k
Revisions
W12x26
24' - 0"
W18x35 (40)
HSS8x6x3/8
?k
?k-ft
20 k-ft
2k
HSS6x6x3/8
1
1 10-04-12 ADD #2
20 k-ft
2k
S5.2
47k
HSS8x6x3/8
KC
56
S5.4
17k
F4
27k
F3
56
10' - 0"
20 k-ft
1k
W12x26
20 k-ft
2k
18k
CC15
HSS8x6x3/8
?k
?k-ft
13-12102-00
09/10/12
52 k-ft
11k
4' - 4"
1' - 6"
W18x50
4' - 4"
W18x40
SPAN
4' - 9"
W18x35
2
4' - 9"
14K1
4' - 9"
14K1
4' - 7 5/8"
14K1
4' - 9"
2k
53 k-ft
10k
4' - 9"
3k
6 k-ft
23 k-ft
5k
W18x35
4' - 9"
14K1
3' - 10"
14K1
3' - 10"
KB
DH
10"
18k
3k
6 k-ft
W18x50
11k
66 k-ft
2k
11k KA
52 k-ft
W18x50
10k
53 k-ft
14K1
14K1
W21x44
? k-ft
18k
6 k-ft
4k
3' - 10"
W18x35
18k
5k
23 k-ft
1
3' - 10"
FA
W18x35
4k
6 k-ft
3k
7 k-ft
6k
14K1
W21x44
6k
14K1
?k
? k-ft
18k
?k
3k
7 k-ft
W18x60 (26)
C.
10k
33' - 1 5/8"
HSS6x6x5/16
(TOS = 131'-10 1/2")
JOPLIN HIGH SCHOOL
NOTED ON THE PLANS.
MATCHLINE
RE: S1.3K
15' - 4"
D12
DJ
B.
8k
25 k-ft
9k
37' - 4"
MATCHLINE
RE: S1.3F
MATCHLINE
RE: S1.3F
W14x26 (30)
W12x16 (16)
OPP
HAND
8k
111 k-ft
MATCHLINE
RE: S1.3D
DF
25k
A.
10k
1
180 k-ft
18k
DG
PLAN NOTES:
31k W18x60
THIRD LEVEL FLOOR FRAMING PLAN - AREA F
260 k-ft
50k
24k
19k
DE
11k
4k
2k
23k-ft
3k
4' - 8"
4' - 8"
4' - 8"
4' - 8"
4' - 8"
199k-ft
36k-ft
4k
2
W12x26
14K1
14K1
14K1
14K1
14K1
14K1
W12x26
3k
2k
10k-ft
8k
28k-ft
7k
19k-ft
W12x19
14K1
14K1
14K1
14K1
14K1
W12x22
5k
13k-ft
W12x22
MATCHLINE
RE: S1.3G
MATCHLINE
RE: S1.3G
MATCHLINE
RE: S1.3H
MATCHLINE
RE: S1.3H
HA
16' - 7"
18' - 2 1/2"
G1
16' - 0"
E12
17' - 1 1/2"
26' - 10 1/2"
20' - 9"
23' - 4"
D11
F1
G3
F2
H9
S1.3G
G2
2 10-08-12 ADD #3
7k
29k-ft
14K1
14K1
W12x26
14K1
10k
46k-ft
3k
W16x31
14K1
14K1
14K1
W12x26
14K1
9k
40k-ft
30' - 2 5/8"
GD
21k
W30x90
4k
21k
4k
14K1
14K1
14K1
14K1
14K1
14K1
14K1
14K1
14K1
14K1
W12x19
3k
20' - 4"
SPAN
tel: (913)897-7811
2
2k
4k-ft
3k
25k
W12x26
14K1
14K1
14K1
14K1
14K1
14K1
W12x26
14K1
W21x50
25k
4k
17k
4k
3k
24k
4k
11k-ft
14K1
14K1
14K1
14K1
14K1
W12x26
14K1
14K1
14K1
14K1
14K1
14K1
14K1
14K1
14K1
14K1
4k
11k-ft
W18x35
17k
36k
W21x50
24k
4k
11k-ft
17k
4k
11k-ft
3k
7k-ft
W12x26
20' - 0"
3k
7k-ft
W30x90
36k
GC
W18x35
16k
36k
4k
4k
3k
W30x90
36k
GB
SPAN
3k
10k-ft
2
JOPLIN HIGH SCHOOL
14K1
14K1
14K1
14K1
14K1
W12x26
14K1
14K1
14K1
14K1
14K1
14K1
14K1
14K1
14K1
14K1
MECH UNIT PER
MECH. MAX WT
= 1,500#
Revisions
114k-ft
20k
MECH UNIT PER
MECH. MAX WT
= 1,500#
14K1
4' - 7 1/2"
W21x68
29k
2
W12x19
W12x19
14K1
14K1
14K1
14K1
14K1
14K1
4' - 8"
3k
19k
4k
3k
4' - 8 1/2"
2k
4k-ft
W18x46
14k
36k
14K1
W12x26
4' - 5 1/8"
1 10-04-12 ADD #2
4' - 5 1/8"
13-12102-00
09/10/12
4' - 5 1/8"
37' - 4"
THIRD LEVEL FLOOR FRAMING PLAN - AREA G
4' - 5 1/8"
14K1
14K1
14K1
14K1
14K1
4' - 5 1/8"
4k
4' - 6 3/8"
56k-ft
20' - 0"
W12x26
12KSP
12KSP
12KSP
12KSP
4k
4k
4' - 10 1/2"
W30x90
36k
GA
23k
4k
4' - 8"
16KSP
4' - 8"
16KSP
4' - 8"
16KSP
16KSP
16KSP
16KSP
16KSP
4' - 8"
3k
4' - 8"
SPAN
28' - 0"
W12x26
16' - 0"
C13
4' - 8"
W12x26
?k
?k-ft
2
E11
4' - 8"
12KSP
W21x50
23k
S5.4
16' - 0"
4' - 8"
12KSP
3k-ft
3k
21k
16k
S5.4
4' - 8"
32k
S5.4
15
4' - 8"
17k
W21x48
12KSP
W16x36
12KSP
12KSP
12KSP
12KSP
12KSP
16
S5.4
S5.4
13
33
20' - 0"
17k
32k
22k-ft
32k
17k
49k-ft
20k
16k
22k
5k
W14x22 (12)
W18x35 (24)
34k
31k
256 k-ft
32k
SPAN
15
HSS4x2x3/16
16KSP
E10
E9
22k
HSS6x6x3/8
W18x35
W12x19
E8
W18x35
21k
37k
16KSP
29' - 8"
1
18k
21k
c=1"
W21x44 (38)
25' - 4"
E7
45k
35k
35k
37k
16KSP
25' - 4"
34k
27k
27k
104 k-ft
31k
W18x55 (26)
HSS12x2x1/4
STRINGER
21k
W16x26 (26)
W16x67
W16x26 (26)
c=1 1/4"
c=1"
c=1"
W16x26 (26)
c=1"
W16x57
W16x26 (26)
c=1"
179 k-ft
27k
MATCHLINE
RE: S1.3G
E6
177 k-ft
31k
W18x55
20' - 0"
29' - 8"
127 k-ft
27k
MATCHLINE
RE: S1.3E
E5
W16x26 (26)
c=1"
W16x26 (26)
W12x26 (30)
EL
30' - 0"
RE:24/S2.1,
TYP
28k
182 k-ft
c=3/4"
MECH UNIT PER
MECH. MAX WT
= 500#, TYP
24k
W12x26 (30)
W18x40 (36)
34k
28k
26k
W12x26 (34)
26k
W12x26 (34)
28k
27k
c=3/4"
26k
W12x26 (34)
W18x40 (30)
27k
28k
26k
W12x26 (34)
26k
19k
W12x35
W12x26 (30)
196 k-ft
33k
W12x19 (26)
W18x40
22k
22k
22k
W12x26 (30)
EK
196 k-ft
33k
2
B
PLAN NOTES:
1
A.
B.
NOTED ON THE PLANS.
C.
D.
E.
KEY NOTES:
F.
L.
G.
M.
H.
J.
K.
PARTITION
WALL REQUIREMENTS.
N.
P.
Q.
1
2
C
D
3
END OF JOIST.
4
F
K
E
G
L
H
THIRD LEVEL FRAMING PLAN - AREA G
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:15:09 PM
A
NORTH
NORTH
KEY PLAN
MATCHLINE
RE: S1.3G
MATCHLINE
RE: S1.3G
MATCHLINE
RE: S1.3H
MATCHLINE
RE: S1.3H
H7
34' - 2 1/2"
W24x76
2
28K7
4' - 6"
4' - 1 5/8"
5' - 0"
5' - 0"
5' - 0"
5' - 0"
5' - 0"
5' - 0"
5' - 0"
4' - 10 3/8"
4' - 6"
5' - 0"
5' - 0"
5' - 0"
5' - 0"
5' - 0"
5' - 0"
5' - 0"
5' - 0"
5' - 0"
5' - 0"
4' - 5"
4' - 5"
4' - 5"
4' - 5"
4' - 5"
4' - 5 3/8"
4' - 6"
4' - 10"
4' - 10"
4' - 10"
4' - 10"
4' - 10"
4' - 10"
4' - 10"
4' - 10"
4' - 10"
4' - 2"
4' - 2"
4' - 2"
4' - 2"
3' - 8 1/8"
5' - 2 1/4"
5' - 6"
5' - 6"
5' - 6"
5' - 6"
5' - 6"
5' - 6"
5' - 8 1/4"
5' - 3 3/4"
5' - 0 1/2"
1' - 4 3/8"
W24x55
W36x135
W33x130
W21x44
W30x108
W18x35
W33x130
MECH UNIT PER
MECH. MAX WT
= 2,500#
HF
2
SPAN
W12x22
2
SPAN
2
W30x90
W18x35
1' - 1 1/4"
W12x26
27' - 0 5/8"
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
32LH06
W27x129
32LHSP
32LHSP
32LHSP
32LHSP
HG
32LHSP
32LHSP
32LH06
MECH EQUIP PER
MECH. MAX WT
= 1,500#
W12x16
HH
1' - 3 3/4"
HK
105' - 4"
28' - 10"
H1
H2
46' - 8"
20' - 10"
H3
H4
HJ
2 10-08-12 ADD #3
4' - 10"
tel: (913)897-7811
4' - 10"
4' - 10"
Revisions
4' - 10"
20' - 0"
4' - 10"
W12x22
4' - 4"
20' - 0"
MECH UNIT PER
MECH. MAX WT
= 2,500#
1 10-04-12 ADD #2
28K7
28K7
28K7
28K7
28K7
28K7
28K7
28K7
28K7
28K7
28K7
28K7
28K7
28K7
28K7
28K7
28K7
28K7
28K7
28K7
30KSP
HE
13-12102-00
09/10/12
MECH UNIT PER
MECH. MAX WT
= 13,000#
30KSP
30KSP
30KSP
28K7
28K7
28K7
28K7
28K7
28K7
28K7
28K7
28K7
28K7
28K7
28K7
28K7
28K7
28K7
28K7
28K7
28K7
28K7
28K7
28K7
28K7
28KSP
W27x114
28KSP
28KSP
28KSP
28KSP
28K7
28KSP
2
W12x22
20' - 1 5/8"
MECH EQUIP PER
MECH. MAX WT
= 1,500#
JOPLIN HIGH SCHOOL
2
THIRD LEVEL FLOOR FRAMING PLAN - AREA H
HD
S1.3H
W24x76
A
MATCHLINE
RE: S1.3J
44' - 4 1/4"
H5
PLAN NOTES:
1
A.
B.
NOTED ON THE PLANS.
C.
D.
E.
KEY NOTES:
F.
L.
G.
M.
H.
J.
K.
PARTITION
WALL REQUIREMENTS.
N.
P.
Q.
1
2
3
END OF JOIST.
4
10' - 4 1/4"
H8
H9
B
C
D
F
K
E
G
L
H
ROOF LEVEL FRAMING PLAN - AREA H
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:15:17 PM
MATCHLINE
RE: S1.3H
NORTH
NORTH
KEY PLAN
PLAN NOTES:
1
MATCHLINE
RE: S1.3H
MATCHLINE
RE: S1.3J
H9
A.
B.
NOTED ON THE PLANS.
C.
D.
E.
F.
G.
H.
WALL REQUIREMENTS.
J.
K.
L.
M.
N.
P.
Q.
3
END OF JOIST.
4
4' - 8"
4' - 6"
4' - 6"
4' - 6"
4' - 4 3/8"
32LH06
32LH06
32LH06
4' - 6"
32LH06
4' - 5 3/4"
32LH06
4' - 8"
32LH06
4' - 8"
MECH UNIT PER
MECH. MAX WT
= 13,000#
2
2
2
SPAN
W27x84
JD
W33x118
W36x135
W16x36
2
MECH EQUIP PER
MECH. MAX WT
= 1,500#
26K7
26K7
26K7
26K7
26K7
26K7
26K7
26K7
26K7
26K7
26K7
26K7
26K7
26K7
26K7
26K7
26K7
26K7
26K7
26K7
26K7
28KSP
26KSP
26KSP
26KSP
26KSP
28KSP
28KSP
26KSP
26KSP
26KSP
28KSP
26K7
2
26K7
2
26K7
MECH UNIT PER
MECH. MAX WT
= 2,500#
2
JOPLIN HIGH SCHOOL
MECH UNIT PER
MECH. MAX WT
= 2,500#
32LHSP
4' - 8 1/2"
4' - 8"
32LH06
4' - 8 1/2"
4' - 8"
32LH06
4' - 8 1/2"
4' - 8"
32LH06
4' - 8 1/2"
4' - 8"
32LH06
4' - 8 1/2"
4' - 8"
32LH06
4' - 8 1/2"
4' - 8"
32LH06
4' - 8 1/2"
4' - 8"
32LH06
4' - 8 1/2"
4' - 8"
32LH06
4' - 8 1/2"
32LH06
32LH06
32LH06
32LH06
32LHSP
4' - 7 5/8"
4' - 8 1/2"
32LH06
32LHSP
4' - 7"
32LH06
4' - 7"
32LHSP
32LHSP
4' - 7"
32LH06
4' - 7"
32LH06
4' - 7"
32LHSP
32LHSP
32LHSP
4' - 7"
32LH06
4' - 7"
32LH06
4' - 7"
2
32LH06
4' - 5 5/8"
32LHSP
32LHSP
2
1
THIRD LEVEL FLOOR FRAMING PLAN - AREA J
KEY NOTES:
2 10-08-12 ADD #3
tel: (913)897-7811
M2
Revisions
M4
1 10-04-12 ADD #2
M3
MA
13-12102-00
09/10/12
M1
2
S1.3J
MECH UNIT PER
MECH. MAX WT
= 2,500#
108' - 6"
J1
A
B
C
D
F
K
E
MC
G
J3
L
H
ROOF LEVEL FRAMING PLAN - AREA J
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:15:24 PM
MB
NORTH
NORTH
KEY PLAN
1
24' - 0"
24' - 0"
24' - 0"
26' - 4"
PLAN NOTES:
W16x26
1k
HSS8x6x5/16
W16x26
1k
1k
W16x26
1k
W16x26
1k
1k
HSS8x6x5/16
W16x26
1k
1
1k
2k
4k-ft
W16x45
2k
4k-ft
W16x26
1k
HSS8x6x5/16
HSS6x6x5/16
(TOS = 129'-1 1/2")
5' - 3 3/8"
3k
35
15k
CC15
W14x22 (26)
HSS8
x6x5/1
6
W16x26 (10)
10k
10k
W18x35 (26)
53k
15°
1k
RKB
S8.6
RK7
8' - 0"
55k
8' - 0"
N.
P.
Q.
1
2
3
END OF JOIST.
4
57k
1k
57k
1k
56k
c=1 1/4"
55k
S8.4
33
W16x26
1
HSS8x6x5/16
56k
W21x44 (48)
8' - 8"
8' - 8"
SPAN
W21x44 (42)
S1.3K
c=1 1/4"
3' - 9 7/8"
W21x44 (54)
c=1 1/4"
15°
1k
55k
HSS8
x6x5/1
6
8' - 0"
1k
56k
c=1 1/4"
8' - 0"
W21x44 (54)
W21x44 (42)
RKE
55k
W18x60 (36)
W14x22 (10)
10k 10k
MECH UNIT PER
MECH. MAX WT
= 7,500#
56k
W16x26 (10)
10k
10k
M.
RK9
15°
1k (H
HSS6 IGH) 1k
x6x5/1
6
HSS6
x6x5/1
1k (LO
6
W) 1k
53k
W16x26 (10)
10k10k
10k
10k
W16x26 (10)
8' - 0"
c=1 1/4"
c=1 1/4"
2
55k
S8.6
54k
55k
54k
W18x46 (34)
W21x44 (50)57k
33
HSS8
x6x5/1
6
52k
W18x40 (46)
W16x26 (10)
10k
10k
c=1 1/4"
W14x22 (10)
10k 10k
MECH UNIT PER
MECH. MAX WT
= 17,000#
53k
26' - 0"
W14x22 (10)
10k 10k
L.
55k
2
54k
24' - 0"
W21x44 (54)
55k
2
RKD
1k
55k
c=1 1/4"
W21x44 (52)
53k
KK
K.
2
52k
KH
RK8
15°
1k (H
IGH
HSS6 ) 1k
x6x5/1
6
HSS6
x
1k (LO 6x5/16
W) 1k
55k
10k
10k
W16x26 (10)
8' - 0"
W21x44 (52)
J.
1k
56k
c=1 1/4"
MECH UNIT PER
MECH. MAX WT
= 6,000#
2
54k
WALL REQUIREMENTS.
15°
c=1 1/4"
MECH UNIT PER
MECH. MAX WT
= 17,000#
8' - 0"
S8.5
H.
RKC
1k
W21x44 (54)
HSS8
x6x5/1
6
54k
W18x40 (52)
c=1 1/4"
W21x44 (52)
15°
55k
SPAN
1
8' - 0"
56k
W18x40 (46)
24' - 0"
W21x44 (52)
W21x44 (54)
55k
35
1k (H
IG
HSS6 H) 1k
x6x5/1
6
HSS6
x
1k (LO 6x5/16
W) 1k
52k
8' - 0"
54k
KG
c=1 1/4"
8' - 0"
W16x26 (10)
10k
10k
54k
W14x22 (10)
10k 10k
G.
1k
54k
55k
53k
24' - 0"
W18x40 (36)
2
53k
KEY PLAN
W14x22 (6)
10k 10k
c=3/4"
33k
30k
W16x26 (26)
30k
31k
W16x26 (26)
33k
34k
1k
33k
32k
W14x22 (26)
2
MECH UNIT PER
MECH. MAX WT
= 6,000#
31k
17k
W12x26 (26)
17k
14k
W12x22 (26)
15k
76k
W24x55 (26)
31k
19k
W12x26 (26)
51
53
S8.4
S8.4
18k
W14x22 (12)
18k
W12x26 (12)
4' - 3"
10K1
20k
31k
31k
18k
61k
W12x16 (26)
63k
19k
59k
26k
60k
c=1"
77k
100k
W16x26 (26)
26k
20k
10K1
10K1
W14x48
B
W14x22
W16x26 (10)
10k 10k
20k
SPAN
W14x22 (26)
4' - 4"
MECH UNIT PER
MECH. MAX WT
= 12,500#
W14x22 (12)
30k
30k
2
30k
20k
32k
4' - 3"
32k
10K1
2
W14x22 (26)
32k
63k
W16x26 (10)
10k
10k
10k
10k
W16x26 (10)
W14x22 (26)
A
W14x48
2k
W14x22
MECH UNIT PER
MECH. MAX WT
= 500#, TYP, UNO
30k
SPAN
W16x26 (10)
10k
10k
10k
10k
W16x26 (10)
2
30k
W16x26 (26)
W14x48
4' - 3"
W16x26 (26)
30k
W12x26 (12)
4' - 3"
34k
29k
18k
W16x26 (26)
47k
W16x26 (26)
16k
W12x16 (26)
W16x26 (26)
c=1"
MECH UNIT PER
MECH. MAX WT
= 12,500#
29k
16k
W12x16 (26)
W21x44 (26)
W18x40 (46)
48k
2
29k
17k
1
2
2
MECH UNIT PER
MECH. MAX WT
= 6,000#
W16x26 (26)
SPAN
MECH UNIT PER
MECH. MAX WT
= 6,000#
c=1"
15k
W12x16 (26)
1
W18x40 (46)
30k
W21x44 (26)
46k
15k
62k
15k
W21x44 (26)
W12x16 (16)
62k
16k
80k
13k
W21x50 (26)
103k
46k
W24x55 (58)
7' - 11 3/4"
W16x26 (10)
10k
10k
W21x44 (52)
57k
W14x43 (26)
17k
W12x16 (26)
W14x22 (10)
10k 10k
16k
C
MATCHLINE
RE: S1.3K
MATCHLINE
RE: S1.3L
D
F
W14x48
2k
K
E
1k
30k
20k
c=1 1/4"
4k W14x43 (26)
1k
1k
LA
W21x44 (52)
20k
W16x26 (20)
52k
8' - 8 1/2"
10k
10k W16x26 (10)
MATCHLINE
RE: S1.3L
54k
8' - 8 1/2"
MATCHLINE
RE: S1.3K
c=1 1/4"
W16x26 (10)
10k
10k
56k
KM
W21x44 (42)
10k
10k
W16x26 (10)
24' - 8"
W14x22 (10)
10k 10k
W16x26 (10)
10k
10k
52k
W18x40 (42)
10k
10k
W16x26 (10)
K1
2
16k
53k
7' - 11 3/4"
W14x22 (10)
10k 10k
G
L
K2
K3
K4
L1
K5
K6
K7
L2
K8
K9
K11
K12
H
J
THIRD LEVEL EQUIPMENT PLATFORM FRAMING PLAN - AREA K
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:15:32 PM
56k
c=1 1/4"
65k
57k
57k
W21x44 (42)
53k
KL
2
W14x22 (10)
10k 10k
W14x22 (10)
10k 10k
2
W21x44 (26)
8' - 8"
1
NORTH
NORTH
52k
31
HSS8
x6x5/1
6
c=1 1/4"
W21x44 (52)
52k
F.
KEY NOTES:
53k
15°
KF
2
c=1 1/4"
W21x44 (52)
53k
E.
1k
37k
54k
MECH UNIT PER
MECH. MAX WT
= 6,000#
W21x44 (42)
54k
RK6
15°
1k (H
IGH
HSS6 ) 1k
x6x5/1
6
HSS6
x
1k (LO 6x5/16
W) 1k
54k
c=1 1/4"
W18x46 (46)
W21x44 (42)
MECH UNIT PER
MECH. MAX WT
= 6,000#
2 10-08-12 ADD #3
10k
10k
W16x26 (10)
8' - 0"
W14x22 (10)
10k 10k
8' - 0"
W18x40 (34)
24' - 0"
c=1 1/4"
2
53k
RKA
8' - 0"
W16x26 (10)
10k
10k
W14x22 (10)
10k 10k
8' - 0"
55k
KE
W21x44 (42)
10k
10k
W16x26 (10)
W18x35 (40)
RE:24/S2.1, TYP
49k
24' - 0"
2
52k
D.
2
W16x26 (26)
52k
1k (H
IG
HSS6 H) 1k
x6x5/1
6
HSS6
x6
1k (LO x5/16
W) 1k
1k
8' - 0"
47k
54k
KC
15°
1k
27k
1
C.
RK5
15°
W18x35
10' - 0"
10' - 0"
F4
56
S5.2
NOTED ON THE PLANS.
W16x26 (26)
W21x44
14K1
14K1
14K1
14K1
14K1
14K1
14K1
1' - 6"
S8.4
W24x76
20k
B.
1k
SPAN
KB
HSS8x6x5/16
HSS8x6x5/16
2
A.
tel: (913)897-7811
5' - 3"
1k
HSS8x6x5/16
1
HSS8x6x5/16
5' - 3"
2k
4k-ft
HSS8x6x5/16
HSS8x6x5/16
Revisions
5' - 3"
HSS8x6x5/16
HSS8x6x5/16
1 10-04-12 ADD #2
5' - 3"
14' - 6"
5' - 3"
W16x45
2k
4k-ft
HSS8x6x5/16
13-12102-00
09/10/12
5' - 3"
W18x40
HSS8x6x5/16
HSS8x6x5/16
HSS8x6x5/16
HSS8x6x5/16
W18x40
10"
18k
2k
66 k-ft
W18x50
11k
24' - 0"
1k
HSS6x6x5/16
POST
4' - 4 1/2"
W12x22
4' - 4"
24' - 0"
HSS8x6x5/16
2k
16' - 0"
3k
6 k-ft
14K1
52 k-ft
11k
FA
4' - 4"
W18x35
4' - 9"
23' - 6"
HSS6x6x5/16
(TOS = 131'-10 1/2")
1k
W18x50
11k
66 k-ft
14K1
3k
6 k-ft
11k KA
52 k-ft
14K1
DG
12' - 10"
MATCHLINE
RE: S1.3K
MATCHLINE
RE: S1.3F
42' - 0 3/8"
THIRD LEVEL EQUIPMENT PLATFORM FRAMING PLAN AREA K HIGH SCHOOL
JOPLIN
15' - 4"
W14x22 (6)
10k 10k
30k
31k
W16x26 (26)
33k
W14x22 (26)
34k
33k
32k
W14x22 (26)
W14x22 (12)
c=3/4"
17k
W12x26 (26)
17k
14k
W12x22 (26)
15k
76k
W24x55 (26)
31k
19k
W12x26 (26)
51
53
S8.4
S8.4
18k
18k
W14x22
W14x22
20k
MATCHLINE
RE: S1.3K
10K1
W14x48
31k
31k
18k
61k
W12x16 (26)
19k
63k
26k
59k
c=1"
60k
W16x26 (26)
26k
77k
32k
100k
20k
10K1
4' - 3"
W16x26 (26)
MECH UNIT PER
MECH. MAX WT
= 6,000#
31k
20k
W16x26 (26)
30k
MECH UNIT PER
MECH. MAX WT
= 12,500#
20k
2
W16x26 (26)
33k
30k
2
W21x44 (26)
W16x26 (26)
34k
2
W21x44 (26)
47k
W21x44 (26)
c=1"
MECH UNIT PER
MECH. MAX WT
= 12,500#
W21x44 (26)
W18x40 (46)
48k
W21x50 (26)
W24x55 (58)
W16x26 (10)
10k
10k
10k
10k
W16x26 (10)
W21x44 (52)
2
MECH UNIT PER
MECH. MAX WT
= 6,000#
MECH UNIT PER
MECH. MAX WT
= 500#, TYP, UNO
MATCHLINE
RE: S1.3L
W14x48
W12x26 (12)
2k
1k
30k
20k
W16x26 (20)
57k
2
1k
1k
LA
20k
c=1 1/4"
8' - 8 1/2"
10k
10k W16x26 (10)
MATCHLINE
RE: S1.3L
54k
8' - 8 1/2"
MATCHLINE
RE: S1.3K
W21x44 (52)
W16x26 (10)
10k
10k
56k
KM
W16x26 (10)
10k
10k
W18x40 (42)
10k
10k
W16x26 (10)
W14x22 (10)
10k 10k
MECH UNIT PER
MECH. MAX WT
= 6,000#
2
1k
1k
W12x22
1k
1k
1k
W12x22
W12x22
30' - 0"
2
W12x22
1k
1k
W12x22
1k
W12x22
1k
1k
2k
W24x68
2k
1k
W12x22
1k
W12x22
1k
1k
2k
W24x68
2k
1k
W12x22
1k
HSS6x6x5/16
(TOS = 129'-1 1/2")
HSS6x6x5/16
(TOS = 129'-1 1/2")
4' - 2"
42' - 0 3/8"
K3
23' - 6"
24' - 0"
K4
K5
24' - 0"
19' - 10"
K6
K7
28' - 2"
L2
24' - 0"
K8
K9
26' - 4"
K11
K12
S1.3L
K2
12' - 10"
2 10-08-12 ADD #3
1k
LF
tel: (913)897-7811
43
55
1k
S8.3
1k
S8.3
Revisions
W12x22
1k
S8.3
W16x36
41
W12x22
26' - 8"
1k
1k
1k
1 10-04-12 ADD #2
1k
1k
W12x22
W12x19
13-12102-00
09/10/12
1k
LD
1k
W12x22
1k
24' - 0"
1k
LC
1k
THIRD LEVEL EQUIPMENT PLATFORM FRAMING PLAN AREA L HIGH SCHOOL
JOPLIN
1k
W16x36
31
1k
W12x22
1k
S8.4
1k
35
W12x22
24' - 0"
S8.6
W16x36
1k
LB
B
PLAN NOTES:
1
A.
B.
NOTED ON THE PLANS.
C.
D.
E.
KEY NOTES:
F.
L.
G.
M.
H.
J.
K.
PARTITION
WALL REQUIREMENTS.
N.
P.
Q.
1
2
C
D
3
END OF JOIST.
4
F
K
E
G
L
H
THIRD LEVEL EQUIPMENT PLATFORM FRAMING PLAN - AREA L
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:15:39 PM
A
NORTH
NORTH
KEY PLAN
23
S7.1
W8x18
W8x18
W8x18
W24x104
(LOFT BLOCK BEAM)
2
20' - 5 1/2"
CATWALK HANGER BEAM
SERVICE LOAD REACTIONS, TYP
DEAD LOAD = 3K
LIVE LOAD =3 K
W8x18
W24x104
(DOUBLE PITCH TOP CHORD 1/4" PER FT)
TRUSS TOP CHORD
(SEE 21/S8.2)
4' - 0"
60DLH14 (DOUBLE PITCH TOP CHORD 1/4" PER FT)
68DLHSP (DOUBLE PITCH TOP CHORD 1/4" PER FT)
SLOPE
1/4" PER FT.
45
3' - 7 1/4"
AJ
TRUSS FIELD
SPLICE (ADJUST OUTRIGGER
SPACING AS SHOWN TO
ACCOMMODATE SPLICE)
21/S8.2
44
AK
S9.1
W8x18
W8x18
W8x18
TYP @
BRACE
W8x18
W8x18
7' - 4 3/8"
AL
W8x18
43
DIAG BRACE,
TYP
S8.2
TYP
18' - 4"
2
4' - 5"
5' - 0"
15' - 0"
5' - 0"
W8x18
5' - 0"
5' - 0"
5' - 0"
5' - 0"
W8x18
W8x18
W8x18
5' - 0"
5' - 0"
5' - 0"
5' - 0"
W8x18
W8x18
W8x18
W8x18
W8x18
W8x18
W8x18
W8x18
5' - 0"
5' - 0"
5' - 0"
5' - 0"
5' - 0"
5' - 0"
5' - 0"
5' - 0"
AM
2
PROVIDE HSS5X5X5/16 DIAPHRAGM
CONN BETWEEN OUTRIGGERS, TYP
1' - 11"
1' - 11 3/4"
R=36 K, TYP FOR
SIM BEAMS
W24x104
(LOFT BLOCK BEAM)
DIAPHRAGM SHEAR: W=0.64 KLF, E=0.65 KLF
W18x86
W21x44
W12x50
c=0"
3" EOD
DECK BRG
144'- 7"
(AT WALL)
34
41
AQ
AR
AS
AT
AU
AV
R=17 K
S8.2
16' - 5 1/4"
R=39 K
AP
2' - 4 3/4"
2' - 1 3/4"
1' - 2 5/8"
JST BRG
144'-1/2"
1' - 5 1/4"
R=19 K
1' - 1 1/4"
13' - 7"
(TYP)
HSS4x4x5/16
6" EOD
(TYP)
HSS4x4x5/16
(LOFT BLOCK BEAM)
1' - 0 1/4"
8' - 7 5/8"
6' - 6"
W8x18
W8x18
W8x18
W24x104
9' - 3"
AO
2
W8x18
R=28 K
AN
2' - 5 3/4"
W8x18
2
S8.2
2
W8x18
1
SPAN
33
S7.1
10' - 0"
AI
1
36
2
10' - 0"
W8x18
W8x18
S7.1
S8.2
S7.1
R=52 K, TYP FOR
SIM BEAMS
W8x18
W8x18
W8x18
24
DIAG BRACE,
TYP
(LOFT BLOCK BEAM)
22
W8x18
W8x18
W8x18
W8x18
AH
7' - 7 1/2"
W8x18
W8x18
W8x18
W8x18
W8x18
AG
7' - 4"
W24x104
(LOFT BLOCK BEAM)
W8x18
OUTRIGGER REACTION: (TYP)
DEAD LOAD: 4.0 K
LIVE LOAD: +/-4.5 K
1
RE DETAIL 51S6.1
FOR LOFT BLOCK
FRAMING INFO
3
W8x18
W24x104
(LOFT BLOCK BEAM)
10' - 0"
2' - 0"
10' - 0"
AISC STD
SHEAR SPLICE
2' - 0"
TYP
W8x18
W8x18
6' - 0"
TYP
W8x18
W8x18
SPAN
2
10' - 0"
W8x18
W8x18
W8x18
40' - 0"
2' - 0"
TYP
W24x104
(LOFT BLOCK BEAM)
2
10' - 0"
TYP
10' - 0"
(LOFT BLOCK BEAM)
W24x104
W8x18
10' - 0"
W8x18
W8x18
2' - 3 1/2"
AISC STD
SHEAR SPLICE
W8x18
W8x18
146'-0"
T.O. STEEL
SLOPE
1/4" PER FT.
10' - 0"
POST AND CONN TO W8
PER STAIR SUPPLIER
HSS5X5X5/16 OUTRIGGER
@5'-0" OC MAX, TYP (JOIST SUPPLIER
TO COORDINATE LOCATIONS W/
JOIST DESIGN, TYP)
SPAN
W8x18
W8x18
AE
AF
8' - 7 3/4"
W8x18
AD
2' - 0"
W8x18
S8.2
AC
14' - 11 3/8"
W8x18
46
W8x18
AB
17' - 7 5/8"
5' - 0 1/4"
W8x18
W8x18
W8x18
10' - 0"
W8x31
W8x18
W8x18
AA
10' - 3 1/8"
W8x18
S9.1
3 1/4" EOD
1' - 2 7/8"4' - 6 1/2"
9' - 7 1/4"
2' - 2"
8' - 9"
OUTRIGGER REACTION: (TYP)
DEAD LOAD: 0.5 K
LIVE LOAD: +/-1.5 K
2
13
W8x18
W24x104
(LOFT BLOCK BEAM)
S7.1
W24x104
(LOFT BLOCK BEAM)
10' - 0"
A16
HSS5x5x5/16
10" EOD
W24x104(HEAD BLOCK BEAM)
(2)W24x104(HEAD BLOCK BEAM)
2
DECK BRG
144'- 7"
(AT WALL)
S7.1
23
S7.1
AW
28' - 6"
AX
3 10-8-12 ADD #3
2 10-4-12 ADD #2
AY
1 9-25-12 ADD #1
33' - 8"
13-12102-00
9/25/2012
35' - 4 3/8"
S1.4A
26' - 7 5/8"
R=19 K
2
144'-1/2"
JST BRG
45
JOIST REACTIONS:
DEAD LOAD = 7 K
LIVE LOAD = 7.5 K
TYP FOR SIM JOISTS
JOPLIN HIGH SCHOOL
R=28 K
JOIST REACTIONS:
DEAD LOAD = 18 K
2
LIVE LOAD = 19 K
TYP FOR SIM JOISTS
(CATWALK SUPPORT)
TOP CHORD T/C AXIAL FORCES: W=0.5 KLF, E = 0.16 KLF
VERIFY W/
RIGGING SUPPLIER
ROOF LEVEL FRAMING PLAN - AREA A
JOIST REACTIONS:
DEAD LOAD = 13 K
2
LIVE LOAD = 13 K
TYP FOR SIM JOISTS
(CATWALK SUPPORT)
S7.1
11 5/8"
32
MATCHLINE AREA A
8' - 5"
A1
A2
A3
A4
A5
A6
A7
A8
A9
23' - 9 5/8"
2' - 7 1/2"
9' - 8 3/8"
24' - 1"
MATCHLINE AREA B
16' - 0"
C
A16
A10
17' - 5 5/8"
8' - 6"
AZ
AZ
11' - 5 5/8"
A11
6' - 4 5/8"
A12
10' - 6 7/8"
A13
A14 A15
5' - 1"
1' - 8 5/8"
B12
B13
D
F
2
K
PLAN NOTES:
KEY NOTES:
1
B12
A. TOP OF STEEL ELEVATION AS SHOWN ON PLANS.
F. PRECAST SUPPLIER TO DESIGN CONNECTIONS FOR
DIAPHRAGM SHEAR LOADS SHOWN ON THE PLANS.
B. REFER TO ARCHITECTURAL DRAWINGS FOR TOP OF WALL
ELEVATIONS.
C. BEAM REACTIONS SHOWN ARE FACTORED.
D. JOIST REACTIONS SHOWN ARE UNFACTORED (SERVICE) LOADS.
E
2
G. ALL CLADDING, SUPPORTS, AND ATTACHMENTS TO BE COORD
WITH PRECAST SUPPLIER AND DESIGNED BY THE CONTRACTOR.
1
1 1/2" DEEP, 20 GAGE, PAINTED WIDE RIB STEEL ROOF DECK.
PROVIDE 5/8" DIAMETER PUDDLE WELDS IN 36/5 PATTERN AND 2
SIDELAPS PER SPAN.
2
3" DEEP, 20 GAGE, PAINTED STEEL ROOF DECK. PROVIDE
24/4 PATTERN WITH 3/4" PUDDLE WELDS AT SUPPORTS AND (5)
#10 TEK SCREWS AT SIDELAPS.
G
B13
L
H
E. DIAPHRAGM SHEAR LOADS SHOWN ARE ULTIMATE AND ARE APPLIED
OVER GROSS DIAPHRAGM SECTION (NEGLECTING OPENINGS).
ROOF LEVEL FRAMING PLAN - AREA A
J
BENJAMIN TALPOS
SCALE: 1/8" = 1'-0"
NORTH
NORTH
tel: (913)897-7811
B
28' - 2"
A
10/8/2012 4:50:26 PM
KEY PLAN
MATCHLINE
RE: S1.4A
MATCHLINE
RE: S1.4B
W21x44 (LOW)
13k
13k
W21x44 (LOW)
13k
6k
58k-ft
W21x44 (LOW)
W10x33
4k
6 k-ft
W10x33
4k
6 k-ft
7k
W10x33
4k
6 k-ft
16 k-ft
4k
23 k-ft
5k
24 k-ft
20K6
W14x43
20K6
20K6
20K6
W10x33
20K6
20K6
20K6
W10x33
20K6
20K6
17k-ft
4k
26k-ft
6k
28k-ft
6k
7k-ft
2k
9k-ft
3k
10k-ft
4k
10k-ft
9k
8k
W18x35
9k
W16x26
9k
B5
B6
25' - 4"
B7
25' - 4"
29' - 8"
B8
20' - 0"
B9
B10
W18x35
29' - 8"
W14x26
5k-ft
2k
12K3
W12x30
12K3
8k-ft
12K3
12K3
W10x33
W16x26
8k
4k
30' - 0"
3k
20KSP
W12x35
6k
5k
8k
15' - 4"
32' - 6"
12K3
W10x33
4k
6 k-ft
20KSP
W16x26
W18x35
W16x26
5k
82k-ft
16k
W18x35
12K3
8k
5k
9k
12K3
W16x26 (LOW)
W8x18
W18x35
9k-ft
4k
8k
MECH UNIT PER
MECH. MAX WT
= 11,000#
5k
82k-ft
16k
W10x33
12K3
12K3
12K3
9k-ft
9k
27k-ft
SPAN
5k
12k
(LOW)
7k
W16x26 (LOW)
7k
W10x33
4k
6 k-ft
18KSP
2
13k
W18x35
5k
12k
W12x19
12k
5k
5k
W18x35
W16x26
W16x26
20KSP
20KSP
W18x35
20KSP
20KSP
20KSP
20KSP
20KSP
W12x35
20KSP
20KSP
20KSP
20KSP
20KSP
5k
1
1
12k
W16x26
W10x33
4k
6 k-ft
W12x26
18KSP
18KSP
18KSP
18KSP
18KSP
W12x26
18KSP
18KSP
18KSP
18KSP
18KSP
W12x26
18KSP
18KSP
18KSP
18KSP
18KSP
18KSP
W16x26
18KSP
18KSP
18KSP
18KSP
18KSP
5k
76k-ft
13k
9k
30k-ft
17k
6k
6k
6k
6k
1
W10x33
4k
6 k-ft
6k
58k-ft
2k
9k
48k-ft
B11
2k
W12x19
W16x26
7k
7k
MATCHLINE
RE: S1.4B
14K1
16' - 0"
4k
8k-ft
CA
8k
14K1
W18x60
13k
MATCHLINE
RE: S1.4C
16' - 0"
7' - 3"
B13
B14
4k
8k-ft
2 10-08-12 ADD #3
12k
10k
S1.4B
(LOW)
W24x103 (HIGH)
2k
5k
W18x35
5k
W16x36
12k
W16x26 (HIGH)
4k
12k
3k
4' - 9"
20KSP
(LOW)
5k
20KSP
W18x35
6k
20KSP
12k
(HIGH)
6k
13k
W21x44
W18x40
(LOW)
6k
5k
W18x35
B4
2' - 6" 2' - 6"
5k
13k
10k
W18x35
11k
3k
B3
4' - 6"
W12x19
7k
4k
W18x35 (LOW)
W18x35
24' - 0"
B2
4' - 6"
48k-ft
9k
11k
27' - 2"
4' - 6"
20KSP
W21x44 (HIGH)
20KSP
10k
4' - 6"
9k
4' - 6"
W21x44 (HIGH)
4' - 6"
8k
6' - 0"
B1
9' - 8"
4' - 0"
W16x26 11k
11k
7k
9k
BJ
4' - 5"
4' - 0"
HOIST BM
W21x44 (HIGH)
SPAN
BH
13k
10KSP
9k
7k
10k
W10x33
4k
6 k-ft
W10x33
4k
(HIGH)
21k
W18x35
7k
10k
7k
10k
7k
(HIGH)
21k
W18x35
14k-ft
10k
1
12K3
12K3
12K3
12K3
9k-ft
3k
12K3
W10x33
12K3
12K3
12K3
12K3
46k-ft
9k
12K3
W10x33
12K3
12K3
12K3
12K3
12K3
13k-ft
4k
11k
W18x40
4k
4k
3k
3k
W10x33
12K3
12K3
12K3
12K3
12K3
14k-ft
4k
W10x33
12K3
12K3
12K3
12K3
12K3
9k-ft
3k
W10x22
12K3
12K3
12K3
12K3
12K3
(HIGH)
11k
W16x26
13k
SPAN
W18x35
W18x35
5' - 0"
29k-ft
22k
1
11k
11k
5' - 0"
115k-ft
9k
76k-ft
13k
20K6
W10x33
20K6
20K6
20K6
20K6
20K6
6k
7k
35k-ft
W21x44
22k
W18x35 (HIGH)
W10x33
4k
6 k-ft
5' - 0"
18K3
13k
9k
W10x33
4k
6 k-ft
5' - 0"
1
8k-ft
3k
12K3
W10x22
10K1
10K1
10K1
10K1
10K1
W21x44
BG
6k
4' - 11"
tel: (913)897-7811
4' - 11"
5' - 0"
JOPLIN HIGH SCHOOL
5' - 0"
Revisions
4' - 11"
9k
W18x35
13k
4' - 0"
W12x26
1 10-04-12 ADD #2
4' - 11"
W12x26
13k
29 k-ft
6k
4' - 6"
W10x33
18K3
W18x35
13k
4' - 0"
7k
8k
13-12102-00
09/10/12
4' - 2"
W16x26
W14x26
4' - 2"
W16x26
8k
9k
22k
W10x33
11k
4' - 2"
8k
10k
47 k-ft
W10x33
W10x33
61 k-ft
14k
W10x33
W10x33
W10x33
54 k-ft
W10x33
8k
W10x33
W10x33
W10x33
8k
4' - 2"
10k-ft
1
4' - 2"
W16x26
10k
W10x33
4k
6 k-ft
ROOF LEVEL FRAMING PLAN - AREA B
W21x50
22k
3k
1
4' - 2"
5k
22k
10k-ft
4k
10k-ft
4k
W10x33
W10x33 (HIGH) 2k
5 k-ft
W10x33 (LOW)
HSS10x6x5/8
11' - 4"
6' - 0"
4k
HSS10x6x5/8
W10x33
1k
W21x44
22k
4' - 2"
W16x26
18K3
25k
5k
29 k-ft
6k
39k-ft
W21x44
25k
4' - 2"
W12x26
20K6
20K6
20K6
20K6
20K6
W10x33
20K6
20K6
20K6
20K6
20K6
W10x33
20K6
20K6
20K6
20K6
20K6
W12x26
8k
19k
4' - 2"
16k
SPAN
W10x33
4k
4' - 2"
8k
115k-ft
BF
4' - 6"
W18x40
W10x33
4k
6 k-ft
1k
4' - 8"
2k
5' - 0"
18K3
5' - 0"
2k
5' - 0"
18K3
5' - 0"
2k
5' - 0"
18K3
5' - 0"
1k
5' - 0"
18K3
5' - 0"
46k-ft
5' - 0"
11k
9k-ft
5' - 0"
1k
5' - 0"
W16x26
13k
18K3
4' - 7"
2k
4' - 7"
W10x33
4k
6 k-ft
16k
14k
18K3
4' - 8"
2k
4' - 8"
18K3
4' - 8"
2k
4' - 8"
W10x33
W10x33
12k
4' - 8"
W16x26
12k
60 k-ft
8k
43 k-ft
26 k-ft
6k
52k-ft
4' - 6"
W10x33
4k
6 k-ft
16k
18K3
18K3
18K3
18K3
18K3
18K3
18K3
W18x40
16k
11k
W24x55
14k
BE
16k
100 k-ft
W10x33
12k
4' - 6"
W10x33
6k
31 k-ft
HSS10x6x5/8
W18x40
16k
W10x33
4k
6 k-ft
1k
1k
4' - 6"
1k
4' - 6"
W18x35
10k
24' - 4"
1k
4' - 6"
2k
4' - 8"
1k
1k
4' - 10"
W10x33
4k
6 k-ft
23k
10k
40 k-ft
4' - 10"
18k
100 k-ft
W10x33
W10x33
W10x33
W10x33
W10x33
W10x33
W18x55
24k
BD
W18x46
18k
W10x33
6' - 0"
BC
W10x33
4k
6 k-ft
20K6
3k
W10x33
13 k-ft
W10x33
4k
6 k-ft
B12
B
KEY NOTES:
PLAN NOTES:
1
A.
B.
TOP OF STEEL ELEVATION AS SHOWN ON PLANS. TOP OF STEEL THAT
NOTED ON THE PLANS.
C.
D.
E.
F.
L.
G.
M.
H.
J.
K.
N.
P.
Q.
REFER TO TYPICAL DETAILS 11/S6.2 AND 12/S6.2 FOR FRAMING REQUIRED
AT MECHANICAL UNIT CURBS.
1
PROVIDE 5/8" DIAMETER PUBBLE WELDS IN 36/5 PATTERN AND 2
SIDELAPS PER SPAN.
2
3 1/2" DEEP, 20 GAGE, EPICORE ER3.5A OR EQUAL ACCOUSTICAL
PAINTED ROOF DECK. PROVIDE 1/2" ARC SPOT WELDS IN 24/3 PATTERN
AND 1/2" ARC SEAM WELDS OR 2" FILLET WELDS @ 18"OC AT SIDELAPS
PER SPAN.
C
D
3
F
K
E
2" DEEP, 20 GAGE, EPICORE ER2A OR EQUAL ACCOUSTICAL PAINTED
ROOF DECK. PROVIDE 1/2" ARC SPOT WELDS IN 24/3 PATTERN AND 1/2"
ARC SEAM WELDS OR 2" FILLET WELDS @ 18"OC AT SIDELAPS PER SPAN.
G
L
H
ROOF LEVEL FRAMING PLAN - AREA B
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:15:46 PM
A
NORTH
NORTH
KEY PLAN
B8
B9
B10
4' - 6"
14K1
16' - 0"
W18x60
4k
8k-ft
4' - 5"
9k
48k-ft
CA
4' - 5"
4' - 5"
1
4' - 5"
W18x40
4' - 5"
14K1
4' - 5"
W10x33
4k
6 k-ft
4k
3' - 10"
3' - 10"
W18x35
4k
W18x35
4k
5k
23 k-ft
6k
24 k-ft
6k
2k
W14x26
12K3
12K3
2
W18x35
12k
12k
6' - 0"
CM
87k-ft
16k
W18x35
9k
9k
W18x35
87k-ft
16k
W18x35
8k
C3 C4
25' - 7 5/8"
32' - 6"
C5
30' - 0"
29' - 8"
C6
C7
25' - 4"
C8
25' - 4"
C9
8k
W10x33
4k
6 k-ft
5k-ft
2k
8k-ft
3k
W16x26 (LOW)
W16x26
10k
10k
8k
9k
29' - 8"
C10
9k-ft
4k
8k
W18x35
14K1
1' - 6 3/8"
8k
9k
13' - 8"
9' - 8"
9k
27k-ft
4k
20' - 0"
C12
14K1
12k
(LOW)
MECH UNIT PER
MECH. MAX WT
= 11,000#
5k
W18x35
5k
12k
15k
76k-ft
13k
5k
W18x40
W12x19
76k-ft
13k
5k
11k
5k
W18x35
9k-ft
4k
W16x26
W16x26
20KSP
20KSP
W18x35
20KSP
20KSP
20KSP
20KSP
20KSP
W12x35
20KSP
20KSP
20KSP
20KSP
20KSP
W12x26
18K3
18KSP
18KSP
18KSP
18KSP
W12x26
18KSP
18KSP
18KSP
18KSP
18KSP
W12x26
18KSP
SPAN
5k
CL
5k
3k
11k
W16x26
W10x33
4k
6 k-ft
1
18KSP
18KSP
18KSP
18KSP
18KSP
W16x26
18KSP
18KSP
18KSP
18KSP
18KSP
W18x35
24' - 0"
SPAN
W10x33
4k
1 6 k-ft
9k
30k-ft
14K1
W10x33
4k
6 k-ft
6k
58k-ft
14K1
W10x33
4k
6 k-ft
W21x44 (LOW)
14K1
W10x33
4k
6 k-ft
7k
W10x33
4k
6 k-ft
6k
1
6k
W10x33
4k
6 k-ft
6k
6k
W10x33
4k
6 k-ft
6k
58k-ft
7k
W16x26 (LOW)
7k
W10x33
4k
6 k-ft
W16x26
8k
W18x35
4k
8k
W16x26
16' - 0"
26k
26k
D10
12k
C13
8k
16' - 0"
MATCHLINE
RE: S1.4C
7' - 3"
B12
MATCHLINE
RE: S1.4D
C14
8k
B11
2 10-08-12 ADD #3
13k
78k
tel: (913)897-7811
W21x44 (LOW)
S1.4C
13k
77k
5k
13k
W16x36
W21x44 (LOW)
4k
13k
10k
20KSP
12k
20KSP
(LOW)
20KSP
W18x35
8k
12k
W18x40
12k
W24x103 (HIGH)
2k
6k
(LOW)
20KSP
W18x35
5k
14K1
12k
W16x26 (HIGH)
20KSP
13k
5k
14K1
(LOW)
6k
20KSP
W18x35
(HIGH)
14K1
13k
W16x26
8k
11k
6k
W12x35
(LOW)
10k
6k
W18x35
W21x44 (HIGH)
HOIST BM
11k
10k
10KSP
9k
W8x18
W21x44 (HIGH)
18KSP
8k
14K1
9k
20KSP
W21x44 (HIGH)
14K1
9k
7k
10k
W16x26
(HIGH)
5k
W18x35
24k
10k
W18x35
10k
17k
(HIGH)
7k
W18x35
W16x26
10k
5k
11k
7k
(HIGH)
7k
W18x35
24k
11k
14k-ft
9k
9k-ft
3k
46k-ft
9k
13k-ft
4k
14k-ft
4k
(HIGH)
12K3
12K3
W10x33
12K3
12K3
12K3
W10x33
12K3
12K3
12K3
W10x33
12K3
12K3
12K3
12K3
12K3
W10x33
12K3
12K3
12K3
12K3
12K3
W10x33
12K3
12K3
12K3
12K3
12K3
W10x33
12K3
12K3
12K3
12K3
12K3
W10x33
12K3
12K3
12K3
12K3
12K3
9k-ft
3k
8k-ft
3k
W18x35
Revisions
3k
9k-ft
4k
10k-ft
4k
10k-ft
10k-ft
4k
9k-ft
3k
3k
1
W14x26
W12x26
JOPLIN HIGH SCHOOL
4k
7k
1 10-04-12 ADD #2
11k
W16x26
13-12102-00
09/10/12
11k
26k-ft
6k
28k-ft
6k
13k
W16x26
1
W10x33
12K3
12K3
20K6
20K6
20K6
20K6
W14x43
20K6
20K6
20K6
W10x33
20K6
20K6
20K6
W10x33
13k
SPAN
12K3
12K3
12K3
12K3
29k-ft
6k
22k
W21x44
115k-ft
1
C2
20K6
20K6
20K6
35k-ft
22k
9k
3k
CK
C1
1k
4k
HSS10x6x5/8
4' - 5"
W12x19
1
13k
W18x35
20K6
W10x26
7k
13k
29 k-ft
W10x33
11k
W10x33
1k
18K3
18K3
18K3
18K3
46k-ft
18K3
W10x33
18K3
18K3
18K3
13k
W18x35
1k7k
9k
20K6
13k
8k
47 k-ft
W10x33
2k
W10x33
2k
W10x33
W10x33
1k
2k
W10x33
W10x33
1k
14k
W10x33
2k
61 k-ft
W10x33
W10x33
2k
9k
22k
W21x50
W16x26
8k
11k
W16x26
8k
10k
ROOF LEVEL FRAMING PLAN - AREA C
22k
3k
10k-ft
4k
10k-ft
4k
1
18K3
18K3
W10x26
22k
W21x44
2k
W10x33
1k
12k
22k
8k
5k
5k
29 k-ft
6k
39k-ft
25k
W21x44
1
W10x33
10K1
10K1
10K1
10K1
10K1
W21x44
W10x33
W10x33 (HIGH) 2k
5 k-ft
W12x19 (LOW)
HSS10x6x5/8
11' - 4"
6' - 0"
W16x26
W16x26
13k
W16x26
10k
W10x33
4k
14KSP
6 k-ft
W12x26
20K6
20K6
20K6
20K6
20K6
W10x33
20K6
20K6
20K6
20K6
20K6
W10x33
20K6
20K6
20K6
20K6
20K6
20K6
W12x26
8k
25k
14k
16k
SPAN
W10x33
4k
60 k-ft
W10x33
1k
18K3
19k
W24x55
W16x26
8k
115k-ft
CJ
8k
W10x33
43 k-ft
8k
26 k-ft
6k
100 k-ft
W18x40
16k
54 k-ft
16k
52k-ft
W10x33
1k
18K3
18K3
18K3
18K3
18K3
18K3
W18x40
16k
12k
12k
W10x33
1k
W10x33
2k
W10x33
W10x33
1k
1k
W10x33
1k
10k
40 k-ft
6k
31 k-ft
14k
CH
16k
11k
W10x33
24' - 4"
HSS10x6x5/8
W18x40
16k
23k
W18x35
10k
18k
100 k-ft
W10x33
W18x55
24k
CF
W18x46
18k
3k W10x33
13 k-ft
6' - 0"
CE
4k
8k-ft
5k
W10x33
4k
6 k-ft
W18x60
14KSP
3' - 10"
W10x33
4k
6 k-ft
5k
48k-ft
9k
14K1
3' - 10"
W10x33
4k
6 k-ft
B14
1
14K1
9k
48k-ft
W10x33
4k
6 k-ft
B13
14K1
14KSP
6k
W10x33
4k
6 k-ft
15' - 4"
W10x33
4k
6 k-ft
7' - 3"
14K1
4k
8k-ft
CD
16' - 0"
4k
8k-ft
14K1
4' - 2"
30' - 8"
W18x35
20' - 0"
4k
B7
29' - 8"
16 k-ft
B6
25' - 4"
17k-ft
B5
25' - 4"
14K1
7k-ft
B4
29' - 8"
7k
48k-ft
9k
B3
30' - 0"
2k
W12x19
W16x26
7k
W12x30
B2
32' - 6"
8k
W14x43
27' - 2"
4k
B1
9' - 8"
2k
W18x35
15' - 4"
4' - 5"
W16x26
8k
W18x40
9k
4k
6k
W16x26
9k
SPAN
8k
5k
18KSP
W18x35
8k
5k
5k
82k-ft
16k
W18x35
9k
4' - 6"
9k
4' - 6"
W18x35
5k
BJ
82k-ft
16k
17k
SPAN
5k
12k
5k
12k
13k
12k
5k
12k
W12x19
11k
5k
11k
76k-ft
13k
5k
5k
3k
1
76k-ft
13k
B
KEY NOTES:
PLAN NOTES:
1
A.
B.
NOTED ON THE PLANS.
C.
D.
E.
F.
L.
G.
M.
H.
J.
K.
N.
1
SIDELAPS PER SPAN.
2
PER SPAN.
C
D
P.
Q.
3
F
K
E
G
L
H
ROOF LEVEL FRAMING PLAN - AREA C
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:15:52 PM
A
NORTH
NORTH
KEY PLAN
4' - 6"
4' - 6"
4' - 6"
4' - 6"
W16x36
20KSP
20KSP
20KSP
W18x40
20KSP
20KSP
20KSP
4k
6k
14K1
B12
8k
53k-ft
4' - 6"
4' - 0"
8k
21k-ft
4' - 0"
4' - 0"
4' - 0"
W21x73
22K6
W21x73
30' - 8"
4' - 6"
W16x26
16' - 0"
12k W18x60
26k
169k-ft
4' - 6"
14K1
C12
163k-ft
4' - 6"
4k
8k
16' - 0"
W18x60
26k
DA
W18x35
20' - 0"
22K6
C10
4k
8k
14K1
C9
W12x35
6k
18KSP
9k
W18x35
29' - 8"
W16x26
22K6
C8
8k
W21x73
C7
25' - 4"
22K6
C6
25' - 4"
14K1
C5
29' - 8"
10k
22K6
C3 C4
30' - 0"
W16x26
14K1
32' - 6"
10k
22K6
C2
25' - 7 5/8"
14K1
1' - 6 3/8"
15' - 4"
C1
9' - 8"
20KSP
9k
13' - 8"
4' - 5"
8k
22K6
W18x35
14K1
8k
5k
87k-ft
16k
W18x35
14K1
9k
22K6
9k
17k
W16x26
20KSP
20KSP
W18x35
20KSP
20KSP
20KSP
20KSP
20KSP
W12x35
20KSP
20KSP
20KSP
20KSP
W18x35
14K1
6' - 0"
CM
87k-ft
16k
22K6
12k
5k
W18x35
14K1
12k
22K6
12k
5k
W18x35
5k
12k
15k
5k
76k-ft
13k
W18x40
5k
11k
W12x19
W18x35
5k
11k
CL
76k-ft
13k
5k
3k
5k
20KSP
MECH UNIT PER
MECH. MAX WT
= 11,000#
2
1
1
15k-ft
5k
3k
W21x73
3k
16KSP
16 k-ft
W12x19
7k-ft
2k
9k-ft
W14x26
12K3
W10x33
W10x33
W12x30
W21x44 (HIGH)
9k
10k
W21x44 (HIGH)
11k
W18x35
(LOW)
11k
13k
W18x35
(LOW)
13k
12k
W18x35
(LOW)
12k
12k
W18x35
(LOW)
12k
13k
W21x44
(LOW)
13k
13k
W21x44 (LOW)
13k
6k
58k-ft
W21x44 (LOW)
W10x33
4k
6 k-ft
1
W12x26
W16x26
(HIGH)
5k
9k
30k-ft
W16x26
(LOW)
9k
27k-ft
8k
W16x26
(LOW)
8k
W10x33
4k
6 k-ft
5k-ft
2k
(LOW)
W16x26
7k
W10x33
4k
6 k-ft
4' - 0"
(LOW)
D12
4' - 0"
W21x57
29k
178k-ft
4' - 0"
4' - 8"
4' - 8"
?k
?k
?k-ft
20KSP
W24x76
35k
231k-ft
16K2
16K2
16K2
B11
S1.4D
12' - 0"
16K2
16K2
16K2
16K2
16' - 0"
W16x26
26k
152k-ft
4k
13k-ft
?k-ft
W16x45
5k
21k-ft
64k-ft
6k
29k-ft
4k
22k W16x45
98k-ft
20KSP
W18x40
W16x36
20KSP
W16x36
20KSP
20KSP
20KSP
8k
4k
18k-ft
16K2
16K2
D10
16K2
D9
W16x26
W12x22
W16x26
27k-ft
6k
8k
36' - 0"
16K2
D8
W18x40
20KSP
20KSP
20KSP
9k
16K2
W16x26
27k-ft
6k
5k
9k
29' - 8"
MATCHLINE
RE: S1.4E
16K2
D7
25' - 4"
16K2
D6
25' - 4"
MATCHLINE
RE: S1.4D
16K2
29' - 8"
D5
10k
18KSP
W16x26
W18x35
8k
W12x35
20KSP
W18x40
16K2
D4
30' - 0"
W16x26
16K2
8k
17k
82k-ft
16k
W18x35
3k
D3
32' - 6"
7k
16K2
9k
W16x26
27' - 2"
W24x103 (HIGH)
2k
16K2
9k
19k-ft
9' - 8"
8k-ft
3k
9k-ft
4k
5k
W21x44
W18x35
W16x26
6' - 0"
DJ
82k-ft
16k
5k
12k
W16x26
W18x35
5k
12k
W16x26
12k
6k
20KSP
20KSP
W18x35
20KSP
20KSP
20KSP
20KSP
20KSP
W12x35
20KSP
20KSP
20KSP
20KSP
20KSP
18KSP
18KSP
18KSP
18KSP
18KSP
W12x26
18KSP
W18x35
5k
12k
13k
76k-ft
13k
W18x35
5k
76k-ft
13k
5k
11k
(HIGH)
W24x76
W12x19
DH
W18x35
5k
5k
3k
11k
W16x26
W10x33
4k
6 k-ft
MECH UNIT PER
MECH. MAX WT
= 12,500#
5k
W12x26
18KSP
SPAN
18KSP
SPAN
18KSP
1
18KSP
1
18KSP
18KSP
18KSP
18KSP
18KSP
18KSP
W16x26
18KSP
18KSP
18KSP
18KSP
18KSP
W18x35
W10x33
4k
2
6 k-ft
6k
58k-ft
6k
W8x18
W10x33
4k
6 k-ft
7k
W10x33
4k
6 k-ft
6k
W10x33
4k
6 k-ft
6k
W10x33
4k
6 k-ft
6k
6k
W10x33
4k
6 k-ft
10k
5' - 0"
5' - 0"
4' - 11"
4' - 11"
5' - 0"
5' - 0"
5' - 0"
4k
11k-ft
1
5' - 0"
E10
D11
C13
2 10-08-12 ADD #3
8k
tel: (913)897-7811
9k
W10x33
(HIGH)
8k
32k-ft
W21x44
W10x33
9k
5k
10k
26k-ft
(HIGH)
8k
W18x35
35k-ft
10k
7k
10k
HOIST BM
(HIGH)
10KSP
W18x35
7k
10k
21k
11k
7k
(HIGH)
7k
W18x35
7k
11k
21k
9k
9k-ft
4k
9k-ft
3k
46k-ft
9k
(HIGH)
14k-ft
W18x35
W10x33
12K3
12K3
12K3
W14x22
12K3
12K3
12K3
W12x19
12K3
12K3
12K3
W12x19
12K3
12K3
12K3
12K3
12K3
W10x33
3k
10k-ft
4k
10k-ft
4k
10k-ft
W12x19
12K3
12K3
12K3
12K3
12K3
W12x19
12K3
12K3
12K3
12K3
12K3
13k-ft
4k
14k-ft
4k
9k-ft
3k
8k-ft
3k
9k
3k
24' - 0"
2
17k-ft
4k
7k
JOPLIN HIGH SCHOOL
W14x26
20K6
W14x43
20K6
20K6
20K6
26k-ft
11k
W16x26
Revisions
11k
1 10-04-12 ADD #2
13k
W16x26
6k
28k-ft
6k
13k
13-12102-00
09/10/12
22k
W21x44
MATCHLINE
RE: S1.4F
22k
29k-ft
6k
35k-ft
7k
13k
W18x35
1
D2
W14x43
20K6
20K6
20K6
W12x35
20K6
20K6
20K6
W12x35
20K6
20K6
20K6
20K6
20K6
W12x26
SPAN
4k
3k
W12x19
12K3
12K3
12K3
12K3
12K3
W10x22
12K3
12K3
12K3
12K3
12K3
W10x22
12K3
12K3
12K3
12K3
12K3
12K3
W10x22
10K1
10K1
10K1
10K1
10K1
6' - 0"
DG
D1
9k
26k-ft
W16x26 (HIGH)
4k
7k
21k-ft
23 k-ft
6k
?k-ft
17k-ft
6k
W12x19 (LOW)
4k
HSS10x6x5/8
4' - 5"
16KSP
W21x73
10k W16x26 (HIGH)
34k-ft
5k
24 k-ft
6k
29 k-ft
6k
22k-ft
7k
1
18K3
18K3
18K3
18K3
18k-ft
8k
1
46k-ft
18K3
(HIGH)
19k-ft
W16x26 (LOW)
8k
ROOF LEVEL FRAMING PLAN - AREA D
W10x33
1k
W10x33
18K3
18K3
13k
W16x26
10k
47 k-ft
W10x33
2k
11k
W10x33
W10x33
2k
2k
W10x33
1k
61 k-ft
W10x33
1k
W10x33
54 k-ft
W10x33
W10x33
2k
14k
W10x33
2k
W10x33
2k
18K3
18K3
13k
W18x35
(LOW)
9k
9k-ft
1
13k
W16x26
115k-ft
3k
1
9k
22k
W21x50
10k
MATCHLINE
RE: S1.4D
22k
16k
7' - 3"
11k
W16x26
8k
3k
22k
W21x44
10k-ft
4k
10k-ft
4k
W21x44
W10x33
W10x33
(HIGH) 2k
5 k-ft
W12x19
(LOW)
HSS10x6x5/8
11' - 4"
W10x33
W12x26
18K3
22k
8k
5k
5k
29 k-ft
6k
39k-ft
25k
W21x44
W16x26
13k
20K6
20K6
20K6
20K6
20K6
W10x33
20K6
20K6
20K6
20K6
20K6
W10x33
20K6
20K6
20K6
20K6
20K6
20K6
W12x26
8k
25k
14k
W16x26
W18x40
16k
W10x33
4k
6 k-ft
SPAN
W10x33
4k
60 k-ft
12k
W10x33
1k
18K3
19k
W24x55
W16x26
8k
115k-ft
DF
8k
W10x33
43 k-ft
8k
26 k-ft
6k
100 k-ft
52k-ft
W10x33
1k
18K3
18K3
18K3
18K3
18K3
18K3
16k
12k
12k
W10x33
1k
W10x33
2k
W10x33
W10x33
1k
1k
W10x33
1k
10k
40 k-ft
6k
31 k-ft
14k
DE
W18x40
16k
11k
W10x33
24' - 4"
HSS10x6x5/8
16k
23k
W18x35
10k
W18x40
16k
1k
W18x55
24k
DD
18k
100 k-ft
W10x33
W10x33
3k
13 k-ft
6' - 0"
DC
W18x46
18k
25k-ft
5k
16KSP
16KSP
16KSP
16KSP
16KSP
W10x33
4k
6 k-ft
16KSP
W10x33
4k
6 k-ft
16KSP
W10x33
4k
6 k-ft
W21x73
W10x33
4k
6 k-ft
W10x33
4k
6 k-ft
3k
W10x33
4k
6 k-ft
10k
61k-ft
4k
187k-ft
3k
178k-ft
15' - 4"
W10x33
4k
6 k-ft
14k W18x60
29k
16KSP
W18x60
28k
DB
18k-ft
5k
3k
13k-ft
SPAN
F1
B
KEY NOTES:
PLAN NOTES:
1
A.
B.
NOTED ON THE PLANS.
C.
D.
E.
F.
L.
G.
M.
H.
J.
K.
N.
P.
Q.
1
SIDELAPS PER SPAN.
2
PER SPAN.
C
D
3
F
K
E
G
L
H
ROOF LEVEL FRAMING PLAN - AREA D
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:15:59 PM
A
NORTH
NORTH
KEY PLAN
W16x26
8k
6k
29k-ft
4k
?k
?k-ft
?k-ft
W16x45
26k
152k-ft
35k
231k-ft
16' - 0"
16K2
16K2
16K2
W16x26
D10
16K2
D9
16K2
D8
36' - 0"
16K2
D7
29' - 8"
MATCHLINE
RE: S1.4E
16K2
D6
25' - 4"
16K2
D5
25' - 4"
16K2
D4
29' - 8"
16K2
D3
30' - 0"
16K2
D2
32' - 6"
?k
5k
21k-ft
3k
27' - 2"
W16x26
D1
9' - 8"
20' - 8"
4' - 5"
22k W16x45
98k-ft
64k-ft
4k
18k-ft
19k-ft
MATCHLINE
RE: S1.4D
27k-ft
6k
8k
4k
13k-ft
9k
B11
16K2
W16x26
27k-ft
6k
5k
9k
16K2
8k
18KSP
W16x26
W18x35
17k
W16x26
5k
W18x40
16K2
8k
W16x26
82k-ft
16k
W18x35
16K2
9k
16K2
9k
16K2
W18x35
W21x44
DJ
82k-ft
16k
5k
12k
W16x26
12k
5k
12k
13k
12k
5k
5k
76k-ft
13k
W12x19
11k
5k
5k
76k-ft
13k
5k
3k
11k
4' - 11"
5' - 0"
5' - 0"
5' - 0"
5' - 0"
3k
W24x84
229k-ft
32k
9k
42k-ft
W16x50
23k
133k-ft
30k-ft
4k
3k
1
W16x26
10k
240k-ft
13k
?k-ft
4k
31k
EA
25k
141k-ft
4k
11k-ft
4' - 11"
3k
4k-ft
5' - 0"
4k
8k-ft
5' - 0"
4k
11k-ft
1
1
16K2
16K2
16K2
16K2
16K2
16K2
W21x44
16K2
16K2
16K2
W16x26
16K2
16K2
16K2
16K2
16K2
16K2
16K2
16K2
W16x26
19' - 9 1/2"
SPAN
32k
242k-ft
4k
11k-ft
8k
46k-ft
W16x40
13k
?k-ft
21k-ft
24k
146k-ft
4k
8k-ft
4k
10k-ft
3k
230k-ft
W16x26
11k
27k
184k-ft
4k
13k-ft
W24x84
31k
EB
4k
3k
4k
1
(HIGH)
4' - 0"
4' - 0"
16KSP
16KSP
16KSP
16KSP
4k
12k-ft
13k
49k-ft
W16x36
(LOW)
W24x55
(HIGH)
11k
60k-ft
15k
103k-ft
16k
96k-ft
22k
143k-ft
27k-ft
W24x55
10k
49k-ft
6k
6k
4k
8k-ft
(LOW)
16KSP
16KSP
W21x44
16KSP
W16x26
16 k-ft
5k
6k
4k
(HIGH)
5k
23 k-ft
W24x55
16KSP
16KSP
4k
14k-ft
(LOW)
24 k-ft
6k
29 k-ft
W16x26
16KSP
16KSP
16KSP
16KSP
16KSP
16KSP
16KSP
16KSP
6k
W16x26
4' - 8"
20K6
20K6
20K6
20K6
W14x43
20K6
20K6
20K6
W14x43
20K6
20K6
20K6
W10x33
20K6
20K6
20K6
W10x33
20K6
20K6
2
SPAN
22k
W21x44
13k
13k
W16x26
11k
11k
W16x26
7k
24k
143k-ft
W16x45
28k-ft
18k
63k-ft
W16x26
6k
17k-ft
4k
26k-ft
6k
28k-ft
6k
29k-ft
6k
35k-ft
32k
216k-ft
10k-ft
4k
10k-ft
4k
10k-ft
12K3
12K3
12K3
12KSP
12KSP
12K3
12KSP
12KSP
12K3
12KSP
12K3
12K3
12K3
12K3
12K3
12K3
12K3
12K3
W10x22
12K3
12K3
12K3
W10x22
12K3
12K3
W18x35
12k
6' - 0"
27' - 2"
E3
32' - 6"
E4
30' - 0"
85k-ft
16k
29' - 8"
E5
E6
9k-ft
4k
9k-ft
W10x33
4k
6 k-ft
W10x33
4k
6 k-ft
6k
W8x18
(LOW)
W8x18
HOIST
BM
MECH UNIT PER
MECH. MAX WT
= 15,000#
W18x35
10k
10k
25' - 4"
E7
W18x35
86k-ft
16k
8k
25' - 4"
E8
29' - 8"
E9
8k
12k
20KSP
20KSP
20KSP
18KSP
18KSP
20KSP
W12x35
20KSP
W16x26
20KSP
W18x35
W18x35
20KSP
W18x35
20KSP
20KSP
20KSP
20KSP
20KSP
W12x35
20KSP
20KSP
20KSP
20KSP
20KSP
EL
9' - 8"
W16x26
EJ
8k
20' - 0"
E10
16' - 0"
16' - 0"
E11
C13
G1
E12
D11
2 10-08-12 ADD #3
12k
8k W16x26
(LOW)
tel: (913)897-7811
12k
13k
W18x35
5k
12k
9k
S1.4E
W12x26
18KSP
18KSP
18KSP
18KSP
18KSP
W12x26
18KSP
18KSP
18KSP
18KSP
18KSP
W12x26
77k-ft
14k
W18x40
W12x19
77k-ft
14k
(LOW)
W12x26
5k
11k
5k
5k
3k
EK
W18x35
W16x26
SPAN
5k
18KSP
18KSP
18KSP
18KSP
18KSP
18KSP
W16x26
18KSP
18KSP
18KSP
18KSP
18KSP
W18x35
1
(HIGH)
9k
17k
24' - 0"
1
W21x44
3k
2
SPAN
11k
4k
W10x33
4k
6 k-ft
6k
29k-ft
5k
7k
W10x33
4k
6 k-ft
W21x44 (LOW)
6k
34k-ft
6k
7k
16k
74k-ft
(HIGH)
21k
9k-ft
3k
W21x44 (LOW)
16k
72k-ft
7k
W10x33
4k
6 k-ft
46k-ft
9k
13k
W16x26
12K3
12K3
12K3
W10x22
12K3
12K3
12K3
12K3
12K3
W10x22
12K3
12K3
12K3
12K3
12K3
(LOW)
W16x26
1
W21x44
5k
W10x33
4k
6 k-ft
13k
6k
MATCHLINE
RE: S1.4G
12k
7k
(LOW)
9k
W16x26
W18x35
13k-ft
4k
12k
(HIGH)
5k
W10x33
4k
6 k-ft
12k
9k
MATCHLINE
RE: S1.4E
W10x33
4k
6 k-ft
W18x35
(LOW)
10k
7k
12k
(HIGH)
W16x26
13k
10k
49k-ft
10k
W21x44 (HIGH)
5k
(LOW)
14k-ft
4k
9k-ft
3k
W18x35
10k
55k-ft
10k
20KSP
6k
3k
W10x33
4k
6 k-ft
13k
(HIGH)
44k-ft
9k
W21x44 (HIGH)
21k
11k
10k
34k-ft
8k
7k
(LOW)
11k
W21x44
14k-ft
W18x35
(HIGH)
W18x35
6k
11k
11k
W18x35
6k
9k
W18x35
6k
(HIGH)
8k-ft
3k
9k
W18x35
Revisions
4k
MECH UNIT PER
MECH. MAX WT
= 1,500#
1 10-04-12 ADD #2
7k
22k
13-12102-00
09/10/12
20K6
20K6
20K6
W12x26
1
18K3
18K3
18K3
4' - 8"
4' - 8"
JOPLIN HIGH SCHOOL
4' - 8"
MATCHLINE
RE: S1.4F
4' - 8"
20K6
4' - 0"
MATCHLINE
RE: S1.4E
W10x33
1k
47 k-ft
W10x33
2k
11k
W10x33
2k
W10x33
2k
18K3
(HIGH)
8k
4' - 0"
1
E2
W24x55
7k
1
13k
W18x35
9k-ft
3k
W10x22
12K3
12K3
12K3
12K3
12K3
W10x22
12K3
12K3
12K3
12K3
12K3
W10x22
12K3
12K3
12K3
12K3
12K3
12K3
W10x22
10K1
10K1
10K1
10K1
10K1
W21x44
EH
E1
(LOW)
MECH UNIT PER
MECH. MAX WT
= 1,500#
46k-ft
18K3
W10x33
13k
W16x26
4k
HSS10x6x5/8
4' - 5"
3k
W10x33
54 k-ft
W10x33
W10x33
1k
18K3
18K3
13k
W18x35
1
1
1k
W10x33
2k
14k
W10x33
W10x33
2k
18K3
13k
(HIGH)
9k
115k-ft
3k
10k-ft
4k
1
9k
22k
W21x44
W24x55
7k
W10x33
4k
6 k-ft
ROOF LEVEL FRAMING PLAN - AREA E
22k
(LOW)
W10x33
4k
6 k-ft
9k
MECH UNIT PER
MECH. MAX WT
= 1,500#
2
W18x40
W10x33
4k
6 k-ft
11k
W16x26
8k
3k
22k
W21x44
2k
W10x33
1k
W12x26
18K3
22k
8k
5k
5k
29 k-ft
6k
39k-ft
25k
W21x44
10k-ft
4k
W10x33
(HIGH) 2k
W10x33
5 k-ft
W10x33
(LOW)
HSS10x6x5/8
11' - 4"
6' - 0"
W16x26
W16x26
13k
20K6
20K6
20K6
20K6
20K6
W10x33
20K6
20K6
20K6
20K6
20K6
W10x33
20K6
20K6
20K6
20K6
20K6
20K6
W12x26
8k
25k
3k
14k
W10x33
4k
6 k-ft
SPAN
W10x33
4k
60 k-ft
12k
W10x33
1k
18K3
19k
W24x55
W16x26
8k
115k-ft
EG
8k
W10x33
43 k-ft
8k
26 k-ft
6k
100 k-ft
W10x33
16k
61 k-ft
W18x40
16k
52k-ft
W10x33
1k
18K3
18K3
18K3
18K3
18K3
18K3
EF
16k
W10x33
4k
6 k-ft
12k
12k
W10x33
1k
W10x33
2k
W10x33
W10x33
1k
1k
W10x33
1k
10k
40 k-ft
6k
31 k-ft
14k
W18x40
16k
W10x33
4k
6 k-ft
11k
W10x33
24' - 4"
HSS10x6x5/8
W10x33
4k
6 k-ft
23k
W18x35
10k
18k
100 k-ft
W12x19
W18x35
24k
ED
W18x40
18k
3k
W10x33
13 k-ft
6' - 0"
EC
W10x33
4k
6 k-ft
18K3
W10x33
4k
6 k-ft
W16x26
20' - 10 1/2"
1
G2
B
KEY NOTES:
PLAN NOTES:
1
A.
B.
NOTED ON THE PLANS.
C.
D.
E.
F.
L.
G.
M.
H.
J.
K.
N.
1
SIDELAPS PER SPAN.
2
PER SPAN.
C
D
P.
Q.
3
F
K
E
G
L
H
ROOF LEVEL FRAMING PLAN - AREA E
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:16:05 PM
A
NORTH
NORTH
KEY PLAN
10"
W10x33
4' - 8"
G.
H.
J.
K.
L.
M.
N.
P.
Q.
5' - 0"
5' - 0"
4' - 10"
4' - 8"
4' - 8"
4' - 10"
4' - 10"
16k
4' - 10"
4' - 8"
W16x36
24' - 0"
8k
KG
4' - 8"
4' - 10"
MATCHLINE
RE: S1.4F
1
4' - 10"
W16x36
W14x43
S8.5
4' - 10"
18k-ft
4k
32k
216k-ft
16k
EF
28k-ft
24k
143k-ft
6k
4' - 10"
20K6
20K6
20K6
20K6
20K6
20K6
20K6
W14x43
24' - 0"
35
W24x76
8k
4' - 10"
4' - 10"
12K3
W10x33
12KSP
W12x19
W12x19
3k
3k
4' - 8"
12K3
12KSP
W16x36
12K3
12KSP
24' - 0"
12K3
12KSP
W10x33
12K3
12K3
12KSP
EG
12K3
12K3
W10x33
16k
KH
16k
W21x44
14' - 5"
4' - 4"
17k
12KSP
12KSP
8k
KK
4' - 4"
3k
12KSP
W12x16
SPAN
12k
4' - 10"
1
1
8k
S1.4F
4' - 10"
EH
EJ
KEY PLAN
4' - 4"
MATCHLINE
RE: S1.4F
4' - 4"
W16x26
26' - 0"
MATCHLINE
RE: S1.4G
4' - 4"
17k
B
9k
16k
KL
37' - 4"
C
K1
D
F1
F2
K2
F
K
E
G
L
H
ROOF LEVEL FRAMING PLAN - AREA F
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:16:11 PM
4' - 4"
A
NORTH
NORTH
4' - 8"
2 10-08-12 ADD #3
4' - 8"
tel: (913)897-7811
4' - 8"
4' - 10"
4' - 10"
20k
112k-ft
SPAN
W14x43
3
4' - 8"
4' - 8"
1
20K6
3 1/2" DEEP, 20 GAGE, EPICORE ER3.5A OR EQUAL ACCOUSTICAL PAINTED
4' - 10"
(HIGH)
16k
W24x62
15k
101k-ft
19k-ft
(LOW)
16k
4' - 8"
2
4' - 10"
16k
W12x22
W24x55 (LOW)
50k
98k-ft
ED
4' - 8"
PROVIDE 5/8" DIAMETER PUBBLE WELDS IN 36/5 PATTERN AND 2 #10 TEK
SCREWS AT SIDELAPS PER SPAN.
8k
KF
3k
8k-ft
W24x55
4k
22k
143k-ft
1
4' - 8"
W16x36
24' - 0"
W12x22
3k
7k-ft
3k
8k-ft
W10x33
4k
6 k-ft
W12x22
16KSP
16KSP
16KSP
16KSP
16KSP
16KSP
16KSP
16k
96k-ft
27k-ft
15k
103k-ft
6k
11k
60k-ft
KEY NOTES:
4' - 10"
16k
3k
7k-ft
W12x22
16K2
16K2
16K2
4k
11k-ft
W12x22
W10x33
4k
6 k-ft
4k
12k-ft
16KSP
16KSP
F.
W24x68
27k
184k-ft
4k
13k-ft
24k
146k-ft
MATCHLINE
RE: S1.4E
4' - 10"
15k
8k
KE
16K2
16K2
16K2
16K2
W12x22
16K2
16K2
W16x40
4' - 10"
W16x36
4' - 8"
24' - 0"
W12x22
3k
8k-ft
W24x68
25k
141k-ft
4k
11k-ft
13k
?k-ft
(HIGH)
E.
4' - 10"
15k
3k
8k-ft
W12x22
16K2
16K2
16K2
16K2
16K2
16K2
16K2
W12x22
4k
11k-ft
W16x50
10' - 0"
10' - 0"
W12x19
2k
4k-ft
KC
W24x76
35k
231k-ft
6k
5k W16x36
5k
2k
4k-ft
KB
W12x19
20KSP
20KSP
20KSP
20KSP
20KSP
20KSP
20KSP
W18x40
6k
29k-ft
26k
152k-ft
16K2
16K2
1' - 6"
3k
7k-ft
FA
W16x26
1
EC
W10x33
W10x33
4' - 8"
4k
13k-ft
W16x45
(LOW)
D.
JOPLIN HIGH SCHOOL
4' - 8"
1
EB
1
1
EA
C.
Revisions
4' - 8"
W10x33
W10x33
W10x33
4' - 8"
KA
W10x33
W16x36
20KSP
4k
?k
?k-ft
NOTED ON THE PLANS.
1 10-04-12 ADD #2
4' - 8"
DH
?k
B.
13-12102-00
09/10/12
4' - 8"
W24x76
DJ
14' - 6"
4' - 8"
30k
178k-ft
16' - 0"
4' - 0"
W10x33
W10x33
8k
32k-ft
D12
W10x33
29k
178k-ft
(LOW)
4' - 0"
W21x57
MATCHLINE
RE: S1.4K
MATCHLINE
RE: S1.4F
W10x33
W10x33
10k
W16x26
7k
A.
ROOF LEVEL FRAMING PLAN - AREA F
W14x26
7k-ft
37' - 4"
W10x33
5k
DG
PLAN NOTES:
2
5k-ft
2k
DF
MATCHLINE
RE: S1.4F
MATCHLINE
RE: S1.4D
17k-ft
4k
2k
DE
15' - 4"
12' - 0"
EQ
EQ
(LOW)
W24x76
44k
EQ
44k
W24x76 (LOW)
44k
EQ
W8x31 (HIGH)
44k
EQ
W24x76 (LOW)
44k
EQ
EQ
EQ
12' - 0"
44k
236k-ft
W24x68 (LOW)
66k
65k
12' - 0"
8' - 9"
8' - 9"
5k
W12x22 (HIGH)
15°
W12x
22
W12x22
E.
F.
G.
H.
J.
K.
L.
M.
N.
P.
Q.
(DOUBLE PITCHED TOP CHORD, SLOPE 1/4" PER FOOT)
120SLH22
W12x
22
RK7
15°
HSS6
x6x5/1
6
W12x
22
1
PROVIDE 5/8" DIAMETER PUBBLE WELDS IN 36/5 PATTERN AND 2 #10 TEK
SCREWS AT SIDELAPS PER SPAN.
2
3 1/2" DEEP, 20 GAGE, EPICORE ER3.5A OR EQUAL ACCOUSTICAL PAINTED
3
15°
120SLH22
KEY NOTES:
RKC
W12x
22
120SLH22
W12x22
120SLH22
120SLH22
SPAN
RKB
2
15°
HSS6
x6x5/1
6
W12x
22
120SLH22
1
RK6
15°
HANGING BASKETBALL GOAL &
CONNECTIONS TO STRUCTURE
BY BASKETBALL GOAL SUPPLIER
120SLH22
(DOUBLE PITCHED TOP CHORD,
SLOPE 1/4" PER FOOT)
120SLH22
120SLH22
120SLH22
6k
SCOREBOARD SUPPORT STRUCTURE
BY SCOREBOARD SUPPLIER
W12x22
W12x
22
JOIST SUPPLIER TO DESIGN JOISTS
FOR 2,000# HANGING BASKETBALL
GOAL
RK8
15°
6k
HSS6
x6x5/1
6
W12x
22
15°
6k
120SLH22
120SLH22
120SLH22
120SLH22
W12x22 (HIGH)
6k
6k
W12x22 (MITERED)(HIGH)
W16x36
16k
16k
GOAL
FOR 3,000# HANGING SCOREBOARD
GOAL
8k
26KSP
26KSP
W12x
22
33
W12x22
W16x36
26KSP
W12x22 (HIGH)
(LOW)
RKD
S8.6
RK9
15°
HSS6
x6x5/1
6
W12x
22
6k
2k
6k
16k
8k
GOAL
15°
W18x35
GOAL
6k
16k
26KSP
26KSP
W12x
22
2k
26KSP
W12x22
W16x36
26KSP
W12x22 (HIGH)
(LOW)
RKE
W18x35
7k
6k
16k
26KSP
2 10-08-12 ADD #3
44k
44k
W24x55
44k
16K3
44k
W24x55
44k
16K3
16K3
16K3
(HIGH)
W16x45
16K3
16K3
16K3
16K3
C
W27x84
11k
7k
W24x55
7k
9k
W21x44
9k
W21x48
23k
11k
7k
51
W24x55
7k
K
W21x48
6k
6k
G
30k
11k
40k
11k
69k
W24x68
F
E
8k
11k
D
MATCHLINE
RE: S1.4L
19k
18k
18k
18k
18k
B
MATCHLINE
RE: S1.4K
24k
16K3
SPAN
16K3
1
W12x22
W12x22
16K3
1
W16x45
16K3
W18x35
W16x45
16K3
A
64k
16K3
16K3
W18x35
1
W16x45
16K3
W12x22
W12x22
W18x35
W16x45
SPAN
1
W12x22
W16x45
1
23k
4' - 10"
15k
16K3
16K3
W18x35
W24x62
64k
53
S8.4
H
K3
K4
L1
K5
K6
K7
L2
K8
K9
K11
K12
ROOF LEVEL FRAMING PLAN - AREA K
J
SCALE: 1/8" = 1'-0"
NORTH
NORTH
W24x55
24k
44k
(HIGH)
44k
19k
W24x55
5' - 0"
W16x40
5' - 0"
(HIGH)
W16x45
W18x46
26K6
16k
44k
16K3
W18x46
W12x22
(LOW)
26KSP
44k
16K3
26K6
26KSP
W24x55
18k
44k
W16x45
26KSP
W18x35
44k
18k
W24x55
44k
18k
2k
18k
W24x55
23k
2k
5' - 0"
9k
4' - 10"
W18x35
5k
26KSP
S8.4
BENJAMIN TALPOS
Revisions
KEY PLAN
L
K2
tel: (913)897-7811
33
26KSP
S8.4
1 10-04-12 ADD #2
26KSP
1
W16x26
26KSP
13-12102-00
09/10/12
S1.4K
26KSP
3' - 9 7/8"
5k
7k
W12x22 (HIGH)
7k
8k
20k
20k
SCOREBOARD & CONNECTION TO
STRUCTURE BY SCOREBOARD
SUPPLIER
26KSP
5' - 0"
8k
120SLH22
6k
W16x36 (LOW)
15k
16k
W16x36 (LOW)
16k
16k
(LOW)
26KSP
5' - 0"
4' - 10"
MATCHLINE
RE: S1.4L
D.
RIDGE
26KSP
16k
8' - 8 1/2"
W12x22
(HIGH)
6k
6k
W8x24
SPAN
26KSP
15k
4' - 4"
4' - 4"
4' - 4"
4' - 4"
4' - 4"
1
5' - 0"
4' - 10"
4' - 4"
17k
16k
W16x45
24' - 8"
MATCHLINE
RE: S1.4K
LA
10/8/2012 6:16:17 PM
KM
S8.6
8k
17k
4' - 8"
4' - 10"
4' - 10"
16k
17k
W16x26
26' - 0"
9k
KL
31
26KSP
W16x26 (LOW)
4' - 10"
4' - 10"
16k
W16x36
24' - 0"
8k
KK
26KSP
W18x35
(2) HSS6x6x5/16
TOS = FDASDF &
TOS = HJSDFH
2
GOAL
17k
8k
KH
26KSP
26KSP
RK5
W12x
22
26KSP
W18x35
6k
4k
35
15°
8k
16k
4' - 10"
4' - 8"
4' - 10"
16k
4' - 10"
4' - 10"
S8.5
26KSP
SPAN
4' - 10"
4' - 10"
4' - 8"
4' - 10"
4' - 10"
4' - 10"
4' - 10"
4' - 8"
4' - 10"
4' - 10"
16k
16k
W16x36
24' - 0"
35
26KSP
W18x35
C.
HSS6x6x5/16
RKA
TOS =
26KSP
1
4' - 8"
4' - 10"
4' - 10"
W16x36
15k
16k
W16x36
16k
16k
W16x36
24' - 0"
8k
26KSP
1
4' - 10"
4' - 10"
15k
24' - 0"
24' - 0"
8k
KG
4k
26KSP
8k
KF
(LOW)
4k W16x36
5' - 0"
10' - 0"
26KSP
KC
KE
6k
W16x36
5' - 0"
5k
5k W16x36
10' - 0"
F4
6k
NOTED ON THE PLANS.
8' - 10"
S8.4
KB
B.
W8x31 (HIGH)
(LOW)
W24x55
44k
236k-ft
W8x24
W8x31 (HIGH)
44k
1
W8x24
W8x24
SPAN
W8x31 (HIGH)
1
W8x24
W8x24
SPAN
44k
236k-ft
1
W8x31
A.
W24x55 (LOW)
44k
236k-ft
W8x31 (HIGH)
W8x31
PLAN NOTES:
JOPLIN HIGH SCHOOL
11' - 6"
12' - 10"
44k
W8x31
26' - 4"
ROOF LEVEL FRAMING PLAN - AREA K
W24x68 (LOW)
44k
W8x31
24' - 0"
5k
2k
W8x31 (HIGH)
24' - 0"
W16x26
4k
16' - 0"
W12x22
2k W24x68 (LOW)
1
W8x31 (HIGH)
24' - 0"
W8x31
W8x24
W8x24
W8x18 (HIGH)
KA
24' - 0"
W8x31
W8x31
W8x24
W8x18
24' - 0"
W8x24
23' - 6"
1
12' - 10"
MATCHLINE
RE: S1.4K
MATCHLINE
RE: S1.4F
42' - 0 3/8"
W16x45
16K3
16K3
MATCHLINE
RE: S1.4K
16K3
MATCHLINE
RE: S1.4L
19k
18k
18k
18k
18k
24k
16K3
W16x45
16K3
W16x45
W18x35
W16x45
16K3
1
W12x22
W12x22
W12x22
16K3
W16x45
W16x45
16K3
7k
W24x55
10' - 0"
W21x48
23k
11k
W24x55
7k
7k
6k
W21x48
6k
53
S8.4
52DLH15
W24x76
10' - 0"
80SLH16
GOAL
GOAL
52DLH15
W21x44
2
W24x68 (HIGH)
W16x45 (LOW)
9k
S8.4
5' - 0"
5' - 0"
5' - 0"
26KSP
W21x44
9k
51
80SLH16
26KSP
7k
30k
11k
69k
W27x84
11k
40k
11k
26KSP
W16x36
W12x22
W12x22
16K3
23k
4' - 10"
16k
15k
W24x68
11k
26KSP
30' - 0"
W18x35
1
8k
5' - 0"
20k
W18x35
20k
4' - 10"
16k
8k
LA
4' - 10"
26K6
26KSP
MATCHLINE
RE: S1.4L
16K3
W16x45
W12x22
W16x40
W18x46
5' - 0"
MATCHLINE
RE: S1.4K
8' - 8 1/2"
W16x45
W16x45
KM
26KSP
1
5' - 0"
30k
18k
52DLH15
S8.4
31
W24x55
52DLH15
18k
HANGING BATTING CAGE
BY BATTING CAGE SUPPLIER
W8x31
4k
W8x31 (HIGH)
W8x24
W8x31 (HIGH)
5k
W8x31
W12x22 (LOW)
4k
6k
W12x26 (LOW)
W8x31 (HIGH)
W8x31
6k
W8x31 (HIGH)
1
W8x31
5k
43
W12x26 (MITERED)(LOW)
5k
5k
W8x31 (HIGH)
W18x40
W12x26 (LOW)
5k
27k
55
W12x26 (LOW)
W8x31 (HIGH)
W8x31
W8x31
W8x24
5k
W8x24
5k
SPAN
W12x26 (MITERED)(LOW)
W8x24
5k
W8x24
W8x31
1
1
SPAN
W8x18
7k
W8x31 (HIGH)
W8x24
W8x24
W8x18 (HIGH)
W16x31 (LOW)
S8.3
1
35k
LF
7k
S8.3
7k W16x31 (LOW) 7k
52DLH15
W8x24
61k
80SLH15
GOAL
W24x62
GOAL
W8x24
S8.3
W21x44
41
8' - 10 171/256"
26' - 8"
4' - 2"
42' - 0 3/8"
K3
23' - 6"
24' - 0"
K4
K5
24' - 0"
19' - 10"
K6
K7
28' - 2"
L2
K8
24' - 0"
26' - 4"
K9
K11
K12
S1.4L
K2
12' - 10"
52DLH15
2 10-08-12 ADD #3
tel: (913)897-7811
80SLH15
27k
62k
8' - 10 171/256"
36k
JOPLIN HIGH SCHOOL
52DLH15
Revisions
18k
1 10-04-12 ADD #2
SPAN
GOAL
13-12102-00
09/10/12
GOAL
W16x36
W21x48
41k
12' - 0"
24k
80SLH16
2
52DLH15
JOIST SUPPLIER TO COORDINATE
AND DESIGN JOISTS FOR BATTING
CAGE LOADS.
ROOF LEVEL FRAMING PLAN - AREA L
GOAL
6k
1
RIDGE
1
RIDGE
SPAN
2
12' - 0"
(HIGH)
80SLH17
18k
41k
24k
26KSP
W16x36
W18x40
W16x36 (LOW)
26KSP
35
41k
80SLH17
8k
26KSP
26KSP
12' - 0"
24k
16k
1
16k
SPAN
26KSP
W18x35
S8.6
W16x36
12' - 0"
80SLH17
52DLH15
41k
W18x40 (HIGH)
26KSP
69k
10' - 0"
40k
24k
16k
(LOW)
W16x36
26KSP
16k
4' - 10"
4' - 10"
16k
4' - 10"
4' - 8"
4' - 10"
16k
W16x36
24' - 0"
6k
LD
80SLH16
26KSP
1
4' - 10"
4' - 8"
4' - 10"
16k
4' - 10"
W16x36
24' - 0"
8k
LC
8k
20k
5' - 0"
W18x35
8k
16k
LB
4' - 10"
20k
26KSP
B
KEY NOTES:
PLAN NOTES:
1
A.
B.
NOTED ON THE PLANS.
C.
D.
E.
F.
L.
G.
M.
H.
J.
K.
N.
P.
Q.
1
SIDELAPS PER SPAN.
2
PER SPAN.
3
C
D
F
K
E
G
L
H
ROOF LEVEL FRAMING PLAN - AREA L
J
SCALE: 1/8" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:16:22 PM
A
NORTH
NORTH
KEY PLAN
10'-0"
MIN
WALL WIDTH
WATERSTOP, TYP
CUT EVERY OTHER WIRE/REINF
BAR AT CONTROL JOINT
1/4" WIDE x1/2" DEEP GROOVE
WITH SEALANT @ EXPOSED FL
1/2" DIA x3'-0" SMOOTH DWL W/
GREASED ONE END CENTERED
ON JOINT @ 1'-6"OC. PLACE
PERPENDICULAR TO SLAB JOINT
JT
SAWCUT JT
A CONTROL (CONTRACTION) JOINT (CJ)
1 1/2
FTG
WIDTH
C CONSTRUCTION JOINT (CONST JT)
3/8" WIDE x1/2" DEEP GROOVE
W/ SEALANT @ EXPOSED FL
1
COLUMN
3/8" WIDE x1/2" DEEP GROOVE WITH
SEALANT @ EXPOSED FL
BOTTOM OF
EXCAVATION
SHALL NOT EXTEND
BELOW THIS LINE
2' - 0"
MIN EXCEPT
5'-0" @
RETAINING WALLS
0' - 8"
#4 @ 12"OC EA WAY
NOTE:
1. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SHORING, SHEATHING,
OR OTHERWISE MAINTAINING THE SIDES OF THE EXCAVATION FROM CAVE-IN
AND OTHER HAZARDS UNTIL ALL BACKFILL IS COMPLETED.
BACKFILL AS PER SPECIFICATIONS.
TYP ELEVATOR SUMP PIT DETAIL
12
SCALE: 1/2" = 1'-0"
S2.1
TYP ELEVATOR SILL DETAIL
SCALE: 3/4" = 1'-0"
3/8" EXP JT FILLER
S2.1
B TYP SLAB-ON-GRADE JOINTS
BEDDING PER
SPECIFICATIONS
2
TYP INSTALLATION OF PIPES
13
1
SCALE: 3/4" = 1'-0"
D ISOLATION JOINT @ COL
TYP SLAB-ON-GRADE JOINTS
15
3/8" IJ
SCALE: 3/4" = 1'-0"
S2.1
REINF TO MATCH
SLAB REINF
WALL WIDTH
CONC FTG
TOP FOOTING REINFORCING
(WHERE REQUIRED)
'D1'
HOOK BARS AT
DISCONTIUOUS
ENDS, TYP
48 BAR DIA
FTG DEPTH
CONCRETE FOOTING
FTG LAP
DWLS TO MATCH
FTG
REINF, TYP
2 'D1'
CONC FTG
FOR FTG EL, DEPTH, AND REINF, SEE
PLANS AND TYP FTG DET.
TYP FTG REINF DETAIL
S2.1
32
SCALE: 3/4" = 1'-0"
S2.1
TYP BOT STEP FTG DETAIL
SCALE: 3/4" = 1'-0"
S2.1
1"
2"
EXTER
STD HOOK
CORNER BAG
CONC WALL
CORNER BAR
CONC WALL
CONC WALL
1' - 0"
NOTE:
1' - 0"
FTG WIDTH
PROVIDE SLEEVE
2" (NOMINAL) LARGER
THAN PIPE O.D.
NOTE:
1. FOR PIPES 3'-0" OR LESS BELOW FOOTING, PROVIDE SLEEVE AS SHOWN.
2. FOR PIPES AND CONDUITS MORE THAN 3'-0" BELOW FOOTING, PIPE SLEEVE MAY BE ELIMINATED.
3. COORDINATE WITH MECHANICAL, ELECTRICAL, AND ALL OTHER EFFECTED TRADES.
SCALE: 1/2" = 1'-0"
INTERSECTION BARS TO BE SAME SIZE AND SPACING AS THE HORIZONTAL BARS.
NOTE:
PIPE OR CONDUIT
PERPENDICULAR TO FTG
TYP BOTTOM STEP FOOTING DETAIL
33
CONST JOINT
INTERSECTION BAR
A DOUBLE LAYER
PROVIDE TWO EQUAL STEPS IF D2 IS GREATER THAN
TWO TIMES D1, OTHERWISE PROVIDE ONE STEP.
31
STD HOOK
FOR PIPES IN THIS AREA,
LOWER BOTTOM OF FOOTING
TO ALLOW PIPE TO EXTEND
THRU FOOTING
FOOTING REINFORCING
NOTE:
FOR FOOTING ELEVATIONS, DEPTH AND
REINFORCING, SEE PLANS AND TYPICAL FOOTING DETAIL.
NOTE:
REQD SPLICE
3'-0 MIN
CONC FTG
0' - 6"
`D2'
'D2'
OPTIONAL
CONST JT
AREA OK FOR
PIPE SLEEVE
.
OPTIONAL
CONST JT
°
60
60 DEG
SCALE: 3/4" = 1'-0"
REQD SPLICE
PIPE OR CONDUIT
PERPENDICULAR TO FTG
FOOTING LAP
SEE SCHEDULE
S2.1
TYP CONC WALL JOINT DETAIL
PROVIDE SLEEVE
2" (NOMINAL) LARGER
THAN PIPE OD
TOF EL
SEE PLANS
48 BAR DIAMETER
26
SCALE: 3/4" = 1'-0"
FOR PIPES INT THIS AREA.
LOWER ENTIRE FOOTING TO
ALLOW PIPE TO EXTEND
THRU WALL
0' - 6"
TOF EL
SEE
PLANS
`D1'
FTG REINF
TYP SLAB-ON-GRADE DETAIL
25
S2.1
35
S2.1
B SINGLE LAYER
CORNER BARS TO BE SAME SIZE AND SPACING AS THE HORIZONTAL BARS.
A DOUBLE LAYER
TYP INTERSECTION REINF DETAIL
36
SCALE: 3/4" = 1'-0"
S2.1
B SINGLE LAYER
TYP WALL REINF DETAIL
SCALE: 3/4" = 1'-0"
CONCRETE FOOTING
TYP FTG PENETRATION DETAIL
42
SCALE: 1/2" = 1'-0"
S2.1
MIN EMBED
CMU SIZE
W
#4
5"
8" CMU
1'-0"
#5
6"
12" CMU
2'-0"
#6
7"
#7
8"
CL
NOTE 1
4-3/4" DIA x 1'-3" HEADED
ANCHOR BOLTS UNO
2
4 SIDES
3/16
PL WASHER
5/16"x2 1/2"x2 1/2"
W/ 13/16" DIA HOLES
1 1/2
1 1/2" NON-SHRINK GROUT
0' - 2" MIN
0'-4" MAX, TYP
SLAB PER PLAN
2
SHIM PACK AS REQ'D
PER SCHED
0' - 3" CLR
FTG PER PLAN & SCHED
0' - 3" CLR
51
S2.1
TYP SPREAD FTG DET
SCALE: 3/4" = 1'-0"
52
S2.1
TYP STEP FOOTING DETAIL
43
1
REMARKS
COLUMN & FOOTING SCHEDULE
SCALE: 3/4" = 1'-0"
#4 @ 12"OC, CONT
SCALE: 3/4" = 1'-0"
44
S2.1
TYP FLOOR SLAB STEP DETAIL
SCALE: 1 1/2" = 1'-0"
COLUMN SCHEDULE
NOTES:
1. WELD SIZE SHALL BE 1/16" LESS THAN MINIMUM MEMBER THICKNESS JOINED TYPICAL, UNLESS NOTED
OTHERWISE. SEE COLUMN SCHEDULE FOR OTHER INFORMATION.
BENJAMIN TALPOS
10/8/2012 6:16:31 PM
0' - 5 1/2" PROJ UNO
TOF
SEE PLANS
31
40
46
60
24
31
36
46
#6
A
B
37
48
55
72
28
37
43
55
#7
A
B
54
70
81
105
42
54
62
81
#8
A
B
62
80
92
120
47
62
71
92
#9
A
B
70
90
104
136
54
70
80
104
#10
A
B
78
102
117
153
60
78
90
117
#11
A
B
87
113
130
170
67
87
100
130
1
1
1
MARK
CC1
CC2
CC3
CC4
CC5
CC6
CC7
CC8
CC9
CC10
CC11
CC12
CC13
CC14
CC15
CC16
CC17
CC18
CC19
CC20
CC21
CC22
CC23
CC24
CC25
CC26
SIZE
HSS6x6x5/8
HSS6x6x3/8
HSS6x6x5/16
HSS6x6x5/16
HSS8x8x1/2
HSS10x10x1/2
HSS10x10x5/8
HSS12x12x1/2
HSS12x12x5/8
HSS16x16x5/8
W8x28
W14x68
W14x74
W14x82
W14x38
W14x82
W14x74
W14x82
W14x90
HSS4x4x1/4
HSS6x6x5/16
W14x68
W14x74
W14x82
W14x82
HSS4x4x1/4
BASE PLATE
SIZE
3/4"x8"x1'-2"
3/4"x14"x1'-2"
3/4"x14"x1'-2"
3/4"x14"x1'-2"
3/4"x16"x1'-4"
3/4"x18"x1'-6"
3/4"x18"x1'-6"
3/4"x20"x1'-8"
3/4"x20"x1'-8"
3/4"x24"x2'-0"
3/4"x16"x1'-4"
3/4"x18"x1'-10"
3/4"x18"x1'-10"
3/4"x18"x1'-10"
3/4"x18"x1'-10"
3/4"x16"x1'-4"
3/4"x12"x1'-6"
3/4"x12"x1'-6"
3/4"x18"x1'-10"
3/4"x6"x0'-8"
BASE PLATE
LAYOUT TYPE
BP-6
BP-1
BP-1
BP-5
BP-1
BP-1
BP-1
BP-1
BP-1
BP-1
BP-4
BP-4
BP-4
BP-4
BP-5
BP-5
BP-5
BP-5
BP-4
BP-2
ANCHOR BOLTS
(4) 3/4"DIA A325 BOLTS
(4) 3/4"DIA x1'-3"
(4) 3/4"DIA x1'-3"
(4) 3/4"DIA x1'-3"
(4) 3/4"DIA x1'-3"
(4) 3/4"DIA x1'-3"
(4) 3/4"DIA x1'-3"
(4) 3/4"DIA x1'-3"
(4) 3/4"DIA x1'-3"
(4) 3/4"DIA x1'-3"
(4) 3/4"DIA x1'-3"
(4) 3/4"DIA x1'-3"
(4) 3/4"DIA x1'-3"
(4) 3/4"DIA x1'-3"
(4) 3/4"DIA A325 BOLTS
(4) 3/4"DIA x1'-3"
(4) 3/4"DIA x1'-3"
(4) 3/4"DIA x1'-3"
(4) 3/4"DIA x1'-3"
(4) 3/4"DIA x 1'-3"
RE: SECTION 11/S5.3
RE: SECTION 24/S5.3
RE: SECTION 24/S5.3
RE: SECTION 24/S5.3
RE: SECTION 23/S5.3
3/4"x12"x1'-0"
BP-1
(4) 3/4"DIA x 1'-3"
45
S2.1
4.
5.
6.
7.
BEAMS OR
CASE 1
COVER AT LEAST 1db AND c-c SPACING AT LEAST 2db
COLUMNS
CASE 2
COVER LESS THAN 1db AND c-c SPACING LESS THAN 2db
ALL OTHERS
CASE 1
COVER AT LEAST 1db AND c-c SPACING AT LEAST 3db
CASE 2
COVER LESS THAN 1db AND c-c SPACING LESS THAN 3db
LAP CLASS A VALUES ARE THE REQUIRED TENSION DEVELOPMENT LENGTH, ld; LAP SPLICE
LENGTHS ARE MULTIPLES OF TENSION DEVELOPMENT LENGTHS. CLASS A = 1.0 ld AND CLASS B
= 1.3 ld ACI 138-02, SECTION 12.15.1.
TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12 INCHES OF CONCRETE CAST BELOW THE BARS.
FOR LIGHTWEIGHT AGGREGATE CONCRETE, MULTIPLY THE TABULATED VALUES BY 1.3; OR WHEN
fct IS SPECIFIED, THE FACTOR IS 6.7 √fc/fct ≥1.0.
FOR EPOXY COATED BARS, MULTIPLY THE TABULATED VALUES BY ONE OF THE FOLLOWING FACTORS:
CONCRETE COVER AND SPACING
TOP BARS
OTHER BARS
COVER < 3db OR c-c SPACING < 7db
1.7/1.3=1.31
1.50
1.20
1.20
COVER ≥ 3db AND c-c SPACING ≥ 7db
CONCRETE REINFORCING LAP SPLICE SCHEDULE
SCALE: 3/4" = 1'-0"
DETAILING DIMENSION
DEVELOPMENT LENGTHS OF STANDARD HOOKS IN TENSION , GRADE 60 REINFORCEMENT IN NORMAL WEIGHT CONCRETE
REMARKS
NOTES:
1. ANCHOR BOLT LENGTH INCLUDES 5" PROJECTION, UNLESS NOTED OTHERWISE.
2. REFER TO GENERAL STRUCTURAL NOTES AND SPECIFICATIONS FOR ANCHOR BOLT TYPE.
3. PROVIDE AISC STANDARD PLATE WASHERS FOR ALL ANCHOR BOLTS.
4. REFERENCE DETAIL 52/S3.1 FOR BASE PLATE LAYOUT TYPES.
5. ALL EXTERIOR EXPOSED COLUMNS, BASE PLATES, AND ANCHOR BOLTS SHALL BE GALVANIZED.
6. ALL ANCHOR BOLTS SHALL BE ASTM F1554 GRADE 55, WELDABLE, UNLESS NOTED OTHERWISE.
F'c = 3,000
F'c = 4,000
F'c = 5,000
F'c = 7,000
Lhb
0.7Lhb
#3
8
6
7
6
6
6
6
6
6
6
6
6
#4
11
8
9
7
8
6
8
6
7
6
7
6
#5
14
10
12
8
11
7
10
7
9
6
8
6
#6
16
12
14
10
13
9
12
8
11
8
10
7
#7
19
13
17
12
15
10
14
9
13
9
12
8
#8
22
15
19
13
17
15
11
14
10
13
9
#9
25
17
21
15
19
13
17
12
16
11
15
11
#10
28
19
24
17
22
15
20
14
18
13
17
12
0.7Lhb Lhb
12
0.7Lhb Lhb
0.7Lhb Lhb
0.7Lhb
#11
31
22
27
19
24
17
22
15
20
14
19
13
#14
37
NA
32
NA
29
NA
26
NA
24
NA
23
NA
#18
49
NA
43
180° HOOK
NA
38
NA
35
NA
32
NA
30
90° HOOK
NA
Ldh
OUTSIDE FACE
OF BAR
Ldh
4db OR 2 1/2" MIN
S2.1
180° HOOK
RECOMMENDED END HOOKS, ALL GRADES
OUTSIDE FACE
OF BAR
DEVELOP LENGTHS OF STD HOOKS
SCALE: 3/4" = 1'-0"
D = INSIDE DIAMETER OF BEND
90° HOOK
NOTES:
1. Ldh = DEVELOPMENT LENGTH OF STANDARD HOOKS IN TENSION (INCHES).
2. Ldh = Lhd UNLESS CONDITIONS OF ITEM 3 ARE SATISFIED.
3. Ldh = 0.7 Lhd FOR #11 BARS AND SMALLER WHEN SIDE COVER (NORMAL TO PLANE OF HOOK) IS NOT LESS THAN
2 1/2" AND FOR 90° HOOKS, COVER ON BAR EXTENSION BEYOND HOOK IS NOT LESS THAN 2".
4. HOOKS ARE NOT CONSIDERED EFFECTIVE FOR DEVELOPING BARS IN COMPRESSION.
5. Ldh SHALL BE MULTIPLIED BY 1.2 FOR EPOXY-COATED HOOKED BARS.
55
HOOK
A OR G
F'c = 8,000
BAR
SIZE
Lhb 0.7Lhb Lhb
F'c = 6,000
DETAILING DIMENSION
D
COAT STEEL BELOW GRADE W/
COLD-APPLIED ASPHALT EMULSION
PER ASTM D1187
REINFORCEMENT
4 #5 EW T&B
6 #5 EW T&B
7 #5 EW T&B
6 #6 EW T&B
7 #6 EW T&B
8 #6 EW T&B
9 #6 EW T&B
11 #6 EW T&B
14 #6 EW T&B
4 #5 EW T&B
6 #5 EW T&B
7 #5 EW T&B
6 #6 EW T&B
11 #6 EW T&B
8 #6 EW T&B
9 #6 EW T&B
11 #6 EW T&B
14 #6 EW T&B
21 #6 EW T&B
14 #6 EW T&B
#6 @ 8"OC EW T&B
0' - 6"
NOTE:
FOR FOOTING ELEVATION DEPTH, AND REINFORCING,
SEE PLANS AND TYP FOOTING DETAIL.
S2.1
SIZE
3'-0" x 3'-0"
4'-0" x 4'-0"
5'-0" x 5'-0"
6'-0" x 6'-0"
7'-0" x 7'-0"
8'-0" x 8'-0"
9'-0" x 9'-0"
10'-0" x 10'-0"
11'-0" x 11'-0"
3'-0" x 3'-0"
4'-0" x 4'-0"
5'-0" x 5'-0"
6'-0" x 6'-0"
7'-0" x 7'-0"
8'-0" x 8'-0"
9'-0" x 9'-0"
10'-0" x 10'-0"
11'-0" x 11'-0"
12'-0" x 12'-0"
9'-0" x 9'-0"
10'-2" x 6'-2"
A
B
2'-6" MAX
`H'
BAR SIZE
SCALE: 3/4" = 1'-0"
DEPTH
1'-6"
1'-6"
1'-6"
1'-6"
1'-6"
1'-6"
1'-6"
1'-6"
1'-6"
2'-6"
2'-6"
2'-6"
2'-6"
2'-6"
2'-6"
2'-6"
2'-6"
2'-6"
1'-6"
2'-0"
1'-6"
#5
2
FOOTING LAP
SEE SCHEDULE
TYP CMU PARTITION WALL BASE
MARK
FF1
FF2
FF3
FF4
FF5
FF6
FF7
FF8
FF9
FF10
FF11
FF12
FF13
FF14
FF15
FF16
FF17
FF18
FF19
FF20
FF21
28
37
1
SPREAD FOOTING SCHEDULE
STL COL & BASE PL
PER PLAN & SCHED
(PROVIDE 1-5/16" DIA
HOLES IN BASE PLATE)
19
25
'D'
1' - 0"
SEE SCHED
NOTE: AT CONTRACTORS OPTIONS,
DOWELS MAY BE EPOXIED INTO
THICKENED SLAB PER SCHEDULE IN
LIEU OF HOOKED DOWELS.
37
48
S2.1
W
25
32
D
NO EXCAVATION FOR PIPE TRENCH PARALLEL
TO FOOTING BELOW THIS LINE. STEP FOOTING
AS REQUIRED BY THESE CONDITIONS.
1' - 0"
A
B
FOOTING REINFORCING
`D'
0' - 3 1/2" CLR
3'-0"
MIN
6"
MIN
LEAN CONCRETE
S2.1
2-#5
CONT
f'c=4000 PSI
LAP
TOP BARS
OTHER BARS
CLAS
CASE 1 CASE 2 CASE 1 CASE 2
S
A
18
28
14
21
B
24
36
18
28
#4
2'-0"
°
60
OPTIONAL JOINT
41
SOLID GROUT CELLS AT
REINFORCEMENT
NOTES:
1.
TABULATED VALUES ARE BASED ON GRADE 60 REINFORCING BARS AND NORMAL-WEIGHT CONCRETE.
2.
TENSION DEVELOPMENT LENGTHS AND TENSION LAP SPLICE LENGTHS ARE BASED ON ACI 318-02,
SECTIONS 12.2.2 AND 12.15, RESPECTIVELY. TABULATED VALUES FOR BEAMS OR COLUMNS ARE
BASED ON TRANSVERSE REINFORCEMENT AND CONCRETE COVER MEETING THE MINIUM CODE
REQUIREMENTS. LENGTHS ARE IN INCHES.
3.
CASES 1 AND 2, WHICH DEPEND ON THE TYPE OF STRUCTURAL ELEMENT, CONCRETE COVER,
AND THE CENTER-TO-CENTER SPACING OF THE BARS, ARE DEFINED AS:
J
REQ'D SPLICE
1' - 6"
MIN
6"
MIN
1
BAR
SIZ
E
#3
#4 @ 12"OC
2'-0"
0' - 8"
2
SCALE: 3/4" = 1'-0"
S2.1
DOWELS TO MATCH VERT
WALL REINF ALTERNATE HOOK
1' - 0"
IF PIPES ARE
LOCATED IN THIS
HEIGHT, THEN
LOWER FOOTING
ACI TENSION LAP SPLICE LENGTHS (IN) FOR f'c = 4,000 PSI
TOF EL
SEE PLANS
CMU
PIPE TO CLEAR
SLEEVE BY 2"
(TYP)
TYP INSTALLATION OF PIPES
34
db
FOOTING REINFORCING
12 db
2 `H' MINIMUM
A OR G
VERT MAS WALL REINF
SEE PLANS AND STRUCTURAL
NOTES.
db
EXCAVATION
56
S2.1
BAR
SIZE
FINISHED BEND
DIAMETER (D)(IN)
180° HOOKS
A OR G (IN)
J (IN)
A OR G (IN)
#3
2 1/4
5
3
6
#4
3
6
4
8
#5
3 3/4
7
5
10
#6
4 1/2
8
6
12
#7
5 1/4
10
7
14
#8
6
11
8
16
#9
9 1/2
15
11 3/4
19
#10
10 3/4
17
13 1/4
22
#11
12
19
14 3/4
24
#14
18 1/4
27
21 3/4
31
#18
24
36
28 1/2
41
END HOOK TYPES
SCALE: 3/4" = 1'-0"
90° HOOKS
SCALE: 3/4" = 1'-0"
S2.1
TYP INTEGRAL HOUSEKEEPING PAD
24
SCALE: 3/4" = 1'-0"
2 10-08-12 ADD #3
S2.1
tel: (913)897-7811
THICKENED SLAB DETAIL
23
SCALE: 3/4" = 1'-0"
S2.1
JOPLIN HIGH SCHOOL
SCALE: 3/4" = 1'-0"
TYP FLOOR SLAB RECESS
NOTE:
JOINTS SPACING SHALL NOT EXCEED THE SMALLER OF 25 FEET OR 3 TIMES THE WALL HEIGHT.
Revisions
S2.1
22
2' - 0"
B WALL CONST JT
1 10-04-12 ADD #2
TYP SLAB-ON-GRADE
A WALL CONTROL JT
NOTE:
FOLLOW GEOTECHNICAL ENGINEER'S RECOMMENDATIONS
FOR PREPARATION OF SUBGRADE
3-#5 CONT
REQD SPLICE
NOTE: SEE ARCH FOR LOCATION OF RECESSED SLABS
STOP ALTERNATE HORIZONTAL BARS AT
JOINT. SEE ARCH FOR CJ LOCATIONS.
(NOT APPLICABLE AT SHEAR WALLS)
NOTE:
VERIFY SIZE AND LOCATION WITH MECH OR ELECT CONTRACTOR
0' - 3" CLR
A DISCONTINUOUS JT
INTERSECTION
NOTE:
13-12102-00
09/10/12
1' - 0"
T
2-#4x2'-0"
2" BELOW
SURFACE
ROUGHENED SURFACE
(1/4" AMPLITUDE)
WATERSTOP
REQD SPLICE
2"
2"
1
2
CONC WALL
REQD SPLICE
SLAB PER PLAN
T
8"
MAX
CONST JT
0' - 4"
0' - 3"
RE: PLAN
1 1/2"
INTER
CONN BY STAIR SUPPLIER
SLAB-ON-GRADE
(RE: SPECS)
2'-0"
ENGINEERED FILL 0' - 4"
#3 W/ STD HOOK EA
END @ 12"OC AROUND
PERIMETER
#4 @ 12"OC
2'-0"
A INTERNAL CORNER
SLAB THICKNESS
(RE: PLAN)
3/4" CHAMFER
STEEL STAIR STRINGER
FOUNDATION TYPICAL DETAILS
2"
SLAB EDGE
SEALANT W/
BACKER ROD
3/4"
GRANULAR FILL
CAPILLARY BREAK
PER PLAN
REQD SPLICE
2"
2-#4x2'-0"
2" BELOW
SURFACE
VAPOR BARRIER
(RE: SPECS)
21
NOTES:
1.
CONTROL JOINTS SHALL BE SPACED AT
INTERVALS < 20'-0" OC IN EACH DIRECTION.
2.
CONSTRUCTION JOINTS SHALL BE SPACED AT
INTERVALS < 60 FEET IN EACH DIRECTION.
3.
CONTRACTOR SHALL COORDINATE JOINT
SPACING WITH ARCHITECTURAL REQUIREMENTS
AS APPLICABLE. SUBMIT JOINT LAYOUT FOR
ARCHITECT / ENGINEER'S REVIEW.
4.
JOINT LAYOUT SHOULD BE RELATIVELY SQUARE
WHENEVER POSSIBLE. LENGTH / WIDTH
ASPECT RATIO SHALL BE LESS THAN 2:1.
FACE OF WALL
OR COL
3"
CL
R
1' - 6"
0' - 8"
S2.1
JT FILLER & SEALANT
@ EXPOSED FL
DISCONTINUE WWR
AT CONSTRUCTION
JOINT
TRENCH
EXCAVATION
SUMP PIT
2'-0" SQx
2'-0" DEEP
(BEYOND)
11
GROUND
LINE
ELEVATOR SILL
ANGLE AND FASTENERS
PER ELEVATOR
MANUFACTURER
SLOPE TO
DRAIN
1/4" @ EXPOSED FLOOR
1/8" ELSEWHERE
2
0' - 0 1/2"
SYMETRICAL
ABOUT THE CL
BP-1
11
S2.2
3/4
SYMETRICAL
ABOUT THE CL
WIDE FLANGE COL
BP-2
SYMETRICAL
ABOUT THE CL
1/4
0' - 0 1/2"
WIDE FLANGE COL
0' - 1 3/8".
BP-4
BP-5
PIER SCHEDULE
1/4
0' - 1 3/8".
BP-6
0' - 6"
REMARKS
RE: 53/S2.3
RE: 53/S2.3
PIER MARK
TOP OF PIER ELEVATION
BOTTOM OF PIER ELEVATION
(ESTIMATE, FOR BIDDING PURPOSES ONLY)
BP-7
DRAIN PER
MEP
COLUMN BASE PLATE DETAIL
15
SCALE: 3/4" = 1'-0"
S2.2
PIER SCHEDULE (SOCKETED)
16
SCALE: 3/4" = 1'-0"
S2.2
#4 @ 12" OC WITH 2'-0"
LONG EXTENSIONS
2
1
PER PLAN
PLAN
MARK
DIAMETER SHAFT STEEL
SHAFT TIES
PP1
36"
12-#11
#4 @ 9"OC
PP2
30"
12-#7
#4 @ 14"OC
* THESE PIERS ARE TO BE SOCKETED INTO FOOTING 3")
PLAN MARK KEY:
PPx
XXX'-X"
XXX'-X"
PER PLAN
MIN
CL
PER
1' - 0"
SYMETRICAL
ABOUT THE CL
0' - 4"
HSS ROUND OR
RECTANGULAR COL
SEE SCHED
CL
1
ANCHOR RODS PER
SCHED IN OVS HOLES
0' - 4"
SEE SCHED
ANCHOR RODS PER
SCHED IN OVS HOLES
HSS ROUND OR
RECTANGULAR COL
5/16
SYMETRICAL
ABOUT THE CL
SYMETRICAL
ABOUT THE CL
BP-3
0' - 2 1/2"
5/16
SEE SCHED
0' - 2"
TYP
1' - 2"
1/4
ANCHOR RODS PER
SCHED IN OVS HOLES
CL
NOTE:
VERIFY ALL PLAN DIMENSIONS, TRENCH
DIMENSIONS, AND LOCATIONS WITH
ARCHITECTURAL AND WASHER/DRYER
MANUFACTURER PRIOR TO CONSTRUCTION.
0' - 2"
TYP
1/4
CL
0' - 1 3/8".
TYP
BASE PL
0' - 2"
TYP
0' - 2"
TYP
SYMETRICAL
ABOUT THE CL
CL
0' - 2 1/2"
ANCHOR RODS PER
SCHED IN OVS HOLES
WIDE FLANGE COL
SEE SCHED
SEE SCHED
SLAB PER PLAN
ISOLATION JT W/
COMPRESSIBLE FILLER
ALL AROUND WASHER
PAD
EXT OF BUILDING
BASE PL
SEE SCHED
CL
0' - 2 1/2"
0' - 2"
TYP
CL
BASE PL
SEE SCHED
ANCHOR RODS PER
SCHED IN OVS HOLES
SEE SCHED
HSS ROUND OR
RECTANGULAR COL
SEE SCHED
0' - 2"
TYP
CL
ANCHOR RODS PER
SCHED IN OVS HOLES
0' - 2"
ANCHOR RODS PER
SCHED IN OVS HOLES
BASE PL
0' - 2"
0' - 2"
0' - 2"
TYP
SEE SCHED
0' - 2"
TYP
HSS ROUND OR
RECTANGULAR COL
0' - 2"
CL
BASE PL
SEE SCHED
SEE SCHED
0' - 4 1/2"
SEE SCHED
CL
0' - 2 1/2"
BASE PL
CL
0' - 4 1/2"
BASE PL
CL
EXT OF BUILDING
SEE SCHED
CL
0' - 2"
TYP
CL
#5 @ 12"OC EA WAY,
TOP & BOT
TYPICAL WASHER PAD
SCALE: 3/4" = 1'-0"
TRENCH DRAIN
FRAME AND GRATING
PER SPECIFICATIONS
3/4" CHAMFER
6"
4"
SLOPE
20"x20" CONC PILASTER
REINF W/ 16 #9 VERTS
AND #4 TIES @ 9" OC
(6 TIES @ 3" OC AT TOP)
6"
10".
SCALE: 1 1/2" = 1'-0"
25
S2.2
TRENCH DRAIN DETAIL
SCALE: 1 1/2" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:16:35 PM
2 10-08-12 ADD #3
SEE PLANS FOR ACTUAL ORIENTATION AND DIMENSIONS NOT SHOWN.
POUR PILASTERS MONOLITHIC WITH WALL, UNLESS OTHERWISE NOTED.
TOP OF PILASTER IS ALWAYS 8" BELOW FINISHED FLOOR ELEVATION.
COORDINATE WITH STEEL SUPPLIER ALL ANCHOR BOLTS, BEAM EMBED
PLATES, AND OTHER CONNECTIONS AROUND PILASTER.
tel: (913)897-7811
36"x16" PILASTER
@ 12" CMU WALL
1.
2.
3.
4.
#8 TIES @ 8"OC
NOTES:
S2.2
TYP ISOLATED EQUIPMENT PAD DETAIL
24
JOPLIN HIGH SCHOOL
SCALE: 3/4" = 1'-0"
10".
S2.2
S2.2
NOTE:
SEE MECHANICAL FOR DRAIN LINE
Revisions
#8 TIES @ 8"OC
TYPICAL PILASTER DETAILS
10"
1 10-04-12 ADD #2
31
6"
13-12102-00
09/10/12
2-#6 VERT EA CELL
IN SOLID GROUT
(6 CELLS THUS)
#8 TIES @ 8"OC
24"x16" PILASTER
@ 12" CMU WALL
8"
D
2-#6 VERT EA CELL
IN SOLID GROUT
(4 CELLS THUS)
#8 TIES @ 8"OC
24"x16" PILASTER
@ 8" CMU WALL
10".
CONTINUE TYP WALL
REINF, EF THROUGH
PILASTER
C
1-#6 VERT EA CELL
IN SOLID GROUT
(6 CELLS THUS)
6"
10".
SECTIONS
PER PLAN
B
10"
NOTE:
VERIFY SIZE AND LOCATION WITH MECHANICAL OR ELECTRICAL CONTRACTOR
CONTINUE TYP WALL
REINF, EF THROUGH
PILASTER
A
16"x16" PILASTER
@ 8" CMU WALL
ISOLATION JOINT
SEE TYPICAL DETAIL
FOUNDATION TYPICAL DETAILS
10".
SEE WALL
CONTINUE TYP WALL
REINF, EF THROUGH
PILASTER
1-#6 VERT EA CELL
IN SOLID GROUT
(4 CELLS THUS)
2 - #4
1'-10".
PER PLAN
SECTIONS
SEE WALL
10".
3"
CLR
10".
AND #4 TIES @ 9" OC
#4 @ 12" OC EACH WAY
10".
10".
AND #4 TIES @ 9" OC
10".
8" MIN.
10".
SECTIONS
POURED MONOLITHIC W/
WALL REINF W/ 20 #9 VERTS
AND #4 TIES @ 9" OC
1"
CLR
10".
4"
UNO
SEE WALL PER PLAN
WINDOW PER ARCH
HSS PER PLAN
MTL STUDS
INFILL PER ARCH
S5.3
HSS POST PER
PLAN W/ 1/4" CAP PL
BASE PL
L4x4x1/4x0'-4" LONG
CLIP
EXT PER ARCH
2
SLAB PER PLAN
GROUT SOLID
BELOW GRADE
1' - 4"
2' - 6"
0' - 8"
#4 SUPPORT TIES
@ 16" OC
#6 @ 12"OC, EA FACE
INSUL PER ARCH
SLAB PER PLAN
4"
13
SLAB PER PLAN
S3.4
SCALE: 3/4" = 1'-0"
16
HSS POST PER
PLAN W/ 1/4" CAP PL
L4x4x1/4x0'-4" LONG
CLIP
S3.4
EXT PER ARCH
1-#4 CONT
SECTION
GROUT SOLID
BELOW GRADE
SCALE: 3/4" = 1'-0"
#4x5'-0" @ 48"OC
FIELD BEND 2'-6"
INTO SLAB
4"
0' - 8"
#4 @ 12"OC, EA FACE
INSUL PER ARCH
#6 @ 12"OC, EA FACE
HSS POST PER
PLAN W/ 1/4" CAP PL
L4x4x1/4x0'-4" LONG
CLIP
1' - 4"
3-#6 TOP & BOT
PER PLAN
MTL STUDS
PER ARCH
SCALE: 3/4" = 1'-0"
GROUT SOLID
BELOW GRADE
EXT PER ARCH
#4x5'-0" @ 48"OC
FIELD BEND 2'-6"
INTO SLAB
4"
S3.4
SECTION
26
SCALE: 3/4" = 1'-0"
S3.4
4"
HSS PER PLAN
#4 @ 12"OC, EA FACE
#6 @ 12"OC, EA FACE
1' - 4"
1' - 4"
DWLS TO MATCH
VERT WALL REINF
#4 SUPPORT TIES
@ 16" OC
HSS PER PLAN
3-#6 TOP & BOT
DWLS TO MATCH
VERT WALL REINF
#4 SUPPORT TIES
@ 16" OC
1' - 6"
WINDOW PER ARCH
#6 @ 12"OC, EA FACE
3-#6 TOP & BOT
1' - 0"
EXP JT
VARIES
#6 @ 12"OC EA FACE
PER PLAN
MTL STUDS
PER ARCH
1-#4 CONT
34
SCALE: 3/4" = 1'-0"
S3.4
(3) #4 @ 6"OC, EA FACE
@ BOT OF WALL
SECTION
SCALE: 3/4" = 1'-0"
DWLS TO MATCH
WALL VERTS
S3.4
SECTION
SCALE: 3/4" = 1'-0"
8"
Revisions
2
2' - 0"
#5 @ 12"OC, EA WAY
8"
MIN
3"
0' - 8"
SLAB PER CIVIL
#4 SUPPORT TIES
@ 12" OC
PIER PER PLAN
NOTE: THIS FOUNDATION
IS A GRADE BEAM. REFER
TO TYPICAL GRADE BEAM
DETAILS FOR LAP & SPLICE
INFORMATION.
8".
8".
#3 SUPPORT TIES
@ 16" OC
PER PLAN
PER PLAN
53
S3.4
SECTION
SCALE: 3/4" = 1'-0"
#4 SUPPORT TIES
@ 16" OC
1' - 6"
2' - 6"
#5 @ 12"OC EA
FACE
3-#6 TOP & BOT
PER PLAN
3-#6 TOP & BOT
54
S3.4
SECTION
SCALE: 3/4" = 1'-0"
PER PLAN
56
S3.4
SECTION
SCALE: 3/4" = 1'-0"
6"
1' - 6"
PER ARCH
TYP
#5 DWLS @ 12"OC
5-#6 TOP & BOT
PER PLAN
SCALE: 3/4" = 1'-0"
SCALE: 3/4" = 1'-0"
SLAB PER CIVIL
MIN
8'-0" MAX.
REQ'D SPLICE
0' - 4"
3-#6 TOP & BOT
S3.4
S3.4
SECTION
2' - 0"
SLAB PER CIVIL
#4 SUPPORT TIES
@ 16" OC
SECTION
PER PLAN
46
SLAB PER PLAN
2 10-08-12 ADD #3
2
4-#11 EA FACE
CONT
GROUT SOLID ALL
CELLS BELOW GRADE
52
PER PLAN
COMPRESSIBLE FILLER
DWLS TO MATCH
WALL VERTS
PER PLAN
SCALE: 3/4" = 1'-0"
COMPRESSIBLE FILLER, TYP
2
CMU WALL
PER PLAN
1'-0"
BENJAMIN TALPOS
51
SECTION
tel: (913)897-7811
0' - 8"
EXT PER ARCH
FTG & REINF PER
OTHER DETAILS
2x4 KEYWAY,
TYP
PER PLAN
SLAB PER PLAN, TYP
DRAINAGE SYSTEM
PER CIVIL
#4x3'-0" DWLS @
24"OC
2'-0"
S3.4
DWLS TO MATCH
WALL VERTS
BOND BM
DWLS TO MATCH
VERT WALL REINF
INFORMATION.
SCALE: 3/4" = 1'-0"
GRADE OR SLAB
PER CIVIL
0' - 8"
INFORMATION.
45
2x4 KEYWAY CONT
PER ARCH
TO MASONRY
WALL REINF PER
OTHER DETAILS
PIER PER PLAN
1 10-04-12 ADD #2
SECTION
2
PIER PER PLAN
1
PER PLAN
PER ARCH
TYP
1-#4 CONT
#4 SUPPORT TIES
@ 12" OC
(3) #4 @ 6"OC, EA FACE
@ BOT OF WALL
8"
S3.4
STAIR TREAD &
RISERS PER OTHER
DETAILS
10/8/2012 6:16:43 PM
#4 @ 12"OC EA FACE
#4 SUPPORT TIES
@ 12" OC
13-12102-00
09/10/12
VARIES
1' - 6"
2' - 6"
1' - 0"
PER PLAN
SLAB PER PLAN
2' - 0"
DWLS TO MATCH
WALL VERTS
DWLS TO MATCH
VERT WALL REINF
#4 SUPPORT TIES
@ 16" OC
PER PLAN
#4 x 5'-0" @ 24"OC
FIELD BEND 2'-6"
INTO SLAB
5-#6 TOP & BOT
3"
VARIES
5-#6 TOP & BOT
#6 @ 12"OC EA FACE
PER PLAN
4-#11 EA FACE
CONT
2' - 0"
1' - 4"
3-#6 TOP & BOT
L4x4x1/4 CONT EMBED
W/ 3/4" DIA HEADED
STUDS @ 24"OC (GALV)
SLAB PER PLAN, TYP
4-#11 EA FACE
CONT
#6 @ 12"OC, EA FACE
3-#6 TOP & BOT
SCALE: 3/4" = 1'-0"
3"
0' - 8"
#4 @ 12"OC, EA FACE
42
2x4 KEYWAY CONT
SLAB PER PLAN, TYP
INSUL PER ARCH
SECTION
GROUT SOLID
ALL CELLS
BELOW GRADE
8"
#4 SUPPORT TIES
@ 16" OC
S3.4
(3) #4 @ 6"OC, EA FACE
@ BOT OF WALL
2x4 KEYWAY CONT
8"
4"
SLAB PER PLAN
INSUL PER ARCH
SECTION
#4 @ 12"OC EA FACE
8"
GRADE OR SLAB
PER CIVIL
#4x5'-0" @ 48"OC
FIELD BEND 2'-6"
INTO SLAB
GRADE OR SLAB
PER CIVIL
#4 @ 12"OC EA FACE
PER PLAN
#6 @ 12"OC EA FACE
CMU WALL
PER PLAN
SLAB PER PLAN
1-#4 CONT
4"
S3.4
#4x5'-0" @ 48"OC
FIELD BEND 2'-6"
INTO SLAB
GROUT SOLID
BELOW GRADE
MTL STUDS
PER ARCH
33
1' - 0"
JOPLIN HIGH SCHOOL
#4 @ 12"OC, EA FACE
INSUL PER ARCH
FOUNDATION SECTIONS
8"
VARIES
8"
INSUL PER ARCH
EXT PER ARCH
SCALE: 3/4" = 1'-0"
BASE PL
WINDOW PER ARCH
INSULATION
PER ARCH
SECTION
SLAB PER PLAN
GRADE OR SLAB
PER CIVIL
8"
25
#4x5'-0" @ 48"OC
FIELD BEND 2'-6"
INTO SLAB
GROUT SOLID
BELOW GRADE
SLAB PER PLAN
GRADE OR SLAB
PER CIVIL
1-#4 CONT
S3.4
S3.4
INSULATION
PER ARCH
1-#4 CONT
VARIES
SCALE: 3/4" = 1'-0"
SECTION
1' - 6"
22
8"
SECTION
#4 @ 12"OC, EA FACE
S5.3
#4 SUPPORT TIES
@ 16" OC
2' - 6"
INSULATION
PER ARCH
INSUL PER ARCH
WINDOW PER ARCH
HSS PER PLAN
MTL STUDS
INFILL PER ARCH
11
EXT PER ARCH
EXT PER ARCH
SLAB PER PLAN
GRADE OR SLAB
PER CIVIL
8"
C12x20.7 CONT BTWN BMS.
ANCHOR W/ 3/4" DIA ANCHOR
BOLTS @ 24"OC (EMBED 4")
PER PLAN
INSULATION
PER ARCH
#4x5'-0" @ 12"OC
FIELD BEND 2'-6"
INTO SLAB
8"
SLAB PER PLAN
GRADE OR SLAB
PER CIVIL
1-#4 CONT
WINDOW PER
ARCH
8"
2' - 6"
1' - 0"
#8 @ 9"OC, EA FACE
41
SCALE: 3/4" = 1'-0"
8"
1' - 8"
GROUT SOLID
BELOW GRADE
SECTION
BASE PL
2x4 CONT KEYWAY
AND WATERSTOP,
TYP
3-#6 TOP & BOT
S3.4
S3.4
SECTION
S5.3
PER PLAN
#4x5'-0" @ 12"OC
FIELD BEND 2'-6"
INTO SLAB
#4 SUPPORT TIES
@ 16" OC
21
14
INSULATION
PER ARCH
PER PLAN
WINDOW PER ARCH
HSS PER PLAN
MTL STUDS
INFILL PER ARCH
11
1-#4 CONT
SLAB PER PLAN
INSUL PER ARCH
1' - 4"
3-#6 TOP & BOT
#6 @ 12"OC, TOP & BOT
DOOR PER ARCH
1' - 4"
GRADE OR SLAB
PER CIVIL
#4 @ 12"OC, EA FACE
1' - 6"
SCALE: 3/4" = 1'-0"
8"
#6 @ 12"OC, TOP & BOT
STD HOOK @
ENDS
SLAB PER PLAN
GRADE OR SLAB
PER CIVIL
INSUL PER ARCH
2x4 CONT KEYWAY,
TYP
0' - 8"
#4x5'-0" @ 48"OC
FIELD BEND 2'-6"
INTO SLAB
SLAB PER PLAN
DWLS TO MATCH
VERT WALL REINF
PER PLAN
#4x5'-0" @ 48"OC
FIELD BEND 2'-6"
INTO SLAB
GROUT SOLID
BELOW GRADE
GROUT SOLID
BELOW GRADE
2' - 6"
EXT PER ARCH
HSS POST PER
PLAN W/ 1/4" CAP PL
BASE PL
1-#4 CONT
EXT PER ARCH
#5 @ 12"OC
PER PLAN
1-#4 CONT
INSULATION
PER ARCH
#4 @ 12"OC
DRAINAGE SYSTEM
PER CIVIL
INSULATION
PER ARCH
4"
GRADE OR SLAB
PER CIVIL
3-#6 TOP & BOT
MTL STUDS
PER ARCH
WINDOW PER ARCH
HSS PER PLAN
MTL STUDS
INFILL PER ARCH
1-#4 CONT
#4x5'-0" @ 48"OC
FIELD BEND 2'-6"
INTO SLAB
SLAB PER CIVIL
INSUL PER ARCH
SECTION
S5.3
L4x4x1/4x0'-4" LONG
CLIP
4"
#4 SUPPORT TIES
@ 16" OC
S3.4
INSULATION
PER ARCH
EXT PER ARCH
1/2" COMPRESSIBLE
FILLER
12
11
2'-0" MIN
GRADE OR SLAB
PER CIVIL
HSS PER PLAN
L4x4x1/4 CONT W/
3/4" DIA HSA x 3"
LONG @ 24"OC
(GALV)
1-#4 CONT
#4x5'-0" @ 48"OC
FIELD BEND 2'-6"
INTO SLAB
GROUT SOLID
BELOW GRADE
#4x5'-0" @ 12"OC
FIELD BEND 2'-6"
INTO SLAB, TYP
SLAB PER PLAN
0' - 8"
WINDOW PER ARCH
MTL STUDS
PER ARCH
1-#4 CONT, TYP
8"
INSULATION
PER ARCH
2' - 6"
11
WINDOW PER ARCH
1-#4 CONT
INSULATION
PER ARCH
#4x6'-0" @ 12"OC
FIELD BEND 2'-6"
INTO SLAB
EXT PER ARCH
STAIRS PER PLAN
GROUT SOLID
BELOW GRADE
GRADE OR SLAB
PER CIVIL
2x4 CONT KEYWAY
AND WATERSTOP,
TYP
#4 @ 12"OC
PER ARCH
BRICK LEDGE
EXT PER ARCH
8"
1' - 0"
2"
EXT PER ARCH
GRADE OR SLAB
PER CIVIL
GRADE OR SLAB
PER CIVIL
GROUT SOLID
BELOW GRADE
GROUT SOLID
BELOW GRADE
1' - 0"
2"
8"
#8 @ 9"OC EA FACE
INSULATION
PER ARCH
#8 @ 9"OC EA FACE
#8 @ 9"OC EA FACE
#4 @ 12"OC EA FACE
DWLS TO MATCH
WALL VERTS
#4 @ 12"OC EA FACE
#4 @ 12"OC EA FACE
DRAINAGE SYSTEM
PER ARCH
SLAB PER PLAN, TYP
8"
2-#5 CONT
#6 @ 9"OC,
TOP & BOT
#6 @ 9"OC,
TOP & BOT
#5 @ 12"OC,
TOP & BOT
2-#5 CONT
1' - 8"
2-#5 CONT
PER PLAN
1' - 8"
PER PLAN
PER PLAN
1' - 8"
PER PLAN
SECTION
23
SCALE: 3/4" = 1'-0"
WINDOW PER ARCH
S3.5
1' - 0"
#5 @ 12"OC,
TOP & BOT
1' - 0"
#5 @ 12"OC,
TOP & BOT
SLAB PER PLAN, TYP
2x4 CONT KEYWAY
AND WATERSTOP,
TYP
2' - 6"
2' - 6"
8"
2x4 CONT KEYWAY
AND WATERSTOP,
TYP
2' - 6"
SLAB PER PLAN, TYP
2x4 CONT KEYWAY
AND WATERSTOP,
TYP
21
DRAINAGE SYSTEM
PER ARCH
1' - 0"
DRAINAGE SYSTEM
PER ARCH
DWLS TO MATCH
WALL VERTS
8"
DWLS TO MATCH
WALL VERTS
S3.5
GEOFOAM
PER ARCH
BRICK LEDGE
INSULATION
PER ARCH
#6 @ 9"OC,
TOP & BOT
2"
1' - 0"
PER PLAN
PER PLAN
SECTION
25
SCALE: 3/4" = 1'-0"
S3.5
SECTION
SCALE: 3/4" = 1'-0"
1-#4 CONT
INSULATION
PER ARCH
#4x6'-0" @ 12"OC
FIELD BEND 2'-6"
INTO SLAB
EXT PER ARCH
STAIRS PER PLAN
GROUT SOLID
BELOW GRADE
#4 @ 12"OC
1' - 0"
1' - 8"
GEOFOAM
CMU WALL
PER PLAN
DWLS TO MATCH
WALL VERT REINF
SLAB PER PLAN
#8 @ 9"OC EA FACE
#8 @ 9"OC EA FACE
L4x4x1/4 CONT EMBED
W/ 3/4" DIA HEADED
STUDS @ 24"OC (GALV)
#4 @ 12"OC EA FACE
#4 @ 12"OC EA FACE
PER PLAN
#4x3'-0" DWLS @
24"OC
2'-0"
1/2" COMPRESSIBLE
FILLER
2 10-08-12 ADD #3
tel: (913)897-7811
S3.5
FTG & REINF PER
OTHER DETAILS
2x4 KEYWAY,
TYP
1' - 0"
1
DRAINAGE SYSTEM
PER CIVIL
1' - 6"
2' - 0"
MIN
2' - 6"
8"
DWLS TO MATCH
VERT WALL REINF
2' - 6"
1' - 0"
#5 @ 12"OC,
TOP & BOT
2-#5 CONT
2-#5 CONT
1' - 8"
1' - 8"
0' - 8"
SLAB PER CIVIL
#8 @ 12"OC,
TOP & BOT
#5 @ 12"OC,
TOP & BOT
STAIR TREAD &
RISERS PER OTHER
DETAILS
SLAB PER PLAN, TYP
2x4 CONT KEYWAY
AND WATERSTOP,
TYP
SLAB PER PLAN, TYP
2x4 CONT KEYWAY
AND WATERSTOP,
TYP
8"
DRAINAGE SYSTEM
PER ARCH
DRAINAGE SYSTEM
PER ARCH
1'-0"
DWLS TO MATCH
WALL VERTS
DWLS TO MATCH
WALL VERTS
#8 @ 12"OC,
TOP & BOT
WALL REINF PER
OTHER DETAILS
Revisions
2"
2"
1 10-04-12 ADD #2
8"
2
13-12102-00
09/10/12
PER ARCH
BRICK LEDGE
FOUNDATION SECTIONS
2x4 CONT KEYWAY
AND WATERSTOP,
TYP
JOPLIN HIGH SCHOOL
GRADE OR SLAB
PER CIVIL
PER ARCH
BRICK LEDGE
8"
PER PLAN
PER PLAN
PER PLAN
PER PLAN
PER PLAN
#4x5'-0" @ 12"OC
FIELD BEND 2'-6"
INTO SLAB, TYP
SLAB PER PLAN
1/2" COMPRESSIBLE
FILLER
0' - 8"
2
SLAB PER PLAN
L4x4x1/4 CONT W/
3/4" DIA HSA x 3"
LONG @ 24"OC
(GALV)
1-#4 CONT, TYP
#5 @ 12"OC
SLAB PER CIVIL
DWLS TO MATCH
VERT WALL REINF
#5 @ 12"OC
2'-0" MIN
0' - 8"
DWLS TO MATCH
VERT WALL REINF
(ALT HOOKS)
0' - 8"
PER PLAN
#6 @ 12"OC, TOP & BOT
#6 @ 12"OC, TOP & BOT
STD HOOK @
ENDS
1' - 6"
1' - 6"
#3 SUPPORT TIES
@ 16" OC
3-#6 TOP & BOT
BENJAMIN TALPOS
S3.5
SECTION
SCALE: 3/4" = 1'-0"
PER PLAN
2x4 CONT KEYWAY,
TYP
DRAINAGE SYSTEM
PER CIVIL
2x4 CONT KEYWAY,
TYP
0' - 8"
SCALE: 3/4" = 1'-0"
46
S3.5
SECTION
SCALE: 3/4" = 1'-0"
#4x5'-0" @ 12"OC
FIELD BEND 2'-6"
INTO SLAB, TYP
#4 @ 12"OC
#4 @ 12"OC
51
S3.5
0' - 8"
SCALE: 3/4" = 1'-0"
SECTION
PER PLAN
43
L4x4x1/4 CONT W/
3/4" DIA HSA x 3"
LONG @ 24"OC
(GALV)
10/8/2012 6:16:48 PM
S3.5
SECTION
0' - 8"
41
2"
1' - 8"
2"
CL
2
#8 @ 9"OC EA FACE
#8 @ 9"OC EA FACE
SQUARE CONC
PEDESTAL
CENTER ON COL
(SIZE VARIES)
#4 @ 12"OC EA FACE
#4 @ 12"OC EA FACE
2-#4 U-BARS IN EACH
DIRECTION
3' - 0"
1' - 8"
DRAINAGE SYSTEM
PER ARCH
DRAINAGE SYSTEM
PER ARCH
SLAB PER PLAN, TYP
NON-SHRINK GROUT
SLAB PER CIVIL, TYP
SLAB PER PLAN, TYP
8"
2x4 CONT KEYWAY
AND WATERSTOP,
TYP
8"
2x4 CONT KEYWAY
AND WATERSTOP,
TYP
BASE PL, ANCHOR RODS,
& GROUT PER SCHEDULE
(GALV)
VARIES
DWLS TO MATCH
WALL VERTS
8" TYP
4"
DWLS TO MATCH
WALL VERTS
STL COL & BASE PL
SEE SCHEDULE (GALV)
PER SCHED
2' - 6"
2' - 6"
TO FTG PER PLAN
2-#5 CONT
PER PLAN
1' - 8"
PER PLAN
FTG & REINF PER
PLAN & SCHED
PER PLAN
SECTION
23
SCALE: 3/4" = 1'-0"
S3.6
1' - 8"
SECTION
25
SCALE: 3/4" = 1'-0"
S3.6
SECTION
SCALE: 3/4" = 1'-0"
FOUNDATION SECTIONS
2"
#10 @ 6"OC EA FACE
#4 @ 12"OC EA FACE
DWLS TO MATCH
WALL VERTS
DRAINAGE SYSTEM
PER ARCH
SLAB PER PLAN, TYP
2 10-08-12 ADD #3
tel: (913)897-7811
#5 @ 12"OC,
TOP & BOT
1' - 0"
#8 @ 9"OC,
TOP & BOT
Revisions
1
S3.6
2' - 6"
8"
2x4 CONT KEYWAY
AND WATERSTOP,
TYP
1 10-04-12 ADD #2
21
S3.6
PER PLAN
13-12102-00
09/10/12
1' - 8"
PER SCHED
2-#5 CONT
#5 @ 12"OC,
TOP & BOT
JOPLIN HIGH SCHOOL
#8 @ 12"OC,
TOP & BOT
1' - 0"
#5 @ 12"OC,
TOP & BOT
1' - 0"
#6 @ 9"OC,
TOP & BOT
2-#5 CONT
1' - 8"
PER PLAN
PER PLAN
BENJAMIN TALPOS
10/8/2012 6:16:52 PM
S3.6
SECTION
SCALE: 3/4" = 1'-0"
41
STUD PLACEMENT:
B. GIRDERS:
THE NUMBER SHOWN THUS (NO) FOLLOWING THE BEAM SIZE INDICATES THE NUMBER OF 3/4"
HEADED STUDS TO BE PLACED ON THE BEAM. ALL BEAMS (AND GIRDERS) SHALL HAVE HEADED
STUDS ATTACHED TO THE TOP FLANGE. IF NO SPECIFIC STUD QUANTITY IS NOTED ON PLANS.
THE MAXIMUM STUD SPACING SHALL BE 2'-0. DECK VALLEYS WITHOUT STUDS SHALL BE WELDED.
2.
STUD PLACEMENT SHALL BE AS FOLLOWS:
A.
NUMBER OF STUDS IS LESS THAN THE NUMBER OF DECK VALLEYS:
UNIFORMLY SPACE STUDS SYMMETRICALLY WITH THE BEAM CENTERLINE.
B.
2.
NUMBER OF STUDS IS GREATER THAN THE NUMBER OF DECK VALLEYS:
PLACE ONE STUD IN EACH VALLEY STARTING AT THE ENDS OF THE BEAM. ADD SECOND STUD
STARTING AT EACH END OF BEAM UNTIL REQUIRED NUMBER OF STUDS ARE PLACED. WHEN TWO
STUDS ARE REQUIRED PLACE STUDS 1 1/2" EACH SIDE OF THE BEAM WEB.
NOTE: SPACE 'A' TO COORDINATE WITH DECK LAYOUT.
A
EQUAL SPACED
STUDS
THE SERIES OF NUMBERS SHOWN THUS [NO-NO-NO] FOLLOWING THE GIRDER SIZE
WHEN ADDED TOGETHER REPRESENT THE TOTAL NUMBER OF STUDS TO BE PLACED
ON THE GIRDER. FOR EXAMPLE, [10-3-10] REPRESENTS A TOTAL OF 23
STUDS TO BE LOCATED ON THE GIRDER. THE FIRST LAST NUMBERS REPRESENTS
THE NUMBER OF STUDS TO BE PLACED BETWEEN THE END OF THE GIRDER AND
THE FIRST (OR LAST) INTERSECTING BEAM. THE MIDDLE NUMBER REPRESENTS
THE NUMBER OF STUDS TO BE LOCATED BETWEEN THE TWO INTERSECTING BEAMS.
CL
2'-0" MAX
A
STEEL
DECK
SHEAR STUDS
SW
1 1/2"
#4X4'-0 @ 1'-6 OC
WWF- SEE
PLANS
PLACE STUDS UNIFORMLY ALONG THE BEAM OR PORTION OF BEAM INDICATED. CENTER THE STUDS
OVER THE WEB AND PROVIDE A MAXIMUM SPACING OF 2'-0" AND A
MINMUM SPACING OF 4 1/2". IF THE REQUIRED NUMBER OF STUDS EXCEEDS WHAT CAN BE PLACED
AT 4 1/2", PLACE A SECOND ROW OF STUDS SPACED AT 4 1/2" CENTERS,
STARTING AT THE END OF THE BEAM, UNTIL THE REQUIRED NUMBER OF STUDS IS REACHED. WHEN
TWO ROWS OF STUDS ARE REQUIRED, PLACE STUDS 1 1/2" EACH SIDE OF THE BEAM CENTER LINE.
CL
CL
3/4"DIAX4"
WWF- SEE
PLANS
CONC OVER METAL DECK,
DECK DIRECTION AND
REINFORCING PER PLAN
ANGLE 3" X 3" X 1/4"
WELDED TO COLUMN
AND BEAM
AS REQUIRED TO
SUPPORT
STEEL DECK RIBS.
1"
UNO
PER
PLAN
1.
1.
PER
PLAN
A. BEAMS:
CONTINUOUS
BENT PL 1/4x6x0'-5" (LLV),
WELD TO PERPINDICULAR
BENT PL WITH 3/16
FILLET WELD FULL
HEIGHT. WHERE EDGE
OF SLAB IS GREATER THAN
6" FROM BM CL, INCREASE
HORIZ LEG OF BENT PL
ACCORDINGLY. EDGE OF
SLAB TO BM CL SHALL NOT
EXCEED 1'-1".
CL
STUDS
ALTERNATE
SIDES
10 STUDS
UNIFRMLY
SPACE
2'-0
MAX
3 STUDS
UNIFORMLY
SPACE
EXAMPLE LAYOUT
10 STUDS
UNIFORMLY
SPACE
FIELD CUT STEEL DECK TO
CLEAR
COLUMN. PROVIDE AND
INSTALL SHEET
METAL FILLERS, FLASHING
CLOSURES,
ETC., AS REQUIRED. TACK
WELD IN PLACE
NOTE: PROVIDE DECK GIRDER
FILLER PL IF REQUIRED.
A
EXAMPLE LAYOUT
@ COMP BMS
B
PLAN VIEW
@ COMP GIRDERS
3/16
2 - 12
STEEL EDGE
ANGLE FOR SIZE AND
LOCATION,
SEE PLAN AND
DETAILS
BEAM PER
PLAN
0' - 6"
TO BM CL
TYP, UNO
NOTE:
THIS DETAIL APPLIES TO ALL ANGLE SPLICES AT ROOF
DECK AND WHERE OTHERWISE NOTED.
EXAMPLE: [10-3-10]
4
W21
5
W24
6
W27, W30
7
C8x11.5
TYPE B CONDITION
TYP REINFORCING AT FLOOR PENETRATIONS
23
SCALE: 3/4" = 1'-0"
S4.1
MINIMUM BOLT SCHEDULE
24
SCALE: 1" = 1'-0"
S4.1
SEAT CONN TO PRECAST SEATING UNIT
SCALE: 1 1/2" = 1'-0"
25
S4.1
1 3/4"
1 1/4"
1 3/4"
1 1/4"
L
L
BOLTS
@3"OC
1 1/2"
1 1/4"
2L CONN PER
STL SUPPLIER
SEE
SCHED
PLATE SIZE PER
STEEL SUPPLIER
PER STEEL
NOTES:
1. STEEL SUPPLIER TO DESIGN PER
LRFD REACTIONS AS SHOWN ON PLAN.
2. MINIMUM NUMBER OF BOLTS PER
SCHEDULE.
3. IF NO REACTION IS PROVIDED, DESIGN
CONNECTIONS TO RESIST 1/2 THE
MAXIMUM TOTAL UNIFORM LRFD LOAD
BASED ON SPAN LISTED IN TABLE 35.6
FOR THE AISC STEEL CONNECTION
MANUAL (13TH EDITION)
FIELD WELD
OPTIONAL
TYPICAL CONNECTION
CHANNEL TO W SHAPE
SECTION B
2L CONN PER STL SUPPLIER
STL BM
A PLAN
PRECAST SEATING UNIT
PER PRECAST SUPPLIER
STL BM
SUPPLIER
B BOLTED CONN
A WELDED CONN
NOTES:
1. STEEL SUPPLIER TO DESIGN PER
LRFD REACTIONS AS SHOWN ON PLAN.
2. MINIMUM NUMBER OF BOLTS PER
SCHEDULE.
3. IF NO REACTION IS PROVIDED, DESIGN
CONNECTIONS TO RESIST 1/2 THE
MAXIMUM TOTAL UNIFORM LRFD LOAD
BASED ON SPAN LISTED IN TABLE 35.6
FOR THE AISC STEEL CONNECTION
MANUAL (13TH EDITION)
TYP STL BM CONN DET
26
SCALE: 1" = 1'-0"
B BOLTED CONN
S4.1
TYP DOUBLE ANGLE CONN DETAIL
SCALE: 1" = 1'-0"
SLAB PER PLAN
TYP
B
COLUMN TO
PLATE
5/16
1
PLATE AND ANGLE SCHEDULE
STEEL COLUMN
SEE PLAN
3 SIDES
PL3/8"x7x1'-0"
TYP
A
4-3/4"Ø A325N
BOLTS
TOP OF STEEL
SEE PLAN
1/4
ANGLE (PER SCHED) x FLUTE
SPACING + 4 1/2" WITH (2) 5/8" DIA
EXPANSION ANCHORS (4 1/2"
EMBEDMENT)
3 SIDES
SEE DETALS FOR
ANGLE SIZE AND
SPACING
BM PER PLAN
1/4
3/8" STIFFENER
PLATES EACH
SIDE
CHANNEL PER SECTION
BM PER PLAN
1/4
3/16
A
A
EQ
EQ
TYP
A
ANGLE PER SECTION
SEE DETALS FOR
ANGLE SIZE AND
SPACING
BM PER PLAN
PL PER SCHED
B
3/16"
WELD
SIZE
ANGLE CONNECTION SIZE
TO COMPOSITE SLAB
L2x2x1/4
4"x4"x1/4"
A
3/16"
L2 1/2x2 1/2x1/4
4"x4"x1/4"
3/16"
3/16"
L4x4x1/4
L3x3x1/4
4"x4"x1/4"
3/16"
3/16"
L4x4x1/4
L4x4x1/4
5"x5"x1/4"
3/16"
3/16"
L3x3x1/4
NOT APPLICABLE
GRADE 60 BAR (A706)
B
STIFF PL PER SECTION
STEEL BEAM
SEE PLAN
WELD
TYP
SLAB PER PLAN
PL PER SCHED
PLATE SIZE
BRACE ANGLE
SIZE
PLATE THICKNESS
STEEL COLUMN
SEE PLAN
BAR
SIZE
WELD SIZE
(IN)
MIN PLATE
THICKNESS (IN)
3
1/4
5/16
4
5/16
5/16
5
3/8
5/16
6
7/16
3/8
7
1/2
1/2
8
9/16
1/2
9
5/8
5/8
10
11/16
5/8
11
3/4
3/4
NOTES:
1. FIELD WELDING OF CONNECTION PLATES SHALL BE AT
FABRICATOR'S OPTION.
2.
SEE
PLANS AND DETAILS FOR LOCATIONS OF BRACES.
ANGLE (PER SCHED) x FLUTE
3.
CLIP
CONNECTION PLATES TO CLEAR BEAM AND ANGLE
SPACING + 4 1/2" WITH (2) 5/8" DIA
FILLETS.
EXPANSION ANCHORS (4 1/2"
EMBEDMENT)
TYP
B
S4.1
CONTINUITY PLATES FS. & NS.
USE LARGER OF TF1 OR TF2
(SEE TYPICAL "CONTINUITY
PL DETAIL")
4" MIN.
CAP PL
TO COL
FLANGE
L4x3x3/8 (NS & FS)
HSS PER PLAN
'S'
CJP U.T.
3/4" CONTINUITY PLATE
S4.1
BEAM TO HSS COL MOMENT CONN
SCALE: 3/4" = 1'-0"
3/8
7/16
1/2
MIN SPLICE
LENGTH (IN)
3
1 1/2
1 1/2
1 1/2
1 1/2
1 1/2
3
C.P. TYP
AT BEAM WEB
TO COLUMN
ELEVATION
FRAME COLUMN
SEE ELEVATION SHOWN ON PLAN THUS:
ELEVATION
42
S4.1
TW
BM TO COL FLANGE MOMENT CONN
SCALE: 3/4" = 1'-0"
43
S4.1
'S'
E70
CJP U.T.
ERECTION PLATES AND
BOLTS AS REQ'D BY
STEEL FABRICATOR
(2) 1" DIA A325X
BOLTS, MIN
SHEAR CONN PER
STEEL SUPPLIER
EMBED PL PER SCHED
ELEVATION
CONTINUITY PLATES FS. AND NS.
SHOWN ON PLAN THUS:
5/16
5/16
3 SIDES
BM TO WF COL MOMENT CONN
44
SCALE: 3/4" = 1'-0"
S4.1
TYP MOMENT FRAME, BMS DIFF DEPTH
BM PER PLAN
SCALE: 3/4" = 1'-0"
SLOPE STUDS WHERE TOP
OF CIP COLUMN OR WALL IS
LESS THAN 4" HIGHER THAN
STEEL BEAM
0' - 0 1/2"
L4x3x3/8 (NS & FS)
46
S4.1
4
2
2
2
2
2
4 1/2
5
2 1/2
2 1/2
2 1/2
2 1/2
2 1/2
5 1/4
6
3
3
3
3
3
6
7
3 3/4
3 1/4
3 1/4
3 1/4
3 1/4
6 3/4
8
5
4
3 3/4
3 3/4
3 3/4
7 1/2
9
6 1/4
5
4 1/4
4 1/4
4 1/4
9
10
8
6 1/4
5 1/4
4 3/4
4 3/4
9 3/4
11
9 3/4
7 3/4
6 1/2
5 1/2
5 3/4
10 1/2
WELD PARALLEL TO BAR SCHED
SCALE: 3" = 1'-0"
CL OF MEMBER
& EMBED PL
'S'
CL COL
CL
END OF BEAM WHERE
OCCURS
1
BEAM
SPAN
UP TO 4'-0"
4'-0" ≤ L ≤ 8'-0"
BENJAMIN TALPOS
51
S4.1
TYP BM TO BM MOMENT CONNECTION
SCALE: 3/4" = 1'-0"
L4x4x1/4
1
L6x4x3/8 (LLV)
SPAN
FRAME OPENING
BM PER PLAN
LOOSE LINTEL
0' - 6"
COL PER PLAN
BM PER PLAN
WHERE APPLICABLE
0' - 1 1/2"
0' - 2"
CL STD SHORT SLOTTED
HORIZ HOLES FOR 3/4"
DIA BOLTS (IN ANGLE ONLY)
1
WELD A
HOT-DIPPED GALV
LOOSE ANGLE LINTEL
PER SCHEDULE
C12, W12, W14
W16, W18
W21
W24
W27, W30
HSS10
HSS12
HSS6
'N'
3
4
6
7
8
NA
NA
NA
'L'
9"
12"
18"
21"
24"
8"
10"
5"
EMBED PL
1/2x12x0'-10"
1/2x16x0'-10"
1/2x22x0'-10"
3/4x22x0'-10"
3/4x25x0'-10"
1/2x14x0'-10"
1/2x16x0'-10"
1/2x10x0'-10"
STEEL BEAM
EMBED PL PER SCHED
'S'
8"
6"
6"
6"
7"
5"
6"
6"
HEADED STUDS
GAGE
SIZE
6"
(4) 3/4" DIAx6"
6"
(6) 3/4" DIAx6"
6"
(8) 3/4" DIAx8"
6"
(8) 3/4" DIAx6"
6"
(8) 3/4" DIAx6"
6"
(6) 3/4" DIAx6"
6"
(6) 3/4" DIAx6"
6"
(4) 3/4" DIAx6"
TOS EL
SEE PLANS
REMARKS
1 33/64"
3 SIDES
3/16
NOTES:
1. WHEN WELDS A AND B ARE NOT SPECIFICALLY CALLED OUT, REFER TO AISC LRFD SPECIFICATIONS FOR
REQUIRED WELD SIZE.
2. FABRICATOR TO SUPPLY ERECTION DEVICES AS REQUIRED TO HOLD COLUMN SECURELY IN PLACE DURING
ERECTION.
52
S4.1
SECTION
SCALE: 3/4" = 1'-0"
1 31/64"
1/2" CAP PLATE
4-3/4"Ø A325-N BOLTS
STEEL COLUMN
53
S4.1
TYP LOOSE LINTEL SCHEDULE
SCALE: 1" = 1'-0"
55
S4.1
TYP EMBED PLATE SCHEDULE
SCALE: 3/4" = 1'-0"
56
S4.1
TYP BEAM TO COLUMN DETAIL
SCALE: 1" = 1'-0"
tel: (913)897-7811
SUPPORTING WALL
1
0' - 2"
SHEATHING PER ARCH
WELD B
0' - 1 1/2"
COL FINISH COL FINISH
CJP WELD EA
FLANGE, UT
3/8" STIFFENER PLATE
EACH SIDE CLIP CORNERS
'S'
'L'
MASONRY VENEER
PER ARCH
COL PER PLAN
# BOLTS
'N' @ 3"OC
DOUBLE ANGLE SHEAR
CONN PER SUPPLIER
10/8/2012 6:17:00 PM
5/16
'L'
TYP AT
SHEAR TAB
TO COLUMN
SHOWN ON PLAN THUS:
41
1/4
0' - 2"
C.P. TYP
AT BEAM WEB
TO COLUMN
ELEVATION
FRAME COLUMN
SEE ELEVATION SHOWN ON PLAN THUS:
ERECTION PLATES AND
BOLTS AS REQ'D BY
STEEL FABRICATOR
MINIMUM LENGTH OF WELD (IN)
PL THICKNESS
(IN)
BAR SIZE
CL OF MEMBER
& EMBED PL
0' - 2"
TW
FRAME BEAM
SEE ELEVATION
0' - 1 1/2"
0' - 1 1/2"
TYP AT
SHEAR TAB
TO COLUMN
SPLICE
ELECTRODE
5/16
FRAME BEAM
SEE ELEVATION
SCALE: 3" = 1'-0"
SLOPE STUDS WHERE TOP
OF CIP COLUMN OR WALL IS
LESS THAN 4" HIGHER THAN
STEEL BEAM
0' - 0 1/2"
SHEAR CONN PER
STEEL SUPPLIER
5/16
5/16
5/16
3 SIDES
0' - 2"
SHEAR CONN PER
STEEL SUPPLIER
BAR TO PLATE WELD SCHEDULE
4" MIN.
k
MIN
TF1
M
36
SCALE: 3/4" = 1'-0"
TF1
C.P. REMOVE
BACK-UP BARS
SYM ABOUT
CL COLUMN
4" MIN.
k
MIN
CAP PL
TO COL
FLANGE
S4.1
CAP PL THICKNESS
GREATER OF TF1+1/4"
OR TF2+1/4" (1" MIN)
TF1
M
k
MIN
C.P. REMOVE
BACK-UP BARS
SYMM. ABOUT
CL COLUMN
4" MIN.
CONTINUITY PLATES FS. & NS.
(SEE TYPICAL "CONTINUITY
PL DETAIL")
4" MIN.
k
MIN
3/4" CAP PL
SCALE: 3/4" = 1'-0"
BRACE CONNECTION TO COMPOSITE DECK TYPICAL DETAIL
k
MIN
S4.1
34
k
MIN
SCALE: 1" = 1'-0"
TYP CHANNEL HANGDOWN WELDS
TF1
33
TF1
S4.1
POST TO BEAM CONNECTION
k
MIN
31
W16, W18
STL BM
3
1 3/4" TYP(INCREASE
TO CLEAR WEB COPE
WHERE REQD)
JOPLIN HIGH SCHOOL
2
PIPE OR
HSS COL
1 1/2"
Revisions
W8, W10
W12, W14
1 1/2"
.
1/2"
1 10-08-12 ADD #3
NOTE:
OPENINGS OUTSIDE THE LIMITS ABOVE
SHALL BE FRAMED WITH STRUCTURAL
STEEL OPENING SIZES AND LOCATIONS
TO BE SUBMITTED TO THE STRUCTURAL
ENGINEER.
MINIMUM NUMBER
OF BOLTS
1/2"
3"
1/2"
13-12102-00
09/10/12
L4x3x3/8
EA SIDE
SEAT & CONN PER
SEAT SUPPLIER
STL COL
FLOOR FRAMING TYPICAL DETAILS
S4.1
0' - 3"
DIAMETER > 18" OR ANY
DIAMETER PIPE WHERE
PIPE SUPPORTS WILL BE
INSTALLED
DIA ≤ 18"
TYPE A CONDITION
21
BEAM
SIZE
W SHAPE
CHANNEL
CL
SEE
SCHED
COORDINATE CONN
BY SEAT SUPPLIER W/
REBAR AND STRAND
LOCATIONS TO AVOID
CONFLICTS W/ SEAT
CONNECTION.
PRECAST SUPPLIER
TO COORDINATE TYPE
OF CONNECTION WITH
SEAT SUPPLIER
1 3/4" TYP(INCREASE
TO CLEAR WEB COPE
WHERE REQD)
S4.1
DECK
SPAN
BOLTED STEEL CONNECTION DESIGNED
BY THE STEEL SUPPLIER SHALL MEET THE
MINIMUM NUMBER OF BOLTS LISTED IN THE
FOLLOWING TABLE BASED ON STEEL
MEMBER SIZE.
FIELD WELD
OPTIONAL
TYPICAL CONNECTION
CHANNEL TO CHANNEL
SECTION A
6'-0" MAXIMUM
DECK
SPAN
SECTION B,
TYP
C8x11.5
C6x8.2
ROUND PENETRATIONS UP TO
6"DIA MAY BE CORED AT THE
SPACING SHOWN. FOR
PENETRATIONS > 6" OR AT
SPACING < 3x DIAMETERS,
REINFORCE CONCRETE SLAB AS
FOR RECTANGULAR OPENING
SHOWN ABOVE.
> 3x DIA
6" < W ≤ 1'-6"
1' - 6"
1-#5 BAR
C8x11.5
SCALE: 3/4" = 1'-0"
1 1/2"
REINFORCING STEEL &
TENDON FREE ZONE TO
ALLOW ANCHORAGE OF
SEATS
SECTION A,
TYP
1-#5 BAR
S4.1
CL
C8x11.5
6'-0" MAXIMUM
SCALE: 3/4" = 1'-0"
TYP CONT EDGE ANGLE SPLICE DET
1 1/2"
0' - 6"
S4.1
16
0' - 3"
C6x8.2
0' - 6"
BLOCK OUTOPENING ON TOP
OF METAL DECK. CUT METAL
DECK AFTER CONCRETE HAS
CURED
3/8" PL ON
BACKSIDE
SCALE: 3/4" = 1'-0"
TYP FLOOR OPENING, UNO
BOLTS
@3"OC
OF SUPPORTS
CHANNEL
S4.1
15
L
OF SUPPORTS
SCALE: 1" = 1'-0"
TYP STL DECK FRAMING
CL
CENTER LINE
14
1 1/4"
S4.1
CENTER LINE
TYP COMPOSITE BM & GIRDER DET
BOLTS
@3"OC
13
C6x8.2
SCALE: 1" = 1'-0"
1' - 6"
S4.1
TYP STUD PLACEMENT DETAIL
1'-6" < W ≤ 4'-0"
11
PRECAST HOLLOW CORE
OR DOUBLE TEE
PRECAST HOLLOW CORE
WELD SIZE = 1/2
PL THICKNESS
BUTT WELD (CP)
1 1/2"
STIFFENER PLATE TO MATCH
FLANGE THICKNESS EACH SIDE
OF STEEL BEAM
PRECAST HOLLOW CORE
UNITS
MORTAR JOINT
CORRUGATED TIES @ 2'-8" OC
ATTACHED TO HOLLOW CORE
WITH 3/16"Øx1" SCREW ANCHOR
BOND BEAM
VERTICAL MASONRY REINFORCING.
SEE PLANS AND STRUCTURAL NOTES
STEEL BEAM
S4.2
STEEL BEAM
BEAM SPLICE DETAIL
12
SCALE: 1" = 1'-0"
S4.2
1/2"Ø THREADED RODS
13
NON-LOAD BEARING MASONRY
WALL TO STRUCTURE
SCALE: 1" = 1'-0"
S4.2
PARTITION WALL BRACING DETAIL
SCALE: 3/4" = 1'-0"
MECHANICAL UNITS
6'-0" MAX
NOTE:
14
S4.2
TYP
TYP
1/8
3/16
L3x3x1/4x0'-4"
1 1/2
3
HSS2 1/2x2 1/2x3/16
SCALE: 3/4" = 1'-0"
2-#5 AT EACH SIDE OF
OPENING (1 EACH FACE)
15
S4.2
NOTE: SEE ARCHITECTURAL PLANS FOR WALLS TO STRUCTURE.
TYP PARTITION BRACING DETAIL
16
SCALE: 3/4" = 1'-0"
S4.2
SCALE: 3/4" = 1'-0"
CP
TYP TOP AND
BOTTOM
FLANGES
2' - 0"
CL
3/4"DIA A325N BOLTS
BOND BEAM
WALL TO STRUCTURE
NOTE:
1. WALLS SHALL BE LATERALLY SUPPORTED AT A MAXIMUM OF 4'-0 OC
BY PERPENDICULAR WALLS OR BRACES AS SHOWN.
2. SEE ARCHITECTURAL PLANS FOR WALLS TO STRUCTURE.
TYP HANGING MECHANICAL UNIT DETAIL
CUT MASONRY COURSE
AS REQUIRED
VERTICAL MASONRY
REINFORCING. SEE
PLANS AND STRUCTURAL
NOTES
BOND BEAM
PARTITION WALL
NUT & WASHER
1. SHOWN FOR INFORMATION ONLY. SUPPLIED BY MECHANICAL
CONTRACTOR
2. HANGERS MUST BE IN PLACE BEFORE SLABS ARE GROUTED
3. BY GENERAL CONTRACTOR. VERIFY SIZE AND LOCATION WITH
MECHANICAL CONTRACTOR
NOTE:
SEE ARCHITECTURAL PLANS FOR WALLS TO STRUCTURE
MITERED BEAM DETAIL
1
1 (MIN)
NUT & WASHER
PRECAST HOLLOW CORE
OR DOUBLE TEE
VARIES
STIFFENER PLATE TO
MATCH FLANGE
THICKNESS. (EACH SIDE
AT W-SHAPE)
11
L3x3x3/16x0'-6" WITH 2-1/4"Øx1 3/4"
SCREW ANCHORS @ 3" OC
1" CLR
CP
FIELD DRILL 5/8"Ø HOLES
THROUGH VOIDS OF
HOLLOW CORE
1".
CLR
1
WELD SIZE = 1/2
PL THICKNESS
2-1/4"Øx1 3/4" SCREW
ANCHORS @ 3" OC
L3x3x1/4x0'-4" @ 4'-0"
OC MAX
L2 1/2x2 1/2x3/16
PL WASHER 1/4x4x0'-4"
ANGLE BEARING CLIPS
ON HOLLOW CORE
"
4'-0
SEE TYPICAL STEEL BEAM
CONNECTION DETAIL
2' - 0"
13/16"DIA STD HOLES
MATCH JOIST
SHOE DEPTH
S4.2
TYP REINFORCED WALL OPENING DETAIL
SCALE: 3/8" = 1'-0"
23
S4.2
TAPERED HOLE (2"
TO 1 1/2" DIA @ 5'-0"OC
MAXIUM SPACING. FILL
HOLE W/ EPOXY GROUT)
TYP DECK BEARING BEAM CONNECTION
SCALE: 1" = 1'-0"
24
S4.2
BM / BM MOMENT CONN DETAIL
25
SCALE: 1 1/2" = 1'-0"
S4.2
TYP HOLLOW CORE CONNECTION DETAIL
SCALE: 3/4" = 1'-0"
26
S4.2
TYP HOLLOW CORE OPENING
SCALE: 3/4" = 1'-0"
4"
#3 HAIRPIN BARS
2'-0"
0' - 4" 0' - 1"EQ EQ
0' - 0 3/4"
0' - 3" 0' - 3"
0' - 2 1/2"
0' - 3"
RECESS SHIMS
FOR CALKING
0' - 0 9/16"
HORSESHOE SHIMS
(1/16", 1/8", & 1/4" THICK)
0' - 4"
1/2" DIA ANCHOR
BOLT @ 5'-0"OC
(MAX SPACING)
PRECAST TREAD
AND RISER UNIT,
TYP
0' - 6"
TYP. UNO
NEOPRENE PADS (6"x6"x1")
(1/4" AND 1/2" THICK), TYP
#3 HAIRPIN BARS
PER CONN DETAIL 'A'
3/4" RADIUS, TYP
1/4
1/4
0' - 3 1/2"
TYP, UNO
0' - 2"
0' - 2"
DETAIL 'C'
AT FIXED END CONNECTION PROVIDE
TAPERED HOLE (3" DIA TO 2 1/2 DIA)
IN PRECAST. PROVIDE 3/4" DIA
THREADED ROD. FILL HOLE WITH
EPOXY GROUT.
AT SLOTTED HOLE CONNECTION
INCREASE TAPERED HOLE IN PRECAST
TO 3/4" EACH SIDE AND ENDS OF
SLOTTED HOLE IN PLATE. COVER TOP
OF 3/4" DIA SMOOTH BAR WITH SHEET
METAL AND FILL TOP OF HOLE WITH
EPOXY GROUT. DO NOT ALLOW GROUT
TO COME INTO CONTACT WITH BAR.
GROUT PLUG
0' - 3"
0' - 3"
P
4" TY
BEARING PADS PER OTHER DETAILS
0' - 3 1/2"
SEE CONN DETAIL
'B'
VARIES
0' - 6"
0' - 8"
PRECAST FIXED END CONNECTION
STANDARD LONG SLOTTED HOLE
AT SLIP CONNECTION ONLY.
STANDARD HOLE AT FIXED CONNECTION.
0' - 0 1/2"0' - 0 1/2"
EQ
SCALE: 3/4" = 1'-0"
UNISTRUT CHANNEL "P1001" 1'-4"
LONG
BOTTOM OF
CHANNEL EL.
SEE ARCH.
9"
NUT AND WASHER
TYP PERABLE WALL SUPPORT
3/8" DIA THREADED RODS W/
SPRING LOADED NUTS @
4'-0"OC
SCALE: 3/4" = 1'-0"
CL FOLDING PARTITION
BM PER PLAN
EQ
0' - 1"
HSS4x4x1/4"
AT 5'-0" MAX
GEOMETRY
EQ
PRECAST TREAD AND RISER UNIT
SHALL BE CLEANED BEFORE
PLACING CAST-IN-PLACE CONCRETE
STEPS
EQ
EQ
BENJAMIN TALPOS
PRECAST TREAD AND RISER UNIT TYPICAL DETAIL
PL 3/16x2x2
3/8" DIA THREADED
RODS W/ SPRING
LOADED NUTS @
4'-0"OC
NOTES:
1. FOR AISL STEPS THAT CROSS A JOINT IN THE PRECAST TREAD
A BOND BREAKER SHALL BE APPLIED TO PRECAST ON ONE SIDE
OF THE JOINT.
DOUBLE ANGLE 2-1/2x2-1/2x3/16
BRACE WITH PL1/4x4x0'-4" AT
MIDPOINT. SEE DETAIL 44/S4.2
FOR ATTACHMENT TO
STRUCTURE ABOVE. LOCATE
BRACE @ 4'-0"OC. ALTERNATE
BRACE EA SIDE OF PARTITION.
CAST-IN-PLACE AISLE STEPS OVER
PRECAST TREAD AND RISER UNITS
54
S4.2
TYP
1/8
TYP
UNISTRUT BEAM CLAP "P1386"
W/ 1/2" - 13x 1 1/2" MACHINE BOLT
1 (MIN)
1
1/8
RE: 44/S4.2 FOR BOT OF
ASSEMBLY AND BRACING.
WON-DOOR TRACK
ASSEMBLY BY SUPPLIER
CL WOND DOOR
UNISTRUT CHANNEL "P1001" 1'-4"
LONG
3/16
2
PL1/4"x4 AT BRACE
C12x20.7
NUT AND WASHER
BOTTOM OF
CHANNEL EL.
SEE ARCH.
JST OR BM PER
3/8" DIA THREADED RODS W/ PLAN
SPRING LOADED NUTS @
4'-0"OC
9"
TYP OPERABLE WALL SUPPORT
SCALE: 3/4" = 1'-0"
STEEL JOISTS
OR BM PER
PLAN
CL WOND DOOR
HSS4x4x1/4" AT 5'-0"
MAX WHEN PARTITION
IS LOCATED BTWN
SUPPORTING MEMBERS.
OMIT WHEN PARTITION
IS DIRECTLY UNDER STL
BM.
STEEL JOISTS
OR BM PER
PLAN
DIRECTION OF
SLIP CONN
MOVEMENT
DIRECTION OF
SLIP CONN
MOVEMENT
PRECAST TREAD AND RISER UNIT
AND CONNECTION TO STEEL RAKER
BOLT TO JST BOT CHORD
W/ 5/8" DIA BOLTS @ 4'-0"OC
STL BM WHERE OCCURS
RE: ARCH FOR
0' - 1"
0' - 8"
0' - 8"
CL RAKER BM
DETAIL 'C' (PLAN VIEW)
NOTES:
1. PRECAST SIZES SHOWN ARE MINIMUM. PRECASTER IS RESPONSIBLE FOR PRECAST DESIGN. ALL GEOMETRY
OF PRECAST TREAD AND RISER UNITS SHALL BE VERIFIED WITH THE ARCHITECTURAL PRIOR TO FABRICATION.
2. PRECAST TREAD AND RISER UNIT AND ALL CONNECTIONS TO THE STRUCTURE SHALL BE DESIGNED
BY THE PRECAST SUPPLIER. ALL CONNECTION INFORMATION SHOWN IS SCHEMATIC AND IS FOR
DESIGN INTENT ONLY.
3. PRECASTER TO REFER TO 35/S4.1 FOR SEATING CONNECTION TO PRECAST TREAD AND RISER UNIT CRITERIA.
51
DOUBLE ANGLE 2-1/2x2-1/2x3/16
BRACE WITH PL1/4x4x0'-4" AT
MIDPOINT. LOCATE BRACE @
4'-0"OC. ALTERNATE BRACE EA
SIDE OF PARTITION.
S4.2
JST PER PLAN
3/8" DIA THREADED
RODS W/ SPRING
LOADED NUTS @
4'-0"OC
PL1/4x4 WELDED TO
CHANNEL AT BRACE
RE: ARCH FOR GEOMETRY
PRECAST SLIP END CONNECTION
S4.2
PL1/4x4x0'-4"
44
UNIT
EQ
10/8/2012 6:17:06 PM
CAST-IN-PLACE STEPS
STEEL RAKER BM
(BELOW)
1 (MIN)
1
C12x20.7xCONTINUOUS (BEND TO RADIUS
OF TRACK OR SEGMENT AND WELD
TOGETHER WITH COMPLETE
PENETRATION WELD)
CONNECTION DETAIL 'B'
RAKER SEAT CONNECTION,
TYP
1/4" PLATE WASHER
AND NUT TOP AND
BOTTOM OF JOIST
CHORD
JST OR BM PER
PLAN
NOTES:
1. SHEET METAL BARRIER (22 GAGE) 1/4" MINIMUM 1/2" MAXIMUM ABOVE BAR AT
SLOTTED HOLE CONDITION.
#3 AHIRPIN BARS,
TYP
2
WELD ANCHOR TO BEARING PLATE
0' - 2"0' - 2"
(1/4)
3/16
0' - 3" 0' - 3"
0' - 1"
5/8"x18"xVERT HEIGHT
PLATE (GR 36)
0' - 6"
0' - 3" 0' - 3"
(1/4)
1/4x6x0'-6" PL W/ (2) #3x1'-0".
WELD BARS TO PL. PROVIDE
SLOTTED HOLE AT SLIP ENDS
AND STANDARD HOLES AT FIXED
ENDS. CAST PLATE IN PRECAST
TREAD AND RISER UNITS WITH
SLOTTED HOLE IN DIRECTION
OF MOVEMENT.
0' - 6"
0' - 3"
0' - 3"
HSS3x3x3/16
BETWEEN JOISTS
CL FOLDING
PARTITION
REINFORCEMENT
ANGLE PER TYPICAL
DETAIL
TYP
0' -0'1"- 1"
PLATE PER OTHER DETAILS
DROP STEMS IF REQ'D
BY PRECAST DESIGN
(DAP AT SUPPORT ENDS)
1
SEE NOTE 1 (AT SLIP
CONNECTION SIDE ONLY)
3/4"x18"xVARIES
PLATE (GR 36)
SEE NOTE 1
0' - 1"
PER ARCH, TYP
CONNECTION DETAIL 'A'
S4.2
PER ARCH, TYP
55
S4.2
TYP OPERABLE WALL SUPPORT DETAIL
SCALE: 1 1/2" = 1'-0"
56
S4.2
TYP WON-DOOR SUPPORT
SCALE: 3/4" = 1'-0"
REINFORCEMENT
ANGLE PER TYPICAL
DETAIL
1/4" PLATE WASHER
AND NUT TOP AND
BOTTOM OF JOIST
CHORD
RE: 44/S4.2 FOR BOT OF
ASSEMBLY AND BRACING.
WON-DOOR TRACK
ASSEMBLY BY SUPPLIER
22
SCALE: 3/4" = 1'-0"
TYP BEAM SPLICE DETAIL
STEEL BEAM
tel: (913)897-7811
21
S4.2
JOIST BEARING BEAM
2-#5 AT EACH SIDE OF
OPENING (1 EACH FACE)
NOTE: STEEL SUPPLIER TO DESIGN PER
LRFD REACTIONS AS SEEN ON PLAN
NOTE:
1. ANGLES, WELDS, ETC SHALL BE DESIGNED BY HOLLOW CORE SUPPLIER
2. DETAIL MAY BE MODIFIED FOR SPECIFIC HOLLOW CORE SYSTEM, SUBJECT TO APPROVAL BY THE ENGINEER
3. WHERE OPENINGS ARE ADJACENT TO EXPOSED CEILING AREA, EXERCISE CARE TO MAINTAIN PROPER APPEARANCE
BREAKOUT SECTION AT
REINFORCING LOCATIONS
AND GROUT EDGE CORES
SOLID
SEE TYPICAL STEEL BEAM
CONNECTION DETAIL UNO
JOPLIN HIGH SCHOOL
CL COL OR
FACE OF MASONRY
Revisions
1'-0" UNO
1 10-08-12 ADD #3
1 1/2"
13-12102-00
09/10/12
.
CONTINUOUS ANGLE
SUPPORT FOR
HOLLOW CORE
BEAM SIZE
FOR CONN.
SEE SCHEDULE
1/2"
OPENING
STL BM
6"
TOP OF HC EL
SEE PLANS
1 1/4"
.
6"
DECK BEARING BEAM
FLOOR FRAMING TYPICAL DETAILS
NO
BOLTS
@3"OC
L
1 1/2"
1'-4"
1 1/4"
1 3/4"
PLATE EACH SIDE
SEE SCHEDULE
TOS EL
SEE PLANS
#4 @ 8'-0" OC
CL
6"
5"
2"
2 1/2"
3" 3" 2" 2"
POST PER PLAN
PER PLAN
TOS
POST PER PLAN
(4) 3/4" DIA A325 BOLTS
POST PER PLAN
TYPICAL BASE PL
TYPICAL BASE PL AT
CORNER CONDITION
DOOR JAMB
SLAB EDGE
WINDOW ABOVE
45°
TYP
SLAB PER PLAN
EQ
(8'-0"OC MAX)
COL PER PLAN
3/16
3"
TO CONC
SECOND LEVEL
PL 1/2"
2 1/2"
2 1/2"
5/16
9"
45°
TYP
SECTION
COL PER PLAN
3/8
SCALE: 3/4" = 1'-0"
PL 7/8"x12"x1'-8"
1/4
BASE PL 1 3/4"x20"x2'-2" W/
(6) 1 1/8" DIA A307 (36KSI)
ANCHORS (EMBED 3'-0")
SLAB PER PLAN
COL PER PLAN
PL 1/2"x7 3/4"x0'-9",
NS & FS
3/8
PL 7/8"x9"x1'-4"
FOUNDATION
PER PLAN
3/8
PL 1/2"x3 1/4"x0'-9",
NS & FS
3/8
BASE PL 1 1/4"x16"x1'-5" W/
(4) 1 1/8" DIA A307 (36KSI)
ANCHORS (EMBED 3'-0")
1/4
2' - 0"
S5.3
(4) 5/8" DIA A325 BOLTS
PL 1/2"x3 1/4"x0'-9",
NS & FS
SLAB PER PLAN
TYPICAL SPACING OF POSTS
SECTION 'A'
11
EQ
(8'-0"OC MAX)
3/8
5/16
3"
7 1/2"
TYP
1/4
2' - 0"
CLIP ANGLE, TYP
BASE PL 1/2"x6"x1'-2" W/
(2) 5/8" DIA HAS ROD W/
HY-150 ADHESIVE (EMBED
3")
COL PER PLAN
PL 1/2"
8'-0"OC MAX
6"
3" 3"
1/2" THICK BASE PL
2 1/2"
3/16
3 1/2"
5"
4"
3" 3" 2" 2"
4"
2"
1/2" THICK BASE PL
6"
1' - 2"
HSS PER PLAN,
TYP
TO CONC
SECOND LEVEL
2
9"
8"
TO CONC
FIRST LEVEL
SLAB PER PLAN
3/8
1 1/2" NON-SHRINK GROUT
1" NON-SHRINK
GROUT
6"
4 1/2" 4 1/2"
4"
4"
7 1/2"
ROOFING PER
ARCH
1' - 4"
1' - 8"
7 1/2"
INSULATION
PER ARCH
4"
EXT PER ARCH
4"
2 1/2"
6"
PILASTER PER
PLAN
24
SCALE: 3/4" = 1'-0"
S5.3
3 1/2"
SECTION
SCALE: 3/4" = 1'-0"
TOPPING SLAB PER PLAN
GROUT COURSE SOLID
FULL LENGTH
#4 @ 4'-0" OC
DWLS TO MATCH
VERT WALL REINF
0' - 5"
2'-0"
2'-0"
CMU WALL PER
PLAN
#4 @ 4'-0" OC
#4 @ 4'-0" OC
2'-0"
2'-0"
2-#4 CONT
2'-0"
STAIR PER SUPPLIER
(WHERE APPLICABLE)
HOLLOW CORE
0' - 5"
2-#4 CONT
0' - 0"
BRG
#4 @ 4'-0" OC
2'-0"
HOLLOW CORE
2'-0"
BOND BM, TYP
BOND BM, TYP
0' - 3"
BRG
GROUT
HOLLOW CORE
BEARING STRIP 1/8"x2".
PLACE 1/2" BACK FROM
FACE OF WALL
BOND BM, TYP
GROUT
HOLLOW CORE
BEARING STRIP PER
HOLLOW CORE SUPPLIER
CMU WALL PER
PLAN
CMU WALL PER
PLAN
NOTE:
RE: TYPICAL DETAILS
FOR TYPICAL INFORMATION
NOT SHOWN
2'-0"
HOLLOW CORE
0' - 3"
BRG
BOND BM, TYP
BOND BM, TYP
HOLLOW CORE
31
S5.3
SECTION
SCALE: 3/4" = 1'-0"
32
S5.3
SECTION
SCALE: 3/4" = 1'-0"
33
S5.3
SECTION
SCALE: 3/4" = 1'-0"
34
S5.3
SECTION
SCALE: 3/4" = 1'-0"
35
S5.3
SECTION
SCALE: 3/4" = 1'-0"
36
S5.3
SECTION
SCALE: 3/4" = 1'-0"
BENJAMIN TALPOS
10/8/2012 6:17:11 PM
1
2 10-08-12 ADD #3
0' - 5"
tel: (913)897-7811
6"
EQ EQ
MTL STUDS
PER ARCH
6"
JOPLIN HIGH SCHOOL
CMU WALL PER
PLAN
#4 @ 4'-0" OC
ATTACHMENT, EMBED, &
CONNS PER STAIR SUPPLIER
(WHERE APPLICABLE)
NOTE:
RE: TYPICAL DETAILS
NOT SHOWN
CMU WALL PER
PLAN
2'-0"
Revisions
BRG PL 3/8x6 1/2x0'-8"
W/ (2) 1/2" DIA x4" HSA
2'-0"
1'-8"
#4 @ 4'-0" OC
1'-8"
CUT COURSE AS
REQ'D
1 10-04-12 ADD #2
SECTION
1' - 5"
13-12102-00
09/10/12
CMU WALL PER
PLAN
3 1/2"
COL PER PLAN
5"
FLOOR FRAMING SECTIONS
0' - 5"
5"
S5.3
INSULATION PER
ARCH
0' - 5"
EXT PER ARCH
COL PER PLAN
BOND BM, TYP
0' - 6 1/2"
0' - 1 1/2"
0' - 1 1/2"
NOTE:
RE: TYPICAL DETAILS
NOT SHOWN
2 1/2"
10 1/2"
23
S5.3
JST PER PLAN
10 1/2"
2' - 2"
L6x4x5/16 (LLV) CONT
W/ 3/4" DIA EXP BOLTS
@ 48"OC (EMBED 4")
0' - 0 1/2"
2 1/2"
2 1/2"
DECK PER PLAN
ANGLE TO JST
1/8
DECK PER PLAN
5/8
BOND BM
L6x4x5/16 (LLV)
CONT W/ 3/4" DIA
EXP BOLTS @
24"OC (EMBED 4"),
TYP (STAGGER
ANCHORS HORIZ EA
SIDE OF WALL)
'K' SERIES 1/8x2"
'LH' AND 'DLH'
SERIES 1/4x3"
SPACE AS REQ(D)
FOR DIAPHRAGM
OR 1'-6" OC MAX
PER STEEL
SUPPLIER
3/16
EXTEND TO WEB
IF COLUMN IS TURNED
90 DEGREES
CONN PER JOIST
MANUF.
SEE TYPICAL
CONN. DETAIL
ROOFING OR FLOOR
3/16
L4x4x1/4xCONTINUOUS
UNO ON PLAN
1 1/2
1 1/2@1'-6"
5/8
STEEL JOIST
DECK PER PLAN
'K' SERIES 1/8x2"
'LH' AND 'DLH'
SERIES 1/4x3"
SPACE AS REQ(D)
FOR DIAPHRAGM
OR 1'-6" OC
METAL DECK
TO STL
PER PLAN
JST BRG EL
PER PLAN
EXTEND JOISTS 1" MINIMUM BEYOND
CL WHEN JOISTS ARE ON ONE SIDE
ONLY OR WHEN THEY ARE NOT
BUTTED DIRECTLY ACROSS
PROVIDE ANGLE @ JOISTS BEARING
ON MOMENT FRAME OR BRACED
BAYS. L2 1/2x2 1/2x3/16 BETWEEN
JOISTS. LOCATE SO THAT DECK CAN
BE WELDED TO TOP LEG (AT 5"
JOIST SEATS USE L5x5x5/16 IN LIEU
OF L2 1/2x2 1/2)
1/4
'K' SERIES 1/8x2"
'LH' AND 'DLH'
SERIES 1/4x3"
2@1'-0"
METAL DECK
STEEL DECK & CONN
PER PLAN
JST BRG EL
SEE PLAN
1/2"
0' - 0 1/2"
'K' SERIES 1/8x2"
'LH' AND 'DLH'
SERIES 1/4x3"
JST BRG EL
SEE PLANS
JST BRG EL
SEE PLANS
STEEL JOIST
EXTENDED ENDS
STEEL BEAM WHERE
SHOWN ON PLANS
3/16
BOND BM, TYP
JST OR BM
PER PLAN
CMU WALL PER
PLAN
SCALE: 3/4" = 1'-0"
S6.1
TYP JOIST BRG @ STL COL
STEEL JOIST EXTENDED ENDS
14
SCALE: 3/4" = 1'-0"
S6.1
SCALE: 1" = 1'-0"
SPACE AS
REQ(D) FOR
DIAPHRAGM OR
1'-6" OC MAX
'K' SERIES 1/8x2"
'LH' AND 'DLH'
SERIES 1/4x3"
3/16
3/16
5/8
TOS EL
SEE PLAN
HORIZONTAL OR DIAGONAL
BRIDGING AS REQUIRED
PL 1/4X3XCONT
W/ 1/2"DIAX4"
HEADED STUDS
@ 1'-4 OC
1/2"
NOTES:
1. USE ONLY WHERE DUCTS ARE SHOWN BETWEEN JOISTS ON MECHANICAL
DRAWINGS. VERIFY LOCATION WITH CONTRACTOR.
2. DO NOT INSTALL DUCTS IN TWO ADJACENT JOIST SPACES.
BOND BM
CUT BLOCK AS REQD
FOR BRG EL OR SLOPE
STEEL JOIST
BOND BEAM
BEARING PL3/8"x0'-8" WITH 2-1/2"Ø x 4"
HEADED STUDS @ 5" OC FOR 'K' SERIES.
BEARING PL3/4"x 1'-0" WITH 3-1/2"Ø x 4"
HEADED STUDS @ 4 1/2" OC FOR 'LH' AND
'DLH' SERIES.
WIDTH OF PLATE DETERMINED BY WALL
THICKNESS.
VERTICAL MASONRY WALL REINFORCING.
SEE PLANS AND STRUCTURAL NOTES.
PROVIDE STANDARD 180° HOOK AT TOP OF
WALL (SKEW AS REQ'D)
STEEL BEAM
22
SCALE: 1" = 1'-0"
VERTICAL MAS. REINF.
SEE PLANS AND
STRUCTURAL NOTES
.
1/2"
STEEL JOIST
TYP JOIST BEARING DETAIL
1"
S6.1
DECK BRG EL
SEE PLANS
1 1/2
DUCTWORK
STEEL BEAM
21
MET DECK
TYP
JST BRG EL
SEE PLAN
JST BRG EL
SEE PLAN
S6.1
5/8
SPACE AS REQD
FOR DIAPHRAGM
OR 1'-0 OC MAX
METAL DECK
3/16
1 1/2@1'-6"
EDGE OF
DECK
WHERE
OCCURS
L2x2x3/16 EACH SIDE
3/16"
METAL DECK
METAL DECK
SCALE: 1" = 1'-0"
CONCENTRATED LOAD AT
TOP CHORD (>400 LBS)
'K' SERIES 1/8x2"
'LH' AND 'DLH'
SERIES 1/4x3"
1/2"
MAX
2@1'-0"
SEE
PLAN
1/2"
MAX
S6.1
TYP METAL DECK BEARING DETAIL
23
SCALE: 3/4" = 1'-0"
S6.1
TYP BRIDGING INTERRUPTION DETAIL
SCALE: 3/4" = 1'-0"
24
S6.1
STEEL JOIST
NOTE:
PROVIDE REINFORCEMENT WHEN
CONCENTRATED LOAD IS MORE THAN
4" FROM PANEL POINT.
25
SCALE: 1" = 1'-0"
S6.1
CONCENTRATED LOAD AT
BOTTOM CHORD (>200 LBS)
TYP JOIST REINFORCING DETAIL
26
SCALE: 1" = 1'-0"
S6.1
TYP DECK BRG WALL DET
SCALE: 3/4" = 1'-0"
CL BEAM
WORKING POINT
1/8
STEEL JOIST
1" MIN
0' - 2"
0' - 0 1/2" MAX
OPENING SIZE
1/4
METAL ROOF DECK
EACH
JOIST
1/8
5/8
X
TYP
EA END
1 3/8"x1 5/8" UNI-STRUT
CHANNEL BETWEEN
DECK RIBS
12
'K' SERIES 1/8x2"
'LH' AND 'DLH'
SERIES 1/4x3"
1/8
2-L3x3x1/4
TYP
EA SIDE
1
2-3/4"Ø A325-N BOLTS
ROOF DECK
3/16
1/2"Ø THREADED RODS
S6.1
SCALE: 3/4" = 1'-0"
S6.1
TYP ROOF OPENING DETAIL
33
SCALE: 3/4" = 1'-0"
S6.1
5/8
NOTE:
1. GENERAL CONTRACTOR SHALL VERIFY SIZE AND LOCATION WITH MECHANICAL CONTRACTOR.
2. PROVIDE SEISMIC BRACING IN ACCORD WITH MECHANICAL SPECIFICATIONS AND DETAILS.
3. WEIGHT OF MECHANICAL UNIT EQUAL TO OR LESS THAN 400 LBS/ CHANNEL.
STEEL BEAM
34
SCALE: 1" = 1'-0"
S6.1
SCALE: 1" = 1'-0"
@ 12" OC
DECK TO BENT
PLATE
SLOPE
5/8"Ø THREADED ROD WITH
1/4"x 0'-3" SQUARE WASHER
TOP AND BOTTOM
MECHANICAL UNIT
5'-0" MAX
STEEL JOIST
32
2
STEEL JOIST OR
STEEL BEAM
5'-0" MAX
TYP BRIDGING DETAIL
1/4" BENT PL
L6x6x1/2x0'-3"
1/4
31
1
PL3/4x4x0'-6"
STEEL JOIST OR
STEEL BEAM
JST BRG EL
SEE PLANS
STEEL JOIST OR
BEAM
L4x4x3/8
1
PL3/16"x0'-5" x CONTINUOUS
1 1/2
METAL DECK
BRIDGING BY JOIST
MANUFACTURER. SEE
JOIST SHOP DRAWINGS
SPACE AS REQ(D)
FOR DIAPHRAGM
OR 1'-6" OC MAX
VARIES
STEEL BEAM
1/2" MAX
1/8
MECHANICAL UNIT
BM PER PLAN
NOTE:
1. GENERAL CONTRACTOR SHALL VERIFY SIZE AND LOCATION WITH MECHANICAL CONTRACTOR.
2. PROVIDE SEISMIC BRACING IN ACCORD WITH MECHANICAL SPECIFICATIONS AND DETAILS.
3. WEIGHT OF MECHANICAL UNIT GREATER THAN 400 LBS/ANGLE OR LESS THAN 700 LBS/ANGLE.
35
S6.1
SCALE: 1" = 1'-0"
36
S6.1
SECTION
SCALE: 1 1/2" = 1'-0"
ROOFING PER ARCH
ROOF DECK PER PLAN
CL RIDGE PLATE
3/16
TYP
2
3/16
ANGLE PER SECTION
WALL WIDTH
SEE PLAN
TOP OF PARAPET
EL
SEE PLAN
EMBED PER PRECAST
SUPPLIER
5/8
1/8
TOP OF PARAPET
EL
SEE PLAN
2
TYP
2
ANGLE PER SECTIONS
WALL WIDTH
SEE PLAN
SPACE AS REQ(D)
FOR DIAPHRAGM
OR 1'-6" OC MAX
WORKING POINT
SPACE AS REQ(D)
FOR DIAPHRAGM
OR 1'-0" OC MAX
5/8
NOTES:
1. REFER TO ARCH FOR LOCATIONS
AND SIZE OF WALL PANELS.
RE TYP DET 15/S6.1
FOR ADDITIONAL
JST BRACING
REQUIREMENTS.
3/16
METAL DECK
EMBED PER
PRECAST SUPPLIER
SPACE @ 4'-0" OC
MAX CENTERED ON
ANLGE
JST BRG EL
SEE PLAN
HSS TO JST BOT
CHORD
HSS PER PLAN
BEAR ON BOT CHORD
OF JST, 3" MIN BEARING
'K' SERIES 1/8x2"
'LH' AND 'DLH'
SERIES 1/4x3"
3/16
SCALE: 3/4" = 1'-0"
42
S6.1
TYP PRECAST CONNECTION
43
SCALE: 3/4" = 1'-0"
S6.1
1/8
1 1/2
1
METAL DECK
X
12
PL3/16"x0'-5" x CONTINUOUS
RIDGE
JST BRG EL
SEE PLANS
HSS3 1/2x2 1/2x1/4xCONT - FOR
K-SERIES JSTS
TYP NS & FS, CLIP
TO HSS
0' - 1"
1
SLOPE
0' - 1"
1/4" BENT PL
SLOPE
JST PER PLAN
12 GA L3x3x3 W/ (4) #10
SCREWS EA SIDE OF
HANGER STUDS
3/16
2-12
RIDGE MEMBER
PER PLAN
STEEL JOIST
TYP AUDITORIUM WALL ASSEMBLY CONN
SCALE: 3/4" = 1'-0"
44
S6.1
DECK DIRECTION CHANGE DETAIL
SCALE: 1" = 1'-0"
45
S6.1
TYP RIDGE DETAIL
46
SCALE: 1" = 1'-0"
S6.1
SECTION
SCALE: 1 1/2" = 1'-0"
ROOFING PER ARCH
L4x4x3/8 BRACE
HSS4x4x5/16
HSS4x4x5/16
1/4" FULL DEPTH
STIFF PL
L4x4x3/8 BRACE
ROOF DECK PER PLAN
HSS4x4x5/16
HSS4x4x5/16
HSS4x4x5/16
HSS4x4x5/16
PL 1/4"x4"x6" , TYP
NOTE:
COORDINATE AND FIELD LOCATE ALL BRACING ANGLES AND CONNECTIONS TO AVOID INTERFERENCE
WITH RIGGING LINE SETS AND LOFT BLOCK CONNECTIONS.
BENJAMIN TALPOS
51
S6.1
SECTION
SCALE: 3/8" = 1'-0"
HSS4x4x5/16
HSS4x4x5/16
HSS4x4x5/16
tel: (913)897-7811
1/4" FULL DEPTH
STIFF PL
BM PER PLAN,
TYP
1
10/8/2012 6:17:18 PM
S6.1
TYP PRECAST CONNECTION
1 1/2@12
STEEL BEAM
INSTALL LIGHT GAUGE
BRACING AS REQ'D TO
MAINTAIN MAX STUD
UNBRACED LENGTH
OF 8'-0"
STIFFENED SEAT CONN
PER STEEL SUPPLIER
41
1/8
MTL STUDS PER
ARCH
3/16
EACH
JOIST
STEEL DECK & CONN
PER PLAN
METAL DECK
PRECAST WALL PER
PRECAST SUPPLIER
TYP
5/8
SPACE AS REQ(D)
FOR DIAPHRAGM
OR 1'-6" OC MAX
PROVIDE ANGLE @ JOISTS
BEARING ON MOMENT FRAME OR
BRACED BAYS. L2 1/2x2 1/2x3/16
BETWEEN JOISTS. LOCATE SO
THAT DECK CAN BE WELDED TO
TOP LEG (AT 5" JOIST SEATS USE
L5x5x5/16 IN LIEU OF L2 1/2x2 1/2)
DIAGONAL
BRIDGING
SCALE: 1" = 1'-0"
NOTE: OFFSET JOISTS EA SIDE OF CENTERLINE
SHOWN ON PLAN IF MINIMUM BEARING DIMENSION
CANNOT BE ACHIEVED.
PROVIDE ANGLE @ ALL LOADING
BEARING CMU THAT STOPS BELOW
STRUCTURAL DECK. L2 1/2x2
1/2x3/16 BETWEEN JOISTS. LOCATE
SO THAT DECK CAN BE WELDED TO
TOP LEG (AT 5" JOIST SEATS USE
L5x5x5/16 IN LIEU OF L2 1/2x2 1/2)
CL
5/8
S6.1
16
SPACE AS
REQ(D) FOR
DIAPHRAGM OR
1'-6" OC MAX
15
JOPLIN HIGH SCHOOL
S6.1
13
CL STEEL BEAM AND JOIST
REACTION POINT
CL STEEL BEAM AND JOIST
REACTION POINT
Revisions
SCALE: 1" = 1'-0"
S6.1
TYP DECK TO CMU BRG DETAIL
STEEL BEAM
STEEL BEAM
1 10-08-12 ADD #3
12
STEEL JOIST
STEEL JOIST
13-12102-00
09/10/12
11
CL BEAM AND JOIST REACTION
POINT
PER TYPICAL
CONN DETAIL
FOR STL BEAM
1 1/2@1'-6"
ROOF FRAMING TYPICAL DETAILS
CMU WALL PER
PLAN
STL COLUMN
JST OR BM
PER PLAN
1 1/2@1'-6"
3/16
S6.1
JST PER PLAN
STIFFENED SEAT PER STEEL
SUPPLIER COORDINATE W/
JST MANUFACTURER
PROVIDE ANGLE @ JOISTS BEARING
ON MOMENT FRAME OR BRACED
BAYS. L2 1/2x2 1/2x3/16 BETWEEN
JOISTS. LOCATE SO THAT DECK
CAN BE WELDED TO TOP LEG (AT 5"
JOIST SEATS USE L5x5x5/16 IN LIEU
OF L2 1/2x2 1/2)
STEEL BEAM
.
CUT COURSE
AS REQ'D, TYP
OUTLINE OF
MECHANICAL UNIT
OUTLINE OF
MECHANICAL UNIT
CENTERLINE OF TYP
FRAMING MEMBER.
SEE PLAN
6' - 0" MAX
A
DECK OPENING
FRAMING AROUND
OPENING IN ROOF DECK
PER STRUCTURAL NOTES
3/16
TYP
6' - 0" MAX
3/16
3/16
1/8
OPENING IN
ROOF DECK
L6x4x3/8 (LLV) (TYPICAL).
CENTER ANGLE UNDER
CENTER OF MECHANICAL
UNIT BASE OR CURB
TYPICAL ANGLE UNDER
MECHANICAL UNIT
L4x4x3/8x0'-6"
L4x4x3/8 (TYPICAL). CENTER
ANGLE UNDER CENTERLINE
OF MECHANICAL UNIT BASE
OR CURB
TYP
3/16
STEEL JOIST OR
BM
2
3/16
10'-0" MAX
TYP
FRAMING AROUND
OPENING IN ROOF DECK
PER STRUCTURAL
FRAMING NOTES
1/8
10'-0" MAX
CENTERLINE OF TYP
FRAMING MEMBER.
SEE PLAN
CENTER LINE OF TYP
FRAMING MEMBER
SEE PLAN
TYPICAL ANGLE UNDER
MECHANICAL UNIT
L6x4x3/8x0'-6" (LLV)
A
STEEL JOIST OR BM
A
10'-0" MAX
10'-0" MAX
10'-0" MAX
NOTE:
MAX UNIT WEIGHT = 2000LB
11
S6.2
TYP FRAMING AT SMALL MECHANICAL UNIT
13
SCALE: 1/2" = 1'-0"
S6.2
10'-0" MAX
A
TYP FRAMING AT LARGE MECHANICAL UNIT
SCALE: 1/4" = 1'-0"
JOPLIN HIGH SCHOOL
tel: (913)897-7811
Revisions
1 10-08-12 ADD #3
13-12102-00
09/10/12
BENJAMIN TALPOS
10/8/2012 6:17:20 PM
S6.2
ROOF FRAMING TYPICAL DETAILS
1
CL
CONNECTION PER PLAN
AND OTHER DETAILS
SLOT BRACE FOR PLATE
NS
FS
1/4
3/16
4
PL TO
BASE PL
WORKING POINT
2"
2"
STEEL BEAM.
SEE PLAN
CL OF BEAM
COL TO BASE PL
SIZE TO BE 1/16"
LESS THAN
COLUMN WALL
THICKNESS
BRACE. SEE BRACING
ELEVATIONS
8" N
MI
FIN FLR EL
SEE PLAN
2"
EXTEND BASE PLATE AS
REQUIRED TO ATTACH TO
GUSSET PLATE
2"
12
SCALE: 3/4" = 1'-0"
S8.3
13
SCALE: 1" = 1'-0"
S8.3
TYP 'X' BRACING DETAIL
14
SCALE: 3/4" = 1'-0"
S8.3
5/8" GUSSET PLATE
TYP BRACING DETAIL
1/4
15
SCALE: 3/4" = 1'-0"
S8.3
K11
K9
1/4
5/8" GUSSET PLATE
BRACE CONNECTION DETAIL
16
SCALE: 1" = 1'-0"
S8.3
SCALE: 1" = 1'-0"
CL
STEEL COLUMN
SEE TYPICAL BEAM TO
COLUMN CONNECTION
DETAIL
TYP
1/4
3
3
STEEL BEAM
12
S8.3
12
S8.3
5/8" GUSSET PLATE
CL OF BEAM
HS
S8
x8
x5
/16
T=
C=
49
k
2"
BRACE PER PLAN.
SLOT BRACE AT
PLATE
8"
MIN
2"
HS
S8
x8x
5/1
6
T=
C=
38k
WORKING POINT
3
/16
x5
8
x
S8
HS
9k
=4
C
T=
HS
S8
x8x
5/1
6
T=
C=
38k
25
HS
S8
x8
x5
/16
T=
C=
49
k
S8.3
TYP BRACING DETAIL
SCALE: 3/4" = 1'-0"
K7
THIRD LEVEL
130' - 0"
K6
THIRD LEVEL
130' - 0"
15
S8.3
15
S8.3
HS
S8x
8x5
/16
HS
S8x
8x5
/16
T=C
=48
k
T=C
=38
k
/16
8x5
x
8
S
HS
k
=38
C
=
T
3
12
S8.3
13
S8.3
13
S8.3
HS
S8x
8x5
/16
HS
S8x
8x5
/16
T=C
=48
k
16
x5/
8x8
S
HS
k
=48
T=C
T=C
=38
k
HS
S8
x8
x5
/16
T=
C=
48
k
SECOND LEVEL
116' - 0"
SECOND LEVEL
116' - 0"
/16
x5
8
x
S8
HS
8k
=4
C
T=
HS
S8
x8x
5/1
6
T=
C=
55
k
HS
S8
x8
x5
/16
T=
C=
48
k
THIRD LEVEL
130' - 0"
JOPLIN HIGH SCHOOL
16
x5/
8
x
S8
HS
38k
C=
=
T
TYP EACH
SIDE OF PL
3/16
BRACE ELEVATIONS AND DETAILS
1
LD
90°
1/4
90°
2
LF
8"
ANCHOR BOLTS PER
SCHED
STEEL BRACE.
SEE ELEVATION
2"
S8.3
TYP BRACING CONNECTION NOTES
STEEL BRACE.
SEE ELEVATION
STEEL BEAM.
SEE PLAN
8"
1/4
11
SLOT BRACE AT PLATE
1/2
5/8" GUSSET PLATE
STEEL COLUMN.
SEE PLAN
2"
WORKING POINT
HSS4x4x1/4
SLOT BRACE AT PLATE
2"
2"
1/4
90°
WORKING POINT
2"
NON-SHRINK GROUT
8"
WORKING POINT
1/4
TOF EL
SEE PLAN
STEEL BRACE.
SEE ELEVATION
NOTES ARE
SYMETRICAL ABOUT
THIS LINE
S
RIE
VA
SLOT BRACE
AT PLATE
1/4
2"
SLOT BRACE AT PLATE
1/2" GUSSET PLATE
CL OF BEAM
1/4
2"
S
RIE
VA
STEEL COLUMN.
SEE PLAN
8"
TY
P
5/8" GUSSET PLATE
CONNECTION PER PLAN
AND OTHER DETAILS
S
RIE
VA
3/16
STEEL BEAM.
SEE PLAN
1
1/4
1
MI "
N
TYP EACH
SIDE OF PL
CL OF BEAM
CL
1/4
1
PL TO
COLUMN
BRACING CONNECTION NOTES:
1. ALL CONNECTIONS SHOWN ARE SCHEMATIC ONLY. FINAL CONNECTION DESIGN CALCULATIONS AND
DETAILING SHALL BE PROVIDED BY THE STEEL FABRICATOR'S ENGINEER.
2. REFER TO PLANS FOR ADDITIONAL SHEAR AND AXIAL REACTIONS NOT SHOWN.
3. ALL CONNECTIONS SHALL BE DESIGNED IN ACCORDANCE WITH AISC LOAD AND RESISTANCE FACTOR
DESIGN (LRFD) TO RESIST FACTORED REACTIONS PROVIDED.
4. THE WORKPOINT SHALL BE DEFINED AS THE INTERSECTION OF ALL MEMBER CENTROIDS FRAMING
INTO THE JOINT. STEEL SUPPLIER SHALL DESIGN THE CONNECITONS TO TRANSFER ALL FORCES TO
THE WORKPOINT.
CL
CL
NOTES ARE SYMETRICAL
ABOUT THIS LINE
STEEL COLUMN
HS
S8x
8x5
/16
k
=48
T=C
2 10-04-12 ADD #2
/16
8x5
x
8
S
HS
tel: (913)897-7811
13
S8.3
14
S8.3
T=C
=48
k
FIRST LEVEL
100' - 0"
Revisions
3
FIRST LEVEL
100' - 0"
HS
S8x
8x5
/16
13-12102-00
09/10/12
k
55
C=
=
T
1 09-25-12 ADD #1
HS
S8
x8x
5/1
6
T=
C=
55
k
S8.3
6
5/1
x
8
x
S8
HS
3 10-08-12 ADD #3
15
S8.3
T=C
=48
k
SECOND LEVEL
116' - 0"
43
SCALE: 1/4" = 1'-0"
S8.3
LC
BRACE ELEVATION
SCALE: 1/4" = 1'-0"
HS
S8
x8x
5/1
6
T=
C=
55
k
LB
K7
K8
2
25
S8.3
HSS
8x8x
5/16
T=C
=15k
5/16
8x8x
S
S
H
=15k
T=C
51
S8.3
BRACE ELEVATION
SCALE: 1/4" = 1'-0"
16
x5/
8
x
S8
HS
k
55
C=
=
T
HSS
8x8x
5/16
3
13
S8.3
HSS
8x8x
5/16
25
S8.3
T=C
=15k
5/16
8x8x
HSS
FIRST LEVEL
100' - 0"
T=C
=15k
=15k
T=C
53
S8.3
BRACE ELEVATION
SCALE: 1/4" = 1'-0"
HS
S8
x8x
5/1
6
T=
C=
55
k
FIRST LEVEL
100' - 0"
3
13
S8.3
HSS
8x8x
5/16
14
S8.3
FIRST LEVEL
100' - 0"
T=C
=15k
14
S8.3
14
S8.3
BENJAMIN TALPOS
10/8/2012 6:17:46 PM
S8.3
BRACE ELEVATION
55
S8.3
BRACE ELEVATION
SCALE: 1/4" = 1'-0"
3
41
KK
KC
LC
3
3
3
12
S8.3
12
S8.3
12
S8.3
HS
S8
x8x
5/1
6
T=
C=
30
k
6
5/1
8x
x
S8
HS
2k
=3
C
T=
HS
S8
x8x
5/1
6
T=
C=
30
k
16
x5/
8
x
S8
HS
k
30
C=
=
T
HS
S8
x8x
5/1
6
T=
C=
32
k
6
5/1
x
8
x
S8
HS
k
30
C=
=
T
HS
S8
x8x
5/1
6
T=
C=
30
k
THIRD LEVEL
130' - 0"
THIRD LEVEL
130' - 0"
THIRD LEVEL
130' - 0"
15
S8.3
15
S8.3
15
S8.3
HS
S8x
8x5
/16
HS
S8x
8x5
/16
T=C
=30
k
HS
S8x
8x5
/16
T=C
=32
k
T=C
=30
k
13
S8.3
13
S8.3
13
S8.3
/16
8x5
x
8
S
HS
k
=32
T=C
HS
S8
x8x
5/1
6
T=
C=
30
k
/16
8x5
x
8
S
HS
HS
S8
x8x
5/1
6
T=C
=32
k
k
=30
T=C
/16
8x5
x
8
S
HS
HS
S8x
8x5
/16
HS
S8x
8x5
/16
T=C
=30
k
k
=30
T=C
T=C
=30
k
SECOND LEVEL
116' - 0"
SECOND LEVEL
116' - 0"
SECOND LEVEL
116' - 0"
HS
S8
x8x
5/1
6
T=
C=
36k
HS
S8
x8x
5/1
6
T=
C=
32
k
S8.4
K6
BRACE ELEVATION
35
SCALE: 1/4" = 1'-0"
K7
S8.4
K9
BRACE ELEVATION
SCALE: 1/4" = 1'-0"
K11
2
KF
KG
12
S8.3
HSS
8x8x
5/16
45
S8.4
THIRD LEVEL
130' - 0"
T=C
=15k
BRACE ELEVATION
SCALE: 1/4" = 1'-0"
THIRD LEVEL
130' - 0"
K8
16
S8.3
K7
16
S8.3
HS
S8
x8
x5
/16
T=
C=
74
k
/16
x5
x8
S8
HS
HSS
8x8x
5/16
k
74
C=
T=
/16
x5
x8
S8
k
70
HS
C=
T=
HS
S8
x8
x5
/16
T=
C=
70
k
3
T=C
=?k
25
S8.3
SECOND LEVEL
116' - 0"
5/16
8x8x
HSS
=?k
T=C
SECOND LEVEL
116' - 0"
BENJAMIN TALPOS
10/8/2012 6:17:55 PM
14
S8.3
51
S8.4
BRACE ELEVATION
SCALE: 1/4" = 1'-0"
Revisions
FIRST LEVEL
100' - 0"
14
S8.3
3
15
S8.3
HSS
8x8x
5/16
13-12102-00
09/10/12
=15k
T=C
13
S8.3
S8.4
HS
S8
x8x
5/1
6
T=C
=25
k
6
5/1
x8x
S8
HS
5/16
8x8x
HSS
25k
C=
T=
HS
S8
x8
x5
/16
T=
C=
20
k
T=C
=15k
25
S8.3
3
1
3
2 10-04-12 ADD #2
SCALE: 1/4" = 1'-0"
14
S8.3
tel: (913)897-7811
33
FIRST LEVEL
100' - 0"
S8.4
FIRST LEVEL
100' - 0"
14
S8.3
14
S8.3
BRACE ELEVATION
3
3
FIRST LEVEL
100' - 0"
31
HS
S8
x8x
5/1
6
T=
C=
36k
3 10-08-12 ADD #3
HS
S8
x8x
5/1
6
T=
C=
32
k
50k
C=
=
T
1 09-25-12 ADD #1
16
x5/
8
x
S8
HS
36k
C=
=
T
BRACE ELEVATIONS
3
16
x5/
8
x
S8
HS
k
32
C=
=
T
JOPLIN HIGH SCHOOL
6
5/1
x8x
8
S
HS
53
S8.4
BRACE ELEVATION
SCALE: 1/4" = 1'-0"
55
S8.4
BRACE ELEVATION
SCALE: 1/4" = 1'-0"
13
S8.3
HSS
8x8x
5/16
T=C
=?k
FIRST LEVEL
100' - 0"
HS
S8
x8x
5/1
6
T=
C=
32
k
LB
KA
KL
KG
/16
x5
x8
S8
HS
k
25
C=
T=
HS
S8
x8
x5
/16
T=
C=
25
k
KH
THIRD LEVEL
130' - 0"
K6
T=
C=
94
k
SECOND LEVEL
116' - 0"
k
94
C=
T=
2
2
15
S8.3
SECOND LEVEL
116' - 0"
SECOND LEVEL
116' - 0"
12
S8.3
12
S8.3
16
S8.3
HS
S8
x8x
5/1
6
T=
C=
33
k
14
S8.3
FIRST LEVEL
100' - 0"
FIRST LEVEL
100' - 0"
14
S8.3
K7
S8.5
K9
SCALE: 1/4" = 1'-0"
K11
1
SECOND LEVEL
116' - 0"
SECOND LEVEL
116' - 0"
16
S8.3
2 10-08-12 ADD #3
K6
SCALE: 1/4" = 1'-0"
BRACE ELEVATION
tel: (913)897-7811
S8.5
35
SCALE: 1/4" = 1'-0"
BRACE ELEVATION
Revisions
33
1 09-25-12 ADD #1
S8.5
BRACE ELEVATION
13-12102-00
09/10/12
31
JOPLIN HIGH SCHOOL
FIRST LEVEL
100' - 0"
HS
S8
x8x
5/1
6
T=
C=
33
k
BRACE ELEVATIONS
HS
S8
x8x
5/1
6
T=
C=
33
k
S8.5
14
S8.3
16
x5/
8
x
S8
HS
k
33
C=
=
T
k
65
C=
T=
13
S8.3
13
S8.3
16
x5/
8
x
S8
HS
k
33
C=
=
T
HS
S8
x8
x5
/16
T=
C=
65
k
2
/16
x5
x8
S8
HS
HS
S8
x8x
5/1
6
T=
C=
33
k
K5
K11
HS
S8
x8
x5
/16
K10
/16
x5
x8
S8
HS
K9
16
S8.3
2
BENJAMIN TALPOS
10/8/2012 6:18:02 PM
S8.5
BRACE ELEVATION
SCALE: 1/4" = 1'-0"
53
S8.5
BRACE ELEVATION
SCALE: 1/4" = 1'-0"
HS
S8
x8x
5/1
6
T=
C=
80
k
HS
S8
x8x
5/1
6
T=
C=
80
k
FIRST LEVEL
100' - 0"
14
S8.3
51
6
5/1
x8x
S8
HS
FIRST LEVEL
100' - 0"
k
80
C=
T=
6
5/1
x8x
S8
HS
14
S8.3
k
80
C=
T=
2
KH
KF
KG
KE
LB
LC
2
HSS4x
4x1/4
HSS4
x4x1/4
T=C=3
0k
4x1/4
HSS4x
HSS4
x4x1/4
T=C=3
0k
0k
T=C=3
T=C=3
0k
ROOF LEVEL
144' - 0"
HS
S8
x8x
5/1
6
T=
C=
25
k
HS
S8
x8x
5/1
6
T=C
=25
k
2
/16
x5
x8
S8
HS
13
S8.3
k
30
C=
T=
HS
S8
x8
x5
/16
T=
C=
30
k
12
S8.3
HSS4x
4x1/4
0k
T=C=3
25
S8.3
2
13
S8.3
T=C=3
0k
x4x1/4
4
HSS
25
S8.3
13
S8.3
16
x5/
8
x
S8
HS
k
25
C=
=
T
HS
S8
x8x
5/1
6
T=C
=25
k
16
x5/
8
x
S8
HS
k
=25
T=C
HS
S8
x8x
5/1
T=
6
C=
25
k
THIRD LEVEL
130' - 0"
THIRD LEVEL
130' - 0"
THIRD LEVEL
130' - 0"
15
S8.3
15
S8.3
HS
S8x
8x5
/16
T=C
=50
k
16
S8.3
/16
x5
x8
S8
HS
k
90
C=
T=
13
S8.3
/16
8x5
x
8
S
HS
k
=25
C
=
T
2
2
SECOND LEVEL
116' - 0"
HS
S8x
8x5
/16
T=C
=25
k
SECOND LEVEL
116' - 0"
SECOND LEVEL
116' - 0"
FIRST LEVEL
100' - 0"
FIRST LEVEL
100' - 0"
15
S8.3
15
S8.3
SCALE: 1/4" = 1'-0"
T=
C=
70
k
14
S8.3
33
S8.6
BRACE ELEVATION
SCALE: 1/4" = 1'-0"
35
S8.6
BRACE ELEVATIONS
S8.6
BRACE ELEVATION
FIRST LEVEL
100' - 0"
BRACE ELEVATION
SCALE: 1/4" = 1'-0"
JOPLIN HIGH SCHOOL
HS
S8
x8x
5/1
6
T=
C=
70
k
HS
S8
x8x
5/1
6
31
6
5/1
x8x
S8
HS
14
S8.3
k
70
C=
T=
6
5/1
x8x
S8
HS
k
70
C=
T=
2
2
T=
C=
90
k
HS
S8
x8
x5
/16
HS
S8x
8x5
/16
T=C
=25
k
BENJAMIN TALPOS
tel: (913)897-7811
2 10-08-12 ADD #3
Revisions
13-12102-00
09/10/12
1 09-25-12 ADD #1
10/8/2012 6:18:15 PM
S8.6
1
2 BENT BARS TO
MATCH BOND
BEAM
REINFORCING
DEPTH
3. MECHANICALLY VIBRATE GROUT.
4. SEE TYPICAL MASONRY BEAM/
LINTEL BEARING DETAIL FOR
BEARING.
SEE PLANS
CUT OUT TOP
4" OF WEBS
@ TOP OF COURSE
SHEAR REINFORCING WHERE INDICATED.
HOOK AROUND HORIZONTAL STEEL TOP
AND BOTTOM. (NOT TYPICALLY REQD)
7 253/256"
CL EMBED
1" CLR
EMBED PL3/8x3x0'-8" WITH 2-5/8Øx5"
HEADED STUDS 4" OC. HOT DIP
GALVANIZED AFTER FABRICATION.
SPACE EMBEDS @ 4'-0" OC
1/4
3/16
1/2"
PLATE
1/2"
PLATE
1/2"
MASONRY LINTEL
ML-3
ML-4
16" DEEP BOND BM W/ 2-#5 T&B
6'-0" ≤ L < 9'-4"
ML-5
ML-6
BOND BM
9'-4" ≤ L < 11'-4"
W8X21
W8X21
PROVIDE 5/16" BOT PLATE AS REQD
STL LINTEL BM
11'-4" ≤ L < 13'-4"
W16X31
W16X31
W24X55
13'-4" ≤ L < 20'-0"
W24X55
8". TYP
1/8
1 1/2
L2 1/2X2 1/2X3/16
1
1/8
1 (MIN)
1 1/2
1
3/16
TYP
1"
CLR
TYP
1/4" THICK BENT PL
OR ANGLE. PROVIDE
3" MIN BRG AT VERT
FACE
1/8
1
(MIN)
1 1/2
3/16
3
L3X3X1/4X0'-4
TYP
3/16
3
CMU WALL BEYOND
DECK PER PLAN
A
B
PARTITION PARALLEL TO JST
L3X3X1/4X0'-4
S9.2
TYP
3/16
BOND BM REINF
W/ 2-#5 CONT
SCALE: 3/4" = 1'-0"
S9.2
TYP PARTITION WALL BRACING DETAIL
34
SCALE: 3/4" = 1'-0"
S9.2
L3x3x1/4x0'-4" @ 4'-0" OC MAXIMUM
STEEL BEAM
PROVIDE WEDGE SHIM
PLATES UNDER FULL
BEARING AREA WHEN
SLOPE EXCEEDS 1/2:12
2- 3/4"Øx1'-3" HEADED
ANCHOR BOLTS
CENTERED IN 3" LONG
SLOTTED HOLE IN BEAM
FLANGE. TIGHTEN NUTS
FINGER TIGHT.
STEEL BEAM AT MASONRY WALL
42
SCALE: 1" = 1'-0"
S9.2
SCALE: 1" = 1'-0"
PARTITION WALL
NOTES:
1. THIS DETAIL IS TO BE USED ONLY IF INTERSECTING SUPPORT WALL EXCEEDS A SPACING
OF 18'-0".
2. INTERSECTING WALL MUST BE 4'-0" MINIMUM IN LENGTH TO BE CONSIDERED A SUPPORTING
WALL.
BENJAMIN TALPOS
TYP PARTITION WALL BRACE DETAIL TO WALL
SCALE: 3/4" = 1'-0"
2. PROVIDE CONT 10 GA. PLATE,
CONTINUOUS ANGLES, AND
SCREWS @ 2'-0" OC AT EXPOSED
AREA
VERTICAL WALL REINFORCING SEE PLANS AND STRUCTURAL
NOTES
METAL DECK (DIRECTION VARIES)
43
S9.2
1
STEEL BEAM
1'-4"
MIN
NON-LOAD BEARING CMU
WALL TO STRUCTURE
44
SCALE: 1" = 1'-0"
S9.2
1
24" OC
3
32" OC
3
48" OC
2
8" MIN
NOTES:
1.
2.
3.
4.
LOAD-BEARING WALLS: LOCATE BETWEEN JOISTS AS SHOWN. IF OPENINGS MUST BE UNDER
JOIST, TOP OF OPENING SHALL BE A MINIMUM OF 1/2 OF THE OPENING WIDTH + 8 INCHES
BELOW THE JOIST BEARING OR CONTACT THE ENGINEER.
SEE "TYPICAL MASONRY LINTEL DETAIL, SCHEDULE" FOR LINTEL REQUIREMENTS.
WHERE VENEER OCCURS, PROVIDE SUPPORT PER TYPICAL LINTEL DETAILS.
GENERAL CONTRACTOR SHALL COORDINATE LOCATION OF OPENINGS WITH MECHANICAL,
ELECTRICAL AND OTHER CONTRACTORS BEFORE CONSTRUCTING WALLS.
TYP MECH PENETRATION IN CMU
26
SCALE: 1/2" = 1'-0"
S9.2
0' - 8"
PROVIDE LONG SLOTTED
HOLES IN BM FLANGE
1" NON-SHRINK GROUT,
MIN
2' - 0" MIN
2
BRG
UNO
FULL HT REINF JAMB
PER CMU JAMB SCHEDULE
STL BM
BOT PL SEE
PLANS
1' - 4" MIN
2' - 0" MIN, UNO
EXTENSION 8" TYP
& 12" WHEN BRICK
RETURNS & 1'-2"
WHEN CAVITY &
BRICK RETURNS
.
0' - 4"
FILL CAVITY WITH GROUT
FULL HEIGHT IF BRG PL
EXTENDS OVER CAVITY
NOTE: FILL ALL CELLS WITH
GROUT IN SHADED AREA
0' - 0 1/4"
CLR
PROVIDE LONG SLOTTED
HOLES IN BM FLANGE
BRG PL
BOTTOM PLATE NOTES:
1. STOP PLATE AT EDGE OF OPENING WHEN NO CJ
2. EXTEND PLATE TO END OF BEAM WHEN THERE IS
AS OFFSET CJ ABOVE THE OPENING.
3. NOTCH PLATE AROUND BRICK WHEN CJ IS AT EDGE
OF OPENING IN BRICK AND OFFSET IN BLOCK.
TYP STEEL LINTEL BEARING ON MASONRY
SCALE: 3/4" = 1'-0"
LOAD BEARING WALL OR
NON-LOAD BEARING WALL
1" NON-SHRINK
GROUT MIN
BOND BEAM
35
S9.2
2- NO 12x3/4" SCREWS TIGHTENED
TO A TORQUE OF 60 IN-POUNDS AT
ROOF DECK AND FLOOR DECK PRIOR
TO CONCRETE PLACEMENT.
2-3/16"Ø x 1 5/8" SCREW ANCHORS AT
FLOOR DECK WHERE SCREWS
FASTEN TO CONCRETE
FILL ALL CELLS WITH
GROUT IN SHADED AREA
48" OC
8" MIN
SCALE: 1" = 1'-0"
#4x2'-6" W/ STD 180 DEGREE
HOOK @ EACH BOLT
SCALE: 3/4" = 1'-0"
1'-4"
MIN
2
BRICK WHERE OCCURS
DECK BRG EL
VARIES
0' - 4"
3/16
10'-0" MAX
S9.2
2-#5x4'-0" LONG IN 8" DEEP
BOND BEAM CENTERED
UNDER BEAM BEARING
NOTES:
1. SEE ARCHITECTURAL PLANS
FOR WALLS TO STRUCTURE.
1 1/2"
1
BOND BM, TYP
51
2 LAYERS OF 15 POUND
BUILDING PAPER
STEEL BEAM AT MASONRY WALL
BOND BM, TYP
L3x3x1/4 W/ (1) 3/4"
DIA EXP BOLT (EMBED
5"), TYP
2- 3/4"Øx1'-3" HEADED
ANCHOR BOLTS CENTERED
IN 3" LONG SLOTTED HOLE
IN BEAM FLANGE. TIGHTEN
NUTS FINGER TIGHT.
1" NON-SHRINK
GROUT MINIMUM
1/2"
NOTE:
PROVIDE TOP CONNECTIONS
WITHIN 2'-0" EACH SIDE OF
VERTICAL CONTROL JOINTS.
BEARING PLATE 1/2"x7"x0'-7"
UNO ON PLANS CENTER ON
WALL UNO
L4x4x1/4 @ 8'-0"OC MAX
EXCEPT WHERE INTERSECTING
WALLS OCCUR. PROVIDE
BRACE WITHIN 1'-0" EA SIDE OF
CJ
LOAD BRG WALL OR
LATERALLY BRACED
PARTITION WALL
10/8/2012 6:18:21 PM
5/8"x5"x1'-0" LONG BEARING
PLATE @ 8" CMU WALL
5/8"x9"x1'-0" LONG BEARING
PLATE @ 12" CMU WALL
5/8"x7"x1'-0" LONG
BEARING PLATE
CENTERED ON WALL,
UNO
2-#5x4'-0" LONG IN 8" DEEP
BOND BEAM CENTERED
UNDER BEAM BEARING
S9.2
2 129/256"
WHERE SMALLER
BEAM FRAMES
INTO THE SAME
LOCATION, SPLICE
INTO LARGER BEAM.
1" NON-SHRINK
GROUT MINIMUM
41
1 3/256"
CLR
1" CLR
STEEL BEAM
32" OC
2-3/4" DIA x 1'-3"
HEADED ANCHOR
RODS & WASHERS
2'-0" UNO
CONTINUOUS BOND BEAM
2
BRG PL 1/2x7x0'-7"
UNO ON PLANS
FINGER TIGHTEN NUTS AND
UPSET THREADS - TYPICAL
UNO
3/16"x6"xLENGTH AS REQUIRED WITH
TWO SCREWS EACH END WHERE
DECK RIBS ARE PARALLEL TO WALL
24" OC
TYP CMU JAMB SCHEDULE
ADD'L REINF TO MATCH
WALL REINF BELOW BRG PL
33
1" CLR
1
BOTT DR TOP PL
WHERE REQ'D
L6x4x3/8 @ 8'-0"OC
CMU WALL REINF
PER PLAN
NOTE:
PROVIDE TOP CONNECTIONS
WITHIN 2'-0" EACH SIDE OF
CMU WALL REINF
PER PLAN
2 LAYERS OF 15
POUND BUILDING
PAPER
48" OC
STL BM WITH
3/4" DIA HSA
@24" OC MAX
IN BOND BEAM
PER SCHEDULE.
(NOT REQD WHEN
LINTEL DIRECTLY
SUPPORTS DECK)
BM PER PLAN, TYP
1/4
BOND BM
NOTES:
1. WALLS SHALL BE LATERALLY SUPPORTED AT A MAXIMUM SPACING
OF 8'-0 BY PERPENDICULAR WALLS OR BRACING AS SHOWN.
CONTINUOUS
BOND BEAM
25
DECK PER PLAN
1/4" THICK BENT PL
OR ANGLE. PROVIDE
3" MIN BRG AT VERT
FACE
2. SEE ARCHITECTURAL DRAWING FOR PARTITION WALLS.
3. PROVIDE TOP CONNECTIONS WITHIN 2'-0" EACH SIDE OF
31
8" DEEP BOND BM
W/ 2#4 T&B
L3X3X1/4X0'-4
PARTITION PERP TO JST
1
EQ
BOND
BEAM
NOTES:
1. FOR EACH REINF CELL, PROVIDE SAME SIZE AND QTY OF BARS
PER CELL AS NOTED FOR WALL WHICH OPENING IS LOCATED IN.
2. ALL JAMBS SHALL BE SOLID GROUTED AND REINFORCED FULL
HEIGHT. SCHEDULE DENOTES NO. OF 8" LONG REINF CELLS.
3. JAMB REINFORCING APPLIES TO ALL OPENINGS. SEE OTHER DETAILS.
TO STEEL
PER PLAN
TO STEEL
PER PLAN
BOND BM REINF
W/ 2-#5 CONT
BOND BM
32" OC
OPENING
OPENING
S9.2
BM PER PLAN
TYP
1
> 8'-0" TO ≤ 12'-0"
L4x4x1/4 @
8'-0"OC
0' - 1"
CLR
TYP
24" OC
FINGER TIGHTEN
NUTS & UPSET
THREAD, TYP UNO
MET DECK
STL JST
L2 1/2X2 1/2X3/16
EXTEND
UNDER
JSTS
L2
1/2X231/2X3/16
(MIN)
≤ 4'-0"
EQ
NO. OF REINFORCED
CELLS EACH JAMB
OPENING
SCALE: 1" = 1'-0"
S9.2
WALL REINF
SPACING
> 4'-0" TO ≤ 8'-0"
TYPICAL MASONRY OPENING
24
SCALE: 1" = 1'-0"
MET DECK
STL JST
4".
SEE TYP CMU JAMB SHEDULE FOR NO. OF
VERT CELLS TO BE REINFORCED.
FULL HEIGHT, GROUT SOLID, TYP
OPENING LINTEL SCHEDULE
TYP MASONRY LINTEL BRG
PL 3/16"X4"X4"
LINTEL REINF - GROUT
SOLID PER LINTEL SCHED
SEE TYP LINTEL BRG
DETAILS FOR BEARING
CONDITIONS.
1. ALL OPENINGS REQUIRE A LINTEL. THE CONTRACTOR SHALL COORDINATE
ALL OPENING AND PENETRATION LOCATIONS WITH OTHER CONSULTANTS'
WORK AND REFER TO THIS SCHEDULE FOR LINTEL SIZES.
2. BOND BEAM REINFORCING SHALL BE CONTINUOUS, WITHOUT SPLICES.
3. DO NOT LOCATE CMU CONTROL JOINTS WITHIN OPENING OR JAMB EXTENTS.
4. STEEL LINTEL BOTTOM PLATES SHALL BE 1" LESS THAN THE NOMINAL
WIDTH OF WALL (INCLUDES MASONRY VENEER).
5. STEEL LINTELS SHALL HAVE 5/8" DIA X 6" HEADED ANCHOR STUS @24" OC.
INTO AN 8" DEEP BOND BEAM W/ 2#4 T&B.
6. REFER TO OTHER TYPICAL DETAILS FOR FURTHER INFORMATION.
7. SCHEDULE IS SUPERCEDED WHERE LINTEL SIZES ARE SPECIFICALLY NOTED
ON PLANS.
OPENING
WIDTH
STEEL JOIST
48 BAR DIA OR
2'-0" MIN, TYP
NOTE:
STEEL LINTEL
1"
CLR
21
4'-0" ≤ L < 6'-0"
VERTICAL PL5/16x6xCONTINUOUS WITH
BOTTOM PL5/16xCONTINUOUS UNO HOT
DIP GALVANIZED AFTER FABRICATION.
3/16
S9.2
HOOK WALL VERTS ABOVE
INTO BOND BEAM WITH
180 DEG HOOK
PLATE SHALL BE
HOT DIP GALV WHEN
IN EXTERIOR WALLS
1/2"
10" OR 12" CMU COMMENTS
BOTT PL EL
SEE PLANS
BOND BM W/ REINF
SEE PLANS
8" CMU
ML-2
3@12
BOTT EL
SEE PLANS
SPAN TABLE
ML-1
BOT PL 5/16", UNO
ON PLANS
SCALE: 3/4" = 1'-0"
S9.2
JAMB REINFORCEMENT SCHEDULE
0' < 4'-0"
ADJUSTABLE TRIANGLE
MAS ANCHORS @ 8" OC
VERT @ 2'-0" OC HORIZ
CMU OPEN END UNITS
5. HORIZONTAL REINFORCEMENT
SHALL NOT BE SPLICED.
6. 'T' PLATE TO STOP AT EDGE OF
OPENING.
SEE PLANS
SCALE: 1 1/2" = 1'-0"
2-3/4"Ø x1'-3" HEADED ANCHOR
BOLTS AND WASHERS.
PROVIDE 3" LONG SLOTTED
HOLES IN BEAM FLANGE
TYP BEARING STEEL ON MASONRY
SCALE: 3/4" = 1'-0"
2. MONOLITHICALLY GROUT BOND
BEAM AND ALL CELLS SOLID.
GROUTING SHALL HAVE NO VERTICAL
OR HORIZONTAL COLD JOINTS FULL
HEIGHT AND LENGTH OF LINTEL
INCLUDING END BEARINGS.
BRICK AS REQD
SEE PLANS
S9.2
TYP MASONRY LINTEL BRG
16
1-#4 WHERE SHEAR REINFORCING
REQUIRED (ALT HOOK)
SCALE: 3/4" = 1'-0"
S9.2
TYP INTERSECTION REINF DETAIL
2 10-08-12 ADD #3
1. PROVIDE SHORING UNDER BEAM
FOR A MINIMUM OF 7 DAYS AFTER
GROUTING
LOCATE @ CL OF WALL
UNO ON PLANS
15
0' - 8"
2' - 0" MIN, UNO
tel: (913)897-7811
VENEER AS REQD
SEE PLANS
NOTE:
TYP BOND BEAM DETAIL
14
SCALE: 3/4" = 1'-0"
JAMB REINF PER
SCHEDULE
S9.2
CORNER DETAIL
JOPLIN HIGH SCHOOL
SCALE: 3/4" = 1'-0"
S9.2
TYP LINTEL/BOND BM @ INTERSECTION
B
Revisions
SCALE: 3/4" = 1'-0"
13
STEP DETAIL
1 10-04-12 ADD #2
TYP MASONRY WALL REINF PLACEMENT
12
A
'T' INTERSECTION
13-12102-00
09/10/12
TYP MASONRY CJ DETAIL
CORNER
RAKED CONTROL JOINT
WITH SEALANT
MASONRY TYPICAL DETAILS
BLDG PAPER ONE
SIDE & GROUT FULL
STD 90 DEGREE HOOK, TYP
S9.2
NOTES:
1. SEE PLANS AND STRUCTURAL NOTES FOR BAR SIZES.
2. LOCATE REINFORCEMENT AT ALL CORNERS, EACH SIDE OF OPENINGS
AND CONTROL JOINTS, AND AT SPACING SHOWN ON PLANS AND
STRUCTURAL NOTES.
3. PROVIDE WIRE REBAR POSITIONERS TO HOLD BARS IN PLACE SPACE
VERTICALLY @ 32"OC MAXIMUM (2 PER GROUT LIFT).
0' - 8" BRG
MIN, UNO
CL OF BM
LOCATE @ CL
OF BLK UNO
ON PLANS
S9.2
B
0' - 1"
CLR
11
BARS @ EDGE
SHELF ANGLE
WHERE INDICATED
MESH WALL TIE (1/2"x16 GA).
4"x8" @ 16" OC
SEE PLANS
OPTION B
BREAK OUT FACE
SHELLS AND GROUT
SOLID, TYP AS
SHOWN
1
0' - 0 1/2"
OR 5/16"
A
2
BENT BAR TO
MATCH BOND
BEAM
REINFORCING
W/ LINTEL SCHED
BAR @ CENTER
MAX. FACE SHELL
THICKNESS = 1
3/8" @ 8" WIDE UNITS
VERIFY DEPTH
PROVIDE REINF EACH
SIDE OF CJ, SEE
STRUCT. NOTES FOR SIZE
3/4" CLR
TYP JOINT SEALANT,
PER SPECIFICATIONS
EQ
OPTION A
1 1/2" CLR
.
MASONRY WALL
REQ(D)
SPLICE
SEE SCHED FOR DEPTH
REQ(D) SPLICE
2' - 0"
48 BAR DIA PR
2'-0" MIN, TYP
BOND BEAM LAP
MASONRY
WALL
CMU LINTEL
.
OPEN END MASONRY
UNITS AT MASONRY
LINTEL
0' - 0 1/2"
OR 5/16"
EQ
HORIZ. REINF (WHERE REQ'D)
LOCATE INSIDE AND NEXT TO
VERT
2' - 0" , UNO
CONTROL JOINT KEY
AS SPECIFIED
TYP JOINT SEALANT,
PER SPECIFICATIONS
3/4" CLR
HORIZ REINF (WHERE
REQ'D) WHERE SINGLE
BAR IS REQ'D, LOCATE
NEXT TO VERT
FILL WITH GROUT
AS SPECIFIED
1 1/2" CLR
MAS CONTROL JOINT
(SASH) BLOCK
EXTEND REINF PER
TYP CMU OPENING
DETAIL

SHEET S0.1 – GENERAL NOTES SHEET S0.3 – ROOF SNOW

Transcription

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