WEST PENDER MIDDLE SCHOOL

(1)

GENERAL CONDITIONS AND STATEMENTS

1. THESE NOTES SHALL APPLY UNLESS INDICATED OTHERWISE BY DRAWINGS OR SPECIFICATIONS. IN THE EVENT THAT CONFLICTS OCCUR BETWEEN THESE NOTES, DRAWINGS OR SPECIFICATIONS NOTIFY THE STRUCTURAL ENGINEER FOR RESOLUTION PRIOR TO PROCEEDING

WITH THE WORK.

2. STRUCTURAL DRAWINGS INDICATE TYPICAL AND CERTAIN SPECIFIC CONDITIONS ONLY.

SHOP DRAWINGS SHALL DETAIL ALL CONDITIONS IN ACCORDANCE WITH THE SPECIFIED STANDARDS AND THE SPECIFIC REQUIREMENTS OF THIS PROJECT.

3. SUBMIT SHOP DRAWINGS ON ALL STRUCTURAL MATERIALS FOR APPROVAL BEFORE FABRICATION. CONTRACTOR SHALL REVIEW, APPROVE SHOP DRAWINGS PRIOR TO SUBMISSION.

4. THE STRUCTURE INDICATED BY THE DRAWINGS AND SPECIFICATIONS IS STRUCTURALLY STABLE ONLY IN ITS COMPLETED FORM. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE MEANS, METHODS,

SEQUENCES AND OPERATIONS OF CONSTRUCTION AND SHALL PROVIDE TEMPORARY BRACING AS REQUIRED TO MAINTAIN THE STABILITY OF THE STRUCTURE DURING CONSTRUCTION.

5. ALL DETAILS, SECTIONS AND NOTES INDICATED ON THE DRAWINGS SHALL APPLY AT ALL LOCATIONS WHERE CONDITIONS ARE SIMILAR TO THOSE INDICATED BY THE DETAIL, SECTION OR NOTE.

6. CENTERLINES OF COLUMNS AND FOUNDATIONS SHALL COINCIDE WITH GRID LINE INTERSECTIONS UNLESS NOTED OTHERWISE.

7. CENTERLINES OF FLOOR AND ROOF FRAMING MEMBERS SHALL COINCIDE WITH GRID LINES UNLESS NOTED OTHERWISE.

8. EQUALLY SPACE FLOOR AND ROOF FRAMING MEMBERS BETWEEN GRID LINES UNLESS NOTED OTHERWISE. 9. USE ONLY DIMENSIONS INDICATED ON THE DRAWINGS. DO NOT SCALE THE DRAWINGS OR USE ANY

DIMENSIONS TAKEN FROM ELECTRONIC DATA FILES.

10. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE THE STRUCTURAL WORK WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS AND ALL OTHER

RELEVANT TRADES. IN CASE OF CONFLICT BETWEEN STRUCTURAL WORK AND DRAWINGS RELATED TO OTHER TRADES THE CONTRACTOR SHALL MAKE IN HIS BID ALLOWANCE FOR THE MORE SEVERE

REQUIREMENTS. CONFLICTS BETWEEN THE STRUCTURAL WORK AND THE DRAWINGS OF OTHER TRADES SHALL NOT BE A REASON FOR ANY ADDITIONAL COST OR DELAY IN EXECUTION OF THE WORK.

11. THE CONTRACTOR SHALL NOTIFY THE ARCHITECT AND STRUCTURAL ENGINEER OF ANY DISCREPANCIES BETWEEN THE STRUCTURAL DOCUMENTS AND ANY OTHER DOCUMENTS OR EXISTING CONDITIONS FOR RESOLUTION PRIOR TO PROCEEDING WITH THE WORK.

DESIGN CODES

1. BUILDING CODE 2012 NORTH CAROLINA STATE BUILDING CODE

2. STEEL STRUCTURE AISC SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, 14TH EDITION 3. CONCRETE STRUCTURE ACI 318-11 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE 4. CONCRETE MASONRY ACI 530-11 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES DESIGN LOADS

1. BUILDING OCCUPANCY GROUP III

2. ROOF

DEAD LOAD ROOFING MEMBRANE 2 PSF

INSULATION 2

METAL DECK 3

FRAMING 4

SUSPENDED 10

TOTAL DEAD LOAD 20 PSF

LIVE LOAD 20 PSF

GROUND SNOW LOAD 10 PSF

Is 1.1 Ct 1.0 Ce 1.0 Pf 11 PSF 3. FLOOR LIVE LOAD 100 PSF 4. WIND LOAD WIND SPEED 119 MPH EXPOSURE C Iw 1.15 kd .85 kz 0.70 kzt 1.0 Gcp +/_ 0.18

COMPONENTS AND CLADDING PRESSURES IN ACCORDANCE WITH ASCE7-05 WIND BASE SHEAR NS 50.6 KIPS

EW 44.1 KIPS

5. SEISMIC LOAD

Ie 1.25

RISK CATEGORY III

SITE CLASSIFICATION D

Sds 0.294

Sd1 0.147

SEISMIC DESIGN CATEGORY: C

SEISMIC FORCE RESISTING SYSTEM INTERMEDIATE REINFORCED MASONRY SHEAR WALLS, R=3.5 ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE

SEISMIC BASE SHEAR 94 KIPS

ABBREVIATIONS

ARCH. ARCHITECT

B BOTTOM

CIP CAST IN PLACE

CLR. CLEAR

CMU CONCRETE MASONRY UNIT

CONT. CONTINUOUS

DT DOUBLE TEE

EA. EACH

EL. ELEVATION

EOS EDGE OF SLAB

DWGS. DRAWINGS MAX. MAXIMUM MFR. MANUFACTURER O.C. ON CENTER SIM. SIMILAR SPECS. SPECIFICATIONS T TOP

UNO UNLESS NOTED OTHERWISE W.W.F. WELDED WIRE FABRIC

SOILS AND SUBSURFACE CONDITIONS

1. SOIL BEARING CAPACITY SHALL BE VERIFIED BY A GEOTECHNICAL ENGINEER LICENSED IN THE PROJECT STATE AT THE TIME OF EXCAVATION.

2. THE FOUNDATIONS HAVE BEEN DESIGNED BASED ON THE FOLLOWING ASSUMED DESIGN VALUES FROM THE GEOTECHNICAL REPORT PREPARED BY ECS PROJECT NO. 22.23982 DATED 3/16/2016:

SPREAD FOOTING BEARING PRESSURE ON SOIL 2,000 PSF

3. THE CONTRACTOR SHALL VERIFY THAT THE FOLLOWING ARE IN CONFORMANCE WITH THE ASSUMPTIONS WITH A GEOTECHNICAL ENGINEER.

A. THE BEARING STRATUM AT EACH FOUNDATION IS AS ASSUMED.

B. THE ALLOWABLE BEARING PRESSURE MEETS OR EXCEEDS THE REQUIRED VALUE. C. ENGINEERED FILL IS INSTALLED AS REQUIRED BY THE GEOTECHNICAL ENGINEER. 4. ALL FILL MATERIALS SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER.

ALL FILL WITHIN 10'-0" OF THE BUILDING FOUNDATION PERIMETER SHALL BE COMPACTED TO 95% OF STANDARD PROCTOR. THE TOP 12" BELOW FLOOR SLABS AND FOOTINGS SHALL BE COMPACTED TO 98% OF STANDARD PROCTOR.

5. FOOTING BEARING ELEVATIONS SHALL BE ADJUSTED AT TIME OF EXCAVATION TO ACHIEVE THE REQUIRED BEARING CAPACITY IF SO REQUIRED.

6. BACKFILLING OF RETAINING WALLS SHALL BE PLACED SO THAT EQUAL LOADING SHALL BE MAINTAINED ON EACH SIDE OF WALL UNTIL THE LOWER GRADE IS REACHED.

7. PROVIDE POSITIVE DRAINAGE AWAY FROM BUILDING FOUNDATIONS BOTH DURING CONSTRUCTION AND PERMANENTLY.

8. MAINTAIN STABILITY OF EXCAVATIONS UNTIL PROPERLY BACKFILLED. KEEP EXCAVATIONS FREE OF LOOSE MATERIAL. DEWATER EXCAVATIONS AND REMOVE ANY WET MATERIAL PRIOR TO PLACING CONCRETE.

9. PLACE A 3" THICKNESS "MUDMAT" OF CONCRETE IN THE BOTTOM OF FOOTINGS THAT WILL BE EXPOSED TO RAIN OR LEFT OPEN OVER NIGHT.

10. HEAVY EQUIPMENT USED FOR PLACING OR COMPACTING BACKFILL SHALL NOT BE OPERATED WITHIN A DISTANCE EQUAL TO THE HEIGHT OF THE BACKFILL ABOVE THE TOP OF FOOTING, (1 HORIZONTAL TO 1 VERTICAL). HAND OPERATED COMPACTION EQUIPMENT SHALL BE USED FOR COMPACTION OPERATIONS IN THIS AREA.

11. GRADE SHALL BE SUCH THAT THE THICKNESS OF ANY FOUNDATION OR SLAB ON GRADE IS NOT REDUCED BY MORE THAN 5% OF THAT INDICATED.

12. EXCAVATION BRACING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. EXCAVATION BRACING SHALL BE DESIGNED FOR LATERAL LOADING RESULTING FROM AN EQUIVALENT FLUID PRESSURE OF 60 PCF AND A SURFACE SURCHARGE OF 250 PSF.

CAST IN PLACE STRUCTURAL CONCRETE

1. SUBMIT MIX DESIGNS FOR EACH TYPE OF CONCRETE SPECIFIED.

2. SUBMIT DATA FOR ALL ADMIXTURES, CURING COMPOUNDS AND HARDENERS THAT ARE INTENDED FOR USE. 3. TESTING LABORATORY SHALL SAMPLE AND TEST CONCRETE AS FOLLOWS:

TAKE SAMPLES IN ACCORDANCE WITH ASTM C31. SAMPLE 4 CYLINDERS FOR EACH 100 CUBIC YARDS, 5000 SF OF SURFACE AREA OR FOR EACH PLACEMENT OF EACH TYPE OF CONCRETE PLACED IN ANY ONE DAY.

TEST WHEN SAMPLES ARE TAKEN FOR AIR CONTENT AND SLUMP IN ACCORDANCE WITH ASTM C143. TEST CYLINDERS FOR COMPRESSIVE STRENGTH IN ACCORDANCE WITH ASTM C39.

TEST 1 CYLINDER AT 7 DAYS TEST 2 CYLINDERS AT 28 DAYS

HOLD ONE CYLINDER IN RESERVE AND BREAK AT 56 DAYS IF THE 28 DAY CYLINDERS DO NOT SATISFY ACI CRITERIA FOR THE SPECIFIED STRENGTH.

4. TEST REPORTS SHALL BE SENT TO THE STRUCTURAL ENGINEER AND SHALL BE AVAILABLE AT THE JOBSITE

5. CONCRETE SHALL HAVE THE MINIMUM 28 DAY COMPRESSIVE STRENGTH AND WEIGHTS:

LOCATION 28 DAY STRENGTH UNIT WEIGHT

FOUNDATIONS 3,000 PSI 145 PCF

SLAB ON GRADE 3,000 PSI 145 PCF

6. CONCRETE WORK SHALL CONFORM TO ACI 318.

7. REINFORCING BARS SHALL CONFORM TO ASTM A615 GRADE 60.

8. REINFORCING BARS TO BE WELDED SHALL CONFORM TO ASTM A706 GRADE 60.

9. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A82 AND A185. PROVIDE MATERIAL IN SHEETS. LAP ALL WELDED WIRE FABRIC ONE FULL SQUARE PLUS 2" AT ALL SHEET EDGES.

10. FIBER ALTERNATE TO WELDED WIRE FABRIC:

NOVAMESH 850 BLEND OF STEEL AND POLYPROPYLENE FIBERS AS MANUFACTURED BY PROPEX MAY BE SUBSTITUTED FOR WELDED WIRE FABRIC AT THE FOLLOWING REPLACEMENT RATES. WELDED WIRE FABRIC QUANTITY OF NOVAMESH

6x6-W1.4xW1.4 24 LB PER CUBIC YARD

11. SLAB ON GRADE DOWELS SHALL BE SMOOTH RODS CONFORMING TO ASTM A36 WITH ENDS SMOOTH CUT. 12. REINFORCING BAR SUPPORT DEVICES SHALL CONFORM TO CRSI MANUAL OF STANDARD PRACTICE. 13. CONCRETE CLEAR COVER ON EMBEDDED REINFORCING SHALL BE AS FOLLOWS:

LOCATION BAR SIZE MINIMUM CLEAR COVER

FOOTINGS ALL 3" BOTTOM AND SIDES,

2" TOP

CONCRETE EXPOSED TO EARTH OR WEATHER #5 AND SMALLER 1 1/2" #6 THROUGH #18 2"

CONCRETE NOT EXPOSED TO EARTH OR WEATHER

SLABS, WALLS AND JOISTS #11 AND SMALLER 3/4" #14 AND #18 1 1/2"

BEAMS AND COLUMNS ALL 1 1/2"

PRIMARY REINFORCING, STIRRUPS AND TIES

14. ALL CONTINUOUS BARS SHALL HAVE A CLASS B TENSION LAP SPLICE AT ALL SPLICES U.N.O.

PROVIDE CORNER BARS FOR ALL CONTINUOUS BARS AT ALL FOUNDATION AND WALL CORNERS AND INTERSECTIONS. LAP CORNER BARS 48 BAR DIAMETERS EACH END.

15. PROVIDE 2 #4 x 4'-0" LONG TOP DIAGONAL BARS AT ALL REENTRANT CORNERS IN ALL SLABS ON GRADE AND ELEVATED SLABS.

16. PROVIDE DOWELS TO FOOTINGS TO MATCH ALL WALL, PIER AND COLUMN VERTICAL REINFORCING U.N.O. EMBED DOWELS IN FOOTING WITH HOOK TO WITHIN 3" OF BOTTOM OF FOOTING. EXTEND DOWELS ABOVE FOOTING FOR 48 BAR DIAMETER LAP SPLICE WITH VERTICAL REINFORCING U.N.O.

17. CONSTRUCTION OR CONTRACTION JOINTS SHALL BE INSTALLED IN SLABS ON GRADE AT A SPACING NOT TO EXCEED 12'-0" O.C. EACH DIRECTION U.N.O. ON FOUNDATION PLAN. ASPECT RATIO OF SLAB AREAS BETWEEN JOINTS (RATIO OF LONG SIDE TO SHORT SIDE) SHALL NOT EXCEED 1.5. SAW CUT JOINTS SHALL BE MADE AS SOON AS SLABS WILL SUPPORT MEN AND EQUIPMENT. EMBEDDED EDGE ANGLES SHALL BE DISCONTINUOUS AT SLAB JOINT LOCATIONS.

18. CONSTRUCTION AND CONTRACTION JOINTS IN WALLS SHALL BE LOCATED AT 100'-0" O.C. MAXIMUM AND 25'-0" MAXIMUM FROM WALL CORNERS. ALIGN JOINTS IN WALLS WITH JOINTS IN SLABS AT LOCATIONS WHERE SLABS ARE CONNECTED TO WALLS.

18. CONFORM TO ACI 306 FOR COLD WEATHER CONCRETE AND ACI 305 FOR HOT WEATHER CONCRETE WORK WHEN ANY COMBINATION OF TEMPERATURE, HUMIDITY OR WIND SPEED RESULTS IN CONDITIONS THAT WOULD IMPAIR THE QUALITY OF CONCRETE. CONCRETE IS TO BE REJECTED IF ITS TEMPERATURE AT TIME OF

PLACEMENT IS 90 DEGREES F OR ABOVE.

19. CHAMFER ALL EXPOSED CONCRETE EDGES 3/4" U.N.O. SEE ARCHITECTURAL DRAWINGS FOR DETAILS. 20. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING ALL EMBEDDED ITEMS IN CONCRETE WORK.

COORDINATE WITH THE FOLLOWING:

CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS PRECAST SHOP DRAWINGS

MECHANICAL, ELECTRICAL AND PLUMBING EQUIPMENT AND FIXTURE REQUIREMENTS

STRUCTURAL STEEL

1. STRUCTURAL STEEL CONSTRUCTION DETAILING, FABRICATION AND ERECTION SHALL CONFORM TO THE AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS" FOURTEENTH EDITION.

2. STRUCTURAL STEEL MEMBERS SHALL CONFORM TO THE FOLLOWING STANDARDS: WIDE FLANGE SHAPES ASTM A992

ANGLE, CHANNELS AND PLATESASTM A36

ANCHOR BOLTS <= 3/4" DIA. ASTM F1554 GRADE 36 ANCHOR BOLTS >= 7/8" DIA. ASTM F1554 GRADE 55

PIPE ASTM A53

RECTANGULAR HSS ASTM A500 GRADE C, 50 ksi HEADED STUDS ASTM A108, GRADE 1015-1020 3. ALL STEEL EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED.

4. SPLICING OF STRUCTURAL STEEL MEMBERS IS PROHIBITED WITHOUT PRIOR WRITTEN APPROVAL OF THE ENGINEER FOR THE LOCATION AND TYPE OF SPLICE.

5. CAMBER BEAMS WHERE INDICATED. WHERE NO CAMBER IS INDICATED, BEAMS SHALL BE FABRICATED SO THAT AFTER ERECTION, ANY NATURAL CAMBER IS UPWARD.

6. ALL COPES, HOLES, OPENINGS AND MODIFICATIONS REQUIRED IN STRUCTURAL STEEL MEMBERS FOR ERECTION OR THE WORK OF OTHER TRADES SHALL BE INIDICATED ON THE SHOP DRAWINGS AT TIME OF SUBMITTAL FOR REVIEW.

7. FIELD MODIFICATION OF STRUCTURAL STEEL IS PROHIBITED WITHOUT PRIOR WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD.

8. SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL STEEL AND SHALL INDICATE COMPLETE CONNECTION INFORMATION, BOTH SHOP AND FIELD.

9. PROVIDE A SHOP COAT OF FABRICATOR'S STANDARD RUST INHIBITIVE PRIMER TO ALL STEEL UNO.

10. SEE ARCHITECTURAL DRAWINGS FOR FIRE PROTECTIVE MATERIAL APPLIED TO STRUCTURAL STEEL. DO NOT PRIME STEEL WHICH IS TO RECEIVE SPRAY APPLIED FIRE PROTECTIVE MATERIAL. DO PRIME STEEL WHICH IS TO RECEIVE INTUMESCENT FIRE

PROTECTIVE COATING.

11. FILL SOLID WITH NON-SHRINK GROUT UNDER ALL BASE AND BEARING PLATES.

12. PROVIDE HEADED STUDS AT 12" ON CENTER MAXIMUM FOR ALL BEAMS SUPPORTING COMPOSITE FLOOR SYSTEMS UNLESS NOTED OTHERWISE.

13. CONNECTION NOTES:

A. STRUCTURAL STEEL CONNECTIONS NOT SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS SHALL BE DESIGNED BY THE CONTRACTOR TO SUPPORT MEMBER REACTION INDICATED. REACTIONS INDICATED ARE SERVICE LOAD FORCES (ASD) FOR APPLICABLE LOAD COMBINATIONS. WHERE NO REACTION IS INDICATED PROVIDE A CONNECTION DESIGNED TO SUPPORT A VERTICAL SHEAR REACTION OF 80% OF THE MAXIMUM TOTAL UNIFORM LOAD FOR THE APPROPRIATE BEAM SECTION AND SPAN AS DETERMINED PER THE MAXIMUM TOTAL UNIFORM LOAD TABLES IN THE AISC MANUAL.

B. CONNECTION MATERIALS SHALL CONFORM TO THE FOLLOWING STANDARDS AND MATERIAL PROPERTIES:

ANGLES ASTM A36

WT ASTM A992

PLATES ASTM A36

BOLTS ASTM A325 OR ASTM A490

NUTS ASTM A563

WASHERS ASTM F436

WELDING ELECTRODES E70XX

C. STANDARD SHEAR CONNECTIONS SHALL BE DETAILED AS DOUBLE ANGLE OR SINGLE PLATE CONNECTIONS IN ACCORDANCE WITH THE CONNECTION TABLES IN THE AISC "MANUAL OF STEEL CONSTRUCTION ALLOWABLE STRESS DESIGN". BOLTED CONNECTIONS SHALL BE DETAILED USING TYPE N BOLTS INSTALLED IN SNUG TIGHTENED JOINTS UNO.

D, BRACED FRAME CONNECTIONS, MOMENT CONNECTIONS AND COLLECTOR ELEMENT CONNECTIONS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE PROJECT STATE. STRUCTURAL CALCULATIONS FOR THESE

CONNECTIONS SHALL BE SUBMITTED AND SHALL BE SEALED BY THE ENGINEER RESPONSIBLE FOR THE DESIGN.

E. PROVIDE STIFFENERS, CONTINUITY PLATES, DOUBLER PLATES OR OTHER ADDITIONAL MEMBER LOCAL STRENGTHENING MEASURES AS REQUIRED FOR THE CONNECTION DESIGN.

F. BOLTED CONNECTIONS SHALL BE MADE WITH A MINIMUM OF (2) 3/4" DIA. BOLTS AND HAVE A MINIMUM SHEAR CAPACITY OF 10 KIPS.

G. BOLTED CONNECTIONS SHALL CONFORM TO THE PROVISIONS OF THE RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS."

H. WELDED CONNECTIONS SHALL BE MADE WITH CONTINUOUS FILLET WELDS U.N.O. MINIMUM WELD SIZE SHALL BE 1/4" OR AS REQURIED BY AISC SPECIFICATION, WHICHEVER IS LARGER. MINIMUM WELD LENGTH SHALL BE 2".

I. ALL WELDS SHALL BE MADE BY CERTIFIED WELDERS.

J. BOLTED CONNECTIONS APART OF MOMENT CONNECTIONS, TENSION CONNECTIONS, BRACED FRAME CONNECTIONS, MOMENT FRAME CONNECTIONS, COLLECTOR ELEMENT CONNECTIONS AND AS INDICATED SHALL BE SLIP-CRITICAL.

SELECTIVE DEMOLITION

1. THE CONTRACTOR IS FULLY RESPONSIBLE FOR THE MEANS OF DEMOLITION AND THE INTEGRITY AND STABILITY OF THE EXISTING STRUCTURE DURING DEMOLITION AND THROUGHOUT CONSTRUCTION UNTIL THE WORK IS COMPLETED.

2. EXISTING CONDITIONS AND STRUCTURAL MEMBERS INDICATED ARE FOR REFERENCE ONLY AND SHALL BE VERIFIED AT THE SITE BY THE CONTRACTOR. NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES BETWEEN CONDITIONS INDICATED AND THOSE FOUND AT THE SITE PRIOR TO THE START OF DEMOLITION OF EXISTING STRUCTURAL MEMBERS.

3. PRIOR TO THE START OF DEMOLITION WORK VERIFY THAT ANY ELECTRICAL SYSTEM, MECHANICAL SYSTEM, PLUMBING SYSTEM, OR UTILITY EMBEDDED IN THE EXISTING STRUCTURE IS NOT DAMAGED OR DISRUPTED BY THE DOMILITION WORK UNLESS IT IS REQUIRED BY THE WORK AND ADEQUATE MEASURES ARE TAKEN

TO PRESERVE THE SYSTEM OR UTILITY BEYOND THE AREA OF DEMOLITION.

4. WHERE NEW OPENINGS ARE INDICATED TO BE CUT THROUGH EXISTING CONCRETE MEMBERS, THE CONTRACTOR SHALL CORE DRILL ALL CORNERS OF THE OPENING. SAW CUT OPENING EDGES BETWEEN CORE DRILLED HOLES. DO NOT CUT BEYOND HOLES. CUT AND CHIP CORNER HOLES TO PRODUCE SQUARE OPENING CORNERS AS REQUIRED.

METAL ROOF DECK

1. ROOF DECK SHALL BE FORMED FROM STEEL CONFORMING TO THE FOLLOWING:

1.1 GALVANIZED DECK ASTM A653 WITH A MINIMUM YEILD STRENGTH OF 33 KSI.

2. THE DESIGN, MANUFACTURE AND ERECTION OF STEEL ROOF DECK AND ITS ANCHORAGE SHALL BE IN ACCORDANCE WITH THE ANSI/SDI "STANDARD FOR STEEL ROOF DECK".

3. PROVIDE ROOF DECK OF TYPE, DEPTH AND MINIMUM THICKENSS INDICATED.

4. ROOF DECK SHALL BE INSTALLED IN LENGTHS TO PROVIDE 3 CONTINUOUS SPANS MINIMUM. 5. INSTALL ROOF DECK WITH A MINIMUM END BEARING LENGTH OF 1 1/2".

6. ROOF DECK SHALL BE FASTENED TO SUPPORTS AS INDICATED ON THE DRAWINGS. FASTEN TO SUPPORTS AT DECK PERIMETER WITH A MINIMUM OF 5/8" DIAMETER WELDS SPACED AT 6" O.C.

CEILING DESIGN NOTE:

ALL SUSPENDED CEILING FRAMING SYSTEMS SHALL BE DESIGNED BY THE SUPPLIER TO CONFORM WITH LOCAL SEISMIC REQUIREMENTS. CEILING WEIGHT SHALL INCLUDE ALL LIGHT FIXTURES AND OTHER EQUIPMENT THAT IS LATERALLY SUPPORTED BY THE CEILING. FOR PURPOSES OF DETERMINING THE LATERAL FORCE, A CEILING WEIGHT OF NOT LESS THAN 4 PSF SHALL BE USED. SUPPLIER SHALL SUBMIT A LETTER OF CERTIFICATION SIGNED BY A REGISTERED ENGINEER LICENSED TO PRACTICE IN THE PROJECT STATE.

U.N.O. HOLLOW MASONRY UNITS SHALL CONFORM TO ASTM C90, LIGHTWEIGHT, WITH A MINIMUM COMPRESSIVE STRENGTH F'm = 1,500 PSI ON THE NET BLOCK AREA.

MORTAR SHALL CONFORM TO ASTM C270 CEMENT-LIME TYPE M OR S. MINIMUM COMPRESSIVE STRENGTH TO BE 1,800 PSI. COURSE MASONRY GROUT SHALL CONFORM TO ASTM C476 WITH MAXIMUM AGGREGATE SIZE OF 3/8". MINIMUM COMPRESSIVE STRENGTH SHALL BE 2,000 PSI AT 28 DAYS. PROVIDE CLEAN OUT OPENINGS WHERE GROUT POUR EXCEEDS 5'-0".

CONCRETE MASONRY QUALITY CONTROL:

WORK IN PROGRESS SHALL BE INSPECTED FOR CONFORMANCE WITH SPECIFIED MATERIALS AND THAT WORKMANSHIP AND CONSTRUCTION IS IN COMPLIANCE WITH PLANS, SPECIFICATIONS AND INDUSTRY STANDARDS.

4.1 MORTAR: INSPECT PROPORTIONING OF MORTARS IN ACCORDANCE WITH ASTM C780. VERIFY ALL MATERIALS ARE AS APPROVED FOR THE PROJECT.

4.2 GROUT:TEST 3"x3" PRISMS IN ACCORDANCE WITH ASTM C1019. TEST (2) PRISMS FOR EACH 30 CUBIC YARDS OR FRACTION THEREOF PLACED EACH DAY AND WHEN MIX PROPORTIONS ARE CHANGED.

PROVIDE MINIMUM REINFORCING FOR ALL CONCRETE MASONRY WALLS U.N.O. ON PLANS:

PROVIDE W1.7 HORIZONTAL JOINT REINFORCING @ 16" O.C. WITH FORMED "L" AND "T" SECTIONS AT WALL CORNERS AND INTERSECTIONS. REINFORCE VERTICALLY WITH 1 #5 CENTERED IN GROUT FILLED CELL FULL HEIGHT OF WALL WITH DOWEL TO FOUNDATION AT WALL CORNERS, ENDS, INTERSECTIONS, OPENING JAMBS, EACH SIDE OF CONTROL JOINTS AND SPACED @ 48" O.C. MAXIMUM. LAP VERTICAL REINFORCING 52 BAR DIAMETER AT ALL SPLICES U.N.O.

MINIMUM MASONRY WALL FOOTINGS SHALL PROJECT 4" MINIMUM ON EACH SIDE OF WALL AND BE 12" DEEP WITH 2 #5 CONTINUOUS. BOND BEAMS SHALL BE REINFORCED WITH 2 #5 CONTINUOUS. LAP PER SCHEDULE. PROVIDE CORNER BARS AT ALL WALL

CORNERS AND INTERSECTIONS.

PROVIDE DOWELS TO MATCH VERTICAL BARS AT THE BASE OF ALL WALLS. LAP 52 BAR DIAMETERS MINIMUM WITH VERTICAL BARS U.N.O. MASONRY 1. 2. 3. 4. 5. 6. 7. 8. DEFERRED SUBMITTALS

1. LIGHT GAGE METAL FRAMING.

2. STEEL STAIRS, HANDRAILS, AND GUARDRAILS. 3. CEILING SEISMIC BRACING.

4. MECHANICAL, PLUMBING, ELECTRICAL, DUCTWORK, AND SPRINKLER SEISMIC BRACING. 5. EQUIPMENT ANCHORAGE AND CALCULATIONS.

THE FOLLOWING ITEMS SHALL BE DESIGNED BY A SPECIALTY ENGINEER FOR THE CONTRACTOR. DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED TO THE ARCHITECT FOR REVIEW, SEALED AND SIGNED BY A STRUCTURAL ENGINEER LICENSED IN THE PROJECT STATE.

LIGHT GAGE METAL FRAMING 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16.

LIGHT GAGE METAL FRAMING INDICATED ON THE DRAWINGS INDICATES TYPICAL CONDITIONS AND MINIMUM REQUIREMENTS. LIGHT GAGE METAL FRAMING SHALL BE DESIGNED BY A STRUCTURAL ENGINEER LICENSED IN THE STATE OF NORTH CAROLINA. DESIGN CALCULATIONS AND SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT/ENGINEER OF RECORD FOR REVIEW. SHOP DRAWINGS SHALL INCLUDE LAYOUT OF ALL LIGHT GAGE METAL FRAMING INCLUDING ARRANGEMENT, DIMENSIONS, MATERIALS, STRESS VALUES, CONNECTORS, ANCHORAGE, AND RELATION TO ADJACENT WORK.

LIGHT GAGE METAL FRAMING DESIGN AND CONSTRUCTION SHALL CONFORM TO THE AISI NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS.

MINIMUM GAGE OF MEMBERS PROVIDING LATERAL SUPPORT FOR MASONRY VENEER SHALL BE 18 GAGE (43 MILS). LIMIT LATERAL DEFLECTION OF STUDS PROVIDING LATERAL SUPPORT FOR MASONRY VENEER TO H/600.

MINIMUM YIELD STRENGTH (Fy) FOR LIGHT GAGE METAL FRAMING MEMBERS SHALL BE 33,000 PSI FOR 18 GAGE (43 MILS) AND THINNER. MINIMUM YIELD STRENGTH (Fy) FOR MEMBERS SHALL BE 50,000 PSI FOR 16 GAGE (54 MILS) AND THICKER.

ALL LIGHT GAGE METAL STUDS, TRUSSES, TRACK, BRIDGING AND ACCESSORIES SHALL BE FORMED FROM STEEL HAVING A G-60 GALVANIZED COATING CONFORMING TO ASTM A653 AND C955.

A MINIMUM OF 10" LENGTH OF UN-PUNCHED STEEL IS REQUIRED AT ENDS OF STUDS AND AT ALL BEARING POINTS AND

CONCENTRATED LOADS (NO PUNCHING HOLES OF ANY SIZE IS PERMITTED IN THESE 10 INCHES). NO CUTTING OF THE STUD FLANGES IS PERMITTED.

SPLICES IN LOAD BEARING STUDS IS NOT PERMITTED.

LOAD BEARING STUDS SHALL HAVE FULL BEARING AGAINST THE INSIDE TRACK WEB TOP AND BOTTOM. STUD ENDS SHALL BE CUT SQUARE.

LATERAL BRIDGING SHALL BE USED TO PROVIDE LATERAL STABILITY OF LOAD BEARING STUDS. BRIDGING SHALL BE (2) 1 1/2" - 18 GA (43 MILS) FLAT STRAP (ONE EACH SIDE OF WALL). FASTEN BRIDGING TO EACH STUD FLANGE WITH (1) #10 SCREW. PROVIDE TRACK BLOCKING BETWEEN STUDS IN LINE WITH BRIDGING SPACED AT 10'-0" MAXIMUM ALONG LENGTH OF ALL BRIDGING LINES AND EACH SIDE OF WALL OPENINGS.

BRIDGING IS TO BE SPACED AT 4'-0" O.C. VERTICALLY.

MINIMUM TRACK FASTENING AT FOUNDATION SHALL BE 0.177" DIAMETER POWDER ACTUATED FASTENERS (P.A.F.) SPACED @ 8" O.C. WITH 1 1/2" MINIMUM PENETRATION INTO CONCRETE.

CUTTING OF LOAD BEARING METAL STUDS, TRACK, BRIDGING OR BRACING IS NOT PERMITTED WITHOUT SPECIFIC APPROVAL FROM THE ENGINEER OF RECORD.

ATTACH ALL EXTERIOR SHEATHING AND INTERIOR SHEATHING AT BEARING WALLS TO METAL STUDS WITH #6 SCREWS SPACED AT 6" O.C. AT ALL PANEL EDGES AND PANEL INTERIOR.

REFER TO ARCHITECTURAL DRAWINGS FOR NON-LOAD BEARING WALLS AND ALL WALL DIMENSIONS.

LIGHT GAGE METAL TRUSS NOTES:

1. LIGHT GAGE METAL TRUSSES, ALL TEMPORARY AND PERMANENT BRACING, AND ALL CONNECTIONS OF TRUSSES TO SUPPORTING STRUCTURE SHALL BE DESIGNED AND SUBMITTED FOR REVIEW.

2. STRUCTURAL CALCULATIONS SHALL BE SUBMITTED FOR EACH TYPE OF TRUSS AND ALL CONNECTIONS.

3. SHOP DRAWINGS FOR METAL TRUSSES SHALL BE SUBMITTED FOR REVIEW. SHOP DRAWINGS SHALL INDICATE EACH TRUSS LAYOUT, ALL MEMBER SIZES, MATERIAL PROPERTIES, CONNECTION, AND ALL TEMPORARY AND PERMANENT

BRACING REQUIRED.

4. SHOP DRAWINGS AND CALCULATION SHALL BE SEALED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF NORTH CAROLINA WHO IS RESPONSIBLE FOR THE DESIGN.

5. DESIGN LOADS:

CLASSROOM ROOF TRUSSES:

TOP CHORD DEAD LOAD 10 PSF

BOTTOM CHORD DEAD LOAD 10 PSF (SEE MECH. FOR HANGING POINT LOADS) TOP CHORD LIVE LOAD 20 PSF

WIND LOAD WIND LOAD IN ACCORDANCE W/ ASCE 7-05

119 MPH EXPOSURE C, I=1.15 6. DESIGN TRUSSES FOR MAXIMUM LOVE LOAD DEFLECTION = L/360

7. SEE PLAN FOR BEARING LOCATIONS AND S102 FOR TRUSS ELEVATIONS

POST-INSTALLED ANCHORS

1. EXCEPT WHERE INDICATED ON THE DRAWINGS, POST-INSTALLED ANCHORS SHALL CONSIST OF THE FOLLOWING ANCHOR TYPES AS PROVIDED BY HILTI, INC. CONTACT HILTI AT (800) 879-8000 FOR PRODUCT RELATED QUESTIONS.

A. ANCHORAGE TO CONCRETE

1) ADHESIVE ANCHORS FOR CRACKED AND UNCRACKED CONCRETE USE:

a) HILTI HIT-HY 200 SAFE SET SYSTEM WITH HILTI HIT-Z ROD PER ICC ESR-3187.

b) HILTI HIT-HY 200 SAFE SET SYSTEM WITH HILTI HOLLOW DRILL BIT SYSTEM WITH HAS-E THREADED ROD PER ICC ESR-3187

c) HILTI HIT-RE 500-SD EPOXY ADHESIVE ANCHORING SYSTEM WITH HAS-E THREADED ROD PER ICC ESR-2322 FOR SLOW CURE APPLICATIONS.

2) MEDIUM DUTY MECHANICAL ANCHORS FOR CRACKED AND UNCRACKED CONCRETE USE: a) HILTI KWIK HUS-EZ AND KWIK HUS EZ-1 SCREW ANCHORS PER ICC ESR-3027 b) HILTI KWIK BOLT-TZ EXPANSION ANCHORS PER ICC ESR-1917

c) HILTI KWIK-BOLT 3 EXPANSION ANCHORS (UNCRACKED CONCRETE ONLY) PER ICC ESR-2302 3) HEAVY DUTY MECHANICAL ANCHORS FOR CRACKED AND UNCRACKED CONCRETE USE:

a) HILTI HDA UNDERCUT ANCHORS PER ICC ESR 1546 b) HILTI HSL-3 EXPANSION ANCHORS PER ICC ESR 1545 B. REBAR DOWELING INTO CONCRETE

1) ADHESIVE ANCHORS FOR CRACKED AND UNCRACKED CONCRETE USE:

a) HILTI HY-200 SAFE SET SYSTEM WITH HILTI HOLLOW BIT DRILL SYSTEM WITH CONTINUOUSLY DEFORMED REBAR PER ICC ESR-3187

b) HILTI HIT-RE 500-SD EPOXY ANCHORING SYSTEM WITH CONTINUOUSLY DEFORMED REBAR PER ICC ESR-2322

C. ANCHORAGE TO SOLID GROUTED MASONRY 1) ADHESIVE ANCHORS USE:

a) HILTI HIT-HY 70 MASONRY ADHESIVE ANCHORING SYSTEM (ICC PENDING)

b) STEEL ANCHOR ELEMENT SHALL BE HILTI HAS-E CONTINUOUSLY THREADED ROD OR CONTINUOUSLY DEFORMED STEEL REBAR

2) MECHANICAL ANCHORS USE:

a) HILTI KWIK HUS-EZ SCREW ANCHOR PER ICC ESR-3056 b) HILTI KWIK BOLT-3 EXPANSION ANCHORS PER ICC ESR-1385 D. ANCHORAGE TO HOLLOW / MULTI-WYTHE MASONRY

1) ADHESIVE ANCHORS USE:

a) HILTI HIT-HY 70 MASONRY ADHESIVE ANCHORING SYSTEM PER ICC ESR-3342

b) STEEL ANCHOR ELEMENT SHALL BE HILTI HAS-E CONTINUOUSLY THREADED ROD OR CONTINUOUSLU DEFORMED STEEL REBAR

c) THE APPROPRIATE SIZE SCREEN TUBE SHALL BE USED PER ADHESIVE MANUFACTURER'S RECOMMENDATION

2. ANCHOR CAPACITY USED IN DESIGN SHALL BE BASED ON THE TECHNICAL DATA PUBLISHED BY HILTI OR SUCH OTHER METHOD AS APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS MUST BE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD PRIOR TO USE. CONTRACTOR SHALL PROVIDE CALCULATIONS DEMONSTRATING THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHEIVING THE PERFORMANCE VALUES OF THE SPECIFIED PRODUCT. SUBSTITUTIONS WILL BE EVALUATED BY THEIR HAVING AN ICC ESR SHOWING COMPLIANCE WITH THE RELEVANT BUILDING CODE FOR SEISMIC USES, LOAD RESISTANCE, INSTALLATION CATEGORY, AND AVAILABILITY OF COMPREHENSIVE INSTALLATION INSTRUCTIONS. ADHESIVE ANCHOR EVALUATION WILL ALSO CONSIDER CREEP, IN-SERVICE TEMPERATURE AND INSTALLATION TEMPERATURE.

3. INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS, AS INCLUDED IN THE ANCHOR PACKAGING. 4. OVERHEAD ADHESIVE ANCHORS MUST BE INSTALLED USING THE HILTI PROFI SYSTEM.

5. THE CONTRACTOR SHALL ARRANGE AN ANCHOR MANUFACTURER'S REPRESENTATINVE TO PROVIDE ONSITE

INSTALLATION TRAINING FOR ALL OF THEIR ANCHORING PRODUCTS SPECIFIED. THE STRUCTURAL ENGINEER OF RECORD MUST RECEIVE DOCUMENTED CONFIRMATION THAT ALL OF THE CONTRACTOR'S PERSONNEL WHO INSTALL ANCHORS ARE TRAINED PRIOR TO THE COMMENCEMENT OF INSTALLING ANCHORS.

6. ANCHOR CAPACITY IS DEPENDANT UPON SPACING BETWEEN ADJACENT ANCHORS AND PROXIMITY OF ANCHORS TO EDGE OF CONCRETE. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED ON DRAWINGS.

7. EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT WITH SPECIFIC ANCHOR LOCATIONS. UNLESS NOTED ON THE DRAWINGS THAT THE BARS CAN BE CUT, THE CONTRACTOR SHALL REVIEW THE EXISTING STRUCTURAL DRAWINGS AND SHALL UNDERTAKE TO LOCATE THE POSITION OF THE REINFORCING BARS AT THE CONCRETE ANCHORS, BY HILTI FERROSCAN, GPR, X-RAY, CHIPPING OR OTHE MEANS.

w w w . l i t t l e o n l i n e . c o m

This drawing and the design shown are the property of Little Diversified Architectural Consulting. The reproduction, copying or other use of this drawing without their written consent is prohibited and any infringement will be subject to legal action.

Little 2015 c T: 919.474.2500 F: 919.474.2545 410 Backwell St., Suite 10 Durham NC 27701 PROJECT MANAGER DESIGN TEAM PRINCIPAL IN CHARGE PROJECT TEAM REVISIONS PROJECT NAME SHEET TITLE PROJECT NO. ISSUE FOR ISSUE DATE

DAN WRAY

COLIN MANNING

Corporate License F-0467

514.3970.00

4/1/2016

GENERAL NOTES

WEST PENDER MIDDLE

SCHOOL

CONSTRUCTION

DOCUMENTS

(2)

Little 2014 c T: 919.474.2500 F: 919.474.2545 410 Backwell St., Suite 10 Durham NC 27701 PROJECT MANAGER DESIGN TEAM PRINCIPAL IN CHARGE PROJECT TEAM REVISIONS PROJECT NAME SHEET TITLE PROJECT NO. SHEET NUMBER ISSUE FOR ISSUE DATE

DAN WRAY

COLIN MANNING

B

A

C

D

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S002

SPECIAL INSPECTIONS

WEST PENDER MIDDLE

SCHOOL

CONSTRUCTION

DOCUMENTS

(3)

4" CONCRETE SLAB (3,000 PSI) W/ 6x6-W2.1XW2.1 W.W.F. ON 15 MIL. VAPOR BARRIER ON 4" DRAINAGE FILL FIN. FLR. EL = 50.00' (0'-0") 6 S201 7 S201 7 S201 7 S201 7 S201 7 S201 8 S201 8 S201 8 S201 8 S201 9 S201 9 S201 9 S201 9 S201 6 S201 6 S201 7 1 ' 4 " 3 2 ' 0 " 7 ' 4 3 /8 " 3 1 ' 1 1 5 /8 " 65' - 8" 25' - 8" 8 ' 8 " CJ C J C J C J C J C J C J C J CJ CJ CJ CJ CJ C J C J C J C J C J C J C J C J C J CJ CJ CJ CJ CJ C J C J C J CJ C J CJ CJ CJ C J C J MP2 MP2 MP2 MP2 MP2 MP2 MP2 _MP2 MP2 MP2 MP2 MP2 MP2 MP2 M P 2 M P 2 M P 2 M P 2 MP1 MP1 MP1 MP1 MP1 MP2 MP2 MP2 MP2 M P 1 M P 1 M P 1 M P 1 MP2 MP2 MP2 MP2 MP2 S (0 '-8 ") (-2'-0") (-1'-4") S (0 '-8 ") (-2'-0") (-1'-4") S (0'-8") (-2 '-0 ") (-2 '-0 ") S (0'-8") (-2 '-0 ") S (0'-8") S (0 '-8 ") (-2'-0") (2) #4x4'-0" AT ALL RE-ENTRANT CORNERS, TYP. (SEE 5/S201) CJ 7 S201 2 S201 2 S201 2 S201 2 S201 11 S201 SIM . 11 S201 SIM . SIM . 9 S201 SIM . 9 S201 9 S201 SIM .

FOUNDATION PLAN NOTES:

1. SEE SHEET S001 FOR GENERAL NOTES.

2. FINISH FLOOR ELEVATION=50.00', UNO. REFERENCE ELEVATION=0'-0", DATUM 3. TOP OF FOOTINGS (-1'-4") BELOW FFE. TYPICAL, UNO. (X'-X") INDICATES TOP OF FOOTING BELOW FFE.

4. : INDICATES FOOTING STEP - SEE 3/S201.

5. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN. 6. MP*: INDICATES MASONRY PIER, SEE 13/S202

7. SEE SHEET S202 FOR TYPICAL MASONRY DETAILS

S

1

2

3

4

7

PRELIMINARY FOUNDATION SIZE: 6'-6"x6'-6"x1'-6" W/ (7) #6X6'-0" EACH WAY BOTTOM and (7) # 4x6'-0" TOP (TYPICAL) 10 S201

KEY PLAN

N

KEY PLAN

N w w w . l i t t l e o n l i n e . c o m

DAN WRAY

COLIN MANNING

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4/1/16

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4/1/2016

FOUNDATION PLAN

-NEW ADDITION

PARTIAL FOUNDATION

PLAN - EXISTING

WEST PENDER MIDDLE

SCHOOL

CONSTRUCTION

DOCUMENTS

3/16" = 1'-0"

S101

1 FOUNDATION PLAN - NEW ADDITION

(4)

2 6 K 8 2 6 K 8 2 6 K 8 2 6 K 8 2 6 K 8 2 6 K 8 2 6 K 8 1 0 K 1 1 0 K 1 1 0 K 1 1 0 K 1 1 0 K 1 1 0 K 1 1 0 K 1 H S S 2 1 /2 x 2 1 /2 x 1 /4 A T 6 '-0 " O .C . H S S 2 1 /2 x 2 1 /2 x 1 /4 A T 6 '-0 " O .C . 3 5 /8 " L IG H T G A G E O U T R IG G E R A T 4 '-0 " O .C . 3 5 /8 " L IG H T G A G E O U T R IG G E R A T 4 '-0 " O .C . 4 S301 5 S301 10 S301 9 S301 6 S301 7 S301 LO W HIG H 8 S301 9 S301

LIGHT GAGE TRUSSES AT 48" O.C.

D1

D2

10 S301

TRUSS BEARING ELEVATION = 12'-8" 4

S301

4 S301 JOIST BEARING EL. (+17'-8")

JOIST BEARING EL. (+25'-8")

JOIST BEARING EL. (+24'-1 1/2")

TRUSS BEARING ELEVATION = 12'-8"

TRUSS BEARING ELEVATION = 12'-8" TRUSS BEARING ELEVATION = 12'-8" TRUSS BEARING ELEVATION = 12'-8" RIDGE RIDGE L1 L1 L1 S102 2 T 1 T 1 T 1 T 1 T 1 T 1 T 1 T2 TRUSSES. S102 3 L1 L1 L2 L 1 W8x31 LINTEL, SEE 4/S202 L2 L2 L2 L 1 W8x31 LINTEL, SEE 4/S202 12 S301 12 S301 13 S301 13 S301 L1 L1 L1 L3 _L1 L1 PRE-MANUFACTURED METAL BUILDING CANOPY, DESIGN BY OTHERS, SEE ARCH.

L 1 L 2 2 1 2 3 1 2 3 1 2 1 2 3 NOTES:

1. SEE SHEET S001 FOR GENERAL NOTES.

2 TRUSS BEARING ELEVATIONS = **' *", UON. REFERENCE ELEVATION=0'-0", DATUM 3. [X'-X"] INDICATES TOP OF STEEL ELEVATION FROM FFE, SEE NOTE 2.

4. SEE 2/S202 FOR LOOSE LINTEL SCHEDULE AND 11/S202 FOR MASONRY BOND BEAM SCHEDULE.. 5. HOT DIP GALVANIZE ALL EXTERIOR LINTELS.

6. SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT SHOWN. 7. SEE SHEET S202 FOR TYPICAL MASONRY DETAILS.

:ROOF DECK, 1 1/2" TYPE "B", 22 ga., GALV. SEE 1/S201 FOR ATTACHMENT

D1

:ROOF DECK, 1 1/2" TYPE "B", 22 ga., GALV. SEE 1/S201 FOR ATTACHMENT

D2 LOAD-BEARING CMU WALL 12 3 12 3 NOTE:

1. SEE S001 FOR TRUSS LOADS 2. WEB MEMBERS TO BE LOCATED AS REQUIRED.

TRUSS BEARING EL. (SEE PLAN)

LOAD-BEARING CMU WALL 12

3

TRUSS BEARING EL. (SEE PLAN)

S301 6 NOTE:

1. SEE S001 FOR TRUSS LOADS 2. WEB MEMBERS TO BE LOCATED AS REQUIRED.

KEY PLAN

N

DAN WRAY

COLIN MANNING

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C

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4/1/16

514.3970.00

4/1/2016

S102

ROOF FRAMING PLAN

-NEW ADDITION

WEST PENDER MIDDLE

SCHOOL

CONSTRUCTION

DOCUMENTS

3/16" = 1'-0"

S102

1 ROOF FRAMING PLAN - NEW ADDITION

1/4" = 1'-0"

S102

2 T1 TRUSS ELEVATION

1/4" = 1'-0"

S102

3 T2 TRUSS ELEVATION

(5)

. LAP 48 BAR Ø TYPICAL 2 X STEP MIN. S T E P 1'-6" NOTE:

CONTRACTOR TO COORDINATE/VERIFY LOCATION OF FOOTING STEPS WITH FINISHED GRADING PLAN. PROVIDE 1'-4" MIN. COVER ABOVE TOP OF FOOTING.

ADDED BARS TO BE SAME SIZE & QUANTITY AS CONTINUOUS BARS.

STEP/2 CONT. FTG. BARS

CUT EVERY OTHER WIRE WHERE CONTRACTION JOINTS ARE TO BE

SAW CUT S E E P L A N T T /4 CONTRACTION JOINT

SAW CUT CONTRACTION JOINT 1/8" WIDE MAX. WWF OR REINF . . C L R .1 1 /2 " SEE PLAN FFE VAPOR BARRIER DRAINAGE FILL 9" PREVENT BOND S E E P L A N T

DO NOT RUN WWF THROUGH CONSTRUCTION JOINT

5/8" SMOOTH DOWEL - 1'-6" LONG @ 12" O.C. MAX.

-COAT ONE END W/GREASE TO PREVENT BOND -CENTER IN SLAB WWF OR REINF . C LR 1 1/ 2" SEE PLAN FFE VAPOR BARRIER DRAINAGE FILL S E E P L A N SLAB DEPRESSION SEE ARCH. 4 " M IN . . . . SLAB ON GRADE, SEE PLAN REINF, SEE PLAN 6" MIN SEE PLAN FFE WELDED WIRE FABRIC CONCRETE SLAB-ON-GRADE 1 ' 0 " T U O N 1 1 /2 " 1' - 0" 8" 1' - 0" SEE PLAN SEE PLAN FFE DOWELS WITH STD 90°

HOOK TO MATCH WALL REINFORCING SIZE AND SPACING

NON LOAD-BEARING INTERIOR CMU PARTITION #5 @ 24" OC C L R 3 " CL WALL L A P M IN 4 8 x B A R Ø 1/2"0 " 3-#5 CONT #4 AT 24" OC 1/2" 0" 3'-0" AT SIM. SECTION 2' - 0" 8" COORDINATE LOCATIONS W/ ARCH DWGS (1) #4 CONT. IN 8" DEEP GROUTED BOND BEAM

SEE PLAN FOR FEATURES THAT INTRODUCE RE-ENTRANT CORNERS LABELED

(2)#4 x 4'-0" MID-DEPTH OF SLAB CENTERED ON CORNER

NOTE: WHERE SLAB CONTRACTION JOINT INTERSECTS RE-ENTRANT CORNER ADDED SLAB REINFORCING IS NOT REQUIRED. SEE PLAN FOR JOINT LOCATIONS.

EDGE OF SLAB SEE PLAN

COLUMN

ISOLATION JOINT

#5 VERTICAL CENTERED IN GROUT FILLED CELL FULL HEIGHT OF CMU WALL WITH DOWEL TO FOOTING AT WALL CORNERS, ENDS OF WALLS, AND AT 32" OC

FIN. FL. - SEE PLAN

GROUT SOLID BELOW GRADE FILL BELOW GRADE W/

GROUT

DOWEL TO MATCH VERTICAL REINF. #4 AT 32" OC (4) #4 CONT. (3 BOTTOM, 1 TOP) 1 ' 3 " 2' - 0" (2) #4 CONT. IN

GROUTED BOND BEAM _{8" CMU W/ JOINT REINF. AT 16" OC} VENEER, SEE ARCH.

EQ. 3 " C L R EQ. SEE PLAN FFE SEE PLAN T/FTG HSS3x3x1/4 AT 32" O.C. (FASTEN EXISTING STUD TO HSS WITH 0.177" DIAMETER PAF'S AT 8" O.C.)

FIN. FL. - SEE PLAN

8" CMU FILL SOLID WITH 3000 PSI GROUT BELOW GRADE EXISTING FOOTING TO REMAIN 1 ' 0 " 2' - 0" EXISTING GROUTED SOLID 8" CMU EXISTING VENEER TO REMAIN V IF 2 ' 0 " BEARING PLATE - 1/2"x6"x1'-0" W/ (2) 1/2" DIA. HAS RODS IN HILTI'S HIT HY 200 ADHESIVE (EMBED 5") 3" NEW STOREFRONT, SEE ARCH. 3/16 #4 REBAR AT 32" O.C. (CENTER UNDER HSS POST) DRILL AND EPOXY W/ HILTI'S HIT HY 200 ADHESIVE M IN . 5 " EXISTING SLAB-ON-GRADE GC NOTE:

OPTION TO CUT BACK EXISTING SLAB-ON-GRADE 3'-0" AND DEMOLISH CMU TO THE EXISTING FOOTING. REPLACE CMU W/ NEW 8" CMU GROUTED SOLID AND #4 VERTICAL AT 32" O.C. EPOXIED 6" INTO THE EXISTING FOOTING. DOWEL NEW SLAB TO EXISTING W/ #4x2'-0" AT 18" O.C. (DRILL AND EPOXY 6" INTO EXISTING SOG) CONTACT ENGINEER IF EXISTING CONDITIONS DIFFER FROM THOSE SHOWN

(2) #5 VERTICAL IN GROUT FILLED CELL FULL HEIGHT OF CMU WALL WITH DOWEL TO FOOTING AT WALL CORNERS, ENDS OF WALLS, AND AT 32" OC

GROUT SOLID BELOW GRADE FILL BELOW GRADE W/

GROUT

DOWEL TO MATCH VERTICAL REINF. #4 AT 32" OC (5) #4 CONT. (4 BOTTOM, 1 TOP) 1 ' 3 " 2' - 6" (2) #4 CONT. IN

GROUTED BOND BEAM

12" CMU W/ JOINT REINF. AT 16" OC VENEER, SEE ARCH.

EQ. 3 " C L R EQ. SEE PLAN FFE SEE PLAN T/FTG 3" 3" O"

#5 VERTICAL CENTERED IN GROUT FILLED CELL FULL HEIGHT OF CMU WALL WITH DOWEL TO FOOTING AT WALL CORNERS, ENDS OF WALLS AND SPACED AT 24" O.C. MAXIMUM

FIN. FL. - SEE PLAN

DOWEL TO MATCH VERTICAL REINF. #4 @ 24" O.C. MAX. (4) #4 CONT. (3 BOTTOM, 1 TOP) 1 ' 0 " 2' - 0" C L R . 3 " T/FTG. ELEV. (SEE PLAN) (2) #4 CONT. IN

GROUTED BOND BEAM

EQ. 7 5/8" EQ.

8" CMU W/ JOINT REINF. AT 16" O.C.

PIPES THRU STEM WALL 3 ' 0 " 6 " 9" OF SLEEVE DIAMETER "D" 9" EXTEND FOOTING AROUND THE SLEEVES WALL FOOTING, TYPICAL -FOR PIPES IN THIS AREA STEP FOOTING SO THAT PIPES PASS THRU STEM WALL SLEEVES, 1" MINIMUM CLEAR ALL AROUND PIPES, CONDUITS, DUCT, ETS. NOTE:

FOR PIPES 3'-0" OR LESS BELOW BOTTOM OF FOOTINGS PROVIDE SLEEVE AND CONCRETE AS SHOWN. FOR PIPES MORE THAN 3'-0" BELOW BOTTOM OF FOOTINGS, USE STEPPED FOOTING TO STAY WITHIN 3'-0" LIMIT.

PRE-ENGINEERED WALKWAY COVER COLUMN BY MANUF.

FIN. GRADE, SEE CIVIL SIDEWALK, SEE CIVIL 2 ' 0 " (3) #3 TIES @ 8" O.C. 3" CVR., SIDES 3 " C V R ., B O T T O M 3'-0"x3'-0" AT SIM. SECTION 2' - 6" X 2'-6"

#4 @ 8" O.C. MAX. EA. WAY

24" 1 8 " 1 8 " NOTE:

1. WALKWAY COVER TO BE DESIGNED BY MANUFACTURER. CONTRACTOR TO VERIFY ADEQUACY AND EXACT LOCATIONS OF FOOTINGS WITH WALKWAY COVER MANUFACTURER.

2. SIM. SECTION REQUIRED WHERE PRE-FABRICATED CANOPY IS LOCATED UP AGAINST A BUILDING BLOCKOUT BY PRE-ENGINEERED WALKWAY COVER MANUF.

30" AT SIM. SECTION ISOLATION JOINT

10 MIL. PLASTIC BOND BREAKER BETWEEN SIDEWALK AND FOOTING

DAN WRAY

COLIN MANNING

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4/1/16

514.3970.00

4/1/2016

TYPICAL FOUNDATION

DETAILS

WEST PENDER MIDDLE

SCHOOL

CONSTRUCTION

S201

11 PRE-ENGINEERED METAL WALKWAY COVER COLUMN

FOOTING DETAIL

(6)

FLOOR LINE FINISH

MINIMUM SEISMIC REINFORCING AT ALL MASONRY WALLS NOTES:

1. ALL MASONRY WALLS SHALL BE VERTICALLY REINFORCED CONTINUOUSLY FROM SUPPORT TO SUPPORT: A) AT EACH CORNER

B) AT EACH SIDE OF EACH OPENING C) AT WALL ENDS

WALLS SHALL BE REINFORCED WITH #5 BARS AT THESE LOCATIONS UNLESS OTHERWISE NOTED IN OTHER SECTIONS AND DETAILS.

2. HORIZONTAL BOND BEAMS REINFORCED AS NOTED IN SECTIONS OR LINTEL SCHEDULE SHALL BE FURNISHED: A) AT THE TOP AND BOTTOM OF ALL WALL OPENINGS AND SHALL EXTEND NOT LESS THAN 24" PAST THE

FACE OF OPENING OR STEEL LINTEL BEARING.

B) CONTINUOUSLY AT STRUCTURALLY CONNECTED ROOF AND FLOOR LEVELS AND AT THE TOP OF ALL WALLS.

3. ALL VERITCAL BARS SHALL BE GROUTED IN 5'-0" MAX LIFTS.

4. WHERE DETAILS SHOWN ON OTHER SHEETS NOTE REINFORCING OF GREATER SIZE AND/OR CLOSER SPACING, THE REINFORCING REQUIREMENT IN SAID DETAIL SHALL GOVERN. THE SEISMIC REINFROCING NOTED AT WALL OPENINGS, CORNERS AND ENDS SHALL BE IN ADDTION TO REINFORCING NOTED IN OTHER DETAILS.

5. PROVIDE CONTINUOUS HORIZONTAL JOINT REINFORCEMENT SPACED AT 16"OC, MAX VERTICAL SPACING. ALSO SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS.

6. SEE PLANS AND OTHER DETAILS FOR WALL REINFORCING. BLOCK BOND BEAM ABOVE

AND BELOW EACH OPENING, SEE NOTE No.2-A

DOWEL ALL BARS TO FOOTING/GRADE BEAM OR THICKENED SLAB

CONT BOND BEAM AT TOP OF WALL, ALL ROOFS/FLOORS AND AS INDICATED WALL CONSTRUCTION OR EXPANSION JOINT WALL REINFORCING, SEE NOTE 6 1/4"x2" RIGID STEEL ANCHORS AT 4'-0" OC OR INTERLOCKING COURSES TOP OF WALL

ADD (2) #5 EACH SIDE, SEE NOTE No.1-B MECH OPENING

SEE NOTE No.1-A

OPENING OPENING OPENING 2" 32" 2" 8 S202 7 S202 4 S202 S202 5 S202 6 3 S202

MASONRY LINETL, SEE PLAN AND SCHEDULE FOR LOCATIONS, SIZE AND REINFORCING

BOND BEAM W/ (2) #5 UNDER

OPENING; FILL WITH GROUT, SEE NOTE No.2-A VERTICAL REINFORCING BEYOND S E E A R C H D W G S O P E N IN G VENEER SUPPORT ANGLE, SEE SCHEDULE ON 2/S202 FOR SIZE AND NOTES NOT SHOWN HERE

CONT 'KNOCK-OUT' BLOCK BOND BEAM W/ (2) #5 CONT FILLED WITH CONC; CONT ABOVE STEEL LINTEL, SEE NOTE No.2-A W8x31 STEEL LINTEL REINF, SEE OTHER DETAILS (FILL BLOCK CELLS W/ GROUT @ REINF) 1/2"øx6" HEADED STUD @ 24" OC (2 MIN) (SHOP WELDED) CMU SOAPS, ES 1/2" 1/2" CONT PL-3/8" AT OPENING 3/16 2@12

U-BLOCK BOND BEAM, SEE LINTEL SCHEDULE FOR REINFORCEMENT FILL W/ GROUT

VERTICAL REINFORCEMENT IN WALL AT OPENING, SEE NOTE No.1-B FILL BLOCK CELLS W/ GROUT FULL HEIGHT AT REBAR OPENING

2' - 0" MIN, TYP

(2) #5 CENTERED IN WALL AT OPENING, FILL BLOCK CELLS W/ GROUT FULL HEIGHT AT REBAR; SEE NOTE No.1-B

CONT 'KNOCK-OUT' BLOCK BOND BEAM W/ (2) #5 CONT FILLED WITH CONC; CONT ABOVE STEEL LINTEL, SEE NOTE No.2-A STEEL LINTEL AND PLATE,

SEE 4/S202

FILL BLOCK CELLS FULL HEIGHT UNDER BEARING, UNO OPENING 2' - 0" MIN, TYP SCHEDULE 8" MIN, SEE SEE 12/S202 1/2" 1/2"

JAMB BLOCK, TYP (1) #5 VERT REINFORCING

UNLESS OTHERWISE NOTED IN OTHER SECTIONS OR DETAILS

FILL BLOCK CELLS W/ GROUT FULL HEIGHT AT REBAR

VENEER, SEE ARCH DWGS JOINT - SEE ARCH

DWGS FOR LOCATION

(2) #5 VERT REINFORCING UNLESS OTHERWISE NOTED IN OTHER SECTIONS OR DETAILS

FILL BLOCK CELLS W/ GROUT FULL HEIGHT AT REBAR

VENEER, SEE ARCH DWGS VENEER SUPPORT ANGLE

SEE SCHEDULE

BEAR 8" ON MASONRY EACH END.

MASONRY WALL REINF, SEE OTHER DETAILS

1/4" CLOSURE PLATE

MASONRY WALL REINF, SEE OTHER DETAILS

LINTEL SCHEDULE NOTES:

1. USE THIS SCHEDULE AT OPENINGS IN MASONRY VENEER WHERE LINTELS ARE NOT INDICATED ON PLANS OR DETAILS.

2. BEAR LINTEL ANGLES 8" MINIMUM ON MASONRY EACH END. 3. LINTEL ANGLES TO BE HOT-DIPPED GALVANIZED.

4. SEE ARCHITECTURAL DRAWINGS FOR OPENING LOCATIONS AND DIMENSIONS.

CLEAR SPAN 0' _― 5'-0" 5'-1" _― 8'-0" 8'-1" ― 10'-0"

ANGLE LINTEL SCHEDULE

FOR BRICK VENEER

ANGLE L4x4x3/8 L6x4x3/8 (LLV) L7x4x3/8 (LLV) S E E A R C H IT E C T U R A L D R A W IN G S R O U G H O P E N IN G 3/16 2-12 SEE ARCH 3/8" MAX

CORNER

INTERSECTION

CONTROL JOINT

OPENING - WALL TERMINATION

VERTICAL WALL REINFORCING MOW, TYP VERTICAL WALL REINFORCING MOW, TYP VERTICAL WALL REINFORCING MOW, TYP CONTROL JOINT, SEE ARCHITECTURAL DRAWINGS FOR

LOCATIONS AND DETAILS

VERTICAL WALL REINFORCING MOW, TYP PROVIDE PREFAB

'T' & 'L' JOINT REINF. @ 16" OC AT WALL INTERESECTIONS

PLAN AT CORNER

PLAN AT INTERSECTION

TYPICAL

1' - 6" LAP

2 ADDITIONAL BARS AS SHOWN, SAME SIZE AS CONT REINF CONT BOND

BEAM REINF ADDITIONAL

CORNER BARS AS SHOWN, SAME SIZE AS CONT REINF 0" TYP T Y P IC A L 1 ' 6 " L A P 0" TYP

NOT AT CONTROL JOINT

SEE LINTEL SCHEDULE FOR SIZE AND REINFORCING

AT CONTROL JOINT

GROUT SOLID 24" DEEP x16" WIDE JAMB REINFORCING, SEE FOUNDATION PLAN AND DETAILS BRG 8" BRG 8" NOTE: FOR ADDITIONAL INFORMATION SEE "NOT AT CONTROL JOINT"

NOTE:

VENEER MASONRY AND SHELF ANGLES NOT SHOWN FOR CLARITY

SECTION AT MASONRY LINTEL

TYPICAL VERTICAL REINFORCING MOW (IF SPACING IS LESS THAN CLEAR SPAN)

BOTTOM REINFORCING, SEE LINTEL SCHEDULE [SEE ARCH] BOTTOM OF LINTEL D W 3/8" MASONRY CONTROL JOINT 90 DEG STD HOOK TOP REINFORCING, SEE LINTEL SCHEDULE

L1

BOND BEAM LINTEL SCHEDULE

MARK

D

L2 16" 16"

W

8" 12"

REINF.

(2) #5 (2) #5 T&B

REMARKS

-NOTES:

1. ALL MASONRY BOND BEAMS TO BE FILLED WITH 3000 PSI PEA CRAVEL CONCRETE GROUT.

2. PROVIDE 2'-0" BEARING OVER MASONRY WHERE POSSIBLE (STD 90° HK IF < 2'-0" AVAILABLE).

3. PROVIDE 8" DEEP BOND BEAM w/ (2) #4 BARS FOR LINTELS IN NON-LOAD BEARING WALLS W/ OPENINGS < 4'-0", SEE ARCHITECTURAL DRAWINGS FOR LOCATIONS. PROVIDE L2 OR L3 LINTEL AT ALL OPENINGS <8'-0", NOT DESIGNATED ON PLANS.

L3 24" 8" (2) #5 T&B

-PARALLEL TO WALL

NOT AT CONTROL JOINT

PARALLEL TO WALL

AT CONTROL JOINT

SEE 5/S302, UNO ADDITIONAL VERTICAL WALL REINFORCING

PERPENDICULAR TO WALL

1/4" END PLATE 3/8" MASONRY CONTROL JOINT 1/2"øx6" LONG HEADED STUDS AT 24" OC MAX BEAM, SEE PLAN

1/4" END PLATE BEARING PLATE 1/2"x7"x0'-10" 1/2" NON-SHRINK GROUT (1) 5/8"øx6" LONG HEADED STUD NOTES:

1. DO NOT WELD BEAM TO BEARING PLATE AT CONTROL JOINTS. 2. FOR ADDITIONAL INFORMATION

SEE "PARALLEL TO WALL NOT AT CONTROL JOINT".

13/16" WIDE x 2" LONG SLOT IN BEAM FLANGE (1 SLOT EACH SIDE OF FLANGE)

3/4"ø THREADED STUD (1 EACH SIDE OF WEB) BUTT WELDED TO BEARING PLATE. FINGER

TIGHTEN NUT AND SPOIL THREADS.

1/4" END PLATE 1/4 1/4 4 4 1/4 1/4 4 4 BRG 8"

MP1

(6) #5 VERTICAL TO T/WALL, DOWEL TO FOOTING. GROUT SOLID

MP2

1' - 4" (1) #5 CENTERED IN EA GROUT FILLED CELL TO T/WALL, DOWEL TO FOOTING 3 " 3 " 11 5 /8 " w w w . l i t t l e o n l i n e . c o m

CHARLES J. TODD

TIM McAULIFFE

DAVE BLANKFARD

Corporate License F-0467

514.3970.00

4/1/2016

S202

MASONRY DETAILS

WEST PENDER MIDDLE

SCHOOL

CONSTRUCTION

DOCUMENTS

1/2" = 1'-0"

2 MASONRY VENEER LOOSE LINTEL SCHEDULE

3/4" = 1'-0"

S202

10 TYPICAL REINFORCED MASONRY WALL

3/4" = 1'-0"

S202

9 TYPICAL BOND BEAM REINFORCING

11 TYPICAL BOND BEAM LINTEL

12 TYPICAL STEEL BEAM OR LINTEL BEARING ON MASONRY

3/4" = 1'-0"

S202

13 MASONRY PIER/JAMB DETAIL

# 3

LAP SPLICE LENGTH (INCHES) BAR SIZE

CMU WALL REINFORCING LAP SPLICE SCHEDULE

# 4 # 5 # 6 # 7 8" CMU 1 BAR/CELL CENTERED 19" 25" 31" 57" 79" 2 BARS/CELL CLR = 2 1/2" 19" 30" 49" 12" CMU 1 BAR/CELL CENTERED 19" 25" 31" 53" 61" 2 BARS/CELL CLR = 2 1/2" 19" 25" 39" 75" 104"

(7)

36" COVERAGE 1 1 /2 " SCREW PATTERN

LIGHT GAGE TRUSS

DECKING ATTACHMENT

DECK TYPE...B DECK GAUGE...22 GA. DECK FINISH...GALVANIZED Ip...0.155 in4/ft Sp...0.186 in3/ft In...0.183 in4/ft Sn...0.192 in3/ft Fy...33 ksi

PROVIDE 36/5 SCREW PATTERN AT ALL SUPPORTS AND AT ENDS WITH #12 TEKS SCREWS

PROVIDE (2) SIDELAP CONNECTORS PER DECK SPAN BETWEEN SUPPORTS WITH #10 TEK SCREWS 36/5 36" COVERAGE 1 1 /2 " WELD PATTERN

METAL JOIST

DECKING ATTACHMENT

DECK TYPE...B DECK GAUGE...22 GA. DECK FINISH...GALVANIZED Ip...0.155 in4/ft Sp...0.186 in3/ft In...0.183 in4/ft Sn...0.192 in3/ft Fy...33 ksi

PROVIDE 36/4 WELD PATTERN AT ALL SUPPORTS AND AT ENDS WITH 5/8" DIA. PUDDLE WELDS

PROVIDE (2) SIDELAP CONNECTORS PER DECK SPAN BETWEEN SUPPORTS WITH #10 TEK SCREWS 36/4 D E C K S P A N

SIDE LAP CONNECTORS PER JOIST SPACING

COVERAGE

SCREWS/WELDS AT 6" O.C. ALONG EDGE OF DIAPHRAGM

SCREW OR WELD PATTERN AT SUPPORTS

4" MAX.

ANGLE PER DETAILS, L3X3X1/4 MIN. PLATE 1/2"X1 1/2" 6" MIN. 6" MIN.

ELEVATION

1/4 4 1/4 4 TYP.

SECTION

NOTE: APPLIES TO ALL JOINTS IN PERIMETER ANGLE AT ROOF, U.N.O.

SEE PLAN FOR TRUSS BRG. ELEV.

PL 3/8"x7 5/8" x0'-7 5/8" WITH (2) 1/2"Ø x 5" H.S. @ EA. JOIST GROUTED BOND BEAM

WITH (2) #4 CONT.

METAL STUD TRUSSES, SEE PLAN

1 1/2" METAL ROOF DECK, SEE PLAN

VENEER, SEE ARCH.

VERT. WALL REINF., SEE PLAN AND FNDN. DETAILS CONNECTION, SEE METAL TRUSS SHOP DRAWINGS (DESIGN BY TRUSS SUPPLIER) CONT, 14 GA. x5"x5" BENT

PLATE, FASTEN TO EACH TRUSS W/ (2) #12 SCREWS (SPLICE AT TRUSS

CENTERLINE AND BUTT WELD OR PROVIDE 14 GA. x 2" X 12" SPLICE PLATE WITH (6) #12 SCREWS)

DESIGN TRUSS CONNECTION FOR ALL TRUSS LOADS PLUS AN ADDITIONAL WALL WIND/SEISMIC LOAD OF 925#/TRUSS TO BE TAKEN BY TRUSS TOP CHORD. BRIDGING DESIGNED FOR 250plf ALONG EACH WALL

FASTEN METAL DECKING TO

BRIDGING AT 6" O.C. W/ #12 SCREWS

1' - 10 1/2"

9

1

/8

"

HOOK VERT. REINFORCING AT T/WALL

wp

FASTEN DECK TO CONT. BENT PLATE W/ #10 SCREW AT 6" O.C.

JOIST BEARING (SEE PLAN)

PL 3/8" x8" x0'-8" WITH (2) 1/2"Ø x 6" H.S. @ EA. JOIST

GROUTED BOND BEAM WITH (2) #4 CONT.

STEEL JOISTS, SEE PLAN

VENEER, SEE ARCH.

VERT. WALL REINF., SEE PLAN AND FNDN. DETAILS HOOK VERT. REINFORCING

AT T/WALL

1' - 10 1/2"

3

"

CONT. BENT PLATE 1/4"x3"x3". SPLICE PER 3/S301 AT JOIST CENTERLINE 12 2 TRUSS BRG EL. (SEE PLAN) 2 " (2) #4 CONT. IN 16" DEEP GROUTED BOND BEAM CONT. L-6x4x3/8 (LLV) W/ 1/2" DIA. THREADED RODS @ 24" O.C. IN HILTI'S HIT HY70 ADHESIVE

CONT. 12 GA x4"x4" BENT PL W/ 3/8" DIAMETER THREADED RODS @ 24" O.C. IN HILTI'S HIT HY70 ADHESIVE

(2) #12 SCREW FROM BENT PLATE TO EACH TRUSS. (1) # 10 SCREW FROM METAL DECK TO BENT PLATE AT 6" O.C. 1 1/2" METAL DECK, SEE PLAN

2 12

8" CMU WALL W/ JOINT REINF. AT 16" O.C. PRE-FAB TRUSS

VERT. WALL REINF., SEE PLAN

(2) #4 CONT. IN 16" DEEP GROUTED BOND BEAM

JOIST BEARING EL. (SEE PLAN)

PL 3/8" x7" x0'-8" WITH (2) 1/2"Ø x 6" H.S. @ EA. JOIST GROUTED BOND BEAM WITH (2) #4 CONT.

1 1/2" METAL ROOF DECK, SEE PLAN 12

2

3' - 5 1/2"

'R6' EXTENSION CONT. 1/4"x3"x3" BENT PLATE, SPLICE AT JOIST AND PER 3/S301 3 " JOIST BRG. EL. (SEE PLAN) PL 3/8" x7" x0'-8" WITH (2) 1/2"Ø x 6" H.S. @ EA. JOIST GROUTED BOND BEAM WITH (2) #4 CONT.

1 1/2" METAL ROOF DECK, SEE PLAN 12

2 STEEL JOISTS, SEE

PLAN

VERT. WALL REINF., SEE PLAN 3 " T/ CMU EL. (VARIES) CONT. PL 1/4" x4" W/ 1/2"Ø x 6" H.S. @ 24" O.C.

8" MIN. 24" DEEP MAXIMUM GROUTED BOND BEAM WITH (2) #4 CONT. (STEP WITH ROOF SLOPE) 8" CMU W/ JOINT REINF. AT 16" O.C.

1' - 10 1/2"

LIGHT GAGE TRUSSES, SEE PLAN, DESIGN BY STUD SUPPLIER CONT. 14

GA. x3"x3" BENT PL

3 5/8" LIGHT GAGE OUTRIGGERS, SEE PLAN, DESIGN BY LIGHT GAGE SUPPLIER

18 GA MINIMUM CONT. BRIDGING BETWEEN OUTRIGGERS. PROVIDE 0.144" DIAMETER PAF'S AT EACH END AND AT 18" O.C. MAXIMUM TO CONTINUOUS PLATE #10 SCREWS AT 6" O.C. T/ CMU EL. (SEE PLAN) BRG PL - 3/8x7x1'-0" W/ (2) 1/2" Øx6" HD STUDS 16" DEEP GROUTED BOND BEAM WITH (2) # 4 CONT.

HSS 2 1/2x 2 1/2

OUTRIGGERS, SEE PLAN CONT. 1/4"x3"x3"

BENT PL

LIGHT GAGE OUTRIGGERS, SEE PLAN, DESIGN BY LIGHT GAGE SUPPLIER

L4x4x1/4 x 0'-6" @ EA OUTRIGGER

2' - 6"

3/16 3"

STEEL JOIST, SEE PLAN

16" DEEP GROUTED BOND BEAM WITH (2) # 4 CONT.

CONT. L4x4x1/4" W/ XX @ XXX" O.C.

HSS2 1/2x2 1/2x1/4 BETWEEN OUTRIGGERS 3/16 3" EACH END TO EMBED PLATE 5/8" DIA. 6" O.C. DECK TO HSS ALONG CMU WALL PL 3/8"x7 5/8" x0'-7 5/8" WITH (2) 1/2"Ø x 5" H.S. @ EA. JOIST GROUTED BOND BEAM

WITH (2) #4 CONT.

VERT. WALL REINF., SEE PLAN AND FNDN. DETAILS CONNECTION, SEE METAL TRUSS SHOP DRAWINGS (DESIGN BY TRUSS SUPPLIER)

1 1/2" METAL ROOF DECK, SEE PLAN FASTEN BENT PLATE TO METAL DECKING AT 6" O.C. W/ #10 SCREWS CONT. 16 GA. x 14" BENT PLATE w w w . l i t t l e o n l i n e . c o m

DAN WRAY

COLIN MANNING

B

A

C

D

E

F

4/1/16

514.3970.00

4/1/2016

ROOF FRAMING

DETAILS

WEST PENDER MIDDLE

SCHOOL

CONSTRUCTION

10 SECTION AT HIGH/LOW ROOF

1 1/2" = 1'-0"

S301