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OUTDOOR LEARNING CENTER
HEATH, TEXAS 75032
PLAN SYMBOLS
ABBREVIATIONSPF
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330 LAURENCE DRIVE
SHEET INDEXCS - COVER SHEET
G1.1 - CODE REVIEW
S1.01 - STRUCTURAL GENERAL
S2.01 - FOUNDATION PLAN/ROOF FRAMING S3.01 - FOUNDATION DETAILS
S3.02 - FRAMING DETAILS
S3.03 - FRAMING DETAILS
S3.04 - FRAMING DETAILS
SP1.1 - OVERALL SITEPLAN
SP1.2 - SITEPLAN
A1.1 - FLOOR PLAN
A5.1 - ELEVATIONS
A6.1 - SECTIONS
A7.1 - ROOF PLAN
A8.1 - DETAILS
MP1.1 - MECHANICAL & PLUMBING FLOOR PLAN EP1.1 - ELECTRICAL FLOOR PLAN
N 8'-0" HM PNT N AA 3'-0" D3/A1.1 C3/A1.1 C4/A1.13'-0" HM 1 3/4" PNTA
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1/4"=1'-0"
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HARDWARE SCHEDULE: SET "A" - LEVER LOCKSET 1 EACH LEVER LOCKSET LEVER LOCKSET 4 EACH HINGES HINGES 1 EACH DOOR STOP (FLOOR) DOOR STOP (FLOOR) 3 EACH SILENCERSSILENCERS
SOUTH ELEVATIONEAST ELEVATION
WEST ELEVATIONNORTH ELEVATION
GLULAM BEAMS
REF STRUCTURAL
STANDING SEAM
METAL ROOF
RE: A4/7.1
2'X2' BRICK COLUMNS
W/ CAST STONE CAP.
BRICK TO MATCH MAIN
BUILDING
SPLITFACED BLOCK BASE
W/ CONCRETE COUNTER TOP
REF: C3 & D3/A8.1
SPLITFACED BLOCK BASE
W/ CONCRETE COUNTER TOP
REF: C3 & D3/A8.1
SPLITFACED BLOCK BASE W/
CONCRETE COUNTER TOP REF: A1- C1/A8.14'X10' HPL SEALED
MARKER BOARD
EXTERIOR RATED
OPEN
STORAGE WALL STORAGE WALL
STAIN & SEAL ALL
EXPOSED WOOD &
WOOD DECK. COLOR
TO BE SELECTED BY
OWNER. TYPICAL ALL
ELEVATIONS.
EXTERIOR FINISH NOTES
1. BRICK TO MATCH EXISTING SCHOOL
2. SPLITFACED BLOCK TO MATCH SPLITFACE BAND ON EXISTING SCHOOL
3. HARDI-BOARD TO MATCH EXISTING SIDING PROFILE
4. ALL SAMPLES ARE TO BE SUBMITTED TO APPROVAL PRIOR TO ORDERING
1. THE SPECIFIED COMPRESSIVE STRENGTH OF MASONRY BASED ON THE NET AREA AND AVERAGE 3 UNITS AT THE AGE OF 28 DAYS IS 2000PSI.
2. MASONRY CONSTRUCTION SHALL CONFORM TO THE REQUIREMENTS OF THE "SFECIFICATIONS FOR MANSONRY STRUCTURES (ACI 530)",PUBLISHED BY THE AMERICAN CONCRETE INSTITUTE, DETROIT, MICHIGAN.
3. CONCRETE MASONRY UNITS SHALL CONFIRM WITH ASTM C90, TYPE N, NORMAL WEIGHT.
4. FILL ALL BOND BEAMS AND REINFORCED CELLS SOLIDLY WITH GROUT. GROUT SHALL CONFORM TO ASTM C-476 AND SHALL OBTAIN AMINIMUM MINIMUM 28 DAY COMPRESSIVE STRENGHT OF 2,500 PSI, 38" MAXIMUM COARSE AGGREGATE SIZE AND SLUMP OF 7.
5. REINFORCING STEEL SHALL BE IN ACCORDANCE WITH ASTM A-615 GRADE 60. SHOP FABRICATE REINFORCING BARS WHICH ARE SHOWNTO BE HOOKED OR BENT. PROVIDE A MINIMUM LAP OF 48 x BAR DIAMETER AT ALL SPLICES. UNLESS INDICATED OTHERWISE.
6. THE USE OF MASONRY-CEMENT MORTAR IS STRICTY PROHIBITED. MORTAR SHALL CONFORM TO ASTM C-270, TYPE S. ALL MORTAR SHALLMEET THE "PROPORTION SPECIFICATION" OF ASTM C-270 AND BE MADE WITH PORLAND CEMENT/LIME (NON AIR-ENTRAINED).
7. UNLESS OTHERWISE INDICATED, ALL WALL SHALL BE LAID IN RUNNING BOND. BOND CORNERS AND INTERSECTIONS OF LOAD-BEARINGWALLS.
8. PROVIDE VERTICAL REINFORCEMENT AS SHOWN IN DETAILS; AT END OF WALL, CORNER AND INTERSECTION, AND ADJACENT TOOPENINGS. PROVIDE VERTICAL DOWELS TO MATCH SIZE AND LOCATIONS OF VERTICAL BARS.
9. PROVIDE HORIZONTAL BOND BEAMS WITH CONTINUOS JOINT REINFORCINGAS INDICATED. DISCONTINUE ALL HORIZONTALREINFORCING AT CONTROL JOINTS EXCEPT FOR THE BONDS BEAMS AT BEARING ELEVATIONS. WHERE CELLS WITH VERTICALREINFORCEMENT OCCUR, CMU BOND BEAM UNIT BOTTOM SHALL BE KNOCKED OUT TO ALLOW CONTINUITY TO VERT. REINFORCEMENT.
10. PROVIDED STANDARD 9 GAUGE HORIZONTAL JOINT REINFORCING AT 16" ON CENTER IN ALL WALLS. PROVIDE TRUSS TYPE JOINTREINFORCING FOR ALL CONCRETE MASONRY. COORDINATE BRICK TIE BACK REQUIRMENTS WITH THE ARCHITECTURAL DRAWINGS.UNLESS OTHERWISE NOTED. STOP ALL HORIZONTAL JOINT REINFORCING AT CONTROL JOINTS.
11. PROVIDE BOND BEAM LINTELS AND BRICK SHELF ANGLES ABOVE ALL WALL OPENINGS PER TYPICAL DETAILS ON SHEET S4.02. SEE THEARCHITECTURAL DRAWING FOR LOCATIONS OF ALL DOOR AND WINDOW OPENINGS.
12. PROVIDE STEEL JOIST AND BEAM BEARING PLATES AND OTHER ACCESSORIES AS INDICATED.
13. PROVIDE CMU CONTROL JOINTS AS INDICATED, WITH ADDITIONAL JOINTS SUCH THAT THE SPACING BETWEEN JOINTS DOES NOT EXCEEDA SPACING OF 3 x WALL HEIGHT (35 FEET MAXIMUM). WHERE BEAMS OR LINTELS BEAR AT CMU CONTROL JOINTS, OFFSET & LAP THEVERTICAL REINFORCING AS INDICATED.
STRUCTURAL STEEL NOTES:
1. ALL STRUCTURAL METAL WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE CURRENT APPLICABLE PROVISION OF THE AISC "CODEOF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES" AND THE "SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTIONOF STRUCTURAL STEEL FOR BUILDINGS."
2. SUBMIT SHOP DRAWINGS INDICATING ALL MEMBERS DIMENSION, SECTIONS INCLUDING ANCHOR BOLT LAYOUT AND WELDS PER AISCSTANDARDS. CONTRACTOR SHALL COORDINATE ALL DIMENSIONS OF FABRICATED STEEL, FOR DIMENSION, CLEARANCES, ANDINSTALLATION WITH ARCHITECTURAL DRAWINGS AND THE WORK OF OTHER TRADES.
3. SHOP DRAWINGS FOR THE STRUCTURAL STEEL FABRICATION SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR APPROVAL BEFOREBEGINNING FABRICATION. GENERAL CONTRACTOR SHALL REVIEW THEM FIRST BEFORE THE ENGINEER. IF FABRICATOR DOES NOT SUBMITSHOP DRAWINGS, CONTRACTOR SHALL VERIFY FABRICATION TO BE IN COMPLIANCE THESE GENERAL NOTES AND WITH THE TYPICALSECTIONS, DETAILS, AND NOTES CONTAINED HEREIN. CONSULT STRUCTURAL ENGINEER FOR CLARIFICATIONS AS-REQURIED.
4. ALL STRUCTURAL STEEL SHALL CONFORM WITH THE FOLLOWING:
WIDE-FLANGED BEAMS : ASTM A 36PIPE : ASTM A 53, TYPE B OR STUBE STEEL : ASTM A 500, GRADE B, FY + 46 KSICHANNELS : ASTM A 36HIGH-STRENGTH BOLTS : ASTM A 325 NERECTION BOLTS : ASTM A 325 NANCHOR BOLTS : ASTM A 36 OR A 307, SEE NOTES BELOWANGLES, PLATES, ETC : ASTM A 36
5. STRUCTURAL STEEL SHALL BE ERECTED TRUE AND PLUMB WITH TEMPORARY BRACING FOR LATERAL STABILITY UNTIL ROOF STRUCTUREIS IN PLACE.
6. ALL CONTACT POINTS BETWEEN ANGLES, PLATES, BEAMS, ETC. SHALL BE WELDED UNLESS OTHERWISE NOTED.
7. WELDING SHALL CONFORM WITH AWS D1.1 ALL WELDERS SHALL HAVE BEEN CERTIFIED WITHIN THE PAST 12 MONTHS FOR THE TYPE OFWELDING TO BE PERFORMED AND ALSO IN COMPLIANCE WITH THE AMERICAN WELDING SOCIETY.
8. ALL BOLTS FOR BEAMS CONNECTIONS SHALL BE ASTM A 325 N WITH A MINIMUM DIAMETER OF 34" UNLESS OTHERWISE NOTED. ALLBOLTED CONNECTIONS SHALL BE BEARING TYPE CONNECTIONS UNLESS NOTED A SLIP CRITICAL. THERE ACTION FOR THE BEAMS TO BEDESIGNED USING 12 OF THE TABULATED ALLOWABLE LOAD FOR THE GIVEN SPAN AS TABULATED IN PART TWO OF THE AISC MANUAL OFSTEEL CONSTRUCTION.
9. SHOP WELD AND FIELD BOLT ALL CONNECTIONS UNLESS NOTED OTHERWISE. PROVIDE E 70 XX ELECTRODES UNLESS NOTED OTHERWISE.WELDS SHALL BE CONTINUOUS UNLESS OTHERWISE SPECIFIED.
10. CONTRACTOR IS RESPONSIBLE FOR ALL ERECTION PROCEDURES AND SEQUENCES WITH RELATION TO TEMPERATURES DIFFERENTIALSAND STRUCTURAL STABILITY.
11. PROVIDE A MINIMUM OF TWO BOLTS PER CONNECTION OR AS DIRECTED IN THE DRAWINGS.
12. DO NOT CUT STRUCTURAL STEEL MEMBERS FOR THE WORK OF OTHER TRADE WITHOUT PRIOR REVIEW AND APPROVAL OF THE ENGINEER.
13. ALL STRUCTURAL STEEL SHALL HAVE ONE SHOP COAT OF STANDARD IRON OXIDE PRIMER, WITH MINIMUM DRY FILM THICKNESS OF 1.5MILS.
14. CONNECTIONS SHALL BE SHOP WELDED AND BOLTED IN THE FIELD, ANY WELDING IN THE FIELD SHALL BE INSPECTED BY A CERTIFIEDLABORATORY AND HIRED BY THE GENERAL CONTRACTOR.
15. ALL BOLTS (EXCEPT ANCHOR BOLTS) CONNECTION STEEL TO STEEL SHALL BE ASTM F1554, GRADE 36 OR GRADE 55 (SEE DETAILS)
16. ANCHOR BOLTS SHALL BE ASTM A307 OR ASTM A36 THREADED RODS WITH PL 1/2 x 3 x 3 WASHERS WEDGED BETWEEN NUTS @ EMBEDENDS. TACK WELD NUTS TO BOLTS AFTER TIGHTENING AT BOTTOM OF BOLT WHERE PLATE WASHERS ARE INSTALLED. DO NOT TACKWELD TOP OF BOLTS AT COLUMN BASE PLATES.
17. GROUT BELOW BASE PLATES SHALL BE SIKA GROUT 212 (NON-SHRINK), OR APPROVED EQUAL.
18. BRICK LINTELS FOR 4 INCH BRICK OR CMU WALL SHALL BE:
18.1. L4 X 3-1/2 X 5/16 LLV UP TO 4 FOOT SPAN18.2. L6 X 3-1/2 X 5/16 LLV UP TO 8 FOOT SPAN18.3. L7 X 4 X 3/8 LLV - 8 FOOT TO 12 FOOT SPAN *(WHERE LINTEL IS WITHIN 1'-6" OF TOP PLATE, ADDITIONAL BRACING IS NECESSARY.)18.4. PROVIDE CONNECTION TO STEEL WHERE COLUMNS ARE IN JAMBS PER TYPICAL DETAILS, OR AS INDICATED IN CONTRACTOR'S SHOP
DRAWINGS.18.5. LINTEL LENGTH IS CLEAR SPAN PLUS 8 INCH MINIMUM BEARING AT EACH END.
DESIGN CRITERIA
1. THE INTENDED DESIGN STANDARDS AND/OR CRITERIA ARE AS FOLLOWS:
1.1. INTERNATIONAL BUILDING CODE - 2015.
1.2. CITY OF HEATH BUILDING CODE.
1.3. BRICK INSTITUTE ASSOCIATION.
1.4. WFCM (WOOD FRAME CONSTRUCTION MANUAL) PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION (AF&PA).
1.5. AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE/SEI 7-05) - MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES.
1.6. CONCRETE: AMERICAN CONCRETE INSTITUTE ACI 318- 2011 & ACI 315 PUBLICATION SP-66 2004
1.7. REINFORCEMENT: CRSI 2009
1.8. MINIMUM REQUIRED LOADS: ASCE 7-10 AMERICAN INSTITUTE OF STEEL CONSTRUCTION AND AISC 14TH EDITION
1.9. NAILING SCHEDULE: TABLE R602.3 (1) 2006 IRC
2. DESIGN LIVE LOADS:
2.1. PATIO AREAS 50 PSF PLUS 15 PSF (PARTITIONS)2.2. ROOF 20 PSF
3. COORDINATE STRUCTURAL PLANS AND DETAILS WITH REQUIREMENTS OF GEOTECHNICAL REPORT BY THE ALLIANCE GEOTECHNICALGROUP, REPORT NO. DE-19-423.
4. DRILLED PIERS ARE DESIGNED FOR AN ALLOWABLE END BEARING PRESSURE WHEN PENETRATING INTO BROWNISH-YELLOW,GRAYISH-YELLOW, AND GRAYISH BROWN SEVERELY WEATHERED CALCAREOUS SHALE AT A DEPTH OF 18 FEET BELOW EXISTING GRADE.NOTIFY ENGINEER IF BEARING NOT ENCOUNTERED IN 17 FEET OF DEPTH. PIERS HOLES SHALL BE PLACED IN CONCRETE WITHIN 8 HOURSAFTER DRILLING. INSPECTION OF PIERS BY TESTING AGENCY IS REQUIRED. PIER SHAFTS SHALL BE INSPECTED BY THE GEOTECHNICALENGINEER OF RECORD AT THE TIME OF DRILLING PRIOR TO THE PLACEMENT OF CONCRETE IN ACCORDANCE WITH APPLICABLE CODES ®ULATIONS, DRAWINGS AND GEOTECHNICAL REPORT OF RECORD. REPORT DISCREPANCIES TO ENGINEER AS REQUIRED.
4.1. ALLOWABLE BEARING PRESSURE 5,000 PSF FOR DEAD LOAD; 6,500 FOR TOTAL LOAD.4.2. UPLIFT IN OVERLYING CLAY 1,200 PSF OVER TOP 6 FEET OF PIER.
GENERAL NOTES:
1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND SITE CONDITIONS BEFORECOMMENCING WORK. THE DIMENSIONS SHOWN HEREIN ARE APPROXIMATE AND SHALL BE CONFIRMED WITH THE ARCHITECTURALDRAWINGS, AND ANY CHANGES IN THE ARCHITECTURAL DRAWINGS NOT REFLECTED IN THESE DRAWINGS. REPORT DISCREPANCIESBETWEEN ARCHITECTURAL, STRUCTURAL, MEP, ETC. DRAWINGS PRIOR TO BIDDING OR PRICING TO THE ARCHITECT AND ENGINEER FORCLARIFICATION. ITEMS REQUIRING COORDINATION AND CLARIFICATION AFTER BIDDING/PRICING ARE UNDERSTOOD TO BE INCLUDED INCONTRACTOR'S STATED BID/PRICE.
2. BEFORE STARTING ANY EXCAVATION WORK CONTRACTOR SHALL VERIFY UTILITY LOCATIONS AND AVOID ANY DAMAGE TOUNDERGROUND UTILITIES.
3. DETAILS OF THIS DRAWINGS ARE TYPICAL FOR AND APPLY TO SIMILAR CONDITIONS WITHIN THE PROJECT REGARDLESS OF WHETHER ORNOT THEY ARE SPECIFICALLY REFERENCED. COORDINATE SIMILAR CONDITIONS WITH TYPICAL DETAILS AND REPORT TO THE ENGINEERAS-REQUIRED FOR CLARIFICATIONS PRIOR TO BIDDING/PRICING. ITEMS REQUIRING COORDINATION AND CLARIFICATION AFTERBIDDING/PRICING ARE UNDERSTOOD TO BE INCLUDED IN CONTRACTOR'S STATED BID/PRICE.
4. COORDINATE WITH OTHER DRAWINGS FOR SLEEVES AND PENETRATIONS THROUGH GRADE BEAMS, WOOD BEAMS, AND/OR WOOD STUDS.NO SLEEVES AND PENETRATIONS ARE APPROVED WITHOUT PRIOR REVIEW BY THE STRUCTURAL ENGINEER.
5. THE STRUCTURAL DRAWINGS HEREIN REPRESENT THE FINISH STRUCTURE. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARYSHORING, GUYING AND/OR BRACING REQUIRED TO ERECT AND HOLD THE STRUCTURE IN PROPER ALIGNMENT UNTIL ALL STRUCTURALWORK, CONCRETE STRENGTH ATTAINED (AS SHOWN ON FOUNDATION NOTES) AND CONNECTIONS HAVE BEEN COMPLETED ANDLABORATORY TESTED. THE INVESTIGATION, DESIGN, SAFETY AND INSPECTION OF ERECTION, BRACING, SHORING, TEMPORARY SUPPORTS,ETC. IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
6. THE ENGINEER SHALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S AND SUB-CONTRACTOR'S METHODS, METHODS, TECHNIQUES, ANDSEQUENCES OF PROCEDURES TO PERFORM THE WORK. THE SUPERVISION OF THE WORK IS THE SOLE RESPONSIBILITY OF THECONTRACTOR.
7. SHOP DRAWINGS AND OTHER ITEMS SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW PRIOR TO FABRICATION. ALL SHOP DRAWINGSSHALL BE REVIEWED BY THE GENERAL CONTRACTOR BEFORE SUBMITTAL. THE ENGINEER'S REVIEW IS TO BE FOR CONFORMANCE WITHTHE DESIGN CONCEPT AND GENERAL COMPLIANCE WITH RELEVANT CONTRACT DOCUMENTS. THE ENGINEER'S REVIEW DOES NOTRELIEVE THE CONTRACTOR OF THE SOLE RESPONSIBILITY TO REVIEW, CHECK AND COORDINATE THE SHOP DRAWINGS PRIOR TOSUBMITTAL AND AFTER RECEIPT OF REVIEWED SHOP DRAWINGS. COMPLY WITH ITEM 1 AND 3 IN THESE GENERAL NOTE CATEGORY.
8. LOADING APPLIED TO THE STRUCTURE DURING THE PROCESS OF CONSTRUCTION SHALL NOT EXCEED THE LOAD CARRYING CAPACITY OFTHE STRUCTURAL MEMBERS. THE LIVE LOADINGS USED IN THE DESIGN OF THIS STRUCTURE ARE INDICATED IN THE DESIGN CRITERIANOTES. DO NOT APPLY ANY CONSTRUCTION LOADS UNTIL CONCRETE STRENGTH HAS BEEN ATTAINED, FRAME IS PROPERLY CONNECTEDTOGETHER, AND UNTIL ALL TEMPORARY BRACING IS IN PLACE AND INSPECTED BY THE CONTRACTOR AND CONTRACTOR'S INSPECTIONCOMPANY (S).
FIELD DRILLED ADHESIVE ANCHOR BOLTS:
1. FIELD DRILLED ADHESIVE ANCHOR BOLTS SHALL BE THE FOLLOWING: HIT RE 500 (OR HY - 150) ADHESIVE ANCHORS, BY HILTI, INC.,TULSA, OK.
2. THE ANCHORS DRILLED INTO THE EXISTING GRADE BEAM SHALL BE SPACED AS SHOWN ON THE DETAILS.
3. ADHESIVE ANCHOR BOLTS OF THE DIAMETER AND EMBEDMENT SHOWN ON THE DRAWINGS SHALL BE INSTALLED IN ACCORDANCE WITHTHE CONTRACT DOCUMENTS, THE CURRENT ICBO REPORT FOR THE ADHESIVE ANCHOR BOLT, AND THE RECOMMENDATIONS OF THEMANUFACTURER, WHERE PROVISIONS OF THE ABOVE REFERENCE DOCUMENTS ARE IN CONFLICT, THE MOST STRINGENT REQUIREMENTSHALL GOVERN. ADHESIVE ANCHOR BOLTS ARE ONLY ALLOWED AS SPECIFICALLY REQUESTED BY THE CONTRACTOR AND AT THEENGINEER'S SUBSEQUENT DESIGN AND/OR DESIGN CLARIFICATIONS.
4. ADHESIVE ANCHOR BOLTS DESIGN IS BASED ON ICBO CAPACITY. THE OWNER'S MANUAL INDEPENDENT TESTING LABORATORYREPRESENTATIVE SHALL BE PRESENT TO INSPECT AND VERIFY EVERY OPERATION INCLUDING, BUT NOT LIMITED TO DRILLING OF THEHOLES, INJECTION OF THE ADHESIVE.
5. BEFORE DRILLING, CONTRACTOR SHALL MAKE SURE NOT TO DAMAGE EXISTING STEEL REINFORCEMENT. CONTRACTOR SHALL UTILIZE ALABORATORY TO LOCATE AND MARK INTERNAL REINFORCING STEEL PRIOR TO DRILLING, USING NONDESTRUCTIVE PROCEDURES.
6. HOLES SHALL BE DRILLED IN A CONTINUOUS OPERATION, AVOIDING FREQUENT REMOVAL OF THE DRILL FROM THE HOLE. AFTERDRILLING, ALL DUST AND OTHER FOREIGN MATTER SHALL BE BLOWN OUT OF THE HOLE WITH COMPRESSIVE AIR,SUBSTRATE OF THE HOLE SHALL BE PREPARED AS PER MANUFACTURER'S SPECIFICATIONS.
STRUCTURAL WOOD FRAMING FOR STORAGE ENCLOSURE
1. EXTERIOR WALL LOAD BEARING 2 X 6 STUDS AND TOP PLATES SHALL BE NO. 2 SURFACE DRY, KD TO 19% MOISTURE CONTENT MAXIMUMDOUGLAS FIR, DOUGLAS FIR-LARCH, OR HEM FIR. FINGER JOINTS IN 2 X 6 STUDS NOT PERMITTED.
2. INTERIOR AND EXTERIOR LOAD BEARING STUDS AND TOP PLATES SHALL BE STUD GRADE SURFACE DRY, KD TO 19% MCDOUGLASFIR,DOUGLAS FIR-LARCH, HEM FIR , OR WWPA FJNON-LOAD BEARING STUDS AND MISCELLANEOUS BLOCKING MAY BE SPF STUDGRADE. DO NOT USE SPF MATERIAL FOR LOAD BEARING STUDS OR PLATES. WESTERN WOODS/WHITEWOODS OR NORTH SPECIES (CAN.)GRADES ARE NOT PERMITTED.
3. POST COLUMNS, BEARING WOOD BEAMS, OR TRUSS GIRDERS WHERE INDICATED ON PLANS SHALL BE PARALAM OR VERSA-LAM. COLUMNWIDTHS SHALL EXCEED WIDTH OF BEAMS AND GIRDERS. COORDINATE WITH THE PLANS AND REPORT DISCREPANCIES TO THE ENGINEERPRIOR TO BIDDING.
4. SINGLE OR MULTI-LAM WOOD RAFTERS JOISTS, PLATES, CAPS AND SMALL HEADERS SHALL BE NO. 2 KILN DIRED, 15% MOISTURE CONTENTMAXIMUM SOUTHERN PINE OR DOUGLAS FIR UNLESS NOTED OTHERWISE. FINGER JOINTS NOT PERMITTED IN JOISTS, RAFTERS OR HEADERS.SILL PLATES AND PONY WALLS BELOW FIRST FLOOR FRAMING SHALL BE WOLMANIZED AND ANCHORED WITH 12" "J" BOLTS AT 2'-6" O.C.
5. ALL HEADERS NOT SHOWN ARE TO BE 2-2 X 12'S ON THE FIRST FLOOR AND 2-2 X 12'S ON UPPER FLOORS FOR SPANS NOT EXCEEDING 4 FEET.REFERENCE PLANS FOR HEADER SIZES EXCEEDING 4'-0". FOR LVL BEAMS AND HEADERS, COMPLY WITH BEARING LENGTH REQUIREMENTSOF MFG: EXAMPLE 11-1/4 LVL, 6' SPAN = 5-1/4 BEARING (BELOW FLOOR); 14 LVL, 12' SPAN = 4" BEARING (BELOW FLOOR), = 5" BEARING(BELOW ROOF)
6. PROVIDE HURRICANE CLIPS H2.5A AT RAFTERS SEATS. START INSTALLATION AT BUILDING CORNERS, INSTALLING CLIPS ON FIRST THREERAFTERS, THEN SPACED AT 4'-0" O.C., TYPICAL. (SIMPSON STRONG-TIE, Page 196, C-C-2015)
7. PROVIDE HCP @ HIP TO PLATE CONNECTIONS, TYP. (SIMPSON STRONG-TIE, Page 97 & 138, C-C-2015)
8. BUILDING HOLD-DOWNS: PROVIDE HD3B FULL BUILDING HEIGHT HOLD DOWN SYSTEM AS INDICATED ON THE PLANS, AND AT BOTH BASEENDS OF ALL WALL DIAPHRAGMS (AT BUILDING CORNERS). (SIMPSON STRONG-TIE, Page 46 & 50), C-C-215). PROVIDE 3" MINIMUM MEMBERTHICKNESS, TYP. AT HOLD DOWNS. PROVIDE SSTB-20 (MIN. LENGTH) ANCHOR BOLTS. COORD. BOLT DIAMETER WITH HOLD DOWNREQUIREMENTS (SIMPSON STRONG-TIE, Page 35, C-C-2015). PROVIDE CNW COUPLER NUTS BETWEEN ANCHOR BOLTS AND THREADED RODFOR HOLD-DOWNS. (SIMPSON STRONG-TIE, Page 39, C-C-2015).
9. ATTACH ADJACENT STUDS AND CRIPPLES AND PLATES TO TUBE STEEL COLUMNS AND FRAMES WITH 0.20 DIAMETER POWDER DRIVENFASTENERS AT 8" O.C. STAGGERED IN TWO ROWS. ATTACH PLATES TO CRIPPLES OR STUDS ON EACH SIDE OF TUBE STEEL COLUMN WITHSIMPSON H6 CONNECTORS TYPICAL.
10. PROVIDE HSS HEAVY STUD SHOE WHERE BEARING WALL STUDS ARE CUT OR PENETRATED BY PIPING, CONDUIT, ETC.
CAST IN PLACE CONCRETE
1. REINFORCED CONCRETE SHALL CONFORM TO 1996 ACE-318 BUILDING CODE AND ACI-301 SPECIFICATIONS. REINFORCING STEEL SHALL BEDETAILED, FABRICATED AND PLACED IN ACCORDANCE WITH CRSI MANUAL OF STANDARD PRACTICE.
2. ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE BUILDINGS".HOT WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI 305. COLD WEATHER CONCRETING SHALL BE IN ACCORDANCE WITH ACI306.
3. CAST-IN-PLACE CONCRETE SHALL BE NORMAL WEIGHT WITH A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI AT 28 DAYS WITH AMINIMUM OF 5 SACKS/CY OF CEMENT FOR PIERS, GRADE BEAMS, AND STRUCTURALLY SUPPORTED SLABS ON VOID BOXES.
4. CONCRETE SHALL NOT EXCEED A SLUMP OF 5" +/-1" AT POINT OF DISCHARGE, HAVE 5% +/-1% ENTRAINED AIR WITH ASTM C260 ADMIXTUREIN GRADE BEAMS, SLABS, AND PAVING EXPOSED TO FREEZE/THAW, AND WATER REDUCING ADMIXTURE ASTM C494 TYPE A OR D. FLYASHIS NOT PERMITTED. AGGREGATE SHALL MEET ASTM C33, 1" MAX. SIZE.
5. REINFORCING BARS SHALL BE ASTM A615-GRADE 60, EXCEPT #3 AND #4 BARS SHALL BE GRADE 40. WELDED WIRE FABRIC SHALL BE ASTMA82 AND A185.
6. PROVIDE #3 BARS X 2'-0" DIAGONALLY (4 BARS, THUS) AROUND ALL PENETRATIONS OR HOLES LARGER THAN 4" THROUGH BEAMS OR SLABS.
7. BARS CALLED FOR AS CONTINUOUS (TOP & BOTTOM, TYP) SHALL HAVE STAGGERED LAPS OF 48 BAR DIAMETERS AND THE CAGE SHALLHAVE 4 CORNER BARS AT JUNCTIONS. INSTALL 3 ADDITIONAL STIRRUPS AT3" O.C. AT ENDS OF ALL BEAMS (EACH SIDE OF PIERS.)
8. REINFORCING STEEL SHALL HAVE THE FOLLOWING CLEAR CONCRETE COVER:8.1. PLACED AGAINST EARTH AND PERMANENTLY EXPOSED TO EARTH: 3"
8.2. CONCRETE EXPOSED TO WEATHER OR EARTH:8.2.1. #6 AND LARGER - 2"8.2.2. #5 AND SMALLER - 1 12"
8.3. CONCRETE NOT EXPOSED TO WEATHER; SLABS, WALLS, JOISTS:8.1.1. #14 & #18 - 1 12"8.1.2. #11 AND SMALLER - 34"
8.1.1.1. #6 BARS AND LARGER - 1 12"8.1.1.2. #5 BAR, W31 OR D31 WIRE - 12"
9. SUPPORT ALL REINFORCING STEEL WITH PROPER HEIGHT CHAIRS (PLASTIC OR PLASTIC TIPPED), OR CONTINUOUS RUNNERS (PLASTIC ORPLASTIC TIPPED). DO NOT SUPPORT REINFORCING STEEL WITH VERTICAL BARS PLACED DIRECTLY IN EARTH.
10. CONSOLIDATE ALL CONCRETE WITH MECHANICAL VIBRATORS.
11. NO HORIZONTAL JOINTS WILL BE PERMITTED ON CONCRETE, EXCEPT WHERE THEY NORMALLY OCCUR OR WHERE NOTED. VERTICALJOINTS SHALL OCCUR AT OR NEAR BEAM 13 SPAN AS ONLY PRE-APPROVED BY THE STRUCTURAL ENGINEER DURING PLACEMENT OF FORMWORK.
12. ALL GRADE BEAMS SHALL BE FORMED ON BOTH SIDES. EARTH FORMING IS NOT ACCEPTABLE.
13. NO UNBALANCED EARTH COMPACTION SHALL BE PLACED AGAINST GRADE BEAMS.
14. PLACE TRAPEZOIDAL VOID BOXES UNDER ALL PIER SUPPORTED GRADE BEAMS AND SLABS. DO NOT WRAP BOXES IN PLASTIC SHEETING.USE 12" DEEP VOID BOXES UNDER GRADE BEAMS AND VOID BOXES UNDER PIER SUPPORTED STRUCTURAL SLABS.
15. SILL PLATES AND PONY WALLS BELOW FIRST FLOOR FRAMING SHALL BE WOLMANZED AND ANCHORED WITH 12" "J" BOLTS AT 2'-6" O.C.
WOOD STRUCTURAL SHEATHING (PLYWOOD)
1. WALL SHEATHING SHALL BE APA RATED, EXPOSURE 1. FLOOR SHEATHING SHALL BE 1 18" STURD-I-FLOOR, TONGUE AND GROOVED, GLUEDAND NAILED. GLUE SHALL BE AFG-01, ASTM D3498. ALL ROOF AND FLOOR PANELS SHALL BE INSTALLED WITH LONG DIMENSIONPERPENDICULAR TO SUPPORTS AND MINIMUM TWO SPANS. WALL PANELS SHALL BE PLACED LONG DIMENSION VERTICAL, AND PANELENDS SHALL BE BLOCKED IN THE FIRST PANELS AT BUILDING CORNERS, FOR WALLS OVER 8 FT HIGH.
2. SPAN RATING SHALL BE NOT LESS THAN 40/20 FOR ROOF (19/32 THICKNESS), 48 FOR FLOOR (1-1/8") AND 32/16 FOR WALLS (15/32).
3. LEAVE 18 INCH SPACE ALONG ALL WOOD STRUCTURAL PANEL EDGES.
4. NAILING SHOULD BE 8d COMMON FOR ROOF AND WALL AND 8d RING SHANK OR 10d COMMON FOR 1 18" STURD-I-FLOOR. DO NOT USESTAPLES. SPACING 3/8" FROM EDGES, 12" O.C. AT PANEL EDGES AND INTERMEDIATE SUPPORTS AND 6" O.C. AT PANEL ENDS. SPACING 4" O.C.AT ROOF HIPS, RIDGES, VALLEYS AND EAVES AND AT EDGES OF FIRST WALL PANELS AT BUILDING CORNERS. PROVIDE FULL COVERAGE OFDIAPHRAGM AT BUILDING EXTERIOR, OR AS OTHERWISE NOTED IN THE LATEST VERSION OF THE IRC.
EXTERIOR OVERHANGS AND SOFFIT FRAMING
1. EXTERIOR OVERHANGS, EYEBROWS, FALSE FRAMING, AND SOFFIT FRAMING SHALL BE PERFORMED USING STANDARD INDUSTRY FRAMINGMETHODOLOGIES AND CONSTRUCTED IN SUCH A FASHION TO ELIMINATE LONG TERM SAGGING, WATER INFILTRATION, SEPARATIONS, ETC.
GLUE-LAMINATED BEAMS
1. REFERENCES1.1. AMERICAN INSTITUTE OF TIMBER CONSTRUCTION, LATEST EDITION AND AMENDMENTS.1.2. AISC D3737 (4); ASTM D198 (5); ASTM D2915 (6); ASTM D5457 (7)
2. GLUE LAMINATED BEAMS SHALL BE TREATED FOR EXTERIOR USE. IF TREATMENT HAS COLOR OPTIONS, REFER TO THE ARCHITECT FOR SELECTION.3. ALL CONNECTION PLATES SHALL BE HOT DIP GALVANIZED (G70) AND PAINTED PER ARCHITECTURAL REQUIREMENTS.4. COORDINATE SADDLE WIDTHS AND PLATE INSTALLATIONS WITH ACTUAL SIZE OF GLU-LAM FOR A TIGHT FIT.5. THROUGH BOLTS, NUTS, WASHERS SHALL BE GALVANIZED AND PAINTED PER ARCHITECTURAL REQUIREMENTS.6. VERIFY BOT SPACING AND PLACEMENT WHERE ADJACENT GLU-LAMS ARE FRAMED FOR PROPER INSTALLATION CLEARANCE.7. INSTALL AND DESIGN CONNECTIONS FOR TOP FLUSH INSTALLATION TO COORDINATE WITH RAFTERS AND ROOF DECK.
ROOF DECKING
1. 2 x 6 TONGUE AND GROOVE - V GROOVED W/ #1 SELECT FACE.2. DECKING SHALL BE TREATED FOR EXTERIOR USE. IF TREATMENT HAS COLOR OPTIONS, REFER TO THE ARCHITECT FOR SELECTION. TREATMENT
SHALL BE PROVIDED ON ALL PLANK SURFACES.3. ROOFING MEMBRANE SHALL USE FASTENERS IN COORDINATION WITH PLANK THICKNESS TO ELIMINATE PENETRATION THROUGH THE
ARCHITECTURAL SIDE OF THE PLANK.4. PLANKS SHALL BE ORIENTED PERPENDICULAR TO THE SPAN OF ITS SUPPORTING BEAMS.5. THE ARCHITECT SHALL PROVIDE DETAILING AS REQUIRED FOR EXTERIOR FASCIA TREATMENTS, SOFFITS, TRANSITIONS, ETC.
NOTCH BOTTOM OF GLU-LAM FORFLUSH BOTTOM BEAM AND SEATINSTALLATION, TYP.
BOTTOM SADDLE PL 12", TYP.
SIDE SADDLE PL 38", TYP.
COLUMN CAP PL 34" x 12" x 1'-10", TYP.
HSS 8 x 8 x 14", TYP.
NOTES:
1. CONTINUOUS WELD SADDLE SIDE PLATES TO TRUSS SIDE PLATES, AND BOTTOMOF SADDLE PLATE TO TOP OF COLUMN CAP PLATE.
2. END TRUSSES ONLY HAVE ONE SIDED BEAM SADDLES. COORDINATE IN SHOPDRAWINGS.
3. SADDLE SIDE PLATES ARE PL 38", TYP.4. SADDLE BOTTOM PLATES ARE Pl 12", TYP.5. COLUMN CAP PL 34", TYP.6. SADDLE THRU BOLTS ARE 34" DIA., TYP.7. USE TYPICAL TRUSS DETAILS TO DESIGN ALL CONNECTIONS AND SUBMIT TO
ENGINEER FOR REVIEW IN SHOP DRAWINGS.8. SUBMIT SHOP DRAWINGS OF ALL FRAMING MEMBERS AND CONNECTIONS TO
ENGINEER FOR REVIEW PRIOR TO CONSTRUCTION.9. ALL WELDS SHALL BE CONTINUOUS.10. VERIFY ALL DIMENSIONS PRIOR TO DEVELOPMENT OF SHOP DRAWINGS AND
REPORT DISCREPANCIES TO ENGINEER. NON-REPORTED DISCREPANCIES ANDMISSING INFORMATION TO THE ENGINEER SHALL BE RESOLVED AT THECONTRACTOR'S EXPENSE.
11. ALL CONNECTION PLATES SHALL BE HOT DIP GALVANIZED TO G60. ALL BOLTSAND WASHERS SHALL BE GALVANIZED.
12. FIT ALL GLU-LAM TO GLU-LAM ABUTMENTS FOR A TIGHT FIT, TYP.13. NOT ALL CONNECTION PLATES AND ACCESSORIES ARE SHOWN. CONTRACTOR
SHALL USE TYPICAL DETAILS AND DESIGN MISSING INFORMATION AND SUBMITTO ENGINEER PRIOR TO FABRICATION.
T/COL. CAP PL AT BOTTOM OF B/TRUSSCHORD AT CENTER BEARING, TYP.
SKEWED VALLEY PLATES NOT SHOWNFOR CLARITY. VALLEY PLATES HAVE 4
THRU BOLTS IN LIEW OF 6.
USE TYPICAL DETAILS TO DESIGN AND DETAIL CONNECTIONPLATES AND BOLTS AT THESE LOCATIONS. SUBMIT TOENGINEER IN SHOP DRAWINGS FOR REVIEW PRIOR TOFABRICATION, TYP.
SKEWED SIDE PLATESAT VALLEYS.
NOTE: ALL GLU-LAMS ARE FLUSHTOP INSTALLED.
1 PARTIAL PLAN AT DORMERSCALE: 3/4" = 1'-0"
ELEVATION VIEW
USE TYPICAL SKEWED SIDE PLATESWITH 4 - 34" DIA. THRU BOLTS. SPACE
BOLTS TO ALLOW FOR INSTALLATION INCLOSE PROXIMITY TO ADJACENT
See IECC C405.2.1.1.2See IECC C405.2.1.1.3 & C405.2.2.1
Provide a blink warning one-minute before time extinguishes to warn occupants that the luminaires are about to turn off.
OFF
ON
ON / OFF
S
BUTTON INFOSYMBOLS LEGEND - THESE ANNOTATIONS APPLY TO THIS SHEET ONLY.
LIGHTING CONTROL CHART - IECC 2015
TIMER
30 MIN
2 HR
ON
10 MIN
60 MIN
OFF
Ts
LETIMEOUT - 20min
OCCUPANCY - Auto "On"
1) SWITCH -- ON - Drivers in all luminaires set to 100%. OFF - All drivers set to 0% and powered off.
2) MOTION SENSOR -- OCCUPANCY MODE - Shall turn all luminaires off after timeout expires. Shall automatically turn all luminaires on to 100% (per Endangerment exception IECC C405.2.1.1(2)) upon detection of major or minor motion.
Smart Switch - On / Off See Switching & Zoning Info
below for additional details
and requirements.
See Symbols in Legend
below
LZ
1) SWITCH -- 2HR - Drivers in all luminaires set to 100% for 2 hours. 60 MIN - Drivers in all luminaires set to 100% for 60 minutes. 30 MIN - Drivers in all luminaires set to 100% for 30 minutes. 10 MIN - Drivers in all luminaires set to 100% for
10 minutes. OFF - All drivers set to 0% and powered off.
2) MOTION SENSOR -- Not Required
Ts See Switching & Zoning Info
below for additional details
and requirements.
MOTION SENSOR - N/RSmart Switch - Timer
6 FEET IN
LENGTH MAX.
DO NOT INSTALL
CORRECT INSTALLATION
JUNCTION BOX
10
LUMINAIRE WIRING
N.T.S.
6 FEET IN
LENGTH
MAX.
(TYPICAL)
FLEXIBLE
CONDUIT OR AS
SPECIFIED.
SUSPENDED CEILING
LUMINAIRES
AS REQUIRED
WHERE THERE IS MORE THAN 3'-0"
BETWEEN TOP OF STEEL AND CEILING
REFER TO CONDUIT SUPPORT DETAIL.
INSTALL PER NEC 300.4(E)
JOIST
1
EXPOSED CONDUIT ROUTING
N.T.S.
AND ROUTE CONDUIT RUNS ADJACENT TO
EACH OTHER. CONDUIT SHALL BE
ORDERLY AND NEAT.
ROUTE CONDUIT IN EXPOSED AREAS
PERPENDICULAR OR PARALLEL TO WALLS.
ROUTE CONDUIT AS HIGH AS POSSIBLE
3" MIN.
12" MAX.
ROOF
WALL
ROOF
ROUTE CONDUIT IN WALL UP AS
HIGH AS POSSIBLE. DO NOT RUN
CONDUIT EXPOSED ON WALL.
CEILING
6"
2
IMPERVIOUS BARRIER EQUAL TO BENTONITE SLURRY OR CALECHE ROCK
N.T.S.
TOPSOIL
CONDUIT
DITCH DEPTH MINUS
6" FOR TOPSOIL
INSTALL 12" THICK IMPERVIOUS
BARRIER AT BUILDING LINE AND
15'-0" OUT FROM BUILDING ON ALL
LINES WHICH TRAVEL UNDER
BUILDING GRADE BEAM
12"
IMPERVIOUS BARRIER
EQUAL TO BENTONITE
SLURRY OR CALECHE
ROCK
3" 2" 3"
4"
3"
MIN MIN MIN
MIN
MIN
3
UNDERGROUND FEEDER CONDUITS
N.T.S.
SUPPORT CONDUIT
PER NEC 352.30B
PLASTIC SPACE
SUPPORTS
CONDUIT (QUANTITY
VARIES)
SAND BACKFILL/
EMBEDMENT
EARTH FILL
WARNING TAPE
GRADE
24"
MIN.
12" MAX
PER NEC 300.5(A)
PER NEC 300.5(D)(3)
SEE SPECIFICATION SECTION 26 21 00 PART 3.2 FOR MORE INFORMATION.
2" 2"
7
WALL PENETRATION
N.T.S.
CONDUIT
WALL - SEE ARCHITECTURAL FOR
CONSTRUCTION TYPE
GALVANIZED
STEEL SLEEVE
FILL PER SPECIFICATION
AND NEC
3M FIRE BARRIER RC-1 RESTRICTING
COLLAR OR PPD. (FOR FIRE RATED
WALL PENETRATIONS OR EXTERIOR
WALLS)
CONDUIT
3M FIRE BARRIER FS-195+
WRAP/STRIP. (FOR FIRE
RATED WALL PENETRATIONS
OR EXTERIOR WALLS)
NEUTRAL
LINE
NORMAL BALLAST
6
POWER CONNECTIONS FOR EMERGENCY LIGHTS
N.T.S.
CONNECTIONS FOR EMERGENCY FLUORESCENT/LED LIGHTS
EMERGENCY BATTERY BALLAST
UNIT
TO GENERAL
PURPOSE LUMINAIRES
ON SAME CIRCUIT.
5
PENDANT LUMINAIRE INSTALLATION WITH EXPOSED CEILING
N.T.S.
S.O. CABLE OR
INCLUDED CORD
BRANCH CIRCUIT
CONDUIT SUPPORT
PER SPECIFICATIONS
1900 BOX WITH COVER
PAINT PER
SPECIFICATIONS
BUILDING STRUCTURE
ZIP TIE
ZIP TIE
ZIP TIE
AIRCRAFT CABLE
AIRCRAFT CABLE
JUNCTION BOX
INSTALL PER NEC 300.4(E)
3"MINIMUM
WHERE FULL WEBB BEAM IS USED IN LIEU OF OPEN
WEBB BEAM, PROVIDE BEAM CLAMPS ON TOP FLANGE
OF BEAM TO SUSPEND AIRCRAFT CABLE TO STRUCTURE
FOR LUMINAIRE SUPPORT.
4
ELECTRICAL EQUIPMENT IDENTIFICATION
N.T.S.
NOTES:
1. ATTACH SECURELY WITH NON-CORRODING STAINLESS STEEL SCREWS, NON-CORRODING POP RIVETS
ARE ACCEPTABLE, ADHESIVE ATTACHMENT IS NOT ACCEPTABLE.
2. LABEL ALL PANELBOARDS, SWITCHBOARDS, TRANSFORMERS, HVAC DISCONNECT SWITCHES, AND
MOTOR CONTROL CENTERS AS REQUIRED, REFERENCE SPECIFICATION SECTION 260553.