HomeMy WebLinkAboutPLANS STRUCTURAL - 19-00354 - BYUI Hart Building - RemodelSTRUCTURAL GENERAL NOTES
BASIS OF DESIGN
1.GOVERNING BUILDING CODE...............................................2015 IBC
2.OCCUPANCY CATEGORY.......................................................III
3.LOAD COMBINATIONS:
ASD -GRAVITY AND LATERAL.......................................1605.3.1
4.GRAVITY DESIGN:
DEAD LOAD
ROOF................................................................................25 PSF
ROOF LIVE LOAD
(NOT CONCURRENT WITH ROOF SNOW LOAD).........20 PSF
ROOF SNOW LOAD
GROUND SNOW LOAD...................................................53 PSF
FLAT ROOF SNOW LOAD...............................................40 PSF
Is........................................................................................1.00
Ce......................................................................................1.00
Ct.......................................................................................1.00
DRIFTING PER ASCE 7
5.LATERAL DESIGN:
WIND DESIGN PER ASCE 7-10
ULTIMATE DESIGN WIND SPEED................................120 MPH
EXPOSURE.......................................................................B
TOPOGRAPHIC FACTOR...............................................1.00
IMPORTANCE FACTOR....................................................1.00
SEISMIC DESIGN
SEISMIC DESIGN PROCEDURE.....................................EQUIVALENT
Ss CHART VALUE............................................................0.47 g
S1 CHART VALUE............................................................0.16 g
SITE COEFFICIENT FA....................................................1.00
SITE COEFFICIENT FV....................................................1.00
SDS...................................................................................0.32 g
SD1...................................................................................0.11 g
SITE CLASS.....................................................................B
SEISMIC DESIGN CATEGORY.......................................C
IMPORTANCE FACTOR Ie...............................................1.25
REDUNDANCY FACTOR..................................................1.00
PORTION OF SNOW LOAD INCLUDED..........................20%
BUILDING PERIOD T........................................................0.03 SEC.
LATERAL FORCE RESISTING SYSTEM.........................MASONRY SHEAR WALL AND STEEL NOT
SEISMICALLY DETAILED
R........................................................................................3
OMEGA.............................................................................3
Cd......................................................................................3
Cs.......................................................................................0.06 g
GENERAL
1.THE GENERAL CONTRACTOR SHALL:
A.BECOME FAMILIAR WITH ALL PORTIONS OF THE CONTRACT DOCUMENTS AND INSURE THAT ALL
SUBCONTRACTORS ARE FAMILIAR WITH THOSE PORTIONS PERTAINING TO THEIR AREA OF
WORK. NO DEVIATIONS WILL BE ALLOWED UNLESS AGREED UPON BY ALL PARTIES IN
WRITING PRIOR TO CONSTRUCTION FABRICATION.
B.VERIFY ALL DIMENSIONS AND ELEVATIONS. COORDINATE ALL DOORS, WINDOWS, NON-
BEARING INTERIOR AND EXTERIOR WALLS, ELEVATIONS, SLOPES, STAIRS, CURBS, DRAINS,
RECESSES, DEPRESSIONS, RAILINGS, WATERPROOFING, FINISHES, CHAMFERS, KERFS, ETC.
C.FIELD VERIFY ALL SITE CONDITIONS AND IMMEDIATELY NOTIFY THE ARCHITECT AND
STRUCTURAL ENGINEER REGARDING ACTUAL CONDITIONS AT THE SITE WHICH ARE NOT PER
THE DRAWINGS.
D.COORDINATE ALL WORK BETWEEN THE VARIOUS TRADES AND SUBCONTRACTORS. REPORT
ANY MODIFICATIONS TO THE STRUCTURAL PORTION OF THE BUILDING BY OTHER TRADES TO
THE ARCHITECT AND STRUCTURAL ENGINEER.
E.BE RESPONSIBLE FOR SAFETY AND PROTECTION IN AND AROUND THE JOB SITE AND/OR
ADJACENT PROPERTIES.
F.REPORT PROGRESS OF WORK TO ARCHITECT AND STRUCTURAL ENGINEER.
G.COORDINATE AND VERIFY LOCATIONS AND WEIGHTS OF MECHANICAL UNITS AND/OR OTHER
EQUIPMENT OR DEVICES PRIOR TO FABRICATION AND/OR INSTALLATION OF ANY SUPPORTING
STRUCTURE. SUCH LOADS SHALL BE REPORTED TO THE ARCHITECT AND STRUCTURAL
ENGINEER FOR REVIEW. ADDITIONAL FRAMING MAY BE REQUIRED FOR THE PROPER SUPPORT
OF SUCH UNITS AND/OR EQUIPMENT. LATERAL SUPPORT FOR THE EQUIPMENT SHALL BE
PROVIDED BY EQUIPMENT INSTALLER.
H.COORDINATE AND VERIFY ROOF, FLOOR, AND WALL OPENINGS REQUIRED WITH
ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND/OR OTHER DRAWINGS PRIOR TO
CONSTRUCTION. REPORT OPENINGS REQUIRED WHICH ARE NOT SPECIFICALLY SHOWN ON
THE STRUCTURAL DRAWINGS TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW.
I.COORDINATE ANY CONSTRUCTION SITUATION NOT COVERED BY THESE PLANS, GENERAL
NOTES, OR SPECIFICATIONS WITH THE ARCHITECT AND STRUCTURAL ENGINEER.
2.CONTRACT DOCUMENTS:
A.REFER TO THE SPECIFICATIONS FOR INFORMATION NOT COVERED BY THESE GENERAL NOTES
OR THE DRAWINGS.
B.DETAILS, SECTIONS AND NOTES SHOWN ON THE STRUCTURAL DRAWINGS ARE INTENDED TO
BE TYPICAL AND SHALL APPLY TO ALL SIMILAR SITUATIONS ELSEWHERE, UNLESS NOTED OR
SHOWN OTHERWISE.
C.THE CONTRACT DOCUMENTS SHALL TAKE PRECEDENCE OVER SHOP DRAWINGS UNLESS
SPECIFICALLY NOTED OTHERWISE.
D.INFORMATION ON DRAWINGS INDICATING EXISTING CONDITIONS IS BASED ON BEST PRESENT
KNOWLEDGE, BUT MAY NOT BE ENTIRELY ACCURATE AND MUST BE FIELD VERIFIED.
3.BUILDING CODE COMPLIANCE:
A.INSPECTION, TESTING, CONSTRUCTION, WORKMANSHIP AND MATERIALS SHALL CONFORM TO
THE REQUIREMENTS OF THE GOVERNING BUILDING CODE AND STANDARDS. ASTM, IBC, AND
OTHER DESIGNATIONS SHALL BE AS AMENDED TO LATEST DATE UNLESS NOTED OTHERWISE.
4.CONSTRUCTION SEQUENCE, SHORING, AND BRACING REQUIREMENTS:
A.THE GENERAL CONTRACTOR IS RESPONSIBLE FOR THE METHOD, MEANS, AND SEQUENCE OF
ALL STRUCTURAL ERECTION EXCEPT WHEN SPECIFICALLY NOTED OTHERWISE ON THE
DRAWINGS. THE CONTRACTOR SHALL PROVIDE TEMPORARY SHORING AND BRACING TO
PROVIDE ADEQUATE VERTICAL AND LATERAL SUPPORT DURING ERECTION. THIS SHORING AND
BRACING SHALL REMAIN IN PLACE UNTIL ALL PERMANENT MEMBERS ARE PLACED AND ALL
FINAL CONNECTIONS ARE COMPLETED, INCLUDING ALL ROOF ATTACHMENTS.
B.SHORING AND SUPPORTING FORM WORK FOR SUSPENDED CONCRETE OR MASONRY
MATERIAL SHALL REMAIN IN PLACE AND SHALL NOT BE REMOVED UNTIL THE STRUCTURAL
MEMBERS HAVE ACQUIRED SUFFICIENT STRENGTH TO SAFELY SUPPORT THEIR OWN WEIGHT
AND ANY ADDITIONAL CONSTRUCTION, STORAGE, AND/OR OTHER LOADS TO WHICH THE MAY
BE SUBJECTED. IN NO CASE SHALL THEY BE REMOVED PRIOR TO 7 DAYS. RE-SHORING SHALL
BE IMMEDIATELY INSTALLED UPON REMOVAL OF SUCH FORMS AND SHALL REMAIN IN PLACE
UNTIL 28 DAYS AFTER PLACING OF MATERIAL OR UNTIL MATERIAL HAS REACHED ITS 28 DAY
DESIGN STRENGTH, WHICHEVER IS LONGER. DO NOT REMOVE LARGE AREAS OF SHORING
BEFORE STARTING RE-SHORING PROCEDURES.
C.NON-BEARING INTERIOR WALLS SHALL BE ADEQUATELY BRACED TO THE STRUCTURE ABOVE
WITH ALLOWANCE FOR DEFLECTION OF THE STRUCTURE ABOVE AND/OR BELOW.
5.OMISSIONS AND/OR CONFLICTS:
A.OMISSIONS IN AND/OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE CONTRACT
DOCUMENTS SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE ARCHITECT AND
STRUCTURAL ENGINEER AND SHALL BE RESOLVED BEFORE PROCEEDING WITH ANY WORK
INVOLVED.
B.IN CASE OF CONFLICTS IN THE STRUCTURAL WORK, THE MOST STRINGENT REQUIREMENTS, AS
DIRECTED BY THE ARCHITECT AND STRUCTURAL ENGINEER, SHALL BE IMPLEMENTED AT NO
ADDITIONAL COST TO THE OWNER.
6.MISCELLANEOUS:
A.DURING AND AFTER CONSTRUCTION, THE CONTRACTOR AND/OR OWNER SHALL KEEP THE
LOADS ON THE STRUCTURE WITHIN THE LIMITS OF THE DESIGN.
B.OBSERVATION VISITS TO THE SITE BY REPRESENTATIVES OF THE ARCHITECT AND/OR
STRUCTURAL ENGINEER SHALL NOT BE CONSTRUED AS INSPECTION NOR APPROVAL OF
CONSTRUCTION.
C.STAIRS ARE TO BE AS PER THE ARCHITECTURAL DRAWINGS.
D.ALL WORK SHALL BE DONE IN ACCORDANCE WITH OSHA REQUIREMENTS. ANY CONFLICTS
BETWEEN THESE DOCUMENTS AND OSHA REQUIREMENTS SHALL BE BROUGHT TO THE
ATTENTION OF THE ARCHITECT AND STRUCTURAL ENGINEER BEFORE PROCEEDING WITH
WORK.
7.DEFERRED SUBMITTALS:
A.THE FOLLOWING ITEMS REQUIRING DEFERRED SUBMITTALS ARE LISTED BELOW. THESE ITEMS
SHALL BE DESIGNED AND FABRICATED BY THE MANUFACTURER ACCORDING TO THE
SPECIFICATIONS GIVEN IN THE CONTRACT DOCUMENTS.
OPEN WEB STEEL ROOF JOISTS AND GIRDERS
LIGHT GAGE METAL FRAMING
B.THESE DEFERRED SUBMITTALS SHALL FIRST BE SUBMITTED TO THE PROJECT ARCHITECT
AND/OR ENGINEER FOR REVIEW AND COORDINATION. UPON THE COMPLETION OF THE
ARCHITECT/ENGINEER REVIEW, THE ARCHITECT/ENGINEER WILL SUBMIT THE DEFERRED
SUBMITTALS TO THE BUILDING OFFICIAL FOR REVIEW AND APPROVAL. THE SUBMITTAL TO THE
BUILDING OFFICIAL SHALL INCLUDE A LETTER STATING THAT THE ARCHITECT/ENGINEER REVIEW
HAS BEEN PERFORMED AND THAT THE PLANS AND THE CALCULATIONS FOR THE DEFERRED
SUBMITTAL ITEMS ARE FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN
DRAWINGS WITH NO EXCEPTIONS.
C.THE FINAL SUBMITTAL SHALL BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER
LICENSED IN THE STATE IN WHICH CONSTRUCTION WILL OCCUR AND SHALL BE AVAILABLE AT
THE JOBSITE THROUGHOUT CONSTRUCTION.
D.CONSTRUCTION RELATED TO DEFERRED SUBMITTALS SHALL NOT COMMENCE UNTIL THE
BUILDING OFFICIAL HAS APPROVED THE SUBMITTAL.
CONCRETE
1.CODES AND STANDARDS:
A.CONCRETE CONSTRUCTION, WORKMANSHIP, AND MATERIALS SHALL COMPLY WITH THE
AMERICAN CONCRETE INSTITUTE (ACI) EDITIONS OF:
I.ACI 301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS".
II.ACI 318, "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE", EXCEPT AS
MODIFIED BY THE IBC.
III.ACI 347, "RECOMMENDED PRACTICE FOR CONCRETE FORM WORK".
2.MATERIALS:
A.CEMENT SHALL CONFORM TO ASTM C150, PORTLAND CEMENT.
I.USE TYPE I OR II FOR EXPOSURE CLASS S0
II.USE TYPE I OR V FOR EXPOSURE CLASS S1
III.USE TYPE V FOR EXPOSURE CLASS S2 AND S3
B.HARD ROCK AGGREGATES SHALL CONFORM TO ASTM C33. LIGHTWEIGHT AGGREGATES SHALL
CONFORM TO ASTM C330. VERIFY NO ALKALI SILICA REACTIVITY (ASR).
C.WATER SHALL BE POTABLE.
D.AIR ENTRAINMENT SHALL CONFORM TO ASTM C260.
I.LIMIT AIR CONTENT TO 3% AT TROWEL FINISHED FLOOR SLABS OR FINISH PER ACI302.1R-96
"GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION" WHERE AIR CONTENT IS >3%.
E.FLY ASH, CLASS F POZZOLAN SHALL CONFORM TO ASTM C618.
F.CALCIUM CHLORIDE SHALL NOT BE USED.
G.DEFORMED BAR ANCHORS (DBA) SHALL CONFORM TO ASTM A496.
H.HEADED ANCHOR STUDS (HAS) SHALL CONFORM TO ASTM A108.
I.SILICA FUME (2% TO SUSPENDED PARKING SLABS) SHALL CONFORM TO ASTM C1240
3.MIX DESIGNS:
A.ONLY ONE TYPE OF CONCRETE SHALL BE PLACED AT THE SITE AT ANY GIVEN TIME.
B.LIMIT SLUMP TO 4" MAXIMUM PRIOR TO THE ADDITION OF PLASTICIZERS AND WATER REDUCING ADD
MIXTURES. CONCRETE SUPPLIER SHALL INDICATE FINAL SLUMP OF EACH CONCRETE MIX DESIGN.
C.CONCRETE MIXES SHALL CONFORM TO THE FOLLOWING:
D. LIMIT FLY ASH TO 25% OF THE TOTAL CEMENTITIOUS MATERIAL.
E. PEA GRAVEL AGGREGATE AND/OR PLASTICIZER MAY BE USED IN CONGESTED AREAS WHEN
REQUIRED TO PROPERLY FILL ALL VOIDS AND/OR FOR WORKABILITY. (CONTRACTORS OPTION).
4.CONSTRUCTION:
A. CONCRETE SHALL BE PROPERLY VIBRATED DURING PLACEMENT.
B. PRIOR TO PLACING CONCRETE, CHECK WITH ALL TRADES TO INSURE PROPER PLACEMENT
OF OPENINGS, BLOCK OUTS, SLEEVES, CURBS, CONDUITS, BOLTS, INSERTS, EMBEDS, DOWELS,
ETC. ANCHOR BOLTS AND DOWELS SHALL BE PLACED PRIOR TO CASTING CONCRETE.
C. CONSTRUCTION JOINTS AND BULKHEADS SHALL BE FORMED WITH A KEY WAY. ALL CONTACT
SURFACES, NEW OR EXISTING, AT CONSTRUCTION JOINTS SHALL BE INTENTIONALLY
ROUGHENED TO A 1/4" AMPLITUDE PRIOR TO CASTING ADJACENT POUR.
D. GROUT SOLID AROUND ALL JOIST AND BEAM ENDS, TYPICAL UNLESS NOTED OTHERWISE.
E. OPENINGS IN FLOORS AND/OR WALLS SHALL HAVE ADDITIONAL REINFORCING AROUND ALL
SIDES OF THE OPENING EQUIVALENT TO THE BARS CUT BY THE OPENING WITH HALF ON EACH
SIDE OF THE OPENING OR 2-#5 BARS, WHICHEVER IS GREATER, UNLESS NOTED OTHERWISE.
BARS PARALLEL TO THE PRINCIPAL REINFORCING SHALL RUN FULL LENGTH OF THE SPAN.
BARS IN THE OTHER DIRECTION SHALL RUN 24 INCHES BEYOND THE EDGE OF THE OPENING
OR END WITH A STANDARD HOOK. ALSO PROVIDE 2-#5 X 4'-0" DIAGONAL BARS AT EACH
CORNER OF EACH OPENING.
F.NO PENETRATION SHALL BE ALLOWED THROUGH ANY CONCRETE BEAM, JOIST, COLUMN, PIER,
OR JAMB WITHOUT THE ARCHITECT?S AND STRUCTURAL ENGINEER'S PRIOR WRITTEN
APPROVAL. PENETRATIONS SHALL BE RE-ROUTED AS REQUIRED AT THESE LOCATIONS.
G.ALL BOLT HOLES TO BE FILLED WITH EPOXY SHALL BE WIRE BRUSHED AND CLEANED WITH
COMPRESSED AIR. FOLLOW MANUFACTURERS RECOMMENDATIONS.
4.FOOTINGS:
A.FOOTINGS SHALL BEAR ON PROPERLY PREPARED MATERIAL. SEE THE SITE PREPARATION
NOTES.
B.FOOTINGS SHALL BE CENTERED BELOW THE WALL AND/OR COLUMN ABOVE, TYPICAL UNLESS
NOTED OTHERWISE.
C.EXTERIOR FOOTINGS SHALL BEAR BELOW THE EFFECTS OF FROST.
D.PROVIDE A 2X4 BEVELED KEY WAY IN ALL CONTINUOUS WALL FOOTINGS.
E.STAGGER FOOTING CONSTRUCTION JOINTS FROM WALL CONSTRUCTION JOINTS ABOVE BY AT
LEAST 6 FEET.
F.REINFORCING IN CONTINUOUS FOOTINGS SHALL BE CONTINUOUS AT CORNERS AND/OR
INTERSECTIONS BY PROVIDING PROPER LAP LENGTHS AND/OR CORNER BARS.
G.CONTINUOUS FOOTINGS WITHOUT CONCRETE FOUNDATION WALLS ABOVE SHALL BE
REINFORCED WITH A MINIMUM OF 2-#6 LONGITUDINAL TOP BARS IN ADDITION TO REINFORCING
SPECIFIED IN THE FOOTING SCHEDULE. AT OPENINGS, PROVIDE (1) #6 TOP BAR FOR EACH
FOOT OF FOOTING WIDTH OR PORTION THEREOF, EXTEND 24" BEYOND EDGE OF OPENING,
EACH SIDE.
H.NO PENETRATIONS SHALL BE ALLOWED THROUGH ANY CONCRETE FOOTING. WHEN CONFLICTS
ARISE BETWEEN UNDERGROUND PLUMBING, UTILITIES, ETC., THE FOOTING SHALL BE STEPPED
DOWN BELOW THE CONFLICT AND A CONCRETE WALL, PIER, COLUMN ETC., SHALL BE
EXTENDED TO THE FOOTING AS REQUIRED.
I.BEARING SURFACES FOR FOOTINGS WHICH ARE, OR BECOME, UNDERMINED DURING
CONSTRUCTION SHALL BE BACKFILLED WITH A LEAN-MIX CONCRETE (2000 PSI MIN.).
5.SLABS ON GRADE:
A.INTERIOR SLABS ON GRADE SHALL BE A MINIMUM OF 4 INCHES THICK, SHALL BEAR ON A 4
INCH MINIMUM LAYER OF FREE-DRAINING GRAVEL, AND SHALL BE REINFORCED WITH #4 BARS
AT 18" O.C. BOTH WAYS, TYPICAL UNLESS NOTED OTHERWISE. PROVIDE CHAIRS WITH SAND
PLATES FOR PROPER PLACEMENT.
B.SLABS ON GRADE SHALL BE SUBDIVIDED BY CONSTRUCTION AND/OR CONTRACTION (CONTROL)
JOINTS INTO ROUGHLY SQUARES WHOSE SIDES SHALL NOT EXCEED 15 FEET IN EITHER
DIRECTION.
C.SEE ARCHITECTURAL FOR EXTERIOR SLABS ON GRADE, TYPICAL, UNLESS NOTED OTHERWISE.
6. WALLS:
A.CONCRETE WALLS SHALL BE REINFORCED AS FOLLOWS, UNLESS NOTED OTHERWISE:
WALL VERTICAL HORIZONTAL
THICKNESS REINFORCING REINFORCING
12"#4 @ 12" O.C.,E.F.#4 @ 12" O.C.,E.F.
16"#5 @ 14" O.C.,E.F.#5 @ 14" O.C.,E.F.
B.PLACE VERTICAL REINFORCING IN THE CENTER OF THE WALL (EXCEPT FOR BASEMENT WALLS,
RETAINING WALLS, OR WHEN EACH FACE IS SPECIFIED).
C.VERTICAL REINFORCING SHALL BE DOWELED TO CONCRETE FOOTING OR STRUCTURE BELOW
AND TO STRUCTURE ABOVE WITH THE SAME SIZE BAR AND SPACING, TYPICAL, UNLESS NOTED
OTHERWISE.
D.PROVIDE CORNER BARS AT ALL INTERSECTIONS AND CORNERS. USE SAME SIZE BAR AND
SPACING AS THE HORIZONTAL REINFORCING.
E.HORIZONTAL REINFORCING SHALL TERMINATE AT THE ENDS OF WALLS AND AT OPENINGS WITH
A STANDARD HOOK.
F.WHEN TWO CURTAINS OF STEEL ARE REQUIRED, THE SPLICES IN THE HORIZONTAL
REINFORCING OF EACH CURTAIN SHALL NOT OCCUR AT THE SAME LOCATION.
G.PENETRATIONS THROUGH ANY CONCRETE WALL SHALL BE BUILT INTO THE WALL AS THE WALL
IS BEING CONSTRUCTED AND SHALL BE REVIEWED BY THE ARCHITECT AND STRUCTURAL
ENGINEER PRIOR TO INSTALLATION.
H.PROVIDE DRAINAGE AT THE BASE OF RETAINING WALLS.
REINFORCING STEEL
1.CODES AND STANDARDS:
A.REINFORCING STEEL SHALL COMPLY WITH:
I.CONCRETE REINFORCING STEEL INSTITUTE "MANUAL OF STANDARD PRACTICE".
II.AMERICAN CONCRETE INSTITUTE "DETAILING MANUAL", ACI 315 (OR SP-66).
2.MATERIALS:
A.REINFORCING STEEL SHALL BE NEW STOCK DEFORMED BARS AND SHALL CONFORM TO ASTM
A615, GRADE 60, WITH A DESIGN YIELD STRENGTH OF 60,000 PSI, EXCEPT AS NOTED BELOW.
I. DOWELS TO BE BENT IN THE FIELD DURING CONSTRUCTION SHALL BE ASTM A615, GRADE
40 OR ASTM A706, GRADE 60, "LOW-ALLOY STEEL".
II. REINFORCING TO BE WELDED SHALL BE ASTM A706, GRADE 60,"LOW-ALLOY STEEL".
B.MASONRY JOINT REINFORCING SHALL CONFORM TO ASTM 951 AND SHALL BE MANUFACTURED
FROM WIRE WHICH CONFORMS TO ASTM A82.
C.MECHANICAL SPLICE COUPLERS SHALL BE CAPABLE OF DEVELOPING 125% OF THE SPECIFIED
STRENGTH OF THE BAR.
3.CONSTRUCTION:
A.REINFORCING SHALL BE DETAILED, BOLSTERED, AND SUPPORTED PER ACI 315.
B.REINFORCING STEEL SHALL BE FREE OF LOOSE FLAKY RUST, SCALE, GREASE, OIL, DIRT, AND
OTHER MATERIALS WHICH MIGHT AFFECT OR IMPAIR BOND.
C.REINFORCING SHALL BE CONTINUOUS IN WALLS, BEAMS, COLUMNS, SLABS, FOOTINGS, ETC.
D.SPLICES IN CONTINUOUS REINFORCING SHALL BE MADE IN AREAS OF COMPRESSION AND/OR
AT POINTS OF MINIMUM STRESS, TYPICAL UNLESS NOTED OTHERWISE. LAP SPLICES SHALL
BE MINIMUM OF 40 BAR DIAMETERS LONG IN CONCRETE AND 48 BAR DIAMETERS LONG IN
MASONRY, TYPICAL UNLESS NOTED OTHERWISE. MINIMUM LAP SHALL BE 24 INCHES LONG.
DOWELS SHALL HAVE A MINIMUM OF 30 BAR DIAMETERS EMBEDMENT. TENSION SPICES
SHALL BE USED IN CONCRETE WHEN SPECIFICALLY NOTED, USE A CLASS B SPLICE. SPLICES
IN TOP BARS IN SUSPENDED SLABS AND BEAMS SHALL BE MADE AT MID SPAN. SPLICES IN
BOTTOM BARS IN SUSPENDED SLABS AND BEAMS SHALL BE MADE AT SUPPORTS.
E.BENDS SHALL BE MADE COLD. DO NOT USE HEAT. BENDS SHALL BE DONE IN THE
FABRICATOR'S SHOP UNLESS SPECIFICALLY NOTED FOR THE FIELD. DO NOT UN-BEND OR RE-
BEND A PREVIOUSLY BENT BAR.
F.REINFORCING STEEL IN CONCRETE SHALL BE SECURELY ANCHORED AND TIED IN PLACE PRIOR
TO PLACING CONCRETE AND SHALL BE POSITIONED WITH THE FOLLOWING MINIMUM CONCRETE
COVER:
CONCRETE CAST AGAINST AND PERMANENTLY
EXPOSED TO EARTH........................................................... 3"
CONCRETE EXPOSED TO EARTH OR WEATHER:
#6 AND LARGER....................................................................2"
#5 AND SMALLER..................................................................1-1/2"
CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
SLABS AND WALLS, #11 AND SMALLER............................3/4"
BEAMS AND COLUMNS, MAIN REINFORCING OR TIES..1-1/2"
SLABS ON GRADE................................................................CENTER OF SLAB
G.REINFORCING STEEL IN MASONRY SHALL BE PLACED PRIOR TO GROUTING AND SHALL BE
PLACED, POSITIONED, AND LOCATED ACCORDING TO THE STRUCTURAL DRAWINGS. IT SHALL
BE SECURED AGAINST DISPLACEMENT AT INTERVALS NOT TO EXCEED 200 BAR DIAMETERS OR
TEN FEET.
H.NO REINFORCING SHALL BE WELDED UNLESS SPECIFICALLY NOTED AS SUCH. USE E90XX
ELECTRODES AND ASTM A706 REINFORCING. COMPLY WITH AWS D1.4 REQUIREMENTS.
I.EPOXY COATED REINFORCING BARS SHALL BE USED WHEN SPECIFICALLY NOTED. INCREASE
LAP SPLICE LENGTHS AS REQUIRED BY THE IBC AND ACI.
STRUCTURAL STEEL
1.CODES AND STANDARDS:
A.STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL COMPLY WITH:
I.THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) "SPECIFICATION FOR
STRUCTURAL STEEL BUILDINGS (AISC 360-10)", WITH "COMMENTARY".
II.AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES (AISC 303-10)"
EXCLUDING SECTIONS 1.5.1,4.4,7.5.4, AND 7.13.3.
III.AMERICAN WELDING SOCIETY (AWS-D1.1) "STRUCTURAL WELDING CODE -STEEL",
EXCLUDING ITEMS CONFLICTING WITH AISC REQUIREMENTS.
2.MATERIALS:
A.STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992. OTHER
STRUCTURAL STEEL SHAPES, PLATES, ANGLES, ETC. SHALL CONFORM TO ASTM A36.
RUSSIAN STEEL IS NOT PERMITTED.
B.HOLLOW STRUCTURAL SECTIONS SHALL CONFORM TO ASTM A500, GRADE B, WITH A MINIMUM
YIELD STRENGTH Fy = 46 KSI.
C.STRUCTURAL PIPE SHALL CONFORM TO ASTM A53, WITH A MINIMUM YIELD STRENGTH
Fy = 35 KSI.
D.HIGH STRENGTH BOLTS SHALL CONFORM TO ASTM A325. ANCHOR RODS SHALL HAVE
HEADED STUDS AND SHALL CONFORM TO ASTM F1554. ALL OTHER BOLTS SHALL CONFORM TO
ASTM A307 OR BETTER.
E.HEADED ANCHOR STUDS AND DEFORMED BAR ANCHORS SHALL CONFORM TO THE
MANUFACTURER'S SPECIFICATIONS.
F.ALL MEMBERS AND WELDS WHICH HAVE COMPLETE PENETRATION GROOVE WELDS SHALL
MEET THE CHARPY V-NOTCH TOUGHNESS IMPACT TEST OF 20 FOOT POUNDS AT 0 DEGREES
FAHRENHEIT AND 40 FOOT POUNDS AT 70 DEGREES FAHRENHEIT.
3.CONSTRUCTION:
A.FABRICATION SHALL BE DONE IN AN APPROVED FABRICATOR'S SHOP.
B.CAMBER IN BEAMS SHALL BE AS INDICATED ON PLANS.
C.PROVIDE A SHOP COAT OF PAINT ON ALL STEEL ITEMS, EXCEPT AT AREAS OF WELDING
AND/OR BOLTING.
D.USE HIGH STRENGTH (8000 PSI MINIMUM AT 28 DAY), NON-SHRINK, LIQUID EPOXY GROUT
BENEATH ALL STEEL BASE PLATES AND BEARING PLATES. MIX GROUT WITH SAND OR PEA
GRAVEL AS RECOMMENDED BY THE MANUFACTURER. PLACE GROUT AS SOON AS STEEL
MEMBER HAS BEEN PROPERLY POSITIONED AND ALIGNED.
E.WHERE STRUCTURAL STEEL WIDE FLANGE, PIPE, OR HOLLOW STRUCTURAL SECTIONS ARE
EMBEDDED IN CONCRETE OR MASONRY AND REINFORCING BARS BUTT TO IT, DEFORMED BAR
ANCHORS OR REINFORCING BARS WITH THE SAME SIZE AND SPACING AS THE ADJACENT
REINFORCING BARS, 48 BAR DIAMETERS LONG, SHALL BE WELDED TO THE STRUCTURAL
STEEL. THE MANUFACTURER?S WELDING PROCEDURES SHALL BE ADHERED TO.
4.BOLTED CONNECTIONS:
A.STEEL TO STEEL BOLTED CONNECTIONS SHALL BE MADE WITH ASTM A325 HIGH
STRENGTH BOLTS AND NUTS, UNLESS NOTED OTHERWISE. BOLTS SHALL CARRY THE
IDENTIFYING MARK OF THREE (3) RADIAL LINES.
B.ALL OTHER BOLTED CONNECTIONS SHALL BE MADE WITH BOLTS AND NUTS CONFORMING TO
ASTM A307 UNLESS NOTED OTHERWISE.
C.BOLTS SHALL BE 3/4" DIAMETER, TYPICAL, UNLESS NOTED OTHERWISE. STANDARD
SPACING SHALL BE 3" O.C. AND STANDARD EDGE DISTANCE SHALL BE 1.1/2", TYPICAL, UNLESS
NOTED OTHERWISE.
D.BOLT SHALL BE BEARING TYPE CONNECTIONS WITH THREADS EXCLUDED UNLESS NOTED
OTHERWISE.
E.BOLTED CONNECTIONS SHALL BE TIGHTENED PER SLIP CRITICAL REQUIREMENTS AND SHALL
HAVE WASHERS AS REQUIRED BY AISC UNLESS NOTED OTHERWISE.
F.ENLARGING OF HOLES SHALL BE ACCOMPLISHED BY MEANS OF REAMING. DO NOT USE A
TORCH ON ANY BOLT HOLES.
5.WELDED CONNECTIONS:
A.WELDING AND GAS CUTTING SHALL BE DONE PER AWS.
B.WELDERS SHALL BE CURRENTLY CERTIFIED ACCORDING TO AWS. ALL WELDING PROCEDURES
SHALL BE PRE-QUALIFIED. WELDERS SHALL FOLLOW WELDING PROCEDURES.
C.WELDED CONNECTIONS SHALL BE MADE USING LOW HYDROGEN MATCHING FILLER MATERIAL
ELECTRODES, UNLESS NOTED OTHERWISE.
D.WELDS SHALL HAVE THE SLAG REMOVED.
E.FULL PENETRATION WELDS, SHOP OR FIELD, SHALL HAVE BACKER BARS REMOVED, BE BACK
GOUGED, AND REWELDED PER AWS TO HAVE FULL PENETRATION WELD.
STEEL JOISTS AND JOIST GIRDERS
1.PRODUCT:
A.OPEN WEB STEEL JOISTS, JOIST GIRDERS, AND ASSOCIATED HARDWARE SHALL BE DESIGNED,
FABRICATED, AND INSTALLED IN CONFORMANCE WITH THE REQUIREMENTS OF THE "STANDARD
SPECIFICATIONS OF THE STEEL JOIST INSTITUTE", AISC SPECIFICATIONS, AND SHALL HAVE
SPECIFIC PRODUCT APPROVAL OF THE STEEL JOIST INSTITUTE (SJI).
2.DESIGN:
A.THE STEEL JOIST/GIRDER MANUFACTURER SHALL BE RESPONSIBLE FOR THE DESIGN AND
FABRICATION OF ALL STEEL JOISTS, JOIST GIRDERS, AND THEIR ASSOCIATED HARDWARE.
B.ALL STEEL JOISTS AND JOIST GIRDERS SHALL BE DESIGNED AND STAMPED BY A
PROFESSIONAL ENGINEER CURRENTLY LICENSED IN THE STATE OF IDAHO.
C.JOISTS AND JOIST GIRDERS SHALL BE DESIGNED TO SUPPORT THE FOLLOWING UPLIFT LOADS
IN ADDITION TO THE LOADS SHOWN IN THE BASIS OF DESIGN SECTION OF THESE GENERAL
NOTES:
ROOF NET UPLIFT LOAD
TYPICAL INTERIOR BAYS 15 PSF
TYPICAL EXTERIOR BAYS 20 PSF
TYPICAL CORNER BAYS 25 PSF
D.JOISTS AND JOIST GIRDERS SHALL BE DESIGNED TO SUPPORT ALL POINT LOADS SPECIFICALLY
SHOWN ON THE DRAWINGS AND ALL MECHANICAL UNITS, SPECIAL EQUIPMENT, AND OTHER
SUSPENDED LOADS. CONTRACTOR SHALL COORDINATE.
3.FABRICATION AND ERECTION:
A.PROVIDE BRIDGING AS SHOWN ON THE FRAMING PLANS. ALSO, PROVIDE A HORIZONTAL LINE
OF BRIDGING AT THE FIRST BOTTOM CHORD PANEL POINT AT EACH END OF THE JOIST.
ADDITIONAL BRIDGING REQUIRED BY THE MANUFACTURER SHALL BE PROVIDED AND SHALL BE
CLEARLY SHOWN ON THE SHOP DRAWINGS. COORDINATE EXACT LOCATION AS REQUIRED.
B.DO NOT CUT, DRILL, MODIFY, OR OMIT ANY PART OF ANY JOIST OR JOIST GIRDER WITHOUT
PRIOR WRITTEN CONSENT AND DIRECTION FROM THE MANUFACTURER.
C.DO NOT WELD THE BOTTOM CHORD OF THE JOIST GIRDERS TO THE STABILIZER PLATES AT
BEARING LOCATIONS UNLESS SPECIFICALLY INSTRUCTED. WHEN WELDING IS SPECIFIED,
WELD AFTER ALL DEAD LOAD HAS BEEN APPLIED.
D.MECHANICAL EQUIPMENT, PIPES, AND OTHER CONCENTRATED LOADS SHALL NOT BE PLACED
ON NOR HUNG FROM STEEL JOISTS OR GIRDERS UNLESS THEY ARE POSITIONED WITHIN 4" OF
A PANEL POINT OR A TWO (2) ANGLE (L2X2X1/4) BRACE IS INSTALLED BETWEEN THE LOAD AND
THE NEAREST OPPOSITE CHORD PANEL POINT.
SOILS
1.SOIL BEARING PRESSURE:2000 PSF (ASSUMED)
2.MINIMUM FROST COVER:36"
3.LATERAL SOIL PRESSURE FLUID EQUIVALENT DENSITY
A.ACTIVE 35 PCF
B.AT REST 60 PCF
C.PASSIVE 250 PCF
4.COEFFICIENT OF FRICTION 0.35
5.A SOILS ENGINEER SHALL REVIEW ALL EXCAVATIONS AND FILL PLACEMENT PRIOR TO PLACING
CONCRETE.
SITE PREPARATION
1.THE CONTRACTOR SHALL RETAIN A SOILS ENGINEER TO OBSERVE THE EXCAVATIONS AND VERIFY THAT
THE ASSUMED SOIL BEARING PRESSURES CAN BE SAFELY OBTAINED. CORRECTIVE MEASURES SHALL BE
TAKEN TO OBTAIN THE ASSUMED SOIL BEARING PRESSURES AS REQUIRED.
2.CLEARING: REMOVE THE EXISTING BRIDGE AND THE ENTIRE NEW BUILDING AREA SHALL BE SCRAPED TO
REMOVE THE TOPSOIL INCLUDING ALL VEGETATION, DEBRIS, AND DELETERIOUS MATERIAL.
3.PROOF ROLLING: THE NATURAL UNDISTURBED SOIL BELOW ALL FOOTINGS SHALL BE PROOF
ROLLED PRIOR TO PLACING CONCRETE. REMOVE ALL SOFT SPOTS AND REPLACE WITH
COMPACTED STRUCTURAL FILL.
4.COMPACTED STRUCTURAL FILL: ALL FILL MATERIAL SHALL BE WELL-GRADED AND GRANULAR
MATERIAL WITH A MAXIMUM SIZE LESS THAN 4" AND WITH NOT MORE THAN 10% PASSING A #200
SIEVE. IT SHALL BE COMPACTED TO 95% OF THE MAXIMUM LABORATORY DENSITY AS DETERMINED
BY ASTM D 1557. ALL FILL SHALL BE TESTED. COMPACTED STRUCTURAL FILL SHALL BE PLACED IN
LIFTS NOT EXCEEDING 8" IN UNCOMPACTED THICKNESS.
5.CONSULT THE PROJECT SPECIFICATIONS FOR FURTHER EARTHWORK REQUIREMENTS. A SOILS ENGINEER
SHALL REVIEW ALL EXCAVATIONS AND FILL PLACEMENT PRIOR TO PLACING CONCRETE.
7.SUBMITTALS:
A.THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER
FOR REVIEW PRIOR TO FABRICATION, ERECTION, INSTALLATION, OR OTHERWISE BEING
INCORPORATED INTO THE WORK.
MATERIALS CERTIFICATION FOR ALL CONCRETE MATERIALS.
MIX DESIGNS FOR EACH TYPE OF CONCRETE.
MATERIALS CERTIFICATION FOR ALL MASONRY MATERIALS.
REINFORCING STEEL SHOP DRAWINGS.
STRUCTURAL STEEL SHOP DRAWINGS.
WELDING PROCEDURES AND CERTIFICATIONS.
LIGHT GAGE METAL SHOP DRAWINGS.
STEEL JOIST SHOP DRAWINGS. *
STEEL DECK SHOP DRAWINGS.
VENEER TIES AND ANCHORS.
SPECIAL LOADS ON THE STRUCTURE.
OPENINGS THROUGH WALLS AND/OR SLABS.
OTHER (AS DIRECTED BY THE ARCHITECT AND STRUCTURAL ENGINEER)
* THESE SUBMITTALS SHALL BE STAMPED BY A PROFESSIONAL ENGINEER CURRENTLY LICENSED
IN THE STATE OF IDAHO.
B.A MINIMUM OF TWO WEEKS SHALL BE ALLOWED FOR THE REVIEW OF ALL SUBMITTALS BY THE
ARCHITECT AND STRUCTURAL ENGINEER.
C.REQUESTS FOR SUBSTITUTIONS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL
ENGINEER IN WRITING. REASON(S) FOR THE REQUEST AND COST DIFFERENTIALS SHALL BE
INCLUDED IN THE REQUESTS. SUBSTITUTIONS ARE NOT ALLOWED UNLESS APPROVED IN
WRITING BY THE ARCHITECT AND STRUCTURAL ENGINEER.
QUALITY ASSURANCE PLAN FOR STRUCTURE
1.INSPECTION:
A.THE OWNER SHALL PROVIDE SPECIAL INSPECTION BY QUALIFIED INSPECTORS FOR THE
FOLLOWING TYPES OF CONSTRUCTION IN ACCORDANCE WITH IBC, SECTION 1704 AND 1707, THE
SPECIFICATIONS, AND THE ATTACHED TABLES INCLUDED IN THESE GENERAL NOTES.
SOILS:THE BOTTOM OF EXCAVATIONS AND PLACEMENT OF STRUCTURAL FILL. SEE
ATTACHED TABLE LABELED REQUIRED VERIFICATION AND INSPECTION OF SOILS.
REINFORCED CONCRETE:DURING THE CASTING OF ALL CONCRETE AND TAKING OF ALL
TEST SPECIMENS, AND SHALL VERIFY THE PLACEMENT OF ALL REINFORCING. INSPECTOR
SHALL BE ACI-II OR ICC CERTIFIED. SEE ATTACHED TABLE LABELED REQUIRED
VERIFICATION AND INSPECTION OF CONCRETE/STEEL CONSTRUCTION.
MASONRY: DURING THE PLACING OF ALL MASONRY UNITS, ALL GROUTING PROCEDURES,
AND TAKING OF ALL TEST SPECIMENS, AND SHALL VERIFY THE PLACEMENT OF ALL
REINFORCING. INSPECTOR SHALL BE ICC CERTIFIED. SEE ATTACHED TABLE LABELED
LEVEL 1/LEVEL 2 SPECIAL INSPECTION OF MASONRY CONSTRUCTION.
BOLTING: ALL HIGH STRENGTH BOLTS AND BOLTS EMBEDDED IN CONCRETE AND/OR
EPOXY. SEE ATTACHED TABLE LABELED REQUIRED VERIFICATION AND INSPECTION OF
CONCRETE/STEEL CONSTRUCTION.
WELDING: ALL SHOP AND FIELD WELDS. INSPECTOR SHALL BE AWS-QC1 CERTIFIED. SEE
ATTACHED TABLE LABELED REQUIRED VERIFICATION AND INSPECTION OF STEEL
CONSTRUCTION.
POST-INSTALLED ANCHORS:THE FIRST 25 POST-INSTALLED ANCHORS SHALL BE INSPECTED
AND 10 PERCENT OF THE REMAINING ANCHORS SHALL BE INSPECTED.
2.TESTING:
A.THE OWNER SHALL PROVIDE TESTING BY QUALIFIED TESTING AGENCIES FOR THE FOLLOWING
TYPES OF CONSTRUCTION IN ACCORDANCE WITH IBC, SECTION 1708 AND THE SPECIFICATIONS.
SOILS: COMPACTION OF STRUCTURAL FILL.
CONCRETE: STRENGTH, SLUMP, AIR, AND TEMPERATURE.
MASONRY: STRENGTH OF MORTAR, GROUT, BLOCK, AND PRISMS.
BOLTING: PROPER INSTALLATION AND CORRECT TORQUE AND/OR TENSION.
WELDING:TYPE, SIZE, LENGTH, AND QUALITY OF ALL SHOP AND FIELD WELDS BY
APPROVED METHODS. ULTRASONICALLY TEST ALL COMPLETE PENETRATION WELDS.
3.STRUCTURAL OBSERVATIONS:
A.THE STRUCTURAL ENGINEER SHALL BE NOTIFIED TO PERFORM STRUCTURAL OBSERVATIONS
AT SIGNIFICANT THE FOLLOWING STAGES OF CONSTRUCTION.:
PRIOR TO PLACEMENT OF CONCRETE FOUNDATIONS
PRIOR TO PLACEMENT OF CONCRETE MEMBERS
PRIOR TO PLACEMENT OF GROUT IN MASONRY
AFTER PLACEMENT OF STEEL MEMBERS
AFTER PLACEMENT OF STEEL DECK
B.THE STRUCTURAL ENGINEER SHALL PROVIDE A COPY OF THE OBSERVATION REPORT TO THE
ARCHITECT FOR FURTHER DISTRIBUTION.
4.THE CONTRACTOR SHALL:
A.SUBMIT A STATEMENT OF RESPONSIBILITY TO THE OWNER AND BUILDING OFFICIAL PRIOR TO
COMMENCING WORK ON STRUCTURE THAT INCLUDES AWARENESS OF THE QUALITY
ASSURANCE PLAN REQUIREMENTS, ACKNOWLEDGMENT THAT CONTROL WILL BE EXERCISED
TO OBTAIN CONFORMANCE TO CONSTRUCTION DOCUMENTS, PROCEDURES FOR EXERCISING
CONTROL, METHOD AND FREQUENCY OF REPORTING, AND IDENTIFICATION AND
QUALIFICATIONS OF PERSONNEL IN CHARGE OF CONTROL.
B.CORRECT ALL WORK FOUND TO BE DEFICIENT AT NO ADDITIONAL COST TO THE OWNER.
C.COORDINATE ALL THE REQUIRED INSPECTIONS, TESTING, AND/OR STRUCTURAL
OBSERVATIONS OF THE QUALITY ASSURANCE PLAN. DO NOT PROCEED WITH SUBSEQUENT
WORK UNTIL THE REQUIRED INSPECTIONS, TESTING, AND STRUCTURAL OBSERVATIONS HAVE
BEEN PROVIDED. NOTIFY THE ARCHITECT AND STRUCTURAL ENGINEER AT LEAST 48 HOURS
PRIOR TO ANY REQUIRED OBSERVATIONS.
D.PROVIDE COPIES OF THE DAILY INSPECTION REPORTS AND ALL TESTING RESULTS TO THE
ARCHITECT, STRUCTURAL ENGINEER, OWNER, AND BUILDING OFFICIAL.
MASONRY
1.CODES AND STANDARDS:
A.MASONRY CONSTRUCTION, WORKMANSHIP, AND MATERIALS SHALL COMPLY WITH THE
AMERICAN CONCRETE INSTITUTE (ACI) 530.1, "SPECIFICATIONS FOR MASONRY STRUCTURES",
AND SECTIONS 2103, 2104, AND 2105 OF THE IBC.
2.MATERIALS:
A.MASONRY BLOCK SHALL BE LIGHTWEIGHT CONCRETE MASONRY UNITS AND SHALL CONFORM
TO ASTM C90, GRADE N, TYPE 1, WITH A MINIMUM COMPRESSIVE STRENGTH OF 2800 PSI AT 28 DAYS
FOR NET AREA.
B.MORTAR SHALL BE TYPE "S" AS DEFINED BY THE IBC AND SHALL CONFORM TO ASTM C270,
WITH A MINIMUM COMPRESSIVE STRENGTH OF 1800 PSI AT 28 DAYS. IT SHALL CONSIST OF 1.0
PART PORTLAND CEMENT, 0.25 TO 0.5 PARTS HYDRATED LIME OR PUTTY LIME, AND 3.5 TO 4.5
PARTS SAND. ALL MEASUREMENTS ARE PARTS BY VOLUME. NO ADDITIVES ARE ALLOWED.
C.GROUT SHALL CONFORM TO ASTM C476 WITH A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT
28 DAYS. IT SHALL BE OF A FLUID CONSISTENCY AND SHALL CONSIST OF A MINIMUM OF 1.0 PART
PORTLAND CEMENT, 2.25 TO 3.0 PARTS SAND, AND MAY CONTAIN AN ADDITIONAL 1 TO 2 PARTS PEA
GRAVEL IF GROUT SPACES ARE 4" OR MORE IN EVERY DIRECTION. ALL MEASUREMENTS ARE PARTS
BY VOLUME. LIMIT FLY ASH TO 15% OF THE TOTAL CEMENTITIOUS MATERIAL.
D.PRISM TESTS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF F'M = 2000 PSI AT 28 DAYS.
E.EPOXY SHALL CONFORM TO ASTM C881, TYPES I, II, IV, AND V, GRADE 3, CLASSES B AND C.
3.CONSTRUCTION:
A.ALL MASONRY BLOCK SHALL BE STORED UNDER COVER AT THE JOB SITE.
B.FACE SHELLS SHALL BE FULLY BEDDED.
C.ALL MORTAR JOINTS SHALL BE TOOLED CONCAVE UNLESS NOTED OTHERWISE.
D.DO NOT USE MORTAR FOR GROUT.
E.DO NOT USE ANY FROZEN MATERIAL.
F.PRIOR TO PLACING MASONRY, CHECK WITH ALL TRADES TO INSURE PROPER PLACEMENT OF
OPENINGS, BLOCK OUTS, SLEEVES, CURBS, CONDUITS, BOLTS, INSERTS, EMBEDS, DOWELS,
ETC.
G.GROUT SHALL BE POURED IN ACCORDANCE WITH LOW LIFT PROCEDURES PER ACI 530,
TYPICAL, UNLESS NOTED OTHERWISE.
H.GROUT SHALL BE CONSOLIDATED BY MECHANICAL VIBRATION DURING PLACING AND
RECONSOLIDATED AFTER EXCESS MOISTURE HAS BEEN ABSORBED BUT BEFORE
WORKABILITY IS LOST.
I.ALL CELLS WHICH CONTAIN REINFORCING, BOLTS, ANCHORS, ETC., AND AS OTHERWISE
SPECIFIED SHALL BE GROUTED SOLID. ALL CELLS WHICH ARE TO BE GROUTED SHALL BE
CLEAN AND FREE FROM DELETERIOUS MATERIALS.
J.GROUT SOLID AROUND ALL JOIST AND BEAM ENDS, TYPICAL UNLESS NOTED OTHERWISE.
K.HOLES FOR BOLTS IN MASONRY FACE OR END SHELLS SHALL HAVE A DIAMETER TWO INCHES
LARGER THAN THE BOLT DIAMETER AND THE HOLE SHALL BE FILLED WITH GROUT.
L.NO PENETRATION SHALL BE ALLOWED THROUGH ANY MASONRY BEAM, COLUMN, PIER, OR
JAMB WITHOUT THE ARCHITECT'S AND STRUCTURAL ENGINEER'S PRIOR WRITTEN APPROVAL.
PENETRATIONS SHALL BE RE-ROUTED AS REQUIRED AT THESE LOCATIONS.
M.ALL BOLTS TO BE DRILLED AND EPOXIED SHALL BE INSTALLED IN SOLID MATERIAL. AT CAVITY
LOCATIONS GROUT SOLID. ALL BOLT HOLES TO BE FILLED WITH EPOXY SHALL BE WIRE
BRUSHED AND CLEANED WITH COMPRESSED AIR. FOLLOW MANUFACTURERS
RECOMMENDATIONS.
4.WALLS:
A.MASONRY WALLS SHALL BE CONSTRUCTED UTILIZING COMMON RUNNING BOND, TYPICAL,
UNLESS NOTED OTHERWISE.
B.MASONRY WALLS SHALL BE BUILT AS AN INTEGRAL UNIT AT CORNERS AND INTERSECTIONS.
REINFORCING SHALL BE CONTINUOUS AND BACK TO BACK END SHELLS SHALL BE REMOVED IN
EACH COURSE.
C.MASONRY WALLS SHALL BE REINFORCED AS FOLLOWS, UNLESS NOTED OTHERWISE.
WALL VERTICAL HORIZONTAL
THICKNESS REINFORCING REINFORCING
(WITH JOINT REINFORCING)
PROVIDE LADDER-TYPE JOINT REINFORCING CONSISTING OF 2-#9 WIRES (3-#9 WIRES AT
VENEER) AT 16" O.C. HORIZONTALLY IN ALL MASONRY WALLS. SEE PLANS, SCHEDULES, AND
DETAILS FOR OTHER REINFORCING REQUIREMENTS.
6"1-#5 AT 32" O.C.2-#3 AT 48" O.C.
8"1-#5 AT 24" O.C.2-#4 AT 48" O.C.
12"1-#6 AT 24" O.C.2-#4 AT 48" O.C.
SEE PLANS, SCHEDULES, AND DETAILS FOR OTHER REINFORCING REQUIREMENTS.
D.PLACE VERTICAL REINFORCING IN THE CENTER OF THE WALL UNLESS EACH FACE IS
SPECIFIED OR UNLESS NOTED OTHERWISE.
E.VERTICAL REINFORCING SHALL BE DOWELED TO CONCRETE FOOTING OR FOUNDATION WALL
BELOW AND TO STRUCTURE ABOVE WITH THE SAME SIZE BAR AND SPACING, TYPICAL,
UNLESS NOTED OTHERWISE.
F.PROVIDE VERTICAL REINFORCING IN GROUTED CELL AT ALL CORNERS AND INTERSECTIONS.
G.PROVIDE CORNER BARS AT ALL INTERSECTIONS AND CORNERS. USE SAME SIZE BAR AND
SPACING AS THE HORIZONTAL REINFORCING.
H.HORIZONTAL REINFORCING SHALL TERMINATE AT THE ENDS OF WALLS AND AT OPENINGS WITH
A STANDARD HOOK.
I.HORIZONTAL REINFORCING SHALL OCCUR AT THE TOP AND BOTTOM COURSE OF ALL MASONRY
WALLS EXCEPT THE BOTTOM COURSE HORIZONTAL REINFORCING MAY BE OMITTED WHEN THE
WALL IS DOWELED TO A CONCRETE FOUNDATION WALL BELOW.
J.OPENINGS IN WALLS WHICH EXCEED 24 INCHES IN EITHER DIRECTION SHALL BE REINFORCED
WITH A MINIMUM OF 2-#5 BARS IN GROUTED SPACE ON ALL SIDES OF THE OPENING, TYPICAL,
UNLESS NOTED OTHERWISE. VERTICAL BARS SHALL EXTEND THE FULL HEIGHT OF THE WALL
BETWEEN SUPPORTS. HORIZONTAL BARS SHALL EXTEND A MINIMUM OF 24 INCHES BEYOND
THE EDGES OF THE OPENING.
K.PENETRATIONS THROUGH ANY MASONRY WALL SHALL BE BUILT INTO THE WALL AS THE WALL
IS BEING CONSTRUCTED AND SHALL BE REVIEWED BY THE ARCHITECT AND STRUCTURAL
ENGINEER PRIOR TO INSTALLATION.
L.CONSTRUCTION JOINTS IN REINFORCED MASONRY WALLS SHALL NOT OCCUR AT THE EDGE OF
BEAM SUPPORTS AND SHALL BE PROVIDED PER THE ARCHITECTURAL DRAWINGS.
M.WHERE HORIZONTAL REINFORCING BARS JOIN CONCRETE WALLS, COLUMNS, OR PILASTERS,
REINFORCING SHALL BE CONTINUOUS. ALSO, A KEY SHALL BE PROVIDED BETWEEN THE
MASONRY AND THE CONCRETE. FILL KEY WITH GROUT.
5.BEAMS:
A.BEAMS SHALL BE BUILT AS AN INTEGRAL PART WITH THE SUPPORT. NO TOOTHING OR
DOWELING ONLY WILL BE PERMITTED. MASONRY UNITS WITH ONE END OPEN-ENDED ("A"
BLOCKS) SHALL BE USED IN ALL MASONRY BEAMS. BACK-TO-BACK END SHELLS ARE NOT
ALLOWED. GROUT ALL MASONRY BEAMS SOLID FOR FULL DEPTH AND WIDTH SHOWN IN
MASONRY BEAM SCHEDULE.
B.REINFORCING IN THE MASONRY BEAM SCHEDULE IS IN ADDITION TO STANDARD WALL
REINFORCING.
C.HORIZONTAL REINFORCING BARS IN THE TOP OF THE MASONRY BEAM SHALL BE PLACED IN
THE TOP 4 INCHES OF THE BEAM AND SHALL EXTEND A MINIMUM OF 72 BAR DIAMETERS
BEYOND THE EDGE OF THE OPENING OR SHALL BE HOOKED IF REQUIRED.
D.HORIZONTAL REINFORCING BARS IN THE BOTTOM OF THE MASONRY BEAM SHALL BE PLACED
IN THE BOTTOM 4 INCHES OF THE BEAM AND SHALL EXTEND A MINIMUM OF 24 INCHES BEYOND
THE EDGE OF THE OPENING OR SHALL BE HOOKED IF REQUIRED.
E.VERTICAL REINFORCING BARS SHALL HOOK AROUND THE BOTTOM HORIZONTAL REINFORCING
BARS. THEY SHALL ALSO HOOK AROUND THE TOP HORIZONTAL REINFORCING BARS OR
EXTEND INTO THE WALL ABOVE THE MASONRY BEAM A MINIMUM OF 48 BAR DIAMETERS.
F.DO NOT SPLICE HORIZONTAL TOP OR BOTTOM BARS, TYPICAL UNLESS NOTED OTHERWISE.
G.FOR OPENINGS NOT SHOWN, USE SIMILAR BEAM AS SHOWN IN THAT WALL OR TYPE OF WALL
FOR SIMILAR LENGTH OPENINGS. VERIFY WITH THE STRUCTURAL ENGINEER.
H.USE THE FOLLOWING MASONRY BEAM SIZES FOR OPENINGS IN NON-BEARING MASONRY
WALLS:
WIDTH OF OPENING BEAM WIDTH BEAM DEPTH HORIZ. REINF.
(FEET)(INCHES)(INCHES)
UP TO 4'-0"SAME AS WALL 16 2 # 5 BOTT.
UP TO 8'-0"SAME AS WALL 24 2 # 5 TOP & BOTT.
UP TO 10'-0”SAME AS WALL 32 2 # 5 TOP & BOTT.
FOR WIDER OPENINGS CONTACT THE STRUCTURAL ENGINEER. SEE THE MASONRY BEAM
SCHEDULE FOR ADDITIONAL INFORMATION.
6.COLUMNS:
A.GROUT JAMBS SOLID FOR FULL HEIGHT OF WALL (FLOOR TO FLOOR AND/OR ROOF) AT SIDES
OF OPENINGS; ONE CELL FOR EACH 4'-0" OF SPAN OR PORTION THEREOF. REINFORCE WITH 2-
#5 VERTICAL BARS IN EACH GROUTED CELL WITH ONE BAR PLACED AT EACH FACE OF WALL,
TYPICAL UNLESS NOTED OTHERWISE. SEE PLANS, SCHEDULES, AND DETAILS FOR OTHER
REINFORCING REQUIREMENTS.
STEEL DECK
1.PRODUCT:
A.STEEL DECK SHALL BE SIZE AND GAUGE AS SPECIFIED ON PLANS.
B.STEEL DECK AND ACCESSORIES SHALL BE MANUFACTURED FROM COLD ROLLED STEEL
CONFORMING TO ASTM A-653, (GALVANIZED G-60), OR ASTM A-611, GRADE C (PAINTED), AND
SHALL CONFORM TO THE STEEL DECK INSTITUTE (SDI) AND AISC STANDARDS
2.ATTACHMENT AND HANDLING:
A.WELDING PATTERN SHALL BE AS SPECIFIED ON PLAN.
B.WELD METAL DECK TO SUPPORTING FRAMING MEMBERS WITH E60XX OR E70XX ELECTRODES.
C.PUDDLE WELDS SHALL HAVE A FUSION AREA OF NOT LESS THAN 3/4" DIAMETER AT THE
UPPER SURFACE. WELD METAL SHALL PENETRATE ALL LAYERS OF THE DECK MATERIAL AND
SHALL HAVE PROPER FUSION TO THE SUPPORTING MEMBERS.
D.CRIMP SIDE SEAMS BEFORE WELDING SIDE LAPS. TOP SEAM WELDS SHALL ENGAGE ALL
LAYERS OF THE DECK MATERIAL.
E.END LAPS SHALL OVERLAP AT LEAST 2" AND SHALL OCCUR OVER A SINGLE STEEL SUPPORT.
PUDDLE WELDS SHALL OCCUR AT LEAST 1" AWAY FROM EITHER END OF DECK.
F.PUDDLE WELDS 3/8" X 1.1/2" LONG MAY REPLACE 3/4" DIAMETER PUDDLE WELDS WHEN
ACCESS IS LIMITED.
G.INSTALL DECK WITH A MINIMUM OF 3 SPANS WHEREVER POSSIBLE.
H.PROVIDE ANGLE AND/OR OTHER SUPPORT AROUND THE PERIMETER OF ALL OPENINGS
LARGER THAN 10" IN EITHER DIRECTION THROUGH METAL DECK.
I.PROVIDE DECK SUPPORT AS REQUIRED AT COLUMNS.
J.DO NOT BEND OR MAR DECK.
K.STORE DECKING OFF THE GROUND WITH ONE END ELEVATED. COVER DECK WITH
WATERPROOF MATERIAL AND VENTILATE TO AVOID CONDENSATION.
LIGHT GAGE METAL FRAMING
1.CODES AND STANDARDS:
A. LIGHT GAGE METAL DESIGN, FABRICATION, AND ERECTION SHALL COMPLY WITH:
I.THE AMERICAN IRON AND STEEL INSTITUTE (AISI) "SPECIFICATION FOR THE DESIGN OF
COLD-FORMED STEEL STRUCTURAL MEMBERS", WITH "COMMENTARY".
II.AMERICAN WELDING SOCIETY (AWS-D1.3) "STRUCTURAL WELDING CODE -SHEET STEEL",
EXCLUDING ITEMS CONFLICTING WITH AISI REQUIREMENTS.
2.MATERIALS:
A.LIGHT GAGE METAL SHALL BE MANUFACTURED BY A CURRENT MEMBER OF THE STEEL STUD
MANUFACTURERS ASSOCIATION (SSMA).
B.LIGHT GAGE METAL JOISTS, STUDS, TRACKS, STEEL PLATE SHEATHING, AND ACCESSORIES,
ETC. SHALL BE GALVANIZED AND SHALL BE GRADE FY=33 KSI UNLESS 50 KSI IS SPECIFICALLY
NOTED.
3.CONSTRUCTION:
A.PROVIDE ALL ACCESSORIES INCLUDING TRACKS, CLIPS, WEB STIFFENERS, ANCHORS,
FASTENING DEVICES, ETC FOR A COMPLETE AND PROPER INSTALLATION.
B.INSTALLATION SHALL BE AS RECOMMENDED BY THE MANUFACTURER.
C.FASTENERS SHALL BE SELF DRILLING SCREWS OR WELDING. A MINIMUM OF 16 GAGE
MATERIAL IS REQUIRED FOR WELDING. TOUCH UP OF WELDS IS REQUIRED.
D.LOAD BEARING STUDS SHALL BE PLUMBED, ALIGNED, AND SECURELY ATTACHED TO BOTH
FLANGES OF UPPER AND LOWER TRACKS.
E.NON-LOAD BEARING WALLS SHALL BE BRACED TO STRUCTURE ABOVE AND SHALL BE
INSTALLED SO AS TO ALLOW FOR DEFLECTION OF STRUCTURE.
F.SPLICES IN AXIALLY LOADED MEMBERS ARE NOT ALLOWED.
G.COMPLETE, UNIFORM, AND LEVEL BEARING SHALL BE PROVIDED FOR ALL BOTTOM TRACKS OF
LOAD BEARING WALLS AND FOR ALL LOAD BEARING JOISTS.
H.WEB STIFFENERS AND JOIST BRIDGING SHALL BE PROVIDED AS INDICATED ON THE DRAWINGS.
END BLOCKING SHALL BE PROVIDED AT JOIST ENDS.
I.PROVIDE DOUBLE JOISTS AT THE SIDES OF ALL FLOOR AND/OR ROOF OPENINGS AND AT ALL
PARALLEL PARTITION WALLS ABOVE.
J.ALL STUDS AND JOISTS SHALL BE SHEATHED ON BOTH FACES OF THE MEMBER. SHEATHING
SHALL BE ATTACHED TO EACH MEMBER AT 12" MAXIMUM SPACING.
K.HEADERS AND TRIMMERS SHALL BE AS SHOWN ON THE DRAWINGS.
L.ALL LATERAL BRACING SHALL CONFORM TO SECTION D3 OF AISI SPECIFICATION.
POST-INSTALLED ANCHORS
1.EPOXY ANCHORS:
A.THE FOLLOWING EPOXY ADHESIVES SYSTEMS SHALL BE ALLOWED:
FOR CONCRETE:
SIMPSON SET-XP
HILTI HIT-RE 500-V3
HILTI HIT-RE 100
DEWALT PURE 110+
FOR SOLID GROUTED MASONRY:
SIMPSON SET
HILTI HIT HY 200
DEWALT PURE 110+
FOR UNGROUTED MASONRY:
SIMPSON ET
HILTI HY 270
B.ANCHOR RODS SHALL BE ASTM A-307, THREADED AND GALVANIZED, AND THE DIAMETER AS
INDICATED ON PLAN.
C.SCREEN TUBES SHALL BE USED AT UNGROUTED MASONRY UNITS.
D.ALL ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S INSTRUCTIONS. AS A MINIMUM BOLT
HOLES SHALL BE WIRE BRUSHED AND CLEANED WITH COMPRESSED AIR.
E.INSTALLATION OF ADHESIVE ANCHORS THAT ARE TO BE UNDER SUSTAINED TENSION LOADING IN
HORIZONTAL TO VERTICALLY OVERHEAD ORIENTATION SHALL BE DONE BY A CERTIFIED ADHESIVE
ANCHOR INSTALLER (AAI) AS CERTIFIED THROUGH ACI AND IN ACCORDANCE WITH ACI 318-2014
(Section 17.8.2.2). PROOF OF CURENT CERTIFICATION SHALL BE SUBMITTED TO THE ENGINEER FOR
APPROVAL PRIOR TO COMMENCEMENT OF INSTALLATION.
F.PER ACI 318-2014 (Section 17.1.2) ADHESIVE ANCHORS SHALL BE INSTALLLED IN CONCRETE HAVING A
MINIMUM AGE OF 21 DAYS AT TIME OF ANCHOR INSTALLATION. FOR INSTALLATIONS SOONER THAN 21
DAYS CONSULT ADHESIVE MANUFACTURER.
G.IF TEMPERATURE OF BASE MATERIAL AT TIME OF ADHESIVE INSTALLATION IS AT 45 DEGREES
(FAHRENHEIT) OR LESS, AN “ACRYLIC” (COLD WEATHER) ADHESIVE IS REQUIRED –ie DEWALT AC200+,
HILTI HY200, SIMPSON AT-XP.
2.MECHANICAL ANCHORS
A.THE FOLLOWING MECHANICAL ANCHORS SHALL BE ALLOWED:
SIMPSON TITEN HD
HILTI KWIK HUS-EZ
DEWALT SCREWBOLT+
B.ALL ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S INSTRUCTIONS. AS A MINIMUM BOLT
HOLES SHALL BE WIRE BRUSHED AND CLEANED WITH COMPRESSED AIR.
3.SUBSTITUTES: CONTRACTOR SHALL SUBMIT A WRITTEN REQUEST FOR APPROVAL TO THE
ARCHITECT AND STRUCTURAL ENGINEER.
MASONRY VENEER
1.PRODUCT:
A.LEDGERS AND LINTELS SHALL BE ASTM A36 GALVANIZED MATERIAL.
B.MASONRY VENEER ANCHOR TIES SHALL BE ONE OF THE FOLLOWING.
I.DOVETAIL ANCHORS.
II.DW-10 SEISMIC CLIP INTERLOCK SYSTEM BY HOHMANN & BARNARD.
III.ARCHITECT AND STRUCTURAL ENGINEER APPROVED TWO PIECE ADJUSTABLE HOT-DIPPED
GALVANIZED TIES.
IV.THREE WIRE JOINT REINFORCING.
2.INSTALLATION:
A.MASONRY VENEER SHALL BE INDEPENDENTLY SUPPORTED AT EACH STORY IN SEISMIC
DESIGN CATEGORY D, E, OR F.
B.MAXIMUM SPACING OF ANCHOR TIES SHALL BE 16" O.C. HORIZONTAL AND VERTICAL.
C.PROVIDE CONTINUOUS HORIZONTAL GALVANIZED #9 WIRE IN CENTER THIRD OF MORTAR JOINTS
AT 16" O.C.. ENGAGE #9 WIRE WITH ALL ANCHOR TIES.
D.MAXIMUM SPACING OF STUD BACKING SHALL BE 16" O.C. STUDS SHALL BE COVERED WITH
1/2" SHEATHING AND APPROVED PAPER.
E.CONSTRUCTION JOINTS IN MASONRY VENEER WALLS SHALL BE PROVIDED AS PER THE
ARCHITECTURAL DRAWINGS, AND SHALL BE SPACED AT A MAXIMUM OF 30'-0" O.C. FOR BRICK
VENEER AND A MAXIMUM OF 15'-0" O.C. FOR MASONRY BLOCK VENEER.
PROJECT NAME:
SHEET NAME:
OF
SHEET NUMBER:
DRAWN BY:
CHECKED BY:
PROJECT NO:
DOCUMENT STATUS
STATUS DATE
REVISIONS
CONSTRUCTION SET 06/28/2019
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SE-001
Checker
Project Number
Author
SLAB ON GRADE 4000 0.45 145 3/4 - 564 F0,S0,P0,C0
WALLS 4000 0.45 145 3/4 - 564 F0,S0,P0,C0
FOOTINGS 4000 0.45 145 1 - 564 F0,S0,P0,C0
INTERIOR MEMBERS
SLAB ON GRADE 4500 0.42 145 3/4 6±1.5 611 F2,S0,P0,C1
OTHER SITE CONCRETE 4500 0.42 145 3/4 6±1.5 611 F2,S0,P0,C1
WALLS, PIERS, BEAMS 4500 0.42 145 3/4 6±1.5 611 F2,S0,P0,C1
FOOTINGS 4000 0.45 145 1 6±1.5 564 F0,S0,P0,C0
EXTERIOR MEMBERS
TYPE OF MEMBER
MIN.
STRENGTH
@ 28 DAYS
(PSI)
MAX.
W/C
(RATIO)
DRY
WEIGHT
(PCF)
MAX
AGGREGTE
SIZE
(INCHES)
AIR
ENTRAIN-
MENT (%)
MIN.
CEMENT
PER YARD
(LBS)
EXPOSURE
CLASS
CONCRETE MIX DESIGN TABLE
NO. DESCRIPTION DATE
08/12/2019
NOTES:
1.ALL FOOTINGS SHALL BEAR ON PROPERLY PREPARED MATERIAL. SEE THE SITE PREPARATION NOTES.
2.ALL FOOTINGS SHALL BE CENTERED BELOW THE WALL AND/OR COLUMN ABOVE, TYP., U.N.O.
3.ALL EXTERIOR FOOTINGS SHALL BEAR BELOW THE EFFECTS OF THE FROST.
4.PROVIDE A 2X4 BEVELED KEY WAY IN ALL CONTINUOUS WALL FOOTINGS.
5.PROVIDE DOWELS WITH STANDARD HOOKS FROM FOOTINGS TO ANY REINFORCED ELEMENT ABOVE WITH SIZE AND SPACING TO
MATCH VERTICAL REINFORCING IN ELEMENT ABOVE.
6.PROVIDE MINIMUM COVER FOR ALL REINFORCING PER GENERAL NOTES.
7.ANY INCREASE IN THE SIZE OF FOOTINGS SHOWN TO ACCOMODATE CONSTRUCTION PRACTICES MAY REQUIRE ADDITIONAL REINFORCING,
COORDINATE WITH THE ARCHITECT AND STRUCTURAL ENGINEER.
8.PENETRATIONS THROUGH FOOTINGS ARE NOT ALLOWED, UNLESS APPROVED BY THE ARCHITECT AND/OR STRUCTURAL ENGINEER
IN WRITING PRIOR TO CASTING FOOTING.
9.SEE GENERAL NOTES FOR ADDITIONAL INFORMATION.
TYPICAL BOTTOM
FOOTING REINFORCING.3"
M
I
N
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3" MIN.EQ.EQ.EQ.3" MIN.
TYPICAL TOP REINFORCING.TYPE 1
#2 TIES @ 8" O.C.
EXISTING WALL
5/8"X11" HEADED BOLT W/ 5½"
EMBED IN EPOXY AT 16" O.C.
(USE SCREEN IF REQUIRED)
TYPE 2
ALT. TYPE 1 ALT. TYPE 2
EXISTING
COLUMN
5/8"XREQUIRED HEADED
STUD AT 16" O.C. WELD
TO COLUMN
EXISTING COLUMN
5/8"X5" HEADED STUD AT
16" O.C., WELD TO COLUMN
TYPE 3
(2) #3 TIES AT 24" O.C. IN
BOND BEAM
(2) #5 EACH
VERTICAL CELL
NOTES:
1. GROUT ALL CELLS SOLID, TYP.
2. USE OPEN ENDED 'A' BLOCK UNITS THROUGHOUT MASONRY BEAM. BACK-TO-BACK END SHELLS ARE NOT ALLOWED.
3. PROVIDE SPLICES IN HORIZONTAL TOP REINFORCING AT MID SPAN ONLY, TYP., U.N.O.
4. PROVIDE SPLICES IN HORIZONTAL BOTTOM REINFORCING AT SUPPORTS ONLY, TYP., U.N.O.
5. EXTEND TOP BARS A MINIMUM OF 72 BAR DIAMETERS BEYOND THE FACE OF THE OPENING OR TERMINATE WITH A STANDARD HOOK, TYP.,
U.N.O.
6. EXTEND BOTTOM BARS A MINIMUM OF 24" BEYOND THE FACE OF THE OPENING OR TERMINATE WITH A STANDARD HOOK, TYP., U.N.O.
7. HOOK VERTICAL REINFORCING AROUND HORIZONTAL BOTTOM REINFORCING. HOOK VERTICAL REINFORCING AROUND HORIZONTAL TOP
8. STANDARD VERTICAL WALL REINFORCING DOES NOT NEED TO HOOK AROUND HORIZONTAL REINFORCING.
9. THE FIRST VERTICAL REINFORCING ADJACENT TO THE SUPPORT SHALL BE PLACED WITHIN A DISTANCE NOT GREATER THAN ONE HALF THE
TYPICAL SPACING OF THE ADJACENT VERTICAL REINFORCING FROM THE FACE OF THE SUPPORT.
10. PROVIDE VERTICAL JAMB REINFORCING EACH SIDE OF OPENING PER THE GENERAL NOTES, U.N.O. EXTEND FULL HEIGHT OF WALL
BETWEEN LEVELS.
11. PROVIDE VERTICAL CONTROL JOINTS AT MID SPAN ONLY, TYP., U.N.O. DO NOT PLACE CONTROL JOINTS AT OR NEAR FACE OF SUPPORTS.
12. PENETRATIONS THROUGH MASONRY BEAMS ARE NOT ALLOWED, UNLESS APPROVED BY THE ARCHITECT AND/OR STRUCTURAL ENGINEER
IN WRITING PRIOR TO CONSTRUCTING BEAM.
13. SEE GENERAL NOTES FOR ADDITIONAL INFORMATION.
'PLAN'
HORIZ. STEEL.
'A' BLOCK WITH OPEN ENDED
UNITS TYP. THROUGHOUT
ENTIRE BEAM.
'A' BLOCK
BOTTOM STEEL
TOP STEEL
FU
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36"
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LESS THAN 1/2"
TIE SPACING,
TYP.
24"24"
NOTES:
1.PROVIDE 1" OF BEARING FOR EACH FOOT OF OPENING, 6" MINIMUM, EACH SIDE.
2.CONTRACT STRUCTURAL ENGINEER FOR ALL LINTELS WITH SPANS GREATER THAN 12 FEET.
3.ALL LINTEL ANGLES SHALL BE GALVANIZED.
PROJECT NAME:
SHEET NAME:
OF
SHEET NUMBER:
DRAWN BY:
CHECKED BY:
PROJECT NO:
DOCUMENT STATUS
STATUS DATE
REVISIONS
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SE-002
Checker
Project Number
Author
C.W. = CROSSWISE E.W. = EACH WAY L.W. = LENGTHWISE
F-4 4'-0" 4'-0" 14" (6) - #5 - (6) - #5 - -
F-5C 5'-0" CONT. 15" #5 @ 14" O.C. # 5 @ 14" O.C. (4) - #5 (4) - #5 -
F-2.5C 2'-6" CONT. 12" #4 @ 12" O.C. - (3) - #5 - -
F-2C 2'-0" CONT. 12" #4 @ 18" O.C. - (2) - #5 -
BOTTOM TOP BOTTOM TOP -
MARK WIDTH LENGTH THICK.
CROSSWISE REINFORCING LENGTHWISE REINFORCING NOTES
CONCRETE FOOTING SCHEDULE 2000 PSF SOIL PRESSURE
ASSUMED
ML-2 WALL THICKNESS 24" (2) #5 TOP AND BOTTOM
ML-1 WALL THICKNESS 16" (2) #5 TOP AND BOTTOM -
MARK WIDTH DEPTH REINFORCING NOTES
MASONRY LINTEL SCHEDULE
MP-3 8" 2'-8" (2) #5 EACH END (2) #3 @ 24" O.C. TYPE 3
MP-2 8" 8" (2) #5 NONE TYPE 2
MP-1 8" 16" (2) #5 EACH CELL #2 @ 8" O.C. TYPE 1
VERTICAL TIES SETS
MARK WIDTH (IN) LENGTH (IN)
REINFORCING NOTES
MASONRY PIER SCHEDULE
10'-0" TO 12'-0"6"X4"X3/8"
9'-0" TO 10'-0"5"X3-1/2"X5/16"
7'-0" TO 9'-0"4"X3-1/2"X5/16"
5'-0" TO 7'-0"3-1/2"X3-1/2"X5/16"
UP TO 5'-0"3-1/2"X3-1/2"X1/4"
CLEAR OPENING ANGLE SIZE
STEEL ANGLE LINTEL SCHEDULE
NO. DESCRIPTION DATE
08/03/2019
DN
E
F
G
H
H1
J
J1
K
2221
181716151211141310
14
SE-501
15
SE-501
16
SE-501
FILL THIS OPENING WITH CMU
1
SE-502
5
2
SE-501
20
SE-501
20
16
SE-511
15
SE-501
4
3
NEW MASONRY WALL
2
1
5
19
SE-501
1
66
SE-511
21
SIM.
6
21
SE-501
7
7
ML-1
MP-2 MP-2
7 3 6
SE-511
21
SIM.
NEW STUD WALL
8 5
M P -2 M P -1 ML
-
1MP-1 ML
-
1
9
6SIM.
8
TYP.
SE-501
22
SIM.
SE-501
22
SIM.
NEW MASONRY WALL
LEGEND
INDICATES FLOOR SLAB ELEVATION
INDICATES DETAIL SECTION VIEW?
S??-??
F.S.E. = ??' -??"
INDICATES MASONRY WALL, SEE SCHEDULES
MW-??
INDICATES NOTES ARE KEYED ON PLAN.
1.SEE ARCH. FOR EXTENT OF DEMOLITION.
2.AFTER REMOVAL OF WALLS, STAIRS, FLOOR TILE, ECT.
FLOORS SHALL BE REPAIRED AS REQUIRED.
3.REINFORCE NEW MASONRY WALLS W/ #5 @ 32" O.C. VERTICAL
IN GROUTED CELLS IN CENTER OF WALLS AND (2) #4 @ 48"O.C.
HORIZONTAL IN GROUTED BOND BEAM.
4.BRACE TOP OF NEW MASONRY WALLLS TO STRUCTURE
ABOVE PER DETAIL 19/SE501.
5.BRACE TOP OF STUD WALLS TO STRUCTURE ABOVE PER STUD
WALL MANUFACTURING REQUIREMENTS. ATTACH TO FLOOR
SLABS PER DETAIL 18/SE-501.
6.BRACE TOP OF NEW MASONRY WALL TO STRUCTURE PER
DETAIL 23/SE-511 OR 24/SE-511. EXTEND WALL ABOVE CEILING
AS REQUIRED.
7.SEE DETAIL 3/SE-502 FOR MASONRY WALL CONNECTION TO
SLAB ON GRADE.
8.SEE DETAIL 18/SE-501 FOR STUD WALL CONNECTION TO
FLOOR SLAB.
9.FILL SPACE FROM MP-1 TO COLUMN W/ GROUTED MASONRY
AS REQUIRED. SEE MASONRY PIER SCHEDULE TYPE 1 ALT.
10.PROVIDE ADEQUATE SHORING FOR EXISTING MASONRY
ABOVE NEW OPENINGS.
SHEET NOTES
PROJECT NAME:
SHEET NAME:
OF
SHEET NUMBER:
DRAWN BY:
CHECKED BY:
PROJECT NO:
DOCUMENT STATUS
STATUS DATE
REVISIONS
CONSTRUCTION SET 06/28/2019
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SE-101
Checker
Project Number
Author
1/8" = 1'-0"1 Level 1
NO. DESCRIPTION DATE
08/03/2019
F.E.C.
INDICATES NOTES ARE KEYED ON PLAN.
1.REMOVE EXISTING CONCRETE STAIRS AND SLAB ON GRADE
AT EAST ENTRY TO BUILDING AS REQUIRED TO INSTALL NEW
ENTRY STAIRS, AND RAMP SLABS.
2 4" CONCRETE SLAB ON 4" FREE DRAINING GRAVEL.
REINFORCE WITH #4 AT 24"O.C. EACH WAY, CENTER OF SLAB
3.5" MINIMUM THICKNESS CONCTRETE STAIR SLAB ON 4" FREE
DRAINING GRAVEL, SEE ARCH. REINFORCE W/ #4 @ 16" O.C.
BOTH WAYS IN CENTER OF SLAB. ADD #3 NOSE BARS.
4.REMOVE ALL MASONRY WALLS EXCEPT AS NOTED THIS AREA.
USE CAUTION TO NOT DAMAGE STEEL COLUMNS EMBEDED IN
WALLS.
SHEET NOTES
5.NEW MASONRY PIERS, DOWEL TO FOUNDATION WALL 8"
EMBED IN EMPOXY.
6.SEE DETAIL 18/SE-501 FOR TYPICAL STUD WALL TO FLOOR
SLAB CONNECTION.
7.SEE DETAIL 9/SE-501 FOR NON-TYPICAL STUD WALL
CONNECTION TO FLOOR SLAB. (EXAMPLE -ALL STUD WALLS IN
RESTROOMS)
8.BRACE STUD WALLS AS REQUIRED BY STUD WALL INSTALLER.
9.BRACE MASONRY WALLS TO STRUCTURE ABOVE, SEE DETAIL
16,17, OR 18/ SE-511.
10.PROVIDE ADEQUATE SHORING FOR EXISTING MASONRY
ABOVE NEW OPENINGS.
11.FOOTING STEPS SHALL BE LOCATED TO MAINTAIN FROST
COVER OF 3'-6" MINIMUM.
ADD ALTERNATE #1
B
C
D
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121110987654321
S
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T.F. = 86' - 0"
T.F. = 86' - 0"
F-5C F-5C
F-
2
C
F-5C F-5C
T.F. = 91' - 0"
CW-16 CW-16
CW
-
1
2
CW-16 CW-16
86
'
-
0"
F -2C
86
'
-
0"
F -2C
1
SE-501
3
SE-501
1
1
SE-501
1
SE-501
SE-501
7
SE-501
6
1
SE-501
4
SE-501
SE-501
5
SE-501
5
OPP.
EX
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EXISTING FOOTING
EXISTING FOOTING
EX
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DN
DN2
DN3
2
SE-501
11
SE-501
10
SE-501
9
SE-501
9
SE-501
13
SE-501
13
SE-501
MP-1 MP-1
MP-1
MP-1MP-1 MP-1 MP-1
3
SE-502
SIM.
1
SE-502
SE-502
2
7
SE-502 SIM.
3
SE-502
SE-502
6
SE-502
6
OPP.
4
SE-502
3
SE-502
3
SE-502
4
SE-502
4
SE-502
3
SE-502
3
SE-502
5
SE-502
4
4
3
SE-502
DOOR SHALL BE IN CENTER
OF PRE-CAST PANEL
6
SE-512
1
SE-502
F-
2
.
5
C
SE-502
8
SE-502
9
SIM.
SE-502
9
11
SE-502
10
SE-502
17
SE-511
MP-2
6
2
SE-512
4
SE-512
MP-1
MP-1MP-2MP-1
76
EXISTING WALL TO
REMAIN
15
SE-511
H SS4X4X5/16 H SS4X4X5/16
MP-2
6 8
6 8
7
6
6 8
6 8
STEEL COLUMNS,
SEE DETAIL 14/SE-512
MP-1
MP-3
MP-3
MP-1
9
SE-502
12
13
SE-502
SE-502
14
NEW MASONRY
INFILL
6
1
SE-503
17' - 11 5/8"
6
6
F-4
9
9
SE-501
22
SIM.
MP-2 MP-2
EXISTING WALL
EXISTING WALL
-
---
_______
3
SE-503
S
S
20'-0" ±8'-0" ±
S
S
S
S
T.F. = 87' - 0"
T.F. = 91' - 0"
T.F. = 87' - 0"
T.F. = 91' - 0"
11
F.S.E. = 96'-4"H SS 4 X4X1/4 H SS 5 X5X1/4
7
SE-502
SIM.
5
SE-502
SIM.
PROJECT NAME:
SHEET NAME:
OF
SHEET NUMBER:
DRAWN BY:
CHECKED BY:
PROJECT NO:
DOCUMENT STATUS
STATUS DATE
REVISIONS
CONSTRUCTION SET 06/28/2019
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SE-102
Checker
Project Number
Author
1/8" = 1'-0"1 FOUNDATION PLAN
NO. DESCRIPTION DATE
08/03/2019
F.E.C.
INDICATES NOTES ARE KEYED ON PLAN.
1.SEE ARCHITECTURAL DRAWINGS FOR DEMOLITION AND ROOF
SLOPE.
2.ROOF DECK SHALL BE 1 1/2" X 20 GAUGE TYPE "B"
GALVANIZED ROOF DECK WITH INTERLOCKING SIDE LAPS.
THREE SPAN MINIMUM. ATTACH TO PERPENDICULAR
SUPPORTS WITH (7) 3/4" DIAMETER PUDDLE WELDS PER 36"
WIDE SHEET. ATTACH TO PARALLEL SUPPORTS WITH 3/4"Ø
DIAMETER PUDDLE WELDS AT 12"O.C. ATTACH SIDE LAPS
WITH 1 1/2" LONG TOP SEAM WELDS AT 12"O.C. MINIMUM
SHEAR STRENGTH REQUIRED = 840 PLF. VERCO PUNCHLOK
DECKING (PLB) DECK WITH VERCO SIDE LAP CONNECTIONS
(VSC2) IS ALSO ACCEPTABLE PROVIDED THE SHEAR
STRENGTH IS EQUAL TO OR GREATER THAN SPECIFIED
ABOVE.
SHEET NOTES
3.DEMOLITION TO BE PER ARCH. DRAWINGS. BRACE TOP OF
EXISTING MASONRY WALLS AT SIDES OF NEW OPENINGS.
SEE DETAIL 18/SE-511. SEE SHEET SE-102 FOR DEMO AT POOL
AREA.
4.BRACE TOP OF EXISTING WALLS WHERE OPENINGS HAVE
BEEN INFILLED W/ MASONRY. SEE DETAIL 18/SE-511.
5.BRACE TOP OF NEW MASONRY WALLS, SEE DETAILS 16/SE-511
OR 17/SE-511.
6.NEW STUD WALLS SHALL BE BRACED TO THE STRUCTURE
ABOVE BY THE INSTALLER AS REQUIRED.
7.NEW WINDOW. PROVIDE EXTRA METAL STUDS AND LIGHT
GAUGE HEADER AS REQUIRED FOR MOUNTING DOOR. BRACE
TOP OF STUDS TO STRUCTURE ABOVE AS REQUIRED.
8.REMOVE EXISTING MASORY WALL TO TOP OF WALL. REPAIR
CEILING PER ARCH.
9.NEW MASONRY WALLS, PIERS, AND BEAMS, BRACE TO
STRUCTURE, SEE NOTE 5.
10.(2) 4X3 1/2X5/16 ANGLES (LONG LEGS BACK TO BACK. WELD TO
COLUMN AT CENTER AND 6" BEARING AT EACH END.
11.SEE DETAIL 11/SE-512 FOR ROOF OPENINGS IN EXISTING
ROOF.
12.SEE DETAIL 12/SE-512 FOR FLOOR DECK OPENINGS IN
EXISTING FLOOR.
13.SEE DETAIL 13/SE-512 FOR CONCENTRATED LOADS ON
BOTTOM CHORD OF JOISTS.
14.PROVIDE ADEQUATE SHORING FOR EXISTING MASONRY
ABOVE NEW OPENINGS.
ADD ALTERNATE #1
B
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J
J1
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1211
10987654321
SE-103
2
1
SE-502
18
SE-511
3
17
SE-501
4
6
1
SE-503
4
17
SE-501
3
4
9
9
7
5
17
SE-511
ML-1
6
5
SE-512
7
ML-2
ML-2 ML-2 ML-2
ML
-
1
ML
-
1
REMOVE MASONRY BELOW
WINDOW AND REPLACE
WINDOW W/ NEW DOOR
ML-1
8
MP-1MP-1
9 5
MP-1
MP-1
MP-1
MP-1MP-1
MP-2 MP-2
ML
-
2
M
L
-
2
ML-1ML-1
INFILL
DOOR SHALL BE IN CENTER
OF PRE-CAST PANEL 2
SE-512
ML
-
1
17
SE-501
SIM.
10
HSS6X4X1/4HSS6X4X1/4HSS6X4X1/4
8
SE-502
12
9
9
6
SE-512
11
SE-502
SE-502
9
SE-502
9
SIM.
10
SE-512
11
SE-512
11
TYP.
SE-512
11
TYP.
6 6
MP-1
6
MP-2
6
SE-512
17
SE-511
6
STEEL COLUMNS BELOW,
SEE DETAIL 14/SE-512
MP-1
MP-3
MP-3
MP-1
ML
-
2
MP-1
13
SE-502
SIM. INFILL BOTH
SIDES OF NEW DOOR
MP-1 MP-2
MP-1
SE-511
21
SIM.
22
SE-511
3
SE-512
SE-512
12
ML-2ML-2
SE-512
14
SE-501
22 SIM.20
SE-511
ML-1
MP-2 MP-2EXISTING WALL
EXISTING WALL
9
8
3
SE-503
1
F
G
F
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1W6X20
W
6
X
2
0
W
6
X
2
0
W6X20
OPP.
2 " EXP A NS I ON J OI N T SIM.
2"
E
X
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16K3 @ 6'-0" O.C.
HS
S
3
X
3
X
1
/
4
@
6
'
-0"
O
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C
.
SE-511
7
5
SE-511
3
SE-511
6
SE-511
5
SE-511
SE-511
7
2
SE-511
6
SE-511
2
SE-511
5
SE-511
SE-501
8
1
SE-511
SE-501
8
5
SE-511
3
SE-511
W1
0
X
3
0
W1
0
X
3
0
W18X35
W18X35
4
SE-503
4
SE-503
6
SE-503
5
SE-503
5
SE-503
PROJECT NAME:
SHEET NAME:
OF
SHEET NUMBER:
DRAWN BY:
CHECKED BY:
PROJECT NO:
DOCUMENT STATUS
STATUS DATE
REVISIONS
CONSTRUCTION SET 06/28/2019
6/
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SE-103
Checker
Project Number
Author
1/8" = 1'-0"1 LOWER ROOF FRAMING ADDITION
3/16" = 1'-0"2 Level 2 - Callout 1
NO. DESCRIPTION DATE
08/03/2019
INDICATES NOTES ARE KEYED ON PLAN.
1.REMOVE EXISTING CURTAIN AND CURTAIN SUPPORT AT
CENTER OF GYM.
2.INSTALL STUD WALL IN TRUSS SPACE PRIOR TO INSTALLING
WALL BELOW TRUSSES.
3.PROVIDE ADEQUATE SHORING FOR EXISTING MASONRY
ABOVE NEW OPENINGS.
4.FOR LOCATION OF POSSIBLE SPLICE AND DETAIL, SEE
DETAIL 1/SE-104.
SHEET NOTES
2 43 5 6 7
B
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F
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B
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D
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765432
9
SE-511
SIM.
9
SE-511
10
SE-511
SIM.
11
SE-511
13
SE-511
14
SE-511
BOTTOM CHORD
OF TRUSS
8
SE-511
9
SE-511
10
SE-511
12
SE-511
8
SE-511
W24X76 CAMBER 1"2' - 8"
T-5
T-5
T-5
T-5
T-5
T-5
T-5
T-5
3'-0"X3'-0" MECHANICAL
DUCT THRU WALL
2
SE-503
(2
)
H
S
S
6
X
6
X
1
/
4
(2
)
H
S
S
6
X
6
X
1
/
4
(2
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H
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6
X
6
X
1
/
4
(2
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H
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(2
)
H
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1
/
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2
SE-104
LEGEND
INDICATES FINISHED FLOOR SLAB ELEVATION
INDICATES TOP OF WALL ELEVATION
INDICATES TOP OF PIER ELEVATION
T.W. = ??' -??"
T.P. = ??' -??"
INDICATES TOP OF STEEL ELEVATIONT.S. = ??' -??"
INDICATES DETAIL SECTION VIEW?
SE?-??
INDICATES DETAIL VIEW OR ENLARGED
PLAN CALLOUT
?
SE?-??
F.S.E. = ??' -??"
INDICATES CONCRETE PIER (CP) OR
MASONRY PIER (MP), SEE SCHEDULESCP-?
0' - 1 1/2"
0' - 1 1/2"
1'
-
8
1
/
2
"
PROVIDE BACK-UP
BARS. REMOVE, BACK
GOUGE, RE-WELD, TYP.
3/8" PLATE EACH SIDE
OF WEB W/ (6) ROWS
OF BOLTS
CJP
CJP
PROVIDE BACK-UP
BARS. REMOVE, BACK
GOUGE, RE-WELD, TYP.
THIS DETAIL (IF REQUIRED)
SHALL BE WITHIN THE
CENTER 2'-0" OF THE BEAM.
W24X76 BEAM
PROJECT NAME:
SHEET NAME:
OF
SHEET NUMBER:
DRAWN BY:
CHECKED BY:
PROJECT NO:
DOCUMENT STATUS
STATUS DATE
REVISIONS
CONSTRUCTION SET 06/28/2019
6/
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SE-104
Checker
Project Number
Author
1/8" = 1'-0"1 HIGH ROOF FRAMING PLAN
NO SCALESE-104
2
NO. DESCRIPTION DATE
08/03/2019
EXISTING CONCRETE
FOOTING
EXISTING CONCRETE
FOUNDATION WALL
#4 @ 24" O.C. EACH WAY
CENTER OF SLAB
CONCRETE SLAB ON GRADE, SEE PLAN
NEW RAMP SLAB ON GRADE,
SEE ARCH FOR SLOPE.
90'-2"
SEE ARCH.
(2) #6, DOWEL TO EXISTING WALLS
EACH END. EMBED DOWELS 10" IN
EXISTING WALLS.
SAW CUT TOP OF WALL TO BE
BELOW NEW RAMP SLAB.
0' - 8"
4" CONCRETE SLAB.
ELEVATION VARIES, SEE PLAN
#5 @ 14" O.C. DOWELS (CLASS
B LAP SPLICE)
#4 @ 24" O.C. CENTER
OF SLAB
#5 @ 14" O.C.
EACH FACE
BRICK VENEER, SEE ARCH.
3" COVER
1' - 4"
#5 @ 14" O.C.
42
"
M
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.
F
R
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T
C
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V
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R
SEE ARCH.
95'-0"
(4) #5 CONT.
#5 @ 14" O.C.
4" INSULATION SPACE, SEE ARCH.(2) #6 TOP AND BOTTOM
8"
M
I
N
.
8" MIN.
(2) #4 X CONT.
#4 @ 24" O.C.
CENTER OF SLAB
12" HOOK, TOP AND BOTTOM
#4 @ 12" O.C.
(2) #4 X CONT.#4 @ 24" O.C.
CENTER OF SLAB
4" SLAB ON GRADE
#4 @ 12" O.C.
4" SLAB ON GRADE
SEE ARCH FOR HANDRAIL
VARIES
95'-0"
REMOVE FLOOR SLAB AND
WOOD FLOOR AS REQUIRED.
REPLACE AS REQUIRED.
HSS5X5X1/4
3/4"X12"X12" BASE PLATE W/
(4) 3/4" A307 BOLTS W/ 8" MIN.
EMBED. USE DOUBLE
LOCKING NUTS
4'-0"X4'-0" FOOTING W/
(6) #5 BARS EACH WAY
BOTTOM OF FOOTING
1/4
3" COVER
#4 BARS AT 12" O.C. ALL 4 SIDES,
EMBED 4" IN EPOXY
SHEATHING PER ARCHITECT
600S137-33 STUDS @ 16" O.C.
16 GAUGE TRACK
(E) 4" FLOOR SLAB ON GRADE
3/16" TITEN CONCRETE SCREWS @ 24" O.C. BY
SIMPSON OR EQUAL. 1½" EMBED IN CONCRETE
FLOOR SLAB. USE 2" SQUARE WASHERS
REMOVE AND REPLACE WOOD
FLOOR AS REQUIRED
SEE ARCH.
EXISTING 12"
MASONRY WALL
HSS4X4X1/4 COLUMN
3/4"X5"X12" PLATE W/ (4) 3/4"Ø
A325 BOLTS
EXISTING (3) #8 (GB-2, SEE
EXISTING PLANS)
EXISTING (2) #4
TOP OF PIERS AT EXISTING
STEEL COLUMNS, 90'-0"
91'-0"
1/4
EXISTING #4 @ 18" O.C.
HORIZONTAL BETWEEN
EXISTING (3) #8 TOP AND
BOTTOM 12
SE-501
3/4"X6"X27" PLATE
5/8"X15½"X27" PLATE
(2) 5/8"XREQUIREDX14"
STIFFENER PLATES
(6) 3/4" TITEN HD BOLTS BY
SIMPSON OR EQUAL, 12" SPACING
BOTH VERTICAL AND HORIZONTAL
1/4
1'
-
4
"
EXISTING CONCRETE FLOOR SLAB
PROVIDE CONCRETE
PROTECTION AROUND COLUMN
BRACKET AND COLUMN. (6" MIN.)
REMOVE EXISTING CONCRETE FLOOR
SLAB AND REPLACE AS REQUIRED
EXISTING #4 @ 18" O.C.
VERTICAL EACH FACE
0' - 1 1/2"1' - 0"1' - 0"
0' - 1 1/2"
SEE PLAN FOR COLUMN
3/4"X5"X10" PLATE W/
(2) 3/4"Ø A325 BOLTS
(6) 3/4" SIMPSON TITEN HD
ANCHORS OR EQUAL
5/8" PLATE
3/4" PLATE
1' - 0"
0' - 1 1/2"
0' - 2"
16" CONCRETE FOUNDATION
WALL. SEE GENERAL NOTES
FOR REINFORCING
3/4"X7"X10" PLATE W/ (4) 3/4" ANCHOR
BOLTS (12" EMBED). PROVIDE 1"
NON-SHRINK GROUT SPACE
T.F.W = SEE ARCH.
12" FOUNDATION WALL.
SEE GENERAL NOTES
FOR REINFORCING
5/16
T.F.W =95'-0"
2'-0"
3'-0"CONCRETE SLAB ON
GRADE, SEE PLAN.
FOOTING, SEE PLAN
12" FOUNDATION
WALL, SEE PLAN
#4 @ 16" O.C.
(2) #5 X CONT.
EXTERIOR SLAB,
SEE ARCH.
ENTRY WALL, SEE ARCH
EXISTING 12"
CONCRETE WALL
2" EXPANSION JOINT ABOVE IN
MASONRY WALL, SEE ARCH
3/4"X7"X10" BASE PLATE
16" CONCRETE FOUNDATION WALL W/ (2) #6
TOP AND BOTTOM CONT. SEE GENERAL
NOTES FOR WALL REINFORCING. DOWEL
HORIZONTAL REINFORCING TO EXISTING
W/ 6" EMBED IN EPOXY.SEE DETAIL 8/SE-501 FOR
COLUMN IN CMU WALL.
EXISTING
CONCRETE WALL
3/4"X7"X10" PLATE W/ (4) 3/4"
ANCHOR BOLTS (12" EMBED)
16" CONCRETE FOUNDATION WALL W/ (2) #6
TOP AND BOTTOM CONT. SEE GENERAL
NOTES FOR WALL REINFORCING. DOWEL
HORIZONTAL REINFORCING TO EXISTING
W/ 6" EMBED IN EPOXY.
SEE DETAIL 8/SE-501 FOR
COLUMN IN CMU WALL.BRICK VENEER, SEE ARCH.
FACE OF EXISTING BUILDING
2" EXPANSION JOINT
STANDARD HOOK
WELD DOWELS FOR HORZIONTAL
REINFORCING. USE A706
DOWELS, SEE GENERAL NOTES
CMU WALL
GROUT SOLID AT
STEEL COLUMN
CMU WALL
INSULATION, SEE ARCH.
EXISTING MASONRY OR CONCRETE
WALL (8" OR 12", SEE PLAN)
EXISTING CONCRETE SLAB
EXISTING FOOTING
NEW FLAT SLAB ON
GRADE OR SLOPED SLAB
ON GRADE, SEE PLAN
REMOVE EXISTING FLOOR OR STAIR
SLAB ON GRADE. COMPACT EXISTING
GRADE AND ADD NEW WELL GRADED
GRANULAR FILL AS REQUIRED.
91'-0"
90'-2"
VARIES
79'-0"
76'-0"
FIELD VERIFY ELEVATIONS AND
SEE ARCH. FOR HANDRAIL.
#3 NOSE BARS TYP.
(7) #4 TOTAL
#4 @ 16" O.C.
NEW CONCRETE STAIR SLAB
EXISTING FLOOR SLAB ON GRADE
EXISTING GRADE BEAM
EXISTING FLOOR SLAB
EMBED 5" IN EPOXY
EMBED 3" IN EPOXY
0' - 8"
VARIES, SEE PLAN
EXISTING SLAB ON GRADE
79'-0" FIELD VERIFY
EMBED 4" IN EPOXY
EXISTING GRADE BEAM
(12"X40" TOTAL HEIGHT)
#4 @ 16" O.C.
EXISTING 4" SLAB ON GRADE
EMBED 3" IN EPOXYGEOFOAM
SEE ARCH. FOR HANDRAIL
#3 NOSE BARS TYP.
#4 @ 16" O.C.
EXISTING SLAB ON GRADE
EXISTING GRADE BEAM
GEOFOAM
EMBED 3" IN EPOXY
4" SLAB ON GEOFOAM
#4 @ 16" O.C.
EXISTING 4" SLAB
ON GRADE
SEE ARCH FOR STUD WALLS,
WIDTH AND GAUGE STUDS
18 GAUGE TRACKS
EXISTING CONCRETE
SLAB
SIMPSON PDPA-100 POWDER ACTUATED
FASTENERS @ 16" O.C. OR EQUAL
EXISTING STEEL COLUMN
3X3X1/4X8" ANGLES @ EACH BOND
BEAM W/ (2) 5/8"X4" HEADED STUDS
#5 @ 32" O.C. VERTICAL(2) #4 @ 48" O.C. HORIZONTAL
NEW MASONRY WALL, SEE ARCH.
TYP.
3/16
NOTE:CONTRACTOR SHALL REVIEW
CONCRETE SLAB ON GRADE FOR DEFECTS.
REPORT TO ARCHITECT/STRUCTURAL
ENGINEER AFTER REVIEW.EXISTING SLAB ON GRADE
#5 @ 24" O.C.
MASONRY WALL, SEE ARCH.
EXISTING CONCRETE SLAB
ON METAL DECK
1/2"X6"X10" PLATE @ 48" O.C.
W/ (2) 5/8"X8" HEADED
ANCHOR STUDS
EXISTING STEEL BEAM
1/4 2@4
(2) #4 TOP OF WALL
(2) #4 @ 48" O.C.
EMBED 3" IN EPOXY
0' - 8"
VARIES, SEE PLAN
EXISTING SLAB ON GRADE
79'-0" FIELD VERIFY
DOWEL 4" IN
EXISTING BEAM
EXISTING GRADE BEAM
(12"X4" TOTAL HEIGHT)
#4 @ 16" O.C.
DOWEL 3" IN EXISTING IN EPOXY
GEOFOAM
#4 @ 16" O.C.
VARIES, SEE PLAN
#4 @ 16" O.C.
EXISTING 4" SLAB ON GRADE #4 @ 12" O.C.
INFILL W/ 8" CMU W/ #5 @ 24' O.C. VERTICAL
AND (2) #4 @ 32" O.C. HORIZONTAL
(REMOVE MASONRY ABOVE DOOR AND
ESTEND NEW ALL ABOVE CEILING AND
BRACE TO STRUCTURE)
EXISTING MASONRY WALL
40 BAR DIAMETER LAPS, TYP.
EMBED 6" IN EPOXY
TYPICAL. TOP AND SIDES
EMBED DOWELS IN EPOXY 3" IN EXISTING
4" SLAB, 8" IN EXISTING FOUNDATION
WALLS OR GRADE BEAMS
EXISTING FLOOR SLAB, GRADE BEAM, OR
FOUNDATION WALL
NOTE: WHERE 4" CERAMIC TILE IS ADDED TO 8" CMU,
ATTACH AS VENEER, W/ (3) WIRE JOINT REINFORCING.
16
SE-511
18
SE-511
ALT.
BRACE TO STRUCTURE TOP OF WALL
EXISTING MASONRY WALL
(1) #4X40" DOWEL TO EXISTING MASONRY
WALL. EMBED 5" IN EPOXY, USE WIRE
SCREEN AS REQUIRED.
NEW MASONRY WALL (CERAMIC-TILE
COATED, WHERE REQUIRED). #5 @ 24" O.C.
VERTICAL. (2) #4 @ 48" O.C. HORIZONTAL
PROJECT NAME:
SHEET NAME:
OF
SHEET NUMBER:
DRAWN BY:
CHECKED BY:
PROJECT NO:
DOCUMENT STATUS
STATUS DATE
REVISIONS
CONSTRUCTION SET 06/28/2019
6/
2
6
/
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SE-501
Checker
Project Number
Author
NO SCALESE-501
3
NO SCALESE-501
1
NO SCALESE-501
2
NO SCALESE-501
10
NO SCALESE-501
9
NO SCALESE-501
11
NO SCALESE-501
12
NO SCALESE-501
5
NO SCALESE-501
4
NO SCALESE-501
7
NO SCALESE-501
6
NO SCALESE-501
8
NO SCALESE-501
13
NO SCALESE-501
14
NO SCALESE-501
15
NO SCALESE-501
16
NO SCALESE-501
18
TYPICAL STUD WALL CONNECTION TO EXISTING CONCRETE
SLAB
NO SCALESE-501
20
NO SCALESE-501
19
NO SCALESE-501
21
NO SCALESE-501
17 EXISTING DOOR INFILL IN MASONRY WALLS
NO SCALESE-501
22
NO. DESCRIPTION DATE
08/03/2019
INFILL W/ 8" CMU W/ #5 @ 24' O.C. VERTICAL
AND (2) #4 @ 48" O.C. HORIZONTAL
EXISTING MASONRY WALL
40 BAR DIAMETER LAPS, TYP.
EMBED 6" IN EPOXY
TYPICAL. TOP AND SIDES
EMBED DOWELS IN EPOXY 3" IN EXISTING
4" SLAB, 8" IN EXISTING FOUNDATION
WALLS OR GRADE BEAMS
EXISTING FLOOR SLAB, GRADE BEAM, OR
FOUNDATION WALL
NOTE: WHERE WALL IS 8" BLOCK AND 4" CERAMIC TILE,
DETAIL SHOWS 8" BLOCK CONSTRUCTION -CERAMIC TILE
SHALL BE INSTALLED AS VENEER W/ (3) WIRE LADDER
TYPE JOINT REINFORCING.
EXISTING MASONRY WALL
AND CERAMIC TILE
EXISTING
MASONRY WALL
8" MASONRY WALL
CAULK JOINT
EXISTING MASONRY
AND STEEL COLUMN
9
SE-501
STUD WALL
#5X36" AT BOND BEAMS,
EMBED 6" IN EPOXY
STUD WALL
#5X36" AT BOND BEAMS,
EMBED 6" IN EPOXY
#5 @ 24" O.C.
#5 DOWEL @ 24" O.C.
EMBED 3" IN EPOXY
(2) #4 @ 48" O.C.
EXISTING SLAB ON GRADE
#5 @ 24" O.C.
#5 DOWEL @ 24" O.C.
EMBED 3" IN EPOXY (2) #4 @ 48" O.C.
EXISTING SLAB ON GRADE
EXISTING THICKENED SLAB
#5 @ 24" O.C.
#5 DOWELS @ 24" O.C. EMBED 8"
IN FOUNDATION WALL
8" MASONRY WALL
(2) #4 @ 48" O.C.
EXISTING FLOOR SLAB
ON GRADE
EXISTING FOUNDATION WALL
EXISTING SUSPENDED SLAB
OVER POOL SERVICE AREA
4" CERAMIC TILE BLOCK
EXISTING 6" CMU WALL
EXISTING 4" CMU
EXISTING 4" GLAZED
CERAMIC TILE
#5 EACH END OF NEW WALL
(2) #4 @ 48" O.C. (1) WITH HOOK AS
SHOWN. EMBED 8" IN EXISTING WALL
8" CMU WALL
(2) 5/8"X9" HEADED BOLTS @
48" O.C. EMBED 4" IN EPOXY.
8" MASONRY WALL (COURSE OUT W/
CORRIDOR WALL). #5 @ 24" O.C. VERTICAL
ENDS AND CORNERS, EMBED 3" IN EXISTING
SLAB. SLAB IS 4½" W/ 1½" DECK. DRILL 3" OR
UNTIL STEEL DECK IS HIT W/ DRILL BIT.
REPAIR EXISTING WOOD
FLOOR AS REQUIRED
INSTALL DOWEL PRIOR TO
INFILL W/ CONCRETE
(2) #4 @ 48" O.C.
INFILL W/ CONCRETE AFTER
REMOVAL OF WOOD FLOOR
EXISTING CONCRETE
SLAB ON METAL DECK
EXISTING STEEL COLUMN
#4X24" REBAR (A706) WELD TO
COLUMN AT 48" O.C.
8" MASONRY WALLS W/ #5 VERTICAL @
24" O.C. AT ENDS AND AT INTERSECTION.
(2) #4 @ 48" O.C. IN BOND BEAM
1/4
(2) #4 DOWELS (A706) WELDED
TO COLUMN AT 48" O.C.
EXISTING STEEL COLUMN
(2) #4 HORIZONTAL AT 48" O.C. IN
BOND BEAMS. (BOND BEAMS AT TOP,
BOTTOM, AND 48" O.C.)
NEW MASONRY WALL
TYP.
1/4
#5 @ 24" O.C. VERTICAL
#4 DOWELS @ 24" O.C.
EMBED 4" IN EPOXY (2) #4 CONTINUOUS. 1ST
COURSE AND 48" O.C.
EXISTING SLAB
ON GRADE
SEE PLAN FOR FOOTING
SIZE AND REINFORCING
18" LAP.
UNDERCUT SOIL BY 2"±
SAWCUT CONCRETE
SLAB. DO NOT CUT
STEEL COLUMN
5/8" X 6" WELDED ANCHOR
STUDS @ 16" O.C.
SE-512
9
SE-512
9 SIM.
OPP.
EXISTING PIER
NEW F-2.5C FOOTING
EXISTING PIER EXISTING WALL
NEW F-2.5C FOOTING
EXISTING FRAMING
EXISTING FRAMINGEXISTING FRAMING
EXISTING FRAMINGEXISTING FRAMING
NEW MASONRY WALL, REINFORCE W/
#5 AT 24" O.C. VERTICAL AND (2) #4
AT BOTTOM, TOP AND 48" O.C.
HORIZONTAL. WELD HORIZONTAL
BARS TO COLUMNS. SEE GENERAL
NOTES.
H S S 4 X 4 X 5 /1 6
9
SE-502
7
SE-503
EXISTING GLAZED TILE
NEW GLAZED TILE. MATCH
EXISTING, SEE VENEER NOTE
#5 VERTICAL AT CORNER
NEW 8" CMU WALL W/ #5 AT
24" O.C. VERTICAL, (2) #4 AT
48" O.C. HORIZONTAL
#5 NEAR END OF WALL
#5 AT 48" O.C.
EMBED 6" IN EPOXY
AS REQUIRED
16"
EXISTING 8" CMU
MP-2
EXISTIND DOUBLE DOOR
EXISTING CERAMIC TILE EXISTING 6" BLOCK
HSS4X4X5/16 TUBE FROM FLOOR TO
STRUCTURE ABOVE. BRACE TO STEEL
STRUCTURE ABOVE WITH 3X3X1/4 ANGLE
5/8"XREQUIRED THREADED ROD,
EMBED 4 1/2" IN 6" BLOCK AT 16" O.C.
USE SCREEN IF REQUIRED FOR EPOXY
1/4"X4"X4" SQUARE WASHER
PLAN VIEW
PROJECT NAME:
SHEET NAME:
OF
SHEET NUMBER:
DRAWN BY:
CHECKED BY:
PROJECT NO:
DOCUMENT STATUS
STATUS DATE
REVISIONS
CONSTRUCTION SET 06/28/2019
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SE-502
Checker
Project Number
Author
NO SCALESE-502
1 EXISTING DOOR INFILL IN MASONRY WALLS
NO SCALESE-502
2
NO SCALESE-502
3
NO SCALESE-502
4
NO SCALESE-502
5
NO SCALESE-502
6
NO SCALESE-502
7
NO SCALESE-502
8
NO SCALESE-502
9
NO SCALESE-502
10
NO SCALESE-502
11
NO SCALESE-502
12
NO SCALESE-502
13
NO SCALESE-502
14
NO. DESCRIPTION DATE
08/12/2019
0' - 6"0' - 6"
EXISTING W10X33 COLUMN
1/2" RODS AT 24" O.C. AND AT
EACH END WELD AND GRIND
SMOOTH
(2) 6X4X1/4 ANGLES
3/4"X4"XREQUIRED PLATE
1/2" STIFFENER AT CENTER
MASONRY INFILL, REINFORCE
WITH (2) #4 VERITCAL AND (2)
#4 HORIZONTAL AT 32" O.C.
1/4 4"
1/4
1/4
0' - 4"
TOP OF EXISTING FOUNDATION
NEW MASONRY WALL
EMBED DOWELS IN EPOXY 3" IN EXISTING
4" SLAB, 8" IN EXISTING FOUNDATION
WALLS OR GRADE BEAMS
MP-2, SEE SCHEDULE
EXISTING MASONRY ABOVE,
BRACE TO STRUCTURE
EXISTING MASONRY
A706 REINFORCING
3/16 2
MP-1
3'
-
0
"
3' - 0"
1/2" THRU RODS, WELD TO
EACH ANGLE AND GRIND
SMOOTH ((8) TOTAL)
EXISTING MASONRY
BOTH SIDES AND
TOP AND BOTTOM
6"X4"X5/16" ANGLES BOTH SIDES
OF WALL (4 SIDES OF OPENING)
PROVIDE BOND BEAM AT TOP
OF WALL, EXTEND 6" IN EPOXY
TO EXISTING MASONRY.
EXTEND TO TOP OF WALL
(2) #5 AT 32" O.C., EXTEND
TO TOP OF WALL
NEW MASONRY ABOVE TO EQUAL EXISTING
MASONRY HEIGHT. BRACE TO STRUCTURE
ABOVE
EMED 6" IN EPOXY, USE
SCREENS AS REQUIRED
EXISTING MASONRY
5/8" HEADED BOLTS AT 24" O.C.,
EMBED 6" IN EPOXY. USE
SCREENS AS REQUIRED.
EMBED VERTICAL
REINFORCING 6" IN
EPOXY
ML-1
MP-2
EXISTING MASONRY
4" FACE BRICK
2" AIR GAP
8" CMU
2" RIGID INSULATION
16" DEEP TRUSS
(2) 7/8"x#12 SELF TAPPING
SCREWS EACH STUD
METAL STUD WALL
3/16"X3" TITEN HD SCREWS AT
16" O.C. (ALIGN WITH STUDS)
7/8"X#12 SELF TAPPING
SCREWS AT EACH STUD
1/8" BENT PLATE AS
REQUIRED, CONTINUOUS
5/16"XREQUIREDX5" BENT
PLATE CONTINUOUS BETWEEN
JOISTS, W/ 3/4"X8" HEADED
ANCHOR STUDS AT 16" O.C.
METAL ROOF DECK
3/4 6" O.C.
EXTEND END
16" DEEP JOIST
METAL STUD WALL
WINDOW AS PER SPEC.
STUD WALL BRACE (16 GAUGE)
W18X35 BEAM
2½"X2½X1/4" ANGLE. BRACE AT
EACH JOIST (TO WEB OF BEAM)
HSS2½X2½X1/4 CONTINUOUS
TUBE BETWEEN JOISTS
3/16 2
3/16
3/16 2@12
METAL ROOF DECK
2½"X2½"X1/4" ANGLE
BRACE AT 8'-0" O.C.
METAL STUD WALL,
SEE ARCH.
WINDOW WALL,
SEE ARCH.
W10X30 BEAM
C8X11.5
SEE ARCH.
TYP.3/16
3/16
DECK
WELD 3/4 6" O.C.
HSS3X3X3/16 AT 8'-0" O.C.
1/4"X4"XCONT. PLATE
3/16 2@12
3" ±3" ±
EXISTING STEEL
BEAM (W10X21)
5/8"X8" WELDED ANCHOR STUDS
(2) #4 CONTINOUS, TYP.
VERTICAL REINFORCING IN
CENTER OF WALL, EXTEND TO
TOP OF WALL (24" O.C.)
FORMED CONCRETE BOND BEAM AT TOP
OF WALL. CAST TOP COURSE OF BLOCK
AND CONCRETE BOND BEAM TOGETHER
PROJECT NAME:
SHEET NAME:
OF
SHEET NUMBER:
DRAWN BY:
CHECKED BY:
PROJECT NO:
DOCUMENT STATUS
STATUS DATE
REVISIONS
CONSTRUCTION SET 06/28/2019
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SE-503
Checker
Project Number
Author
NO SCALESE-503
1
NO SCALESE-503
2
NO SCALESE-503
3
NO SCALESE-503
4
NO SCALESE-503
5
NO SCALESE-503
6
NO SCALESE-503
7
NO. DESCRIPTION DATE
08/03/2019
ROOF DECK, SEE PLAN
L3½"X3"X1/4" CONTINUOUS
STEEL BEAM, SEE PLAN
L2½"X2½"X1/4 AT EACH
HSS3 TUBE SECTION
4" TOTAL,
MIN.1/4
1/4
TYP. EACH
END 1/4 4" MIN.
ROOF BEAM, SEE PLAN
ROOF JOIST,
SEE PLAN
ROOF DECK, SEE PLANCONT. L-2½"X2"X1/4"
3/16
3/16 2½ @ 16
3/16 3 @ 18
STEEL BEAM, SEE PLAN
1/2" PLATE W/ (2)
3/4"Ø A325 BOLTS
STEEL COLUMN, SEE PLAN
5/8" CONTINUITY PLATE
TOP AND BOTTOM
CJP
CJP
TYP.1/4
SINGLE
PLATE TO
COLUMN 1/4
TYP.1/4
NOT USED
BRICK VENEER,
SEE ARCH.MASONRY WALL, SEE PLAN
ROOF DECK, SEE PLAN
3/4"X7"X12" PLATE W/ (2)
3/4"X8" HEADED ANCHOR
STUDS @ 16" O.C.
1/4
GROUT SOLID
SEE DETAIL 22 FOR ROOF DECK
CONNECTION BETWEEN JOISTS
3/16"X3" TITEN HD SCREWS AT
16" O.C. (ALIGN WITH STUDS)
7/8"X#12 SELF TAPPING
SCREWS AT EACH STUD
1/8" BENT PLATE AS
REQUIRED, CONTINUOUS
FOR CONTINUATION OF
FASCIA, SEE ARCHITECTURAL
DRAWINGS AND DETAIL
4/SE-503.
3/8" STIFFENER EACH SIDE
3/4"X7"X11" PLATE W/
(2) 3/4" ANCHOR
BOLTS, 12" MIN. EMBED
(2) #4 X 3'-0" DOWELS.
LAP W/ (2) #4 IN WALL
CMU WALL
STEEL BEAM, SEE PLAN
1/4
(2) 3X3X1/4 ANGLE
1/2" END PLATE W/
(4) 3/4" A325 BOLTS
3X3X1/4 ANGLE BRACE
1/2" END PLATE
1/4"X2¾"X6" PLATE WELD TO
3X3X1/4 ANGLE PRIOR TO
ERECTION W/ 3/16" FILLET
WELD FULL LENGTH
3X3X1/4 ANGLE BRACE
TYP.3/16 3" MIN.
3/16
TYP.3/16 3" MIN.
TYP.3/16 5" MIN.
EXISTING STEEL COLUMN
EXISTING STEEL COLUMN
(2) HSS6X6X1/4
TUBES
1/4 2@12
EXISTING ROOF DECK
1/2" PLATE
(2) 3/4"Ø A325 BOLT
(1) 3/4"Ø A325 BOLT
(2) 2½"X2½"X1/4" ANGLES
(2) 3X3X1/4 ANGLES
1/2" END PLATE W/ (4) 3/4"Ø A325 BOLTS
(2) HSS6X6X1/4 TUBES
EXISTING MASONRY WALL
EXISTING ROOF BEAM
EXISTING ROOF JOIST
3/16 3@9"
3/16
14
SE-511
3X3X1/4 ANGLE,
SEE 14/SE-501
EACH
ANGLE3/16 3" MIN.
1/2" STIFFENER
PLATE EACH SIDE
W24X76 STEEL BEAM,
SEE PLAN
HSS5X5X1/4 TUBE, SEE PLAN
3/4" CAP PLATE W/ (4) 3/4"Ø A325 BOLTS
FUTURE CONNECTION,
PROVIDE (6) HOLES FOR
3/4"Ø A325 BOLTS
FUTURE BEAM
1/4
1/4
AS REQ'D AS REQ'D
AS REQ'D
14 GAUGE X REQUIRED CONT. PLATE BETWEEN JOISTS
EXISTING 1½" ROOF DECK
SPECIAL 14
GAUGE TRACK
SPECIAL 16 GAUGE TRACK TO ALLOW 2"
INSERT INTO 14 GAUGE TRACK PLUS 2½"
FROM BOTTOM OF 14 GAUGE TRACK TO
CENTERLINE OF SCREW.
PROVIDE 2" CLEAR ALL AROUND
K-BRACE. STUDS ARE TO BE
SPACED TO MISS K-BRACE
(2) 6" STUD WALLS (600S137-33
STUDS AT 16" O.C. EACH WALL)
SOUND BATS AND SHEATHING PER
ARCH.
W24X76, SEE PLAN
(2) 1/2" HANGER RODS @
24" O.C. MAX. SPACING
C10X15.3 CONT. FOR
SKY FOLD DOOR
PROVIDE FOR 2" VERTICAL
MOVEMENT, TOP AND BOTTOM
INFILL W/ STUDS AND
GYB BOARD EACH SIDE.
WELD STUDS TO BEAM
3X3X1/4" ANGLE BRACE.
(1) 3/4" A325 BOLT EACH
END. USE LOCK NUTS
FINGER TIGHT
HSS5X3X1/4 @ EACH
K-BRACE LOCATION
(4) 7/8" LONG #12-24 SELF
TAPPING SCREWS AT 6" O.C.
0' - 5"
1/2"X4"X4" PLATE
1/4
TYP.1/4 4"
EXISTING TOP
CHORD TRUSS
EXISTING TRUSS
BOTTOM CHORD
0' - 3"
1/8"XREQ'D BENT PLATE
1/8 2@12
7/8"X#12 SELF TAPPING
SCREWS AT 8" O.C. EACH SIDE
2" W/O SNOW ON ROOF
2" W/O SNOW ON ROOF
0' - 2 1/4"
STUD WALL SCREWS
BY STUD WALL
INSTALLER
EXISTING TRUSS
BOTTOM CHORD
1/2" PLATES
3"X3"X1/4" ANGLE W/ 3/4"Ø
BOLTS EACH END. USE
LOCK NUTS, FINGER TIGHT W24X76
1/2" STIFFENER PLATE
HSS5X5X1/4 COLUMN
3/4" CAP PLATE
1/4
1/4
1/4 TYP.
1/4
TYP.
1/4 2"
EXISTING BOTTOM CHORD OF TRUSS
(2) HSS6X6X1/4 TUBES
3/8"X7"X12" PLATE EACH SIDE OF
(2) HSS6X6 TUBES W/ (2) 3/4" A307
BOLTS TO EACH TUBE. PROVIDE
LOCK NUTS, SNUG TIGHT. DO NOT
OVERTIGHTEN.
STUD WALLS NOT SHOWN FOR CLARITY
EACH END
2" W/O SNOW ON ROOF
2" W/O SNOW ON ROOF
0' - 4"
.
(2) 7/8" LONG #12-24
SELF TAPPING METAL
SCREW @ 6" O.C.
16 GAUGE TRACKS, TYP.
7/8" #12-24 SELF TAPPING
METAL SCREWS @ 12" O.C.
STUDS-600S137-33 MIN. @ 16" O.C.
16 GAUGE TRACK
(2) HSS6X6X1/4" BEAMS.
PROVIDE 1/2" CAMBER
1/8" PLATE
AS REQ'D AS REQ'D
AS REQ'D
SPECIAL 16 GAUGE TRACK
ALLOW FOR 2½" TO CENTER OF SCREW
600S137-33 STEEL
STUDS @ 16" O.C.
1/8 2@12
EXISTING METAL ROOF DECK
SEE ARCH.
1/8 2@12
WELD HORIZONTAL DOWELS
TO COLUMN, USE A706 . SEE
GENERAL NOTES
GROUT SOLID
SEE DETAIL 5/SE-511
BRICK VENEER, SEE ARCH
CJP TOP &
BOTTOM
FLANGE
INSULATION, SEE ARCH
8" CMU
SEE PLAN FOR COLUMN
AND BEAM SIZE
3/8"X5"X12" PLATE W/ (2) 5/8" TITEN
HD ANCHORS (4" EMBED) @ 24" O.C.
3/8"X1 1/2" SHIMS @ 36" O.C.
1/2"X5"X10" PLATE @ 48" O.C. W/
(2) 5/8"X7" HEADED STUD
ANCHORS
(2) 2½X2X1/4 ANGLES TO 12'-0" LONG. (2)
3X2½X1/4 ANGLES TO 15'-0" LONG. (ALL
ANGLES LONG LEG BACK TO BACK)
1/4
3/16
3" MIN. EACH ANGLE
TYP. EACH END
(4) 1/2" RODS, WELD ENDS
AND GRIND SMOOTH
(2) 4"X4"X5/16 AT 8" WALLS
(2) 6"X4"X5/16 AT 12" WALLS
HSS8X2X3/16 AT 8" WALLS
HSS12X2X1/4 AT 12" WALLS
1/2" THREADED RODS,
WELD AND GRIND SMOOTH.
EMBED 6" IN EPOXY.
PROVIDE LEVELING GROUT
0' - 3"
0' - 2"
NOTE: DO NOT OVERCUT AT CORNERS ANGLES AT BOTTOM WHERE
OPENING DOES NOT EXTEND
TO FLOOR AND SLABS ABOVE
3/8"X1 1/2" SHIMS @ 48" O.C.
1/2"X5"X10" PLATE @ 48" O.C.
W/ (2) 5/8"X7" HEADED STUD
ANCHORS
(2) 2½X2X1/4 ANGLES TO 12'-0" LONG. (2)
3X2½X1/4 ANGLES TO 15'-0" LONG. (ALL
ANGLES LONG LEG BACK TO BACK)
1/4
3/16
3" MIN. EACH ANGLE
TYP. EACH END
TOP CHORD OF
JOIST ABOVE
3/8"X1 1/2" SHIMS @ 48" O.C.
1/2"X5"X10" PLATE @ 48" O.C.
W/ (2) 5/8"X7" TITEN HD BOLTS
BY SIMPSON OR EQUAL
(2) 2½X2X1/4 ANGLES TO 12'-0" LONG. (2)
3X2½X1/4 ANGLES TO 15'-0" LONG. (ALL
ANGLES LONG LEG BACK TO BACK)
1/4
3/16
3" MIN. EACH ANGLE
TYP. EACH END
TOP CHORD OF JOIST OR TOP
FLANGE OF BEAM ABOVE
EXISTING MASONRY WALL
(GROUT TOP 8" IF NOT GROUTED)
8" WALLS
USE (2) 3½X3½X1/4 ANGLES (LONG LEGS
BACK TO BACK) DOORS UP TO 48" WIDE AND
(2) 4X3½X5/16 ANGLES LONG LEG BACK TO
BACK FOR DOORS UP TO 72" WIDE.
12" WALLS
NEW 12" MASONRY WALLS, USE (2) 5X5X5/16
ANGLES (VERTICAL LEGS BACK TO BACK)
FOR OPENINGS 72" WIDE.
NEW MASONRY WALL, #5
@ 24" O.C. VERTICAL, (2) #
4 HORIZONTAL @ 48" O.C.
EXISTING CONCRETE
SLAB ON METAL DECK
EMBED VERTICAL 2½" IN EPOXY
EXISTING MASONRY WALL
REMOVE EXISTING
MASONRY AS REQUIRED.
INSTALL ANGLES AND
GROUT SOLID AROUND END
EXTEND REINFORCING TO TOP OF WALL
PROVIDE HOLE FOR #5 REBAR.
EXISTING 8" MASONRY WALL.
SEE DETAIL 19/SE-501 FOR
ADDED INFORMATION
HOOK AT ENDS
(2) #4 IN TOP AND BOTTOM
OF 16" DEEP BOND BEAM
SAW CUT 7" WIDE X LINTEL
DEPTH OPENING AND GROUT
W/ MASONRY LINTEL
EXISTING MASONRY WALL
(MAY BE CONCRETE AT
SIMILAR CONDITION)
(1) #4X40" DOWEL TO EXISTING MASONRY
WALL. EMBED 6" IN EPOXY, USE WIRE
SCREEN AS REQUIRED.
NEW MASONRY WALL (CERAMIC-TILE
COATED, WHERE REQUIRED). #5 @ 24" O.C.
VERTICAL. (2) #4 @ 48" O.C. HORIZONTAL
GLAZED TILE
SEE ANGLE LINTEL SCHEDULE
SEE MASONRY LINTEL SCHEDULE
1/2"X5"X10" PLATE @ 48" O.C.
W/ (2) 5/8" BOLTS IN EPOXY.
(USE SCREEN IF REQUIRED)
TOP CHORD OF JOIST OR TOP
FLANGE OF BEAM ABOVE
EXISTING BEAM
EXISITNG MASONRY WALL
1/2"X5"X10" PLATE @ 48" O.C. W/
(2) 5/8" BENT ANCHOR BOLTS
EXISTING BEAM
NEW MASONRY
INFILL WALL
TOP CHORD OF JOIST OR TOP
FLANGE OF BEAM ABOVE
PROJECT NAME:
SHEET NAME:
OF
SHEET NUMBER:
DRAWN BY:
CHECKED BY:
PROJECT NO:
DOCUMENT STATUS
STATUS DATE
REVISIONS
CONSTRUCTION SET 06/28/2019
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SE-511
Checker
Project Number
Author
NO SCALESE-511
1
NO SCALESE-511
3
NO SCALESE-511
5
NO SCALESE-511
4
NO SCALESE-511
6
NO SCALESE-511
2
NO SCALESE-511
14
NO SCALESE-511
13
NO SCALESE-511
12
NO SCALESE-511
11
NO SCALESE-511
10
NO SCALESE-511
9
NO SCALESE-511
8
NO SCALESE-511
7
NO SCALESE-511
16
NO SCALESE-511
15 FOR OPENINGS UP TO 72" WIDE
NO SCALESE-511
17
NO SCALESE-511
18
NO SCALESE-511
19
NO SCALESE-511
20
NO SCALESE-511
21
NO SCALESE-511
22
NO SCALESE-511
23
NO SCALESE-511
24
NO. DESCRIPTION DATE
08/12/2019
EXISTING 12" MASONRY WALL,
SEE PLAN
1/2" ROD AT 24" O.C. WELD
ENDS AND GRIND SMOOTH
(2) 6X4X5/16 ANGLE LINTEL. PROVIDE
6" BEARING EACH END. DO NOT
OVERCUT OPENINGS AT CORNERS
SAW CUT NEW OPENING. DO NOT
OVERCOVER AT CORNERS
EXISTING 12" MASONRY WALL
1/2" ROD AT 24" O.C. WELD
ENDS AND GRIND SMOOTH.
REMOVE BRICK VENEER AS
REQUIRED AND REPLACE
AFTER INSTALLING ANGLES.
6X6X5/16 ANGLES
3½X3X1/4 ANGLE LINTEL
EXISTING BRICK
VENEER
3/16 2 @ 24"
PROVIDE 6" BEARING FOR ANGLE
LINTELS EACH END. DO NOT
OVERCUT OPENING AT CORNERS
EXISTING MASONRY WALL
#6 @ 24" O.C.
(2) 6X4X5/16" ANGLES
1/2" RODS @ 24" O.C. WELD
ENDS AND GRIND SMOOTH
EXISTING MASONRY ABOVE
EXISTING DOOR
EMBED 6" IN EPOXY
NEW MASONRY INFILL WALL
EMBED 6" IN EPOXY
(2) #4 @ 48" O.C.
0' - 4"
6" MIN. TYP.
1/2" RODS @ 24" O.C. WELD
AND GRIND SMOOTH
(2) 4X4X1/4 ANGLES
BRACE TOP OF WALL AT
BOTH SIDES OF OPENING.
SEE DETAIL 16,17,18/SE-511
SIM.
PROVIDE ADEQUATE SHORING
SAWCUT OPENING. DO NOT
OVERCUT AT CORNERS
FOR OPENINGS TO 48" WIDE, SEE
DETAIL 15/SE-511 FOR OPENINGS
TO 6'-0" WIDE IN 8" WALLS.
6" BEARING
6" BEARING
EXISTING MASONRY WALL
1/2" ROD AT 24" O.C. WELD
ENDS AND GRIND SMOOTH
(2) 6X6X5/16 ANGLE LINTEL. PROVIDE
6" BEARING EACH END
SAW CUT NEW OPENING. DO NOT
OVERCOVER AT CORNERS
EXISTING 8" CMU EXISTING 4" CERAMIC TILE
NEW OPENING
EXISTING MASONRY (8" CMU,
4" CERAMIC TILE)
EXISTING FOUNDATION WALL
BRACE WALL ABOVE CEILING FAR SIDE TO
STRUCTURE ABOVE. EACH SIDE OF EXISTING DOOR
TO BE GROUTED AND AT SOUTH EDGE OF NEW DOOR,
ATTACH NEW CERAMIC TILE TO BLOCK WALL W/ (3)
WIRE LADDER TYPE JOINT REINFORCING.
5
SE-512
17
SE-511
8" MASONRY WALL TO BE REINFORCED W/ #5
VERTICAL @ 24" O.C. AND (2) #4 HORIZONTAL
@ 48" O.C. EMBED 8" IN EPOXY TO EXISTING
FOUNDATION WALL AND 6" IN EPOXY AT
EXISTING MASONRY.
EXISTING MASONRY WALL
AND CERAMIC TILE
EXISTING
MASONRY WALL
8" MASONRY WALL
CAULK JOINT
EXISTING MASONRY
AND STEEL COLUMN
STUD WALLS
8" WALL ABOVE
LINTEL ANGLES
(2) 4X3 1/2X5/16 ANGLES. 6"
BEARING ON MASONRY,
WELD TO COLUMN
8" MASONRY WALL
6" MASONRY
6" SPACE
EXISTING 4" CMU
EXISTING 4" GLAZED TILE
EXISTING W10X21 BEAM
EXISTING 6X15.5 COLUMN
NEW MASONRY WALL BELOW
EXISTING BEAM, SEE PLAN
1/4
4 PLACES
20" TOTAL1/4 51/2" PLATE
EXISTING 4½" CONCRETE SLAB
EXISTING 14X22 BEAM
EXISTING 6X15 COLUMN
EXISTING 10X21 BEAM
EXISTING 14X22 BEAM
EXISTING 6X15 COLUMN
EXISTING 10X21 BEAM
HSS4X4X1/4
HSS6X4X1/4
TYP.1/4
0' - 6"
TYP.
1/4 4"
5/8" PLATE TYPICALTYP.
1/4 4"
TYP.1/4 4"
HSS4X4X1/4
1/4 2
ROOF JOIST
L2X2X1/4 ANGLE BRACE FROM ANGLE BEARING
TO BOTTOM CHORD PANEL POINT (NOT REQ'D IF
ANGLE BEARS AT TOP CHORD PANEL POINT)
DECK OPENING
L6X4X5/16 ANGLE (LLV)
TO 10'-0" SPAN
L6X4X5/16 FROM 1'-0"
TO 3'-0" SPAN
L3X3X1/4 FROM 1'-0"
LLV (TYP.)
EXISTING STEEL ROOF
JOIST, TYP.
EXISTING STEEL ROOF
JOIST, TYP.
B
A
A
B
NOTE:
USE THIS DETAIL AT OPENINGS 10" OR GREATER. OPENINGS LESS
THAN 12" SHALL BE REINFORCED WITH 16 GAUGE PLATE, 10" LARGER
THAN OPENING IN ALL DIRECTIONS & FASTENED TO DECK @ 6" O.C.
AROUND THE OPENING AND THE PLATE PERIMETER.
NOTE: IF LOW POINT OF
DECK OCCURS OVER
ANGLE, WELD W/ 3/4"Ø
PUDDLE WELDS AT 12" O.C.
SE
E
P
L
A
N
3/4 6"
BRACE3/16 2
3/16
FLOOR BEAM
FLOOR BEAM
CHANNEL
CHANNEL
CHANNEL
9'-0" TO 12'-0"C8X11.5
LENGTH
1'-0" TO 6'-0"
6'-0" TO 9'-0"
CHANNEL
C6X8.2
C7X9.8
A
B
B
A
EXISTING CONC. SLAB ON
METAL DECK, SEE PLAN
1/4" BENT PLATE ALL AROUND OPENING
WITH 1/2" TITEN HD BOLTS BY SIMPSON
OR EQUAL W/ 3½" MIN. EMBED AT 16" O.C.
CHANNEL
EXISTING CONCRETE
SLAB ON METAL DECK.
FLOOR BEAM
CHANNEL
1/4" BENT PLATE ALL AROUND OPENING
WITH 1/2" TITEN HD BOLTS BY SIMPSON
OR EQUAL W/ 3½" MIN. EMBED AT 16" O.C.
1/4
1/4
1/4 2@12
1/4 2@12
1/4
NOTE:
USE THIS DETAIL AT OPENINGS 8" OR GREATER. OPENINGS
LESS THAN 8" SHALL BE CORE DRILLED AND LOCATED TO
MISS STRUCTURE. WHEN SAWCUTTING OPENINGS IN
CONCRETE ON METAL DECK, DO NOT OVERCUT AT CORNERS.
36" MAX. IF MORE THAN 36",
CONTACT STRUCTURAL
ENGINEER
36" MAX. IF MORE THAN 36",
CONTACT STRUCTURAL
ENGINEER
1/4" GAP
BOTTOM CHORD LOADS
TOP CHORD LOAD
DOUBLE ANGLE
STRUT (1) EACH SIDE
PANEL POINT
0' - 6"0' - 6"
3/16
CONCENTRATED LOADS ON BOTTOM CHORD OF JOISTS
NOTES:
1.PROVIDE DOUBLE ANGLE STRUTS BETWEEN CONCENTRATED LOAD AND PANEL
POINT ON OPPOSITE CHORD WHERE CONCENTRATED LOADS EXCEED 150#.
ANGLE STRUTS SHALL BE AS FOLLOWS:
2.WHERE CONCENTRATED LOADS OCCUR WITHIN 6" OF PANEL POINT, NO STRUT
IS REQUIRED.
± 6" MAX.2
2
1 1
15
SE-512
#4 AT 12" O.C.
NEW CONCRETE STEPS
#5 AT 12" O.C. EMBED 3½ IN EPOXY.
DO NOT BREAK OUT BOTTOM SLAB.
VERIFY LOCATION OF EXISTING
REINFORCING. LOCATE #5 TO MISS
EXISTING REINFORCING.
(3) #5 CONT.
10"
4"
EXISTING STRUCTURE
PROJECT NAME:
SHEET NAME:
OF
SHEET NUMBER:
DRAWN BY:
CHECKED BY:
PROJECT NO:
DOCUMENT STATUS
STATUS DATE
REVISIONS
CONSTRUCTION SET 06/28/2019
6/
2
6
/
2
0
1
9
2
:
4
6
:
4
0
P
M
C
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SE-512
Checker
Project Number
Author
NO SCALESE-512
1
NO SCALESE-512
2
NO SCALESE-512
3
NO SCALESE-512
4
NO SCALESE-512
5
NO SCALESE-512
6
NO SCALESE-512
7
NO SCALESE-512
8
NO SCALESE-512
9
NO SCALESE-512
10
NO SCALESE-512
11 OPENING IN EXISTING ROOF DECK
NO SCALESE-512
12
30" TO 48" (2) L2X2X1/4
UP TO 30" (2) L1 1/2 X 1 1/2 X 1/4
DEPTH OF JOIST ANGLE SIZE
NO SCALESE-512
13
NO SCALESE-512
14
NO SCALESE-512
15
NO. DESCRIPTION DATE
08/03/2019