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S1.1

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Page 1: 㜀 吀伀 㐀㔀尩 26.7,-26.7 26.7,-32.1 27.5,-33.8 28.6,-35.9 29.4

S1.1

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5. ADJACENT COLUMN FOOTINGS THAT ABUT SHALL BE SEPARATED BY A PAPER JOINT.
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4. EDGES OF FOOTINGS SHALL NOT BE PLACED AT A GREATER THAN 1 (VERTICAL)
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3. THE BOTTOMS OF EXTERIOR FOOTINGS SHALL BE 36 IN. MINIMUM BELOW
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2. SPREAD FOOTINGS SHALL BEAR ON UNDISTURBED SOIL OR COMPACTED
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1. FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE GEOTECHNICAL
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%%UFOUNDATIONS
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TO 2 (HORIZ) SLOPE WITH RESPECT TO ANY ADJACENT FOOTING OR EXCAVATION.
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STRUCTURAL FILL HAVING A MINIMUM SAFE BEARING CAPACITY OF 3 KSF.
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ENGINEER'S REPORT PREPARED BY DAVID BLACKMORE & ASSOCIATES INC, POTTSTOWN,PA
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%%USTRUCTURAL NOTES:
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STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS."
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3. BOLTED CONNECTIONS SHALL CONFORM TO RCSC'S "SPECIFICATIONS FOR
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STRUCTURAL STEEL WF SHAPES ASTM A992
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OTHER STRUCTURAL STEEL SHAPES ASTM A36, UNO
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ROUND PIPE ASTM A53, TYPE E OR S
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DESIGNATIONS, UNO:
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TENSILE STRENGTH OF 70 KSI.
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MEMBERS THAT ARE FABRICATED WITH SLOTTED HOLES SHALL BE SLIP-
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BEAMS, THE CONNECTION CAPACITY SHALL BE AT LEAST 50%%% OF THE MAXIMUM TOTAL
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SHRINKAGE-RESISTANT GROUT CONFORMING TO ASTM C1107 HAVING A MINIMUM
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HIGH STRENGTH BOLTS ASTM A325 [A490]
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ANCHOR RODS ASTM F1554, GRADE 36 [55] [105]
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"STRUCTURAL WELDING CODE - STEEL". ELECTRODES SHALL HAVE A MINIMUM
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"MAXIMUM TOTAL UNIFORM LOAD" TABLES IN THE AISC MANUAL. FOR NON-COMPOSITE
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SQUARE & RECTANGULAR HSS ASTM A500, GRADE C
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%%USTRUCTURAL STEEL
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1. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING DESIGNATIONS:
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2. BOLTS SHALL BE MINIMUM 3/4 IN. DIA. AND SHALL CONFORM TO THE FOLLOWING
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4. WELDING, WELDING ELECTRODES, AND FLUXES SHALL CONFORM TO AWS D1.1
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5. GROUT UNDER STEEL COLUMN OR POST BASE PLATES SHALL BE NONMETALLIC,
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6. HIGH STRENGTH BOLTED CONNECTIONS SHALL BE TIGHTENED TO THE SNUG-
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7. HIGH-STRENGTH BOLTS IN MOMENT CONNECTIONS (MOMENT PLATES AND SHEAR
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8. HIGH STRENGTH BOLTS IN CONNECTIONS USED FOR KICKERS AND BRACING
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10. MINIMUM CAPACITY OF BEAM CONNECTIONS: DESIGN CONNECTIONS USING THE
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11. PROVIDE FULL DEPTH CONNECTIONS AT BEAM OR GIRDER TO COLUMN CONNECTION.
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SPECIFICATION FOR WOOD CONSTRUCTION."
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1. STRUCTURAL LUMBER SHALL CONFORM TO AF&PA'S NDS, "NATIONAL DESIGN
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2. STRUCTURAL LUMBER SHALL BE NO. 2 S-P-F, VISUALLY GRADED, OR BETTER.
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%%USUBMITTALS
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%%UCONCRETE SLABS ON METAL DECK
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DECK AND STRUCTURE DEFLECTIONS.
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1. CONCRETE SLABS ON METAL DECK SHALL BE NORMAL WEIGHT WITH A MINIMUM
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28-DAY DESIGN COMPRESSIVE STRENGTH OF 3,500 PSI.
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2. CONCRETE SLABS ON METAL DECK SHALL BE FINISHED LEVEL, UNO,
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MAINTAINING SPECIFIED MINIMUM SLAB THICKNESS. CONTRACTOR SHALL ALLOW
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FOR ADDITIONAL CONCRETE OVER THE SPECIFIED MINIMUM TO ACCOUNT FOR METAL
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CONDITIONS AND NOTIFY THE ENGINEER OF ANY DISCREPANCIES PRIOR TO
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PROCEEDING WITH THE AFFECTED PORTION OF THE WORK.
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AFFECTED PORTION OF THE WORK.
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CONSIDERED TYPICAL FOR SIMILAR CONDITIONS THAT DO NOT HAVE
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SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. FOR INCONSISTENCIES
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BETWEEN STRUCTURAL DRAWINGS, THE SPECIFICATIONS, AND ANY CODE OF
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THE ENGINEER SHALL BE NOTIFIED PRIOR TO PROCEEDING WITH THE
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DOCUMENTS, INCLUDING ARCHITECTURAL, M/E/P, AND SITE DOCUMENTS.
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COORDINATE WITH THESE DOCUMENTS FOR LOCATIONS AND DIMENSIONS OF
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OPENINGS, CHASES, INSERTS, REGLETS, SLEEVES, DEPRESSIONS, ETC., NOT
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INDICATED ON THE STRUCTURAL DOCUMENTS. ALL DIMENSIONS AND
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CONDITIONS, EXISTING AND NEW, SHALL BE FIELD VERIFIED. THE ENGINEER
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SHALL BE NOTIFIED OF DISCREPANCIES PRIOR TO PROCEEDING WITH THE
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COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION
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PROCEDURES AND SEQUENCE TO ENSURE STABILITY AND SAFETY DURING
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CONSTRUCTION. THIS INCLUDES, BUT IS NOT LIMITED TO, THE ADDITION OF
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1. STRUCTURAL NOTES ARE NOT INTENDED TO REPLACE SPECIFICATIONS. SEE
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2. STRUCTURAL CONSTRUCTION DOCUMENTS SHALL BE USED WITH OTHER CONSTRUCTION
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3. THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AFTER THE BUILDING IS
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FOLLOWED, INCLUDING THE FEDERAL DEPARTMENT OF LABOR OSHA.
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4. SECTIONS AND DETAILS SHOWN ON ANY STRUCTURAL DOCUMENTS SHALL BE
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5. APPLICABLE FEDERAL, STATE AND MUNICIPAL REGULATIONS SHALL BE
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TO BE TRUE AND EXACT. CONTRACTOR(S) SHALL FIELD VERIFY EXISTING
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(EXISTING DRAWINGS, FIELD SURVEYS, ETC.) AND ARE NOT GUARANTEED
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1. EXISTING CONDITIONS INDICATED ARE OBTAINED FROM AVAILABLE SOURCES
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%%UEXISTING CONDITIONS
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%%UGENERAL
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2. SEE ARCHITECTURAL DRAWINGS FOR EXTENT OF DEMOLITION OF EXISTING
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CONSTRUCTION. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE
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STANDARD PRACTICE, THE STRICTER REQUIREMENT SHALL APPLY, AND
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SHEETING, SHORING, TEMPORARY BRACING, GUYS, AND TIEDOWNS. THE
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CONTRACTOR SHALL PROVIDE SHORING AND BRACING NECESSARY TO PROTECT
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EXISTING AND ADJACENT STRUCTURES.
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UNIFORM LOAD, UNO. FOR COMPOSITE BEAMS, THE CONNECTION CAPACITY SHALL BE AT
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%%UWOOD
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%%UMECHANICAL ROOFTOP EQPT CURBS, OPENINGS & ROOF ACCESS
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1. PROVIDE FRAMING FOR ALL ROOFTOP EQUIPMENT CURBS AND OPENINGS, AND
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ROOF ACCESS, IN NEW AND EXISTING CONSTRUCTION ACCORDING TO TYPICAL
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2. COORDINATE SIZES AND LOCATIONS OF CURBS AND OPENINGS WITH MECHANICAL
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DRAWINGS AND MECHANICAL CONTRACTOR AND ROOF ACCESS OPENINGS WITH
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ARCHITECTURAL DRAWINGS. CURBS AND OPENINGS SHALL BE CENTERED BETWEEN
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3. ALL ROOF JOISTS AND TRUSSES (NEW AND EXISTING) SHALL BE REINFORCED FOR
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OFF-PANEL POINTS LOADS ACCORDING TO TYPICAL DETAIL.
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3. CONTRACTOR IS RESPONSIBLE FOR COORDINATING ALL TYPICAL DETAIL
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2. TYPICAL DETAILS ARE GENERALLY NOT CUT ON THE PLANS.
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1. TYPICAL DETAILS APPLY AT ALL APPROPRIATE LOCATIONS.
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%%UTYPICAL DETAILS
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APPLICATIONS.
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%%UDRILLED ANCHORS
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3. GROUT CMU COURSES CONT AT ANCHORS FOR 8" MIN ABOVE & BELOW ANCHOR LINES.
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1. EXPANSION ANCHORS SHALL BE (UNO):
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12. PROVIDE COLUMN CAP PLATES AS FOLLOWS, UNO:
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FOR DECK BEARING: 1/4" THICK (PROVIDE WHERE BEAMS DO NOT
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FRAME INTO BOTH SIDES OF WEB.)
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FOR JOIST BEARING: 1/2" THICK AT K-SERIES JOISTS.
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3/4" THICK AT LH & DLH JOISTS.
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1" THICK AT JOIST GIRDERS.
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FOR BEAM BEARING: SEE TYPICAL DETAILS, 3/4" THICK MIN.
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FOR MOMENT CONNECTIONS: SEE TYPICAL DETAILS.
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PROVIDE COLUMN CAP PLATES AT ALL SQUARE, RECTANGULAR AND ROUND HSS COLUMNS.
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13. WEB STIFFENERS SHALL BE PROVIDED IN WF SHAPES AS FOLLOWS:
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%%UCOLUMN WEBS:%%U AT FULLY-DEVELOPED MOMENT CONNECTIONS. STIFFENERS
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SHALL BE COMPLETE-PENETRATION GROOVE WELDED, SAME THICKNESS AND
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GRADE AS BEAM FLANGES. WHERE MOMENT CONNECTIONS OCCUR ON COLUMN
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FLANGES AND COLUMN WEBS, STIFFENER THICKNESS SHALL EQUAL THE VECTOR
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SUMMATION OF THE RESPECTIVE BEAM FLANGE THICKNESSES.
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%%UBEAM WEBS:%%U WHERE BEAM BEARS ON COLUMN, SAME THICKNESS AND STRENGTH AS
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COLUMN FLANGES.
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%%UBEAM WEBS:%%U WHERE COLUMN BEARS ON BEAM, SAME THICKNESS AND STRENGTH AS
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COLUMN FLANGES.
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1. CONTRACTOR SHALL PROVIDE COMPLETE DESIGN, ERECTION, MAINTENANCE,
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AND MONITORING OF SUPPORT AND UNDERPINNING SYSTEM TO SAFELY
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COMPLETE THE PERMANENT WORKS, TO PREVENT DAMAGE TO EXISTING
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BUILDINGS, AND TO PERMANENTLY SUPPORT EXISTING BUILDING ELEMENTS
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ADJACENT TO THE NEW WORK.
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2. CONTRACTOR SHALL ENGAGE AND ASSIGN SUPERVISION OF SUPPORT AND
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UNDERPINNING SYSTEM TO A QUALIFIED PROFESSIONAL ENGINEER FOUNDATION
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CONSULTANT.
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3. THE SUPPORT AND UNDERPINNING SYSTEM SHALL BE SELECTED, DESIGNED AND
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SUPERVISED BY THE QUALIFIED PROFESSIONAL ENGINEER. ENGINEER SHALL BE
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LEGALLY AUTHORIZED TO PRACTICE IN JURISDICTION WHERE PROJECT IS
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LOCATED.
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4. SUPPORT INCLUDES THE FACILITIES REQUIRED TO PREVENT MOVEMENT OF
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EXISTING STRUCTURES UNTIL COMPLETION OF THE UNDERPINNING AND NEW
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FOUNDATIONS. INCLUDE NEEDLING, SHORING, PROPPING, BRACING, CRIBBING
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AND SHEETING.
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5. UNDERPINNING INCLUDES THE PERMANENT CONSTRUCTION WHICH DIRECTLY
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TRANSMITS EXISTING STRUCTURE FOUNDATION LOADS TO A LOWER BEARING
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ELEVATION, WHICH RESISTS LATERAL EARTH PRESSURES, AND WHICH PRESERVES
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THE STRUCTURES BEING UNDERPINNED. INCLUDE FORMS, REINFORCEMENT,
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6. SUBMIT CERTIFICATION LETTER SIGNED AND SEALED BY THE CONSULTANT
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CERTIFYING THAT THE SUPPORT AND UNDERPINNING SYSTEM AS DESIGNED AND
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INSTALLED ARE IN COMPLIANCE WITH THE REQUIREMENTS AND GOVERNING
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CODES AND WILL NOT PRODUCE DAMAGING SETTLEMENTS IN THE EXISTING
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BUILDING STRUCTURES.
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%%USUPPORT AND UNDERPINNING SYSTEM
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FINISHED GRADE.
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DAY DESIGN COMPRESSIVE STRENGTH AS FOLLOWS:
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6. FOUNDATION CONCRETE SHALL BE NORMAL WEIGHT HAVING A MINIMUM 28
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SPREAD FOOTINGS 4000 PSI
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WALLS & PIERS 4000 PSI
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SLAB-ON-GRADE (INTERIOR) 3500 PSI
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SLAB-ON-GRADE (EXTERIOR) 4500 PSI, 0.45 W/C MAX.
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STEEL BARS, ANGLES AND PLATES ASTM A36, UNO
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TIGHT CONDITION, UNO.
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TENSIONED.
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CRITICAL. IF STANDARD HOLES ARE USED, BOLTS SHALL BE FULLY PRE-
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2. CONCRETE REINFORCING SHALL CONFORM TO THE FOLLOWING DESIGNATIONS:
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DEFORMED BARS ASTM A615, GRADE 60
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DEFORMED BARS (WELDABLE) ASTM A706
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WELDED WIRE FABRIC ASTM A1064
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3. LAP DEFORMED BARS 40 DIA., UNO. PROVIDE CORNER AND L BARS AT CORNERS
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AND INTERSECTIONS. REINFORCING INDICATED AS CONTINUOUS SHALL BE LAPPED.
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HOOKS SHALL BE STANDARD HOOKS, UNO. LAP WELDED WIRE FABRIC SUCH THAT
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THE OVERLAP OF THE OUTERMOST CROSS-WIRES OF EACH ADJOINING SHEET IS NOT
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4. CONCRETE PROTECTION FOR REINFORCEMENT:
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CONCRETE CAST AGAINST AND PERMANENTLY
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EXPOSED TO EARTH: 3 IN.
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CONCRETE EXPOSED TO EARTH OR WEATHER:
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NO. 6 THROUGH NO. 18 BARS: 2 IN.
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NO. 5 BAR AND SMALLER: 1-1/2 IN.
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CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:
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SLABS, WALLS, JOISTS:
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NO. 14 AND NO. 18 BARS 1-1/2 IN.
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NO. 11 BAR AND SMALLER: 3/4 IN.
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BEAMS, COLUMNS, PIERS: 1-1/2 IN.
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5. REINFORCING FOR SLABS ON GRADE, WHERE NOT OTHERWISE SPECIFIED, SHALL
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BE AS FOLLOWS:
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REINFORCING BARS: SEE FOUNDATION AND TYPICAL DETAILS. AT SLAB
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WIRE MESH: 6x6-W2.9 x W2.9 WWF. REINFORCING SHALL BE
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SUPPORTED AT MID-DEPTH OF SLAB.
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6. REINFORCING FOR CONCRETE TOPPING, WHERE NOT OTHERWISE SPECIFIED,
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SHALL BE AS FOLLOWS:
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REINFORCING BARS: SEE FRAMING AND TYPICAL DETAILS. AT SLAB
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WIRE MESH: 6x6-W2.9 x W2.9 WWF. REINFORCING SHALL BE
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SUPPORTED 1 IN. BELOW TOP OF SLAB.
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7. WELDING, WELDING ELECTRODES AND FLUXES SHALL CONFORM TO AWS D1.4
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"STRUCTURAL WELDING CODE - REINFORCED STEEL". ELECTRODES SHALL
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HAVE A MINIMUM TENSILE STRENGTH OF 70 KSI. ASTM A706 BARS OR DBA'S
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SHALL BE USED IN ALL WELDED APPLICATIONS.
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%%UCONCRETE REINFORCING
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%%UGYPSUM BOARD/COLD FORMED STEEL SHEAR WALLS
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1. SEE COLD FORMED STEEL FRAMING NOTES.
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2. GYPSUM WALLBOARD SHALL CONFORM TO ASTM C36.
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3. STEEL SELF DRILLING SCREWS SHALL CONFORM TO ASTM C1002.
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4. STEEL STUDS SHALL BE MINIMUM 3-5/8 INCH, 16 GAGE, WITH 1-5/8 INCH FLANGES
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SPACED AT 16 INCHES O/C MAX. PROVIDE DOUBLED STUDS AT WALL ENDS.
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5. GYPSUM WALLBOARD SHALL BE MINIMUM 1/2 INCH THICK, PLACED ON BOTH
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SIDES OF STUD.
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6. SCREWS SHALL BE MINIMUM NO. 6 X 1 INCH, SPACED AT 12 INCHES O/C, AT ALL
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STUDS AND TRACKS.
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3. GLUED LAMINATED TIMBER SHALL CONFORM TO THE CURRENT EDITIONS OF
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AF&PA'S NDS, AITC 117, "DESIGN STANDARD SPECIFICATIONS FOR STRUCTURAL
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GLUED LAMINATED TIMBER FOR SOFTWOOD SPECIES", AND AITC A 190.1,
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"STRUCTURAL GLUED LAMINATED TIMBER".
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4. GLUED LAMINATED TIMBER SHALL BE VISUALLY GRADED SOUTHERN PINE,
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COMBINATION 20F-V1 (MIN.).
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5. LAMINATED VENEER LUMBER (LVL) SHALL BE AS MANUFACTURED BY iLEVEL,
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OR EQUIVALENT. LVL'S SHALL NOT BE EXPOSED TO THE
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6. PARALLEL STRAND LUMBER (PSL) SHALL BE AS MANUFACTURED BY iLEVEL,
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OR EQUIVALENT. PSL'S EXPOSED TO THE ENVIRONMENT SHALL BE
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10. PLYWOOD SHALL CONFORM TO APA'S "PANEL DESIGN SPECIFICATION", PDS-04,
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AND DOC'S PS 1, "CONSTRUCTION AND INDUSTRIAL PLYWOOD". ALL JOINTS
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SHALL BE STAGGERED. PANELS SHALL BE INSTALLED WITH THE LONG DIMENSION
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ACROSS SUPPORTS. NAILING SHALL COMPLY WITH MINIMUM APA REQUIREMENTS
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11. PLYWOOD ROOF SHEATHING SHALL BE APA STRUCTURAL I RATED SHEATHING,
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EXPOSURE 1, THICKNESS AS INDICATED. PROVIDE PANEL CLIPS AT
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14. PLYWOOD SUB-FLOORING SHALL BE APA RATED STURD-I-FLOOR, EXPOSURE 1,
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THICKNESS AS INDICATED, WITH TONGUE AND GROOVE EDGES. FIELD-GLUE
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15. CONNECTIONS SHALL BE MADE USING PREFABRICATED CONNECTORS.
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CONNECTOR SIZE AND CAPACITY SHALL MATCH MEMBER SIZE AND CAPACITY.
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TOE-NAILING IS NOT PERMITTED.
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16. MINIMUM FASTENING SHALL CONFORM TO IBC TABLE 2304.9.1, "FASTENING
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SCHEDULE".
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17. HEADERS AT NON LOAD BEARING CONDITIONS SHALL BE AS FOLLOW:
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2X4 WALLS:
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OPENINGS UP TO 9'-0" (2) 2X8 + 1/2" PLYWOOD
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18. PROVIDE CONTINUOUS SOLID BLOCKING OR CROSS-BRIDGING LINES AT 8'-0" O/C
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MAX., ONE LINE MINIMUM. PROVIDE ADDITIONAL BRIDGING FOR
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MANUFACTURED WOOD PRODUCTS (JOISTS, TRUSSES, ETC.) AS SPECIFIED BY
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19. REFER TO STRUCTURAL DESIGN CRITERIA FOR TRUSS DESIGN LOADS.
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4. RE-USE EXISTING OPENINGS WHERE POSSIBLE.
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HILTI KWIK BOLT III, DEWALT/POWERS POWER-STUD+SD1, OR EQUIVALENT
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4. ANCHORS IN EXTERIOR APPLICATIONS SHALL BE HOT-DIPPED GALV.
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CONNECTIONS) SHALL BE SLIP CRITICAL, UNO, AND SHALL BE TIGHTENED IN
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LEAST 80%%% OF THE MAXIMUM TOTAL UNIFORM LOAD, UNO. REACTIONS NOTED ON
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CONCRETE, GROUT, SHIMS, AND TIEBACKS.
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21. ALL FASTENERS AND PREFABRICATED CONNECTORS USED WITH PRESERVATIVE
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TREATED WOOD SHALL HAVE A HOT-DIP GALVANIZING G185 COATING
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ACCORDING TO ASTM A153 AND A123. (TYPE A304 OR 306 STAINLESS STEEL
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INTERNAL PRESSURE COEFF. %%P0.18
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LIVE = 30 PSF LIVE = 10 PSF (TYP)
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BE REVISED BASED UPON ACTUAL SUPPLIED EQUIPMENT AND SUPPORT DETAILS.
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%%UTOP CHORD%%U %%UBOTTOM CHORD%%U
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DEAD = 15 PSF DEAD = 10 PSF
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THE PLANE OF THE TRUSS. FOR GABLE END TRUSSES BACKING UP MASONRY
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9. ROOF TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING SUPERIMPOSED
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GABLE END TRUSSES SHALL BE DESIGNED FOR WIND LOAD PERPENDICULAR TO
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WIND = PER CODE
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SNOW = PER CODE LIVE = 40 PSF (ATTIC & CATWALK)
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LOADS:
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EQUIVALENT LATERAL FORCE
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8. DESIGN REACTIONS AND SUPPORT DETAILS FOR ARCHITECTURAL,
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9. LATERAL EARTH PRESSURES ON RETAINING AND BASEMENT WALLS ARE BASED
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AVAILABLE MANUFACTURER INFORMATION. SUPPORT CONDITIONS MAY NEED TO
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MECHANICAL, ELECTRICAL AND PLUMBING EQUIPMENT ARE BASED UPON
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EQUIVALENT ACTIVE FLUID PRESSURE (CANTILEVERED) 44 PCF
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EQUIVALENT AT-REST FLUID PRESSURE (BASEMENT) 60 PCF
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COEFFICIENT OF FRICTION 0.5
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EQUIVALENT PASSIVE FLUID PRESSURE 364 PCF
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ON THE FOLLOWING: [PRESUMPTIVE LOADING]:
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DESIGN BASE SHEAR 30K
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STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR
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SEISMIC FORCE RESISTING SYSTEM
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BEARING WALL, BUILDING FRAME
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BASIC STRUCTURAL SYSTEM
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SEISMIC DESIGN CATEGORY, B
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RESPONSE MODIFICATION FACTOR (R) 2.0
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SEISMIC IMPORTANCE FACTOR 1.0
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COMPONENTS & CLADDING
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6. SEISMIC LOADING IS BASED ON THE FOLLOWING:
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ANALYSIS PROCEDURE
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CORRIDORS 100 PSF
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BUILDING CATEGORY: SIMPLE DIAPHRAGM, LOW-RISE, ENCLOSED, RIGID
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STAIRS 100 PSF
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LOBBIES 100 PSF
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OFFICE 50 PSF + 20 PSF PARTITION
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5. WIND LOADING IS BASED ON THE FOLLOWING:
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LOADS HAVE BEEN CONSIDERED WHERE APPROPRIATE.
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4. SNOW LOADING IS BASED ON THE FOLLOWING. DRIFTING OR SLIDING SNOW
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STORAGE, LIGHT 125 PSF
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%%USTRUCTURAL DESIGN CRITERIA
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ROOF LIVE LOAD 30 PSF
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ASSEMBLY AREAS 100 PSF
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3. LIVE LOADS ARE AS FOLLOWS. LIVE LOAD REDUCTIONS HAVE BEEN TAKEN
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1. DESIGN LOADS ARE IN ACCORDANCE WITH THE 2015 EDITION OF THE INTERNATIONAL
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BUILDING CODE (IBC) INCLUDING LOCAL CODES, WHERE APPLICABLE, AND THE
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WHERE APPLICABLE, UNO.
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6. THE CONTRACTOR IS RESPONSIBLE FOR LIMITING THE AMOUNT OF CONSTRUCTION
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LOAD IMPOSED ON THE STRUCTURE. CONSTRUCTION LOADS SHALL NOT EXCEED
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THE SPECIFIED DESIGN LIVE LOADS. CONCRETE SLABS AND TOPPINGS
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7. THE CONTRACTOR'S CONSTRUCTION SEQUENCES SHALL ALLOW FOR THE EFFECTS OF
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THERMAL MOVEMENTS DURING THE CONSTRUCTION PERIOD, PRIOR TO THE
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BUILDING BEING ENCLOSED AND TEMPERATURE CONTROLLED. NEGATIVE EFFECTS
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OF SUCH THERMAL MOVEMENTS, SUCH AS MATERIAL CRACKING, FROST HEAVE, ETC.,
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SHALL BE CORRECTED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER.
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8. IN THE ABSENCE OF SPECIFIC INSTRUCTIONS TO THE CONTRARY IN THE CONTRACT
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DOCUMENTS, THE TRADE PRACTICES THAT ARE DEFINED IN ANY CODE OF STANDARD
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PRACTICE SHALL GOVERN.
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VENEER, PROVIDE VERTICAL WEB MEMBERS AT 16" O/C, AND LIMIT
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OUT-OF-PLANE DEFLECTIONS TO L/600. DESIGN, DETAIL AND PROVIDE ALL
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LESS THAN THE SPACING OF THE CROSS-WIRES PLUS TWO IN., UNO.
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1. REINFORCED CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318.
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BLOCKOUT AND RE-ENTRANT CORNERS, PROVIDE 2#5
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X 4'-0" DIAGONALS.
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OPENINGS AND RE-ENTRANT CORNERS, PROVIDE 2#5
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X 4'-0" DIAGONALS.
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PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES.
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ACI DETAILING MANUAL SP-66, AND WITH ACI 315, MANUAL OF STANDARD
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8. DETAILING OF CONCRETE REINFORCING AND ACCESSORIES SHALL CONFORM TO
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STIFF PLATES IN MOMENT CONNECTIONS ASTM A572, GRADE 50
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DESIGN COMPRESSIVE STRENGTH OF 5000 PSI. GROUT UNDER STEEL BEAM
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ACCORDANCE WITH ONE OF THE METHODS LISTED IN RCSC'S "SPECIFICATION FOR
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STRUCTURAL JOINTS USING USING ASTM A325 OR A490 BOLTS".
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14. PRIOR TO DETAILING CONNECTIONS FOR STRUCTURAL STEEL, THE STEEL
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FABRICATOR SHALL SUBMIT FOR APPROVAL REPRESENTATIVE DETAILS FOR EACH
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TYPE OF PROPOSED STRUCTURAL CONNECTION. SUCH DETAILS SHALL INDICATE
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DESIGN CAPACITIES. AFTER APPROVAL, THE CONNECTIONS SHALL BE INCORPORATED
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INTO SHOP DRAWINGS.
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3. CONCRETE SLAB-ON-DECK CONSTRUCTION JOINT (CJ) LOCATION GUIDELINES:
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A. DO NOT LOCATE CJ ON BEAM OR GIRDER CENTERLINES.
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B. CJ PARALLEL TO FILLER BEAM:
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C. CJ PARALLEL TO GIRDER:
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D. CJ PERPENDICULAR TO BEAMS OR GIRDERS:
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A SPECIFIC SECTION INDICATED, AND SHALL BE PROVIDED AT NO ADDITIONAL
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COST TO THE OWNER.
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SHALL NOT BE LOADED UNTIL THE CONCRETE HAS REACHED AT LEAST 75% OF THE
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SPECIFIED DESIGN COMPRESSIVE STRENGTH.
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RAIN ON SNOW SURCHARGE N/A (Pg > 20 PSF)
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GROUND SNOW LOAD, Pg 25 PSF
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FLAT-ROOF SNOW LOAD, Pf 21 PSF
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SNOW EXPOSURE FACTOR, Ce 1.0
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SNOW THERMAL FACTOR, Ct 1.0
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SNOW LOAD IMPORTANCE FACTOR, I 1.0
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BASIC WIND SPEED (3 SEC GUST) 115 MPH
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EXPOSURE CATEGORY C
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SPECTRAL RESPONSE COEFF. (S
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DS
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) 0.204g
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SPECTRAL RESPONSE COEFF. (S
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D1
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) 0.077g
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7. PROVIDE AIR-ENTRAINMENT IN ALL CONCRETE EXPOSED TO FREEZE-THAW
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CONDITIONS DURING THE CONSTRUCTION PERIOD AND/OR IN THE COMPLETED
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STRUCTURE.
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8. VERTICAL CRACK CONTROL AND/OR CONSTRUCTION JOINTS IN CONCRETE WALLS
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SHALL BE PROVIDED AT 30 FT. O/C MAX. CONSTRUCTION JOINTS SHALL BE
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PROVIDED AT 90 FT. O/C MAX.
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ENVIRONMENT IN THE COMPLETED STRUCTURE.
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WOLMANIZED.
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TRUS JOIST MACMILLAN OR APPROVED EQUAL.
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7. TJI JOISTS SHALL BE AS MANUFACTURED BY iLEVEL OR APPROVED EQUAL.
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8. LSL (TIMBERSTRAND) HEADERS SHALL BE AS MANUFACTURED BY iLEVEL.
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FOR PLYWOOD FLOOR/ROOF DIAPHRAGMS, AND IBC FASTENING SCHEDULE.
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UNSUPPORTED EDGES.
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EXPOSURE 1.
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12. PLYWOOD WALL SHEATHING SHALL BE APA RATED SHEATHING, TYPE CDX,
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INSTALLATION OF OVERFRAMING MEMBERS.
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13. ROOF SHEATHING SHALL BE INSTALLED ON MAIN ROOF MEMBERS PRIOR TO THE
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USING ADHESIVES MEETING APA SPECIFICATION AFG-01.
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OPENINGS UP TO 9'-0" (3) 2X8 + 1/2" PLYWOOD (2 LAYERS)
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2X6 WALLS
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MANUFACTURER.
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20. PRESSURE PRESERVATIVE TREATED LUMBER SHALL BE PROVIDED WHERE LUMBER
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IS IN CONTACT WITH CONCRETE OR MASONRY, OR EXPOSED TO THE WEATHER.
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FASTENERS AND CONNECTORS)
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INSTALLED TO MAINTAIN A RELATIVE HUMIDITY LESS THAN 95% AND A
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VENTILATION IN ATTIC. A HUMIDISTAT CONTROLLED BLOWER SHALL BE
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MOISTURE BY INSTALLATION OF A VAPOR BARRIER AND BY POSITIVE
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22. FIRE-TREATED ROOF TRUSSES OR FRAMING SHALL BE PROTECTED FROM
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TEMPERATURE LESS THAN 150 DEGREES F.
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DETAILS, UNO.
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DEMOLITION PROCEDURES AND SEQUENCE TO ENSURE STABILITY AND SAFETY
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DURING DEMOLITION. THIS INCLUDES, BUT IS NOT LIMITED TO, THE
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ADDITION OF TEMPORARY SHORING AND BRACING NECESSARY TO SUPPORT AND
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PREVENT DAMAGE TO REMAINING CONSTRUCTION.
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AFFECTED PORTION OF THE WORK.
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TEMPORARY AND PERMANENT BRACING FOR THE TRUSS SYSTEM.
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AND ACROSS NEW AND EXISTING ROOF MEMBERS.
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1. THE APPLICABLE CONTRACTOR SHALL SUBMIT THE FOLLOWING FOR APPROVAL:
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CONCRETE MIX DESIGNS FOR STRENGTHS INDICATED
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CONCRETE REINFORCING SHOP DRAWINGS, INCLUDING ELEVATIONS OF ALL WALLS
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PRODUCT DATA & MILL TEST FOR EACH APPLICABLE PRODUCT
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STRUCTURAL STEEL SHOP DRAWINGS & CONNECTION DESIGN
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MASONRY REINFORCING SHOP DRAWINGS, INCLUDING ELEVATIONS OF ALL WALLS
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MASONRY GROUT AND MORTAR MIX DESIGNS
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WOOD TRUSS SHOP DRAWINGS W/ P.E. SEALED CALCULATIONS
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BEARING PLATES IN CONCRETE MASONRY WALLS SHALL CONFORM TO ASTM C476.
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23. PRESSURE PRESERVATIVE TREATED GLUE LAMINATED TIMBER SHALL CONFORM TO
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AMERICAN WOOD PRESERVER'S ASSOCIATION STANDARD C1-00.
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COLDFORMED TRUSS SHOP DRAWINGS & CALCS w/ PE SEAL
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STEEL JOIST SHOP DRAWINGS
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METAL DECK SHOP DRAWINGS
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COLDFORMED FRAMING SHOP DRAWINGS & CALCULATIONS w/ PE SEAL
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STEEL STAIR FRAMING SHOP DRAWINGS & CALCS w/ PE SEAL
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PROVIDE CONTINUOUS REINFORCEMENT WHEREVER POSSIBLE; SPLICE ONLY AS SHOWN
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OR APPROVED; STAGGER SPLICES WHERE POSSIBLE; USE TENSION SPLICE CLASS "B" UNO.
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DOWELS SHALL MATCH THE SIZE AND SPACING OF THE SPECIFIED REINFORCEMENT
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AND SHALL BE LAPPED WITH TENSION SPLICES.
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24. PROVIDE A SUFFICIENT NUMBER OF STUDS TO ACHIEVE FULL BEARING WIDTH
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FOR ALL BEAMS, TRUSS GIRDERS, AND POINT LOADS. MULTIPLE STUDS SHALL
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BE NAIL LAMINATED TOGETHER.
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25. ANCHOR BOLTS SHALL BE SPACED AT 4'-0" c/c,UNO AND 4" TO 12" MAX FROM
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ENDS OF WALLS WITH 2 BOLTS PER SILL BOARD.
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9. DO NOT SCALE DRAWINGS TO DETERMINE DIMENSIONS, LOCATIONS, OR SIZES OF
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ANY ELEMENT.
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FOLLOWING STANDARDS REFERENCED IN IBC 2015:
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ACI 318 - BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE
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ACI 530 - BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES
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ACI 530.1 - SPECIFICATIONS FOR MASONRY STRUCTURES
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AF&PA NDS - NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION
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AISC 360 - SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS
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ASCE 7 - MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES
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2. RISK CATEGORY / OCCUPANCY CATEGORY OF BUILDING :
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II
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SEISMIC SITE CLASS C
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LATERALLY SHEATHED SHEAR WALLS
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3/4-INCH DIAMETER
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SUFFICIENT LENGTH TO PROVIDE 6-INCH MINIMUM EMBEDMENT
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2. CHEMICAL ADHESIVE ANCHORS SHALL BE (UNO):
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HILTI HIT HY70 OR HY200 AS APPLICABLE, DEWALT/POWERS PURE 110+,
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OR EQUIVALENT 3/4-INCH DIAMETER
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SUFFICIENT LENGTH TO PROVIDE 6-INCH MINIMUM EMBEDMENT
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SEISMIC RESISTANCE
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LOCATE MIDWAY BETWEEN ADJACENT FILLER BEAMS
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LOCATE 1/4 TO 1/3 THE DISTANCE TO ADJACENT GIRDER
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LOCATE AT 1/4 TO 1/3 THE MEMBER SPAN FROM BEAM OR GIRDER END
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%%UCONCRETE SLABS ON GRADE
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1. GEOTECHNICAL ENGINEER SHALL OBSERVE AND APPROVE SUBGRADE BEFORE
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2. DO NOT PLACE CONCRETE SLABS ON FROZEN GROUND.
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3. CONTROL JOINTS ARE REQUIRED IN CONCRETE SLABS. REFER TO PLANS AND
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TYPICAL DETAILS FOR JOINT CONSTRUCTION AND LOCATIONS.
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4. INSTALL (2) #4 x 5'-0" LONG BARS DIAGONALLY AT RE-ENTRANT CORNERS
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AND OPENINGS.
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CONCRETE PLACEMENT.
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5. COORDINATE LOCATIONS AND DIMENSIONS OF RECESSED SLABS.
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LONG PERIOD TRANSITION (TL) 6 L) 6 ) 6
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OR APPROVED EQUAL.
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9. OPEN WEB SERIES (TJL, ETC.) JOISTS SHALL BE MANUF. BY REDBUILT
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9. THE STEEL FABRICATOR IS RESPONSIBLE FOR CONNECTION DESIGN. CONNECTION DESIGN SHALL BE PERFORMED BY A LICENSED PROFESSIONAL ENGINEER.
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AT BELOW GRADE WALLS: PROVIDE AT 8 IN. C/C.
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TYPICAL: 16 IN C/C MAX, UNO.
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13. LOAD BEARING CMU SHALL HAVE FULL MORTAR BED JOINTS AND SHALL BE SQUARE
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USE OF MASONRY CEMENT IS NOT PERMITTED.
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3. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90.
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PSI. (MIN NET AREA COMPRESSIVE STRENGTH OF UNIT = 1900 PSI.)
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BE BONDED, UNO.
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ASTM A615, GRADE 60. DEFORMED BAR ANCHORS (DBA) SHALL CONFORM TO
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PROVIDE FINE AND COARSE GROUTS APPROPRIATE FOR SIZE OF VOID SPACE
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%%UCONCRETE MASONRY
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1. CONCRETE MASONRY CONSTRUCTION SHALL CONFORM TO ACI 530 AND 530.1.
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2. MINIMUM COMPRESSIVE STRENGTH OF CONCRETE MASONRY, F'M, SHALL BE 1500
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4. CONCRETE MASONRY REINFORCING SHALL BE DEFORMED BARS CONFORMING TO
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5. GROUT SHALL CONFORM TO THE PROPORTIONAL REQUIREMENTS OF ASTM C476.
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6. MORTAR SHALL CONFORM TO ASTM C270, TYPE M OR S, PCL OR MORTAR CEMENT.
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8. REINFORCED VOIDS, AND NON-REINFORCED VOIDS SPECIFIED TO BE GROUTED, IN
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11. LAP UNCOATED, DEFORMED BARS 48 BAR DIAMETERS.
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12. CONCRETE MASONRY SHALL BE LAID IN RUNNING BOND, UNO. PILASTERS SHALL
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14. PROVIDE LADDER-TYPE, HORIZONTAL JOINT REINFORCEMENT AS FOLLOWS:
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AT WALL OPENINGS: PROVIDE ADD'L REINF. NOT MORE THAN 8
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IN. ABOVE AND BELOW OPENING.
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TERMINATE 2 FT. BEYOND OPENING.
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SUFFICIENT WATER CONTENT. ADMIXTURES ARE NOT PERMITTED IN GROUT.
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BEING FILLED. GROUT SHALL HAVE A MINIMUM SLUMP OF 8 INCHES PROVIDED BY
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AT PARAPETS: PROVIDE AT 8 IN. C/C.
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15. PROVIDE VERTICAL CONTROL JOINTS IN WALLS AT 24 FT. O/C MAX, UNO.
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ASTM A496. DBA'S SHALL BE WELDED BY AUTOMATIC EQUIPMENT.
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CONCRETE MASONRY SHALL BE FILLED SOLID WITH GROUT IN 5 FT. MAXIMUM LIFTS
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STOP POURS 1-1/2 INCHES BELOW THE BED JOINT TO FORM A KEY AT POUR JOINTS.
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PROVIDE CONTINUITY AT INTERSECTIONS AND CORNERS USING PREFABRICATED
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T-SHAPED AND L-SHAPED UNITS, AND LAP ALL CONSECUTIVE SECTIONS OF TRUSS
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16. ALL CMU WALLS SHALL BE DOWELED TO SUPPORTING SLABS WITH MINIMUM #4 @ 48
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HOOKED DOWELS, UNO. ALL CMU WALLS SUPPORTED DIRECTLY ON STEEL MEMBERS
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SHALL BE ANCHORED WITH 1/2" DIAMETER x 4" STUDS AT 32" O/C, OR WITH #4
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17. THE TOPS OF ALL NON-LOAD BEARING CMU WALLS SHALL BE BRACED ACCORDING
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TO SPECIFIC SECTIONS AND / OR TYPICAL DETAILS.
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X 2'-0" DBA'S AT 48" O/C, UNO.
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TYPE REINFORCING A MINIMUM OF 8".
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BY MECHANICAL BAR POSITIONERS DESIGNED FOR THAT PURPOSE.
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9. REINFORCING BARS SHALL BE TIED TO DOWELS AND HELD IN THE PROPER POSITION
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10. REINFORCING SHALL NOT BE PLUNGED INTO WET GROUT.
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7. ALL REINFORCED VOIDS SHALL BE GROUTED SOLID.
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18. PROVIDE BOND BEAMS FOR WALL THICKNESSES AND HEIGHTS AS FOLLOWS:
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UP TO 16 FT. 1#6
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6" CMU: UP TO 12 FT.: 1#5
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UP TO 24 FT. 2#8
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UP TO 20 FT. 2#7
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10" AND 12" CMU: UP TO 12 FT.: 2#5
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BETWEEN BOND BEAMS. WHERE BOND BEAM COURSES NEED TO STEP DUE TO
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WALL HEIGHT IS DISTANCE FROM FOUNDATION TO TOP OF WALL, OR DISTANCE
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BOND BEAM UNITS SHALL BE OPEN CELL UNITS THAT PERMIT VERTICAL
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REINFORCING TO PASS THROUGH.
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8" CMU: UP TO 16 FT.: 2#5
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UP TO 24 FT. 2#6
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SLOPING CONDITIONS, BOND BEAM COURSES SHALL LAP 4 FT. MINIMUM.
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UP TO 24 FT. 3#8
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UP TO 20 FT. 3#7
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14" AND 16" CMU: UP TO 12 FT.: 3#5
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GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2OOO PSI.
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10 SF
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20 SF
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50 SF
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100 SF
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23.9,-26.7
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500 SF
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23.9,-26.7
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27.3,-30.0
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26.7,-26.7
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28.8,-31.5
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28.8,-36.3
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27.5,-28.4
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27.5,-33.8
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30.6,-33.3
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30.6,-40.1
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28.6,-30.5
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28.6,-35.9
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32.1,-34.8
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32.1,-43.1
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29.4,-32.1
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29.4,-37.5
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WALLS
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WALL CORNER
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ROOF ZONE 1 (27 TO 45)
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ROOF ZONE 2 (27 TO 45)
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ROOF ZONE 3 (27 TO 45)
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ENDED CONCRETE MASONRY UNITS.
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ROUND HSS ASTM A500, GRADE B
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DRAWINGS ARE SERVICE LOADS.
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15. ALL EXTERIOR EXPOSED STRUCTURAL STEEL TO BE HOT DIPPED GALVANIZED.
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26.7,-26.7
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26.7,-32.1
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27.5,-33.8
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28.6,-35.9
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29.4,-37.5
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26.7,-32.1
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Sheet Name:
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Progress Prints:
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10/15/20 ISSUED FOR BIDDING
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Revisions:
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Checked By:
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Drawn By:
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Issue Date:
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Scale:
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AS NOTED
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01/26/21
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MUNCIPAL BUILDING WEST BRADFORD TOWNSHIP 1385 CAMPUS DRIVE WEST BRADFORD, PA 19335
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ISSUED FOR PERMIT
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482 Norristown Road, Suite 200 Blue Bell, PA 19422
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Phone: 610.834.7805 Facsimile: 610.834.7815
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COPYRIGHT 2020 KIMMEL BOGRETTE ARCHITECTURE + SITE, INC. ALL RIGHTS RESERVED
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A r c h i t e c t u r e + S i t e
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c
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LRB
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JPC
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01/26/21 FOR CONSTRUCTION
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REVISED DURING
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BIDDING
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1
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STRUCTURAL NOTES
Page 2: 㜀 吀伀 㐀㔀尩 26.7,-26.7 26.7,-32.1 27.5,-33.8 28.6,-35.9 29.4

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HSS5x5x " 516" BP1
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C
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1
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w/ 6x6 - W2.9 x W2.9 WWF
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4" SLAB ON GRADE
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& VAPOR RETARDER.
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ON 4" DRAINAGE FILL
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w/ 6x6 - W2.9 x W2.9 WWF
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4" SLAB ON GRADE
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& VAPOR RETARDER.
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12" WIDE THICKENED SLAB - SEE TYP. DETAILS
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12" WIDE THICKENED SLAB - SEE TYP. DETAILS
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T/SLAB (+0'-0")
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F4.0 [-2'-8"] P1
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PROVIDE HAUNCH AT EXIST FOUNDATION PER TYP DETAIL
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PROVIDE HAUNCH AT EXTERIOR WALL PER TYP DETAIL (TYP)
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[-2'-8"]
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[-2'-8"]
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[-2'-8"]
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DN
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ON 4" DRAINAGE FILL
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w/ 6x6 - W2.9 x W2.9 WWF
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4" SLAB ON GRADE
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& VAPOR RETARDER
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T/SLAB (-10'-0")
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3
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S3.1
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3
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S3.1
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3
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S3.1
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[-10'-8"]
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[-10'-8"]
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[-10'-8"]
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4
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S3.1
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[-10'-8"]
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PROVIDE #5 DOWELS INTO EXIST WALL & FTG PER TYP DETAILS (TYP)
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EXIST COL
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EXIST COL
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EXIST COL
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EXIST COL
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HSS4x0.313 BP2
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HSS4x0.313 BP2
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[-2'-8"]
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[-4'-8"]
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PIPE INVERT SEE PLUMBING DWGS
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1
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(3) 1 "x11 " LVL34"x11 " LVL14" LVL
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F-1
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F-1
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3
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S4.1
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4
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S4.1
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3
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S4.1
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4
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S4.1
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2
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S3.1
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SIM
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(2)L5x3 x 12x 516
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6
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S4.1
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PROVIDE SIMPSON FACE MOUNT HANGER HU616 TO EXIST WALL
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(3) 1 "x11 " LVL34"x11 " LVL14" LVL
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(3)2x12s
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UP
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PROVIDE SIMPSON FACE MOUNT HANGER HU212 TO CONC WALL
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PROVIDE SIMPSON FACE MOUNT HANGER HU212 TO CONC WALL
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(3)2x12Ss
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SW1
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SW1
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SW1
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SW1
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2x STAIR FRAMING -SEE ARCH
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10. REFER TO STRUCTURAL NOTES ON DRAWING S1.1.
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9. REFER TO TYPICAL DETAILS ON DRAWING S6.1.
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STEP FOOTINGS AS REQUIRED.
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8 BOTTOM OF FOOTINGS SHALL MATCH ADJACENT BOTTOM OF EXISTING FOOTINGS.
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PRIOR TO DETAILING, FABRICATION AND CONSTRUCTION.
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7. EXISTING CONSTRUCTION SHOWN THUS , TO BE FIELD VERIFIED
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6 REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT INDICATED.
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DRAINS, OPENINGS, DEPRESSIONS, ETC., NOT SHOWN ON THIS PLAN, AT ALL
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5. COORDINATE WITH ARCH, MECH, ELEC, AND PLMB DRAWINGS FOR FLOOR SLOPES,
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1. FIRST FLOOR IS REFERENCE ELEVATION (0'-0") = DATEM ELEV. OF 403.50'.
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%%UFOUNDATION / FIRST FLOOR PLAN NOTES
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2. ELEVATIONS NOTED AS FOLLOWS ARE WITH RESPECT TO REFERENCE ELEV (0'-0").
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TOILETS AND OTHER ROOMS.
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STRENGTH, UNO.
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11. NEW CONCRETE SHALL BE 4000 PSI PROPORTIONED TO ATTAIN HIGH EARLY
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THE ARCHITECT BEFORE PROCEEDING.
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12. SHOULD EXISTING CONDITION DIFFER DRASTICALLY FROM THOSE SHOWN, CONTACT
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1/8" = 1'-0
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S2.1
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1
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FOUNDATION PLAN
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1/8" = 1'-0
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S2.1
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2
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PARTIAL FLOOR FRAMING PLAN
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Sheet Name:
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Progress Prints:
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10/15/20 ISSUED FOR BIDDING
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Revisions:
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Checked By:
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Drawn By:
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Issue Date:
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Scale:
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AS NOTED
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01/26/21
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MUNCIPAL BUILDING WEST BRADFORD TOWNSHIP 1385 CAMPUS DRIVE WEST BRADFORD, PA 19335
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ISSUED FOR PERMIT
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482 Norristown Road, Suite 200 Blue Bell, PA 19422
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Phone: 610.834.7805 Facsimile: 610.834.7815
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COPYRIGHT 2020 KIMMEL BOGRETTE ARCHITECTURE + SITE, INC. ALL RIGHTS RESERVED
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A r c h i t e c t u r e + S i t e
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c
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LRB
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JPC
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01/26/21 FOR CONSTRUCTION
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REVISED DURING
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BIDDING
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1
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6. EQUALLY SPACE FLOOR FRAMING MEMBERS, UNO, WITH QUANTITY SHOWN ON PLAN.
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2. T/FLOOR IS (+0'-0"), TYP UNO.
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PRIOR TO DETAILING, FABRICATION AND CONSTRUCTION.
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%%UFLOOR FRAMING PLAN NOTES
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10. REFER TO TYPICAL DETAILS ON DRAWING S6.1.
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1. ELEVATIONS ARE NOTED AS (+#'-#") ABOVE THE REFERENCE ELEVATION (0'-0").
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3. FLOOR CONSTRUCTION TYPE F-1 SHALL BE 3/4" PLYWOOD.
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8. EXISTING CONSTRUCTION SHOWN THUS , TO BE FIELD VERIFIED
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7. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT INDICATED.
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9. PROVIDE LINTELS ACCORDING TO STRUCTURAL NOTES AND LINTEL SCHEDULE.
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5. SYMBOL SHOWN THUS PL# INDICATES BEAM BEARING PLATE - SEE TYPICAL DETAIL.
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11. REFER TO STRUCTURAL NOTES ON DRAWINGS S1.1.
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4. ROOF CONSTRUCTION TYPE R-1 SHALL BE 3/4" PLYWOOD ROOF DECK.
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(EACH WAY - BOT)
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FOOTING SCHEDULE
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3'-0 x 3'-0 x 1'-0
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F3.0
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MARK
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SIZE
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3#5
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REINFORCING
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4'-0 x 4'-0 x 1'-0
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F4.0
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4#5
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P# PIER MARK - SEE FOUNDATION DETAILS.
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F#.# FOOTING MARK - SEE SCHEDULE.
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4. FOUNDATION MEMBERS ARE DESIGNATED AS FOLLOWS:
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PIERS (-0'-8")
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3. FOUNDATION MEMBERS SHALL BE AT THE FOLLOWING ELEVATIONS, UNO:
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(-#'-#) INDICATES TOP OF PIER
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[-#'-#] INDICATES TOP OF FOOTING
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BP# COLUMN BASE PLATE - SEE FOUNDATION SECTIONS.
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T/SLAB(-#'-#) INDICATES TOP OF CONCRETE SLAB
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MARK
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SHEATHING
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%%USHEAR WALL SCHEDULE
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NAIL INFORMATION
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EDGE
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FIELD
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BLOCKED EDGES
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PLACEMENT NOTES
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SW1
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12" PLYWOOD
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10d @ 6"
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10d @ 12"
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YES
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ON EXTERIOR FACE OF WALL
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SW2
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58" GYPSUM
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6d @ 7"
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NO
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EACH FACE OF INTERIOR WALL
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6d @ 7"
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SHEAR WALL NOTES: 1. INDICATES SHEAR WALL. INDICATES SHEAR WALL. 2. SHEAR WALL STUD FRAMING OF COLD-FORMED METAL STUDS. SHEAR WALL STUD FRAMING OF COLD-FORMED METAL STUDS. 3. INSTALL HOLD-DOWN ANCHORS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS AND RECOMMENDATIONS. INSTALL HOLD-DOWN ANCHORS IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS AND RECOMMENDATIONS. 4. WHERE ONE LAYER OF SHEATHING IS NOTED, SHEATHING IS TO BE APPLIED TO ONE FACE OF SHEAR WALL ONLY. WHERE ONE LAYER OF SHEATHING IS NOTED, SHEATHING IS TO BE APPLIED TO ONE FACE OF SHEAR WALL ONLY. 5. WHERE TWO LAYERS OF SHEATHING IS NOTED, SHEATHING IS TO BE APPLIED CONTINUOUSLY TO BOTH FACES OF WHERE TWO LAYERS OF SHEATHING IS NOTED, SHEATHING IS TO BE APPLIED CONTINUOUSLY TO BOTH FACES OF SHEAR WALL. 6. SEE TYPICAL SHEAR WALL DETAILS ON S6.2.SEE TYPICAL SHEAR WALL DETAILS ON S6.2.
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MARK
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HOLDOWN
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MINIMUM EMBED DEPTH
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MINIMUM STUD MEMBER
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S/HDU4
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(2)20 GA.STUDS
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20 "58"
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5 "34"
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ANCHOR ROD INFORMATION
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FOUNDATION WALL
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58" DIA. SSTB24
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SLAB/DECK
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58" DIA. HILTI HIT HY-200
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FOUNDATION WALL
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SLAB/DECK
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S2.2

RO

OF F

RA

MIN

G P

LA

N

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SLOPE 6:12
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SLOPE 8 :1212 :12
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C
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B
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A
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1
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2
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EX. SLOPE 6:12; V.I.F.
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EX. SLOPE 6:12; V.I.F.
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EX. SLOPE 6:12; V.I.F.
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EX. SLOPE 6:12; V.I.F.
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EX. SLOPE 6:12; V.I.F.
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EX. SLOPE 6:12; V.I.F.
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EX. SLOPE 4.65:12; V.I.F.
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EX. SLOPE 4.65; V.I.F.
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SLOPE 6:12
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SLOPE 6:12
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SLOPE 6:12
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SLOPE 4:12
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SLOPE 12 :12
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SLOPE 4:12
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SLOPE 4:12
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SLOPE 8 :1212 :12
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COLD-FORM BOX HEADER
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R-1
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R-1
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RIDGE
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RIDGE
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RIDGE
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PRE-ENG ROOF TRUSSES @ 24" o/c (TYP)
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R-1
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R-1
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R-1
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PRE-ENG ROOF TRUSSES @ 24" o/c w/ MECH MEZZ
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MECH MEZZ w/ PLYWOOD DECK SEE ARCH DWGS.
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R-1
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PRE-ENG ROOF TRUSSES @ 24" o/c (TYP)
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TRUSS GIRDER
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TRUSS GIRDER
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TRUSS GIRDER
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(3)1 "X16"LVL 34"X16"LVL (+19'-6")
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HSS5x5x STEEL POST-UP 516 STEEL POST-UP (3) LOCATIONS
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W14x43 (+15'-0")
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W14x30(+15'-0")
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W14x43 (+15'-0")
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(+17'-0")
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1
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S4.1
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1
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S4.1
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1
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S4.1
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1
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S4.1
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1
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S4.1
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1
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S4.1
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1
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S4.1
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1
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S4.1
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1
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S4.1
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1
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S4.1
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2
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S4.1
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2
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S4.1
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2
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S4.1
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W14x22
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(+13'-0")
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(+13'-0")
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(+17'-0")
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5
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S4.1
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1
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S4.1
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W14x43 (+15'-0")
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W14x30(+15'-0")
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(3)1 "X16"LVL 34"X16"LVL (+19'-6")
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W14x22 (+15'-0")
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W14x22 (+15'-0")
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1
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S4.1
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2
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S4.1
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SIM
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SIM
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SIM
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SIM
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SIM
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SIM
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SIM
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SIM
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SIM
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7
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S4.1
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HIGH
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7
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S4.1
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HIGH
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(+13'-0")
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(+13'-0")
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SLOPE 6:12
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SLOPE 6:12
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2x10s @ 16" o/c w/ SIMPSON FACE MOUNT HANGER TO RIDGE BEAM
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1/8" = 1'-0
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S2.2
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1
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ROOF FRAMING PLAN
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PRIOR TO DETAILING, FABRICATION AND CONSTRUCTION.
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9. EXISTING CONSTRUCTION SHOWN THUS , TO BE FIELD VERIFIED
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10. SYMBOL SHOWN THUS INDICATES MOMENT CONN - SEE TYPICAL DETAILS.
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Sheet Name:
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Progress Prints:
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10/15/20 ISSUED FOR BIDDING
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Revisions:
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Checked By:
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Drawn By:
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Issue Date:
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Scale:
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AS NOTED
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01/26/21
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MUNCIPAL BUILDING WEST BRADFORD TOWNSHIP 1385 CAMPUS DRIVE WEST BRADFORD, PA 19335
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ISSUED FOR PERMIT
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482 Norristown Road, Suite 200 Blue Bell, PA 19422
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Phone: 610.834.7805 Facsimile: 610.834.7815
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COPYRIGHT 2020 KIMMEL BOGRETTE ARCHITECTURE + SITE, INC. ALL RIGHTS RESERVED
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A r c h i t e c t u r e + S i t e
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c
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LRB
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JPC
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01/26/21 FOR CONSTRUCTION
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REVISED DURING
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BIDDING
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1
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SEE PLAN FOR PANEL SPAN DIRECTION.
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MEMBERS. PLYWOOD PANEL EDGES SHALL BE STAGGERED 4'-0" BETWEEN ROWS.
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EDGES. ATTACH w/ 10d NAILS @ 12" o.c. AT ALL INTERMEDIATE FRAMING
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7. ATTACH PLYWOOD ROOF DECK w/ 10d NAILS @ 6" o.c. AT ALL SUPPORTED PANEL
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5. ROOF TRUSSES SHALL BE EQUALLY SPACED AT 2'-0" c/c MAX., UNO.
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%%UROOF FRAMING PLAN NOTES
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ROOF TRUSS BEARING SHALL BE (+10'-0"), UNO.
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2. ELEVATIONS ARE NOTED AS FOLLOWS, REFERENCED FROM THE DATUM ELEVATION:
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1. ROOF REFERENCE DATUM IS ELEVATION 0'-0".
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11. REFER TO TYPICAL DETAILS ON DRAWING S6.1 & S6.2.
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3. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT INDICATED.
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12. ALL BUILT UP STUDS SHALL BE CONT TO FND, TYP.
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13. REFER TO STRUCTURAL NOTES ON DRAWING S1.1.
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4. ROLLED STEEL SHALL BE ASTM A992, UNO.
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6. ROOF CONSTRUCTION SHALL BE 5/8" PLYWOOD DECKING, UNO.
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8. LINTELS SHOWN ON PLAN REFER TO THE OPENINGS BELOW THE REFERENCE FLOOR.
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PROVIDE LINTELS ACCORDING TO THE LINTEL SCHEDULE FOR ALL OPENINGS NOT SHOWN
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ON PLAN.
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S3.1

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1/2" = 1'-0
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SECTION
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STEEL STUDS
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SEE ARCH DWGS
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SEE PLAN
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VENEER
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MASONRY
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1
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S3.1
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SECTION
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2
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S3.1
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1/2" = 1'-0
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SEE ARCH DWGS
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FOR SLOPE
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3'-0 MIN
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2'-0
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SECTIONS
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DWGS
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NOTE: SEE ARCH DWGS FOR SIZE SEE ARCH DWGS FOR SIZE OF LANDING SLAB
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5" SLAB w/6x6 W2xW2 WWF
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8" MIN DRAINAGE FILL
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FIN GRADE - SEE ARCH DWGS
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SLOPE AS REQ'D BY SOIL CONDITIONS
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#4@12"x
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3 #4 CONT
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#4@12" x 4'-0
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SEE PLAN
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SEE ADJACENT SECTIONS
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#4 CONT
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FINISH GRADE SEE ARCH DWGS
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#4 CONT
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SEE ARCH DWGS
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#4@12"
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3 #5 CONT
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SEE PLAN
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#4@16"x
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6'-0"
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1/2" = 1'-0
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SECTION
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3
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S3.1
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#6@12"
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DOWELS TO MATCH VERT REINF
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#4@12"
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#6@12"
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#4@12"
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SEE PLAN FOR T/FTG EL
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KEY, CONT.
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FILTER FABRIC
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FOUNDATION DRAIN
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1/2" PREMOLDED
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JOINT FILLER
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#5 @ 12
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T&B EW
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DOWELS TO MATCH
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VERT REINF
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WOOD STAIR
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SEE ARCH
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1/2" = 1'-0
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SECTION
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4
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S3.1
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KEY, CONT
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#4@12"
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#6@12"
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#6@12"
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SEE PLAN FOR T/FTG EL
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FILTER FABRIC
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FOUNDATION DRAIN
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(4) UNHEADED ANCR RODS
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B PL DETAILS
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S3.1
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6
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1/2" = 1'-0
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THICKNESS
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%%UBASE PLATE SCHEDULE
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MARK
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BP1
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12" x 12"
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SIZE
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ý"
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ý"
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ANCR ROD %%174
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%%UBASE PLATE DETAILING SCHEDULE
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ý"
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ANCR ROD %%174
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BASE %%131 HOLE %%174
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1ì"
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EDGE DISTANCE
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1ï"
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%%131 WASHER %%174
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2"
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%%131 WASHER THICKNESS
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ï"
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EMBEDMENT (GRADE 36)
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9"
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EMBED
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14
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TACK WELDED NUTS, EXCEPT PROVIDE DOUBLE NUTS FOR HIGH STRENGTH RODS
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ý" NON - SHRINK GROUT
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WASHER w/ STD HOLE & NUT
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HSS COL
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ë" LEVELING PLATE
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TOP OF PIER OR FOOTING
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6
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S3.1
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1/2" = 1'-0
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PIER PLAN 'P1'
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#4 TIES @12" 2 ADD'L TOP @3"
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4 #6 VERT
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TOP OF PIER EL -0'-8" UNO
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#4@12"
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#5 @ 12
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T&B EW
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4'-0
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#4@12"x
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4'-0
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#4@12"x
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STEEL STUDS
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SEE ARCH DWGS
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BP2
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6" x 12"
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ý"
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ý"
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PIPE COL
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BP2
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0.177" SHANK DIA PAF's @ EA STUD
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0.177" SHANK DIA PAF's @ EA STUD
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Sheet Name:
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Progress Prints:
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10/15/20 ISSUED FOR BIDDING
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Revisions:
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Checked By:
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Drawn By:
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Issue Date:
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Scale:
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AS NOTED
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01/26/21
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MUNCIPAL BUILDING WEST BRADFORD TOWNSHIP 1385 CAMPUS DRIVE WEST BRADFORD, PA 19335
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ISSUED FOR PERMIT
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482 Norristown Road, Suite 200 Blue Bell, PA 19422
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Phone: 610.834.7805 Facsimile: 610.834.7815
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COPYRIGHT 2020 KIMMEL BOGRETTE ARCHITECTURE + SITE, INC. ALL RIGHTS RESERVED
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A r c h i t e c t u r e + S i t e
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c
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LRB
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JPC
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01/26/21 FOR CONSTRUCTION
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REVISED DURING
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BIDDING
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1
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FOUNDATION SECTIONS
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S4.1

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û" PLYWOOD
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DRAWINGS
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METAL STUDS
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SEE FOUND. SECT.
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@ EA TRUSS
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SIMPSON H2.5
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SEE ARCH
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PLYWOOD DECK
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PRE-ENG ROOF
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TRUSSES @ 24"oc
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DWGS
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12
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2x6 DBL TOP PL
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SEE PLAN
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SHEATHING
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S4.1
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1
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3/4"= 1'-0
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SECTION
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2
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SECTION
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3/4"= 1'-0
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S4.1
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2x6 DBL TOP PL
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SEE PLAN
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METAL STUDS
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SLOPES
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SEE ARCH
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%%UA-A
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A
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A
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TRUSS WEB MEMBER
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12" PLYWOOD SHEATHING
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PLYWOOD ROOF DECK
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2x4 DIAGONAL BRACING @ 6'-0"c/c (ATTACH TO TOP PL w/SIMPSON GBC CONNECTOR)
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GABLE END ROOF TRUSS
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SIMPSON HGA10 @ 4'-0"c/c
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PROVIDE 2x6 L BRACE @ EACH VERT
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ATTACH DIAG TO BLOCKING BETWEEN TRUSS TOP CHORDS
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2x4 @ 16"c/c LAST 2 BAYS
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2x4 @ 16"c/c LAST 2 BAYS
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GANG-NAIL ROOF TRUSS OR ROUGH FRAMING @ 2'-0"c/c
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TRUSS OR ROUGH FRAMING @ 2'-0"c/c
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2x4 ATTACH TO WEB MEMBER w/16d NAILS @ 12"o/c, FULL HT.
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SEE FOUND. SECT.
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S4.1
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3
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3/4"= 1'-0
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SECTION
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CONT 2x BLOCKING
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w/ (2) 1/2" DIA
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ANCRS @ 2'-0"o/c
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2x BLOCKING
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@ 2'-0"o/c
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S4.1
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4
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3/4"= 1'-0
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SECTION
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STEEL STUDS
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SEE ARCH DWGS
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VENEER
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MASONRY
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#4 CONT
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FINISH GRADE SEE ARCH DWGS
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#4 CONT
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SEE ARCH DWGS
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#4@12"
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PLYWOOD STIFF @ EA JOIST
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2x FRAMING - SEE PLAN
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PLYWOOD SUBFLOOR
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SEE PLAN
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SIMPSON HU212 @ EA
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2x w/ CONC TITEN SCREWS
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STEEL STUDS
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SEE ARCH DWGS
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VENEER
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MASONRY
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#4 CONT
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FINISH GRADE SEE ARCH DWGS
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#4 CONT
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SEE ARCH DWGS
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#4@12"
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SEE PLAN
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PLYWOOD SUBFLOOR
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SEE ARCH
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12
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PLYWOOD ROOF DECK -SEE PLAN
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@ EA TRUSS
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SIMPSON H2.5
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2x6 DBL TOP PL
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STEEL BEAM - SEE PLAN
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WONDOW - SEE ARCH
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COLD-FORMED BOX HEADER
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FASCIA SEE ARCH
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PRE-ENG ROOF TRUSSES @ 24" o/c
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TRUSS GIRDER SEE PLAN
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S4.1
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5
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3/4"= 1'-0
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SECTION
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3/4"= 1'-0
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SECTION
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6
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S4.1
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EXIST 8" CMU
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2x FRAMING - SEE PLAN
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SEE PLAN
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PLYWOOD DECK
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2x FRAMING - SEE PLAN
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SIMPSON HU212 @ EA 2x12
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#4@12"x
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#4@12"x
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SECTION
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S4.1
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7
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DRAWINGS
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3/4"= 1'-0
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PLYWOOD DECK
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12
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SEE PLAN
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2x RAFTERS
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SEE ARCH DWGS
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SIMPSON H2.5
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@ EA RAFTER
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WOOD PL CONT
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DBL 2x6 PT
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SEE PLAN
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STEEL BEAM -
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12" DIA BOLTS @ 2'-0" c/c STAGGERED EA SIDE OF WEB
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Sheet Name:
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Progress Prints:
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10/15/20 ISSUED FOR BIDDING
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Revisions:
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Checked By:
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Drawn By:
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Issue Date:
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Scale:
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AS NOTED
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01/26/21
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MUNCIPAL BUILDING WEST BRADFORD TOWNSHIP 1385 CAMPUS DRIVE WEST BRADFORD, PA 19335
AutoCAD SHX Text
ISSUED FOR PERMIT
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482 Norristown Road, Suite 200 Blue Bell, PA 19422
AutoCAD SHX Text
Phone: 610.834.7805 Facsimile: 610.834.7815
AutoCAD SHX Text
COPYRIGHT 2020 KIMMEL BOGRETTE ARCHITECTURE + SITE, INC. ALL RIGHTS RESERVED
AutoCAD SHX Text
A r c h i t e c t u r e + S i t e
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c
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LRB
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JPC
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01/26/21 FOR CONSTRUCTION
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REVISED DURING
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BIDDING
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1
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FRAMING SECTIONS
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S6.1

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#4@16"x
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2'-0"
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8"
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DEG HOOK
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#4@16"- STD 90
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#4 CONT
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PLANS
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SEE
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FOOTING STEP DETAIL
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S6.1
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1
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FTG STEP (MIN)
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(2'-0" MAX)
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FTG DEPTH
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FOOTING REINF
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SEE PLANS &
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SECTIONS
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2 TIMES
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FTG STEP
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'D'
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AS REQ'D BY
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SOIL CONDITIONS
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EQUAL TO FTG
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DEPTH 'D' (1'-0" MIN)
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1/2" = 1'-0
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STEP FTG @ PIPE CROSSING
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S6.1
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2
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FND WALL
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6" MIN
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(TYP) 1'-0 1'-0
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AS REQ'D BY
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SOIL CONDITIONS
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FOOTING REINF
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PIPE SLEEVE
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WALL FTG
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STEP AS REQ'D
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BY PIPE INVERT
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2'-0 MAX
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INCREMENTS
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1/2" = 1'-0
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S6.1
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3
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SLAB CONST/CONTROL JOINT
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1/2" = 1'-0
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S6.1
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5
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SLAB DEPRESSION DETAILS
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SEE
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PLANS
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#4@16"- STD 90
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DEG HOOK EA END
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%%UDEPRESSION LESS THAN 1'-0"
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8"
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1/2" = 1'-0
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#4@24"
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2 #5 CONT
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CONCRETE STAIR DETAIL
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TOP OF FTG EL
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S6.1
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4
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@ EXTR STAIRS ONLY
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CONC FND WALL & FTG
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SEE PLAN FOR
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(3 SIDES)
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%%UNOTE:
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#4@12"
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1/2" = 1'-0
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#4@12"
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x
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12"
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6"
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AS APPLICABLE
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SEE TYPICAL DETAIL @ DOOR
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#3 TYP
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%%UDEPRESSION 1'-0" & GREATER
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w/SEALANT
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FILL GROOVE
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SLAB REINF
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DISCONTINUOUS
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FILL GROOVE
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w/SEALANT
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%%UNOTE:
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2. CONTRACTOR TO ADEQUATELY BRACE AND MAINTAIN TO
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1. PROVIDE CONTROL JOINTS @ 15'-0"c/c MAX - UNO.
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MAINTAIN STRAIGHT ALIGNMENT OF SCREED.
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REMOVABLE PLASTIC CAP
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PERMANENT 24 GA GALV
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STRIP
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PREFORMED STRIP w/
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1/8" WIDE x 1/4th SLAB
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DEPTH SAWCUT. CUT JOINTS
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AS SOON AS SAW WILL NOT
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DISLODGE AGGREGATE IN SLAB
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DISCONTINUOUS
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SLAB REINF
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COORDINATE WITH MECH CONTRACTOR FOR LOCATIONS.
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%%UNOTE:
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%%UCONTROL JOINT
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%%UCONSTRUCTION JOINT
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AS REQ'D BY
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SOIL CONDITIONS
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FOOTING REINF
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S6.1
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6
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PIPE SLEEVE
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IS LESS THAN
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WHERE DIST
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@ PIPE CROSS
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SEE STEP FTG
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BEYOND WALL FTG
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(MIN) - EXTEND 8"
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1500 PSI CONC
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PIPE CROSSING BELOW WALL FTG
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1/2" = 1'-0
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EACH SIDE
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2'-0"
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WALL FOOTING
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FND WALL
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GREASE & WRAP
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ONE END
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NEW SLAB
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NEW SLAB
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S6.1
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8
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#4@24"x1'-0"
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NEW SLAB/EXISTING INTERFACE
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%%UNEW SLAB @ EXISTING SLAB
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1/2" = 1'-0
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DRILL & GROUT 6"
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INTO EXIST SLAB
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%%UNEW SLAB @ EXISTING WALL
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EXIST SLAB
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EXIST WALL
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12" PREMOLDED JOINT FILLER
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SEE TYP ISOLATION
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JT @ COL DETAIL
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SEE PLAN FOR FTG
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SIZE & REINF
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STEEL COL - WF,
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CONC COVER
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SLAB CONST
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SEE PLAN FOR
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PIPE, OR TUBE
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SEE PLANS & SCHEDULES
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FOR B PL & AB'S
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COL & BASE PL CONC COVER
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1/2" = 1'-0
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9
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S6.1
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SEE PLAN
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SEE PLAN
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MIDDLE THIRD OF THE SLAB.
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JOINTS SHALL BE LOCATED INT THE
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JOINT LOCATION IN ALL SLABS.
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SUBMIT PLANS SHOWING CONSTRUCTION
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%%UNOTE:
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10
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S6.1
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1/2" = 1'-0
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SLAB CONSTRUCTION JOINT
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2x KEYED JOINT
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PRESENT IN SLAB
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WHERE NO TOP STEEL IS
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#4@16"x4'-0" @ JOINT
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THRU JOINT
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CONTINUOUS
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SLAB REINF
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'D'
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SEE PLANS
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LAP ANCHOR BOLT w/ VERT WALL REINF, TYP
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SIMPSON SSTB ANCHOR BOLT, SEE PLAN
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SIMPSON HOLDOWN, SEE PLAN
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STUD HOLDOWN/CONCRETE WALL DETAIL
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11
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S6.1
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1/2" = 1'-0
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CONCRETE WALL
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%%UNOTE%%U: ATTACH HOLDOWN w/ MANUF. SPECIFIED HARDWARE
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DBL MTL STUD,MIN
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EXIST FTG
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BOTTOM OF FOOTING TO MATCH - STEP NEW FTG AS REQ'ED
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NEW FTG
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EXIST FTG
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WALL DOWELS, SEE FND SEC
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#5x3'-4" DOWEL @ EA LONGITUDIAL FND BAR, DRILL & GROUT 8" INTO EXIST FTG
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NEW CONC WALL
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NEW VERT DOWEL TO EXIST FTG AS EQ'ED, DRILL & GROUT 6" INTO EXIST FND
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#5x3'-4" DOWEL @ EA HORZ WALL BAR, DRILL & GROUT 8" INTO EXIST FTG
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HORZ WALL BAR
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7
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S6.1
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CONCRETE WALL & FOOTING
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1/2" = 1'-0
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TIE IN @ NEW/EXIST
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SEE PLAN
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SEE PLAN
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SEE ARCH DWGS
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FINISH GRADE
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12" PREMOLDED JOINT FILLER
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MTL STUD
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SEE SHEARWALL NOTES FOR STUD REQUIREMENTS
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SIMPSON HOLD DOWN SEE SHEARWALL NOTES
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MTL STUD WALL
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S6.1
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12
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HAUNCHED SLAB @ EXTERIOR
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1/2" = 1'-0
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END OF WALL/SHEARWALL
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TURN-DOWN HAUNCH @ FOOTING INTERFACE
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SLAB HAUNCH/FOOTING
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SEE SECTION DETAILS FOR FOOTING REINFORCEMENT
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Sheet Name:
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Progress Prints:
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10/15/20 ISSUED FOR BIDDING
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Revisions:
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Checked By:
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Drawn By:
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Issue Date:
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Scale:
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AS NOTED
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01/26/21
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MUNCIPAL BUILDING WEST BRADFORD TOWNSHIP 1385 CAMPUS DRIVE WEST BRADFORD, PA 19335
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ISSUED FOR PERMIT
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482 Norristown Road, Suite 200 Blue Bell, PA 19422
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Phone: 610.834.7805 Facsimile: 610.834.7815
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COPYRIGHT 2020 KIMMEL BOGRETTE ARCHITECTURE + SITE, INC. ALL RIGHTS RESERVED
AutoCAD SHX Text
A r c h i t e c t u r e + S i t e
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c
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LRB
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JPC
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01/26/21 FOR CONSTRUCTION
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REVISED DURING
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BIDDING
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1
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TYPICAL FOUNDATION DETAILS
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S6.2

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MULTIPLE MEMBER CONNECTIONS
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S6.2
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1
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NOT TO SCALE
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FOR BEAMS
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%%U2 MEMBER
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%%U3 MEMBER
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3 ROWS 16d COMMON NAILS @ 12"o/c EACH SIDE
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2 ROWS 16d COMMON NAILS @ 12"o/c
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2
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S6.2
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PLYWOOD SHEATHING ATTACHMENT DETAIL
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3/4" = 1'-0
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8d NAILS @ 12" o.c.
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IN ROWS OF 2'-0" o.c.
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PROVIDE 8d NAILS
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@ 4" o.c. @ PANEL
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ORIENT SHEATHING AT 45
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DEGREES WITH THE DECKING
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PERIMETER EDGES
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PERM. DIAG. BRACE @ CONT.
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PERM. LAT. BRACE
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S6.2
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4
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ROOF SHEATHING
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NO SCALE
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NEXT DIAG. (MAX.)
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20' TO TOP OF
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TRUSS WEB MEMBER (BRACED)
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CONTINUOUS PERMANENT LATERAL BRACE (SIZE, SPACING AND CONN. BY TRUSS MANUF. - SEE SHOP DWGS)
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2x4 PERMANENT DIAGONAL BRACE NAILED TO OPPOSITE SIDE OF BRACED WEB w/2 10d NAILS EA. PROVIDE @ EA. CONT PERM. LATERAL BRACE.
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PERMANENT BOTT. CHORD. BRACING
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(FASTEN EA. BRACE TO EA. BOTT. CHORD w/2 10d NAILS)
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S6.2
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(EA. DIRECTION)
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DIAGONAL (MAX.)
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20' CLEAR TO NEXT
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5
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BEARING
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BOTTOM CHORD
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NO SCALE
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2x4 CONTINUOUS
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LATERAL BRACE
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IF REQ'D BY MANUF.
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(CLOSER SPACING
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-SEE SHOP DWGS)
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(TYP.)
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2x4 DIAGONAL BRACE @ EA. END WALL PLUS 20' (MAX.) INTERMEDIATE.
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12'-16' MAX. BET. ROWS
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PROVIDE PERM. WEB DIAG. BRACING
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EA. END WALL PLUS 20' MAX. INTERM.
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PERM. WEB DIAG. BRACING
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S6.2
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3
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NO SCALE
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BRG. BEYOND
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WOOD TRUSSES
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SET OF DIAG. (MAX.)
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20' CLEAR TO NEXT
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PROVIDE OVER CORRIDOR WALLS.
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FASTEN TO EA WEB w/2 10d
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PERMANENT WEB 2 2x4 DIAGONAL BRACING.
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ROOF SHEATHING
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HSS COLUMN
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8
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S6.2
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FULL DEPTH - THRU
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SEE STRUCTURAL STEEL NOTES - DRAWING S-1
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LATERAL LOAD MOMENT CONN @ TS COLUMNS @ ROOF
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3/4" = 1'-0
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COL SHEAR PL
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%%UNOTE:
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TYPICAL
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SHIM AS REQUIRED
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SIZE TO MATCH
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SEE PLAN
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MOMENT PLATE
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FOR EL
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BOLTS
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SIZES & NUMBER OF
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SEE SCHEDULE 23/S6.1
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TOP & BOTTOM PLATE
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316
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14
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HSS COLUMN
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FULL DEPTH
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COL SHEAR PL
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TYPICAL
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SHIM AS REQUIRED
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SIZE TO MATCH
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SEE PLAN
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MOMENT PLATE
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316
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14
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(4) " DIA BOLTS 34" DIA BOLTS TOP AND BOT TYP.
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12" MOMENT CONN PL TYP.
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ROOF TRUSSES
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COLD FORMED
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@ 24" o/c
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%%uTRUSSES STRADDLE SHEAR WALL
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MTL STUD BRACE
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OR EXTERIOR
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WALL
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DEMISING WALL
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%%uTRUSS ABOVE WALL
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SCALE:
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SHEAR WALL DETAIL @ ROOF
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3/4" = 1'-0"
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MTL CONNECTOR
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COLD FORMED
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@ 24" o/c
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MTL CONNECTOR
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NAILING AT INTERMEDIATE SUPPORTS
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("FIELD NAILING") - SEE NAILING
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SCHEDULE
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1/8" GAP
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PLYWOOD/OSB PANEL
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OVER 2 OR MORE SPANS
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PROVIDE BLOCKING
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(MATCH FRAMING) AT
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PANEL EDGES %%UONLY%%U
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WHERE INDICATED.
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LAY IN A STAGGERED
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JOINT PATTERN CONT.
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EDGES - SEE NAILING
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SUPPORT FRAMING
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ANCHOR -
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EDGE NAILING
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(INSTALL VERTICALLY)
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SEE SCHEDULE
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(EA END) -
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(EA END) -
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SEE SCHEDULE
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CHORD STUDS
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WALL SHEATHING
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SILL ANCHORS -
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TYPE & SIZE
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ANCHOR -
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TYPICAL WALL ELEVATIOND ETAIL
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MUNCIPAL BUILDING WEST BRADFORD TOWNSHIP 1385 CAMPUS DRIVE WEST BRADFORD, PA 19335
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ISSUED FOR PERMIT
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482 Norristown Road, Suite 200 Blue Bell, PA 19422
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Phone: 610.834.7805 Facsimile: 610.834.7815
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COPYRIGHT 2020 KIMMEL BOGRETTE ARCHITECTURE + SITE, INC. ALL RIGHTS RESERVED
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A r c h i t e c t u r e + S i t e
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JPC
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1
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TYP. LATERAL BRACING SPLICE USE: (1) 12" LONG CRC INVERTED OVER CENTER OF SPLICE W/ (3) #10-16 SCREWS ON EACH SIDE OF SPLICE
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1 1/2"X 1 1/2"X 16 GA CLIP ANGLE FASTENED TO STUD & U CHANNEL W/ (2) #10-16 SCREWS PER CONN., TYP. ANGLE LENGTH SHALL NOT BE MORE THAN 1/2" LESS THAN STUD DEPTH.
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1 1/2"COLD ROLLED CHANNEL
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WHERE BRACING TERMINATES AT BUILT-UP JAMB OR POST, EXTEND CHANNEL INTO PUNCH-OUT. USE 1 1/2"X1 1/2"X 16 GA CLIP ANGLE 1 "LESS THAN STUD WIDTH. ATTACH 14"LESS THAN STUD WIDTH. ATTACH USING (4) #10-16 SCREWS.
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METAL STUD WALL
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METAL STUD
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#10-16 SCREWS @ 6" O.C.
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2"X18 GA METAL STRAP @ 4'-0" O.C. HORIZ. FOR LOAD BEARING WALLS
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"C" RUNNER SOLID BRIDGING @ EA. END END OF WALL, ADJACENT TO WALL OPENINGS @ 8'-0" O.C. MAX. TYP. EA. BRACING LINE
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ALTERNATE STUD LATERAL BRACING DETAIL
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SINGLE JAMB STUD
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SILL TRACK
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FULL HEIGHT JAMB STUDS
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CRIPPLE STUDS
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CAP OPENING SIDE OF JAMB W/ TRACK ATTACHED W/ #10-16 SCREWS @ 16" O.C. EACH FLANGE
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ATTACH DEFLECTION TRACK TO MAIN STRUCTURE
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PLACE 1 ROW OF LATERAL BRACING WITHIN 12" OF DEFLECTION TRACK. FLAT STRAPPING EACH SIDE. SEE TYP. STUD BRACING DETAIL.
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WALL STUD
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ATTACH W/ (4) #10-16 SCREWS AT CORNER
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UTILITY ANGLE. MAX. 3/4" LESS THAN STUD WIDTH
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LAP JOINT, COPE FLANGES OF TRACK AS REQUIRED AT INTERSECTION
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SPLICE PL-METAL STUD SECTION
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STUD
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UTILITY CLIP ANGLES
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BUILT-UP HEADER SEE SCHEDULE
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PAF @ 16"c/c
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%%UWALL PARALLEL
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%%UWALL PARALLEL
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Sheet Name:
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Progress Prints:
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10/15/20 ISSUED FOR BIDDING
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Revisions:
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Checked By:
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Drawn By:
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Issue Date:
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Scale:
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AS NOTED
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01/26/21
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MUNCIPAL BUILDING WEST BRADFORD TOWNSHIP 1385 CAMPUS DRIVE WEST BRADFORD, PA 19335
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ISSUED FOR PERMIT
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482 Norristown Road, Suite 200 Blue Bell, PA 19422
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Phone: 610.834.7805 Facsimile: 610.834.7815
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COPYRIGHT 2020 KIMMEL BOGRETTE ARCHITECTURE + SITE, INC. ALL RIGHTS RESERVED
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c
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