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VENEER
CMU
CONCRETE
EARTH
RIGID INSULATION
STEEL
PLYWOOD
WOOD
AGGREGATE
GROUT
TIMBER
X2.0x2.0
FOOTING TYPE
FOOTING SIZE (SEE FOOTING SCHEDULE)
FOOTING TYPEF - ISOLATEDCF - CONTINUOUSTD - TURNDOWNTS - THICKENED SLAB
FOOTING ANNOTATIONS #
x
sxxx
x
sxxx
x
sxxx
sw #
EX
P.
GRID LINE SECTION
ELEVATIONDETAILS IN PLANS & SECTIONS
WALL TYPE EXISTING TO REMAIN
SHEAR WALL CONTROL JOINT
EXPANSION JOINTLIGHT GAUGE METAL CONNECTORS
SHEAR WALL HOLDOWN
FOUNDATION EXTENTS
DESIGN LOADSAREA DEAD LOAD (PSF) LIVE LOAD (PSF) TOTAL LOAD (PSF)
FIRST FLOOR SLAB 50 100 150
SECOND FLOOR 70 100 170
ROOF (TYP.) 15 30 45
DESIGN LOADS
DESIGN LOADS FOR THIS PROJECT ARE LISTED IN THE DESIGN LOAD TABLE BELOW BASED UPON"MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, (ASCE/SEI 7)", AMERICANSOCIETY OF CIVIL ENGINEERS.
EQUIPMENT, INCLUDING MECHANICAL UNITS, SUPPORTED BY THE STRUCTURE WITH WEIGHTS INEXCESS OF 200 LBS, AND NOT SHOWN ON THE STRUCTURAL PLANS, SHALL BE BROUGHT TO THEATTENTION OF THE STRUCTURAL ENGINEER PRIOR TO INSTALLATION. CONTRACTOR SHALL COORDINATE FINAL MEP DRAWINGS AND CONFIRM MECHANICAL LOADS DO NOT EXCEED THELOADS SHOWN ON STRUCTURAL FRAMING PLANS.
*ALTERNATE 2000# CONCENTRATED LOADFLOORS ARE DESIGNED FOR THE UNIFORMLY DISTRIBUTED LIVE LOADS NOTED ABOVE OR ACTUALCONCENTRATED LOADS, WHERE SUCH LOADING GOVERNS. LIVE LOAD REDUCTION AS PERINTERNATIONAL BUILDING CODE REQUIREMENTS.
ADDITIONAL LOADS DUE TO SNOW DRIFT AND SLIDING SNOW HAVE BEENCONSIDERED WHERE APPLICABLE.
GROUND SNOW LOAD Pg
SNOW LOAD DESIGN DATA
RAIN ON SNOW SURCHARGE -
FLAT-ROOF SNOW LOAD Pf
SNOW EXPOSURE FACTOR Ce
SNOW LOAD IMPORTANCE FACTOR
Is
THERMAL FACTOR Ct
25 PSF
5 PSF
23.1 PSF
1
1
1.1
SITE CLASS -
SEISMIC LOAD DESIGN DATA
RISK CATEGORY -
IMPORTANCE FACTOR I
MAPPED SPECTRAL RESPONSE ACCELERATION
S
SEISMIC DESIGN CATEGORY -
BASIC STRUCTURAL SYSTEM
BASIC SEISMIC FORCE RESISTING SYSTEM
SEISMIC RESPONSE COEFFICIENT
C
RESPONSE MODIFICATION COEFFICIENT
R
ANALYSIS PROCEDURE
DESIGN BASE SHEAR
MAPPED SPECTRAL RESPONSE ACCELERATION
DESIGN SPECTRAL RESPONSE ACCELERATION
DESIGN SPECTRAL RESPONSE ACCELERATION
E
S
S1
SDS
SD1
S
D
II
1
0.17
0.049
0.182
0.079
D
MOMENT- RESISTINGFRAME SYSTEM
ORDINARY STEELMOMENT FRAMES
EQUIV. LATERALFORCE
0.56
3.25
41 K
WIND SPEED V
WIND LOAD DESIGN DATA
WIND SPEED
RISK CATEGORY -
WIND EXPOSURE CATEGORY -
DESIGN PROCEDURE
ult
Vasd
-
N/A
100 MPH
II
C
ASCE 7-05CH 6, PT 1
ROOF (GREEN) 15 + 60 (GREEN) 30 105
ROOF (w/ SOLAR PANELS) 30 5015 + 5 (SOLAR)
STAIRS 100 12020
CONCRETE (CAST-IN-PLACE)
CONCRETE CONSTRUCTION SHALL COMPLY WITH REFERENCED OR LATEST EDITIONS OF THEFOLLOWING STANDARDS:
1) "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318", AMERICAN CONCRETE INSTITUTE.
2) "ACI MANUAL OF CONCRETE PRACTICE - PARTS 1 THROUGH 5 ", AMERICAN CONCRETE INSTITUTE.
3) "MANUAL OF STANDARD PRACTICE", CONCRETE REINFORCING STEEL INSTITUTE.4) "ACI DETAILING MANUAL, SP-66", AMERICAN CONCRETE INSTITUTE.5) "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS, ACI 301", AMERICAN
CONCRETE INSTITUTE.
CONTRACTOR SHALL SUBMIT MIX DESIGNS ACCOMPANIED BY APPROPRIATE GRAPHS ANDBACKGROUND DATA FOR APPROVAL. MIX DESIGN SHALL INDICATE 7 AND 28 DAYS STRENGTHS,CEMENT CONTENT, AIR CONTENT, WATER-CEMENT RATIO, AMOUNT OF FINE AND COARSEAGGREGATES, AND ADMIXTURES. CONCRETE SHALL BE MADE IN ACCORDANCE WITH DESIGNMIXES WHICH ARE TO BE APPROVED BY THE ARCHITECT OR ENGINEER PRIOR TO CASTING ANYCONCRETE. MIXES SHALL BE IN ACCORDANCE WITH THE AMERICAN CONCRETE INSTITUTE ACI 318.
CONCRETE MATERIALS SHALL CONFORM TO ASTM CI50, TYPE I/II FOR PORTLAND CEMENT ANDASTM C33 FOR AGGREGATES. MIXES SHALL HAVE A MAXIMUM WATER/CEMENT RATIO OF 0.53 FORINTERIOR CONCRETE PROTECTED FROM FREEZING AND 0.45 FOR ALL EXTERIOR EXPOSEDCONCRETE. WATER-REDUCING ADMIXTURES SHALL CONFORM TO ASTM C494, TYPE A (FREE OFCALCIUM CHLORIDES), AIR-ENTRAINING ADMIXTURES SHALL CONFORM TO ASTM C260, ANDHIGH-RANGE WATER REDUCERS (SUPER-PLASTICIZERS) SHALL CONFORM TO ASTM C494, TYPE F.FLY ASH SHALL COMPLY WITH ASTM C619 FOR CLASS F AND SHALL NOT BE PROPORTIONED INMIXES WITH MORE THAN 30% CEMENT BY WEIGHT. USE OF ADDITIVES SHALL NOT BE PERMITTEDUNLESS SPECIFICALLY APPROVED BY THE STRUCTURAL ENGINEER. USE OF ADDITIVESCONTAINING CALCIUM CHLORIDE SHALL NOT BE PERMITTED. DO NOT USE HIGH-RANGE WATERREDUCING ADMIXTURES IN AIR-ENTRAINED CONCRETE. ADDITION OF WATER TO THE CONCRETE AT THE JOB SITE FOR THE PURPOSE OF INCREASINGTHE SLUMP OR FOR RETEMPERING THE CONCRETE WHICH HAS BEGUN TO SET IS STRICTLYPROHIBITED.
LIQUID-MEMBRANE CURING COMPOUNDS SHALL BE HIGH-SOLIDS, WATER AND ACRYLIC-BASED,COMPLYING WITH ASTM C309 AS TESTED UNDER ASTM C156.
EXPOSED CONCRETE BEAMS, WALLS AND COLUMNS SHALL HAVE CHAMFERED EDGES.
ALL CONCRETE WORK, REINFORCING PLACEMENT, FORMWORK AND SHORING SHALL BEINSPECTED UNDER THE SUPERVISION OF A REGISTERED PROFESSIONAL ENGINEER.CONCRETE QUALITY CONTROL, INSPECTION AND TESTING SHALL BE IN STRICTACCORDANCE WITH THE PROJECT SPECIFICATIONS, AS WELL AS LOCAL BUILDING CODEREQUIREMENTS.
REINFORCING BARS SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, GRADE 60.WELDED WIRE FABRIC SHALL CONFORM TO ASTM A1064. BARS SHALL BE BRANDED BY THEMANUFACTURER WITH BAR SIZE AND GRADE OF STEEL AND CERTIFIED MILL REPORTS SHALL BESUBMITTED FOR RECORD. REINFORCING STEEL SHALL BE DETAILED FABRICATED, AND PLACEDIN ACCORDANCE WITH ACI 318, ACI 315, AND CRSI STANDARDS.
WELDED WIRE FABRIC SHALL CONFORM TO ASTM A1064, GRADE 60. LAP WELDED WIRE FABRICONE FULL MESH AT ENDS AND SIDES.
ALL REINFORCING STEEL (INCLUDING WELDED WIRE FABRIC) SHALL BE SECURELY TIED ANDANCHORED IN PLACE TO PREVENT DISLOCATION DURING THE PLACING OPERATION.
REINFORCING STEEL SHALL BE CLEAN OF MUD, DEBRIS, LOOSE RUST, CEMENT, GROUT, OR ANYOTHER MATERIAL WHICH MAY INHIBIT THE BOND BETWEEN THE STEEL AND CONCRETE.
PROVIDE CORNER BARS AT JUNCTIONS OF CONCRETE WALLS, GRADE BEAMS AND WALLFOOTINGS AND LAP WITH WALL REINFORCING AS SHOWN IN TYPICAL DETAILS. SIZE ANDSPACING OF CORNER BARS TO BE SAME AS HORIZONTAL WALL REINFORCING, UNLESS SHOWNOTHERWISE. WHERE CONTINUOUS BARS ARE CALLED FOR, THEY SHALL RUN CONTINUOUSLYAROUND CORNERS AND LAPPED AS NECESSARY. PROVIDE STANDARD HOOKS ATDISCONTINUOUS ENDS. PROVIDE DOWELS BETWEEN ALL FOOTINGS, WALLS AND PIERS TOMATCH SIZE AND SPACING OF VERTICAL REINFORCING. LAPS SHALL BE A MINIMUM OF 36 BARDIAMETERS OR PER LAP TABLE. TENSION AND COMPRESSION LAP SPLICES SHALL NOT BE LESSTHAN THE SPLICE LENGTHS AS GIVEN IN ACI-318. GENERALLY LAP TOP BARS AT MID SPAN ANDBOTTOM BARS AT SUPPORTS. PROVIDE PLACING ACCESSORIES IN ACCORDANCE WITH ACIRECOMMENDATIONS.
REINFORCEMENT FOR SLABS ON GRADE SHALL BE SUPPORTED IN PLACE PRIOR TO PLACINGCONCRETE. PLACE CONCRETE OVER 6 MIL. POLYETHYLENE VAPOR BARRIER AND 4 INCHESMINIMUM OR COURSE AGGREGATE OR AS RECOMMENDED BY GEOTECHNICAL ENGINEER. THEAGGREGATE LAYER SHALL BE PLACED OVER APPROVED SUBGRADE.
POUR SLABS ON GRADE IN ALTERNATE PANELS WITH A MAXIMUM OF 600 SF AND PROVIDECONTROL AND KEYED CONSTRUCTION JOINTS AT 15'-0" MAXIMUM OR AS REQUIRED TO PREVENTUNCONTROLLED CRACKING.PROVIDE DIAMOND OR ROUND SHAPE ISOLATION JOINTS AROUNDCOLUMN BASES. POUR CONCRETE INTO ISOLATION JOINTS AROUND COLUMN BASES AFTERSLAB ON GRADE IS POURED. CONCRETE FOR SLABS-ON-GRADE SHALL BE PLACED IN ASEQUENCE AND MANNER THAT IS CONSISTENT WITH THE RECOMMENDATIONS OF THEAMERICAN CONCRETE INSTITUTE. LOCATE CONSTRUCTION AND CONTROL JOINTS IN SUCH AWAY TO MINIMIZE THE EFFECTS OF SHRINKAGE OF THE CONCRETE SLAB SECTIONS. SUBMIT TOTHE ARCHITECT/ENGINEER THE SEQUENCE AND METHOD OF CASTING CONCRETESLABS-ON-GRADE PRIOR TO PLACING THESE ELEMENTS.
SLAB CONTROL JOINTS: SAW CUT OR FORM TO 1/3 SLAB DEPTH. SPACE NO MORE THAN 15 FEETAPART. DISCONTINUE REINFORCEMENT AT CONTROL JOINTS. PROVIDE JOINTS ON GROUNDSUPPORTED SLABS IN RECTANGULAR CONFIGURATION, WITH THE LONGER SIDE NO MORE THANONE-AND-ONE-HALF TIMES THE LENGTH OF THE SHORTER SIDE.
SLAB ISOLATION JOINTS: PROVIDE PRE-MOLDED JOINT FILLER AROUND ALL PIPING, PIERS ANDFOUNDATION WALLS.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR FURNISHING AND INSTALLING ANCHOR BOLTS,CLIPS, INSERTS, CONNECTION PLATES, SLEEVES, SLOTS AND OTHER REQUIRED ITEMS INACCORDANCE WITH THE CONTRACT DRAWINGS, AND IN COOPERATION WITH OTHER TRADESPRIOR TO PLACING CONCRETE.
MINIMUM CLEARANCES
(COVER) FOR REINFORCEMENT
FOOTING AND CONCRETECAST AGAINST EARTH
3"
FORMED CONCRETEEXPOSED TO EARTH OR
WEATHER2"
FORMED CONCRETE NOTEXPOSED TO EARTH OR
WEATHER(SLABS, WALLS & JOISTS)
3/4"
FORMED CONCRETE NOTEXPOSED TO EARTH OR
WEATHER(BEAMS & COLUMNS)
11/2"
SLABS ON GRADE, W.W.F.
LESSER OFMID-DEPTH
OR 2" BELOWSURFACE
MINIMUM CONCRETE PROPERTIES
LOCATION F'c@28 DAYS SLUMP
FOOTINGS, GRADE BEAMS,FDN. WALS AND PILE CAPS
3000 PSI 4" ±1"
SLABS ON GRADE 3500 PSI 4" ±1"
ELEVATED, FORMED
CONCRETE4500 PSI
4" ±1"
(7" ±1" FORPUMPED CONCRETE)
EXTERIOR AND CONCRETE EXPOSED TO WEATHER SHALL BE AIR ENTRAINED TO ± 6%.
FOUNDATION
WHERE REQUIRED, STEP FOOTINGS IN A RATIO OF 2 HORIZONTAL TO 1 VERTICAL.
ANCHOR BOLTS SHALL BE MAX. 12" FROM PLATE ENDS, MINIMUM OF (2) PER PLATE SECTION.
1/2" WATERPROOF PARGING OR BITUMINOUS WATERPROOFING SHALL BE APPLIED TO FOUNDATIONWALLS U.N.O.
FOUNDATION DRAINS ARE THE RESPONSIBILITY OF THE ARCHITECT OR CONTRACTOR UNLESSSHOWN ON THE STRUCTURAL DRAWINGS.
STEEL
FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THELATEST SPECIFICATION OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION STEELCONSTRUCTION MANUAL.
STRUCTURAL STEEL SHALL CONFORM TO:WF BEAMS ASTM A992 (50KSI)RECT. HSS ASTM A500 GRADE B (46KSI)ROUND HSS ASTM A500 GRADE B (42KSI)STEEL PIPE ASTM A53 GRADE B (35KSI)PLATES, ANGLES & CHANNELS ASTM A36 (36KSI)
BOLTS ASTM A325-N (3/4" ∅ U.N.O.)
ANCHOR BOLTS ASTM F1554 GRADE 36
PROVIDE WELDED CONNECTIONS TYPICALLY UNLESS OTHERWISE NOTED.
WELDING ELECTRODES SHALL BE E70 SERIES.
WELDS SHALL BE MADE ONLY BY WELDERS WHO HAVE BEEN PREQUALIFIED BY TESTS OF THEAMERICAN WELDING SOCIETY, PRESCRIBED IN THE STRUCTURAL WELDING CODE," AWS DI.I(LATEST EDITION).
ANY CONNECTION NOT SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS SHALL BEDESIGNED AND DETAILED BY THE STRUCTURAL STEEL FABRICATOR. SEE THE TYPICAL BEAMCONNECTION DETAILS ON THE DRAWINGS.
CONNECTIONS SHALL BE AISC STANDARD.
PROVIDE BASE PLATE FOR ALL STRUCTURAL STEEL BEAMS BEARING ON CONCRETE OR MASONRY.GROUT FOR SETTING BEARING SURFACES SHALL BE NON-SHRINK, NOT-STAINING.
ALL STEEL SUPPORT COLUMNS SHALL BEAR DIRECTLY ON MASONRY OR CONCRETE FOUNDATIONSYSTEMS.
MISCELLANEOUS STRUCTURAL STEEL SHALL CONFORM TO THE LATEST EDITION OF THE AISC"SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FORBUILDINGS", AND SHALL BE ASTM A36. BOLTS SHALL BE HIGH STRENGTH 3/4" DIAMETERCONFORMING TO ASTM A325. WELDING SHALL BE DONE ONLY BY CERTIFIED WELDERS. WELD INACCORDANCE WITH THE AWS "STANDARD CODE FOR ARC AND GAS WELDING IN BUILDINGCONSTRUCTION". STRUCTURAL STEEL SURFACES CAST INTO CONCRETE SHALL BE UNPAINTED.
SUBMIT STRUCTURAL STEEL SHOP DRAWINGS SHOWING COMPLETE DIMENSIONS AND DETAILS FOR APPROVAL PRIOR TO FABRICATION. THE STRUCTURAL STEEL SUBCONTRACTOR SHALL BERESPONSIBLE FOR CHECKING, VERIFICATION, AND FOR COORDINATION OF DIMENSIONS ANDDETAILS WITH THE STRUCTURAL AND OTHER PORTIONS OF THE CONTRACT DRAWINGS. THESTRUCTURAL CONTRACT DRAWINGS SHALL NOT BE REPRODUCED AS SHOP DRAWINGS UNLESSTHE STRUCTURAL ENGINEER'S APPROVAL IS OBTAINED IN WRITING.
STEEL SHOP DRAWINGS SHALL INCLUDE ALL STEEL FABRICATED WOOD CONNECTIONS. CONTRACTOR SHALL SUBMIT SAMPLE CONNECTIONS TO ARCHITECT AND ENGINEER FOR APPROVAL. SAMPLE CONNECTIONS SHALL BE MOCKED UP AND INCLUDE BOLTS AND TIMBER.
MISCELLANEOUS ITEMS
THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL SAFETY REGULATIONS, PROGRAMS ANDPRECAUTIONS RELATED TO ALL WORK ON THIS PROJECT AND FOR THE PROTECTION OF PERSONSAND PROPERTY EITHER ON OR ADJACENT TO THE PROJECT AND SHALL PROTECT SAME AGAINSTINJURY, DAMAGE OR LOSS.
THE CONTRACTOR IS RESPONSIBLE FOR LIMITING THE AMOUNT OF CONSTRUCTION LOAD IMPOSEDON THE STRUCTURE. SUCH LOADS SHALL NOT EXCEED THE CAPACITY OF THE STRUCTURE AT ANYTIME. THE STRUCTURAL INTEGRITY OF THE BUILDING IS DEPENDANT UPON COMPLETIONACCORDING TO PLANS AND SPECIFICATIONS. THE STRUCTURAL ENGINEER ASSUMES NO LIABILITYFOR THE STRUCTURE DURING CONSTRUCTION. THE METHOD OF CONSTRUCTION AND SEQUENCEOF OPERATIONS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALLSUPPLY ANY NECESSARY SHORING, BRACING, GUYS, ETC., TO PROPERLY BRACE THE STRUCTUREAGAINST WIND, DEAD AND LIVE LOADS UNTIL THE BUILDING IS COMPLETED ACCORDING TO THEPLANS AND SPECIFICATIONS. CONTRACTOR SHALL NOT PLACE BACK FILL AGAINST BASEMENTWALLS UNTIL THE FLOOR SYSTEM IS COMPLETELY INSTALLED OR CONTRACTOR HAS PROVIDEDADEQUATE SHORING AND BRACING. ANY QUESTIONS REGARDING TEMPORARY SHORINGREQUIREMENTS SHOULD BE FORWARDED TO THE STRUCTURAL ENGINEER FOR REVIEW.
THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION, AND ANY TEMPORARYBRACING OR SUPPORT REQUIRED TO ACCOMMODATE THE CONTRACTOR'S MEANS AND METHODSARE THE RESPONSIBILITY OF THE CONTRACTOR.
THE CONTRACTOR IS TO VERIFY ALL OPENING SIZES AND LOCATIONS WITH THE REQUIREMENTS OFOTHER TRADES PRIOR TO FABRICATION AND ERECTION.
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE ARCHITECTURAL,MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS, AND THE CONTRACTOR SHALL BERESPONSIBLE FOR SEEING THAT THE WORK OF ALL TRADES IS COORDINATED WITH ADJACENTWORK.
EARTH RETAINING WALLS, OTHER THAN CANTILEVERED TYPE WALLS, SHALL BE ADEQUATELYBRACED UNTIL CONCRETE FOR SUPPORTING SLABS HAS BEEN PLACED AND ALL CONCRETE HASCURED.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR DESIGNING, FURNISHING, ERECTING ANDREMOVING ANY TEMPORARY SHORING AND BRACING DURING CONSTRUCTION
THE ARCHITECT AND ENGINEER SHALL BE NOTIFIED AT THE PROPER TIME WHEN ALL ITEMS AREREADY FOR OBSERVATION. SUFFICIENT NOTICE SHALL BE GIVEN BY THE CONTRACTOR TO ALLOWFOR SCHEDULING OF OBSERVATIONS.
SAFETY REGULATIONS SHALL BE STRICTLY FOLLOWED BY THE CONTRACTOR OR SUBCONTRACTORDURING ALL TIMES OF WORK ON THIS PROJECT. THE ARCHITECT OR ENGINEER SHALL NOT HAVECONTROL OR CHARGE OF, AND SHALL NOT BE RESPONSIBLE FOR CONSTRUCTION MEANS,METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES, FOR SAFETY PRECAUTIONS ANDPROGRAMS IN CONNECTION WITH THE WORK, FOR ACTS OF OMISSIONS OF THE CONTRACTOR,SUBCONTRACTORS, OR ANY OTHER PERSONS PERFORMING ANY OF THE WORK IN ACCORDANCEWITH THE CONTRACT DOCUMENTS.
ALL SPECIALTY BOLTS, INCLUDING EXPANSION TYPE AND EPOXY TYPE ANCHORS SHALL BEINSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PRINTED INSTRUCTIONS.
THE CONTRACTOR SHALL PROTECT FROM DAMAGES EXISTING BUILDING(S), OWNER EQUIPMENT,ROADS, WALKS AND UTILITIES. THE CONTRACTOR SHALL MAINTAIN THESE DURING THE COURSEOF THE WORK, AND SHALL REPAIR ALL DAMAGES AT NO ADDITIONAL EXPENSE TO THE OWNER.
IN AREAS WHERE THE DRAWINGS DO NOT ADDRESS METHODOLOGY, THE CONTRACTOR SHALL BEBOUND TO PERFORM IN STRICT COMPLIANCE WITH MANUFACTURER'S SPECIFICATIONS AND/ORRECOMMENDATIONS.
ON-SITE VERIFICATION OF ALL DIMENSIONS AND CONDITIONS SHALL BE THE RESPONSIBILITY OFTHE GENERAL CONTRACTOR AND HIS SUBCONTRACTORS. NOTED DIMENSIONS SHALL TAKEPRECEDENCE OVER SCALE.
THE GENERAL NOTES AND TYPICAL DETAILS APPLY THROUGHOUT THE JOB UNLESS OTHERWISENOTED OR SHOWN.
THE CONTRACTOR SHALL COMPARE AND COORDINATE ALL DRAWINGS. IF A DISCREPANCY EXISTS,HE SHALL PROMPTLY REPORT IT FOR PROPER ADJUSTMENT BEFORE PROCEEDING WITH THEWORK.
IN THE EVENT THAT CERTAIN FEATURES OF THE CONSTRUCTION ARE NOT FULLY SHOWN ON THEDRAWINGS, THEIR CONSTRUCTION SHALL BE OF THE SAME CHARACTER AS SIMILAR CONDITIONSTHAT ARE SHOWN OR NOTED.
THESE PLANS ARE SUBJECT TO MODIFICATIONS AS NECESSARY TO MEET CODE REQUIREMENTSOR TO FACILITATE MECHANICAL, PLUMBING INSTALLATIONS OR TO INCORPORATE DESIGNIMPROVEMENTS.
DO NOT BUILD OVER GAS LINES OR ENCLOSE THE METER. CONSULT THE LOCAL GAS COMPANYPRIOR TO CONSTRUCTION.
CHIMNEY SHALL EXTEND AT LEAST 2 FEET HIGHER THAN ANY PORTION OF THE BUILDING WITHIN10 FEET, BUT SHALL NOT BE LESS THAN 3 FEET ABOVE THE POINT WHERE IT PASSES THROUGHTHE ROOF.
DECKS ARE NOT APPROVED FOR FUTURE HOT TUB INSTALLATION.
GOVERNING CODES
THIS PROJECT SHALL COMPLY WITH THE "INTERNATIONAL BUILDING CODE", INTERNATIONAL CODE
COUNCIL, INC., 2009 EDITION, INCLUDING SPECIFICATIONS REFERENCED WITHIN. USE THE REFERENCED OR LATEST EDITIONS UNLESS NOTED OTHERWISE. MANUFACTURER SPECIFICATION AND LOCAL CODE REQUIREMENTS, WHEN IN EXCESS OF MINIMUM SPECIFICATION, SHALL CONTROL.
ARCH.
BLK.
BM.
C.A.
CHAM.
CLG.
COL.
CONC.
CMU
CNST. JNT.
CONT.
CTR.
C.J.
DBL.
DIA.
DIM.
DWG.
EA.
E.E.
EL.
EQ.
EX.
EXP.
EXT.
FDN.
FLR.
F.O.C.
F.O.F.
F.O.S.
GA.
GALV.
G.T.
ARCHITECTURAL
BLOCKING
BEAM
COLUMN ABOVE
CHAMFER
CEILING
COLUMN
CONCRETE
CONCRETE MASONRY UNIT
CONSTRUCTION JOINT
CONTINUOUS
CENTER
CONTROL JOINT
DOUBLE
DIAMETER
DIMENSION
DRAWING
EACH
EACH END
ELEVATION
EQUAL
EXISTING
EXPANSION
EXTERIOR
FOUNDATION
FLOOR
FACE OF CONCRETE
FACE OF FINISH
FACE OF STUDS
GAUGE
GALVANIZED
GIRDER TRUSS
H.C.
HORIZ.
INT.
JNT.
PWD.
RAD. OR R.
SCHED.
SHT.
SQ.
STD.
STL.
STRUCT.
T. & G.
HOLLOW CORE
HORIZONTAL
INTERIOR
JOINT
PLYWOOD
RADIUS
SCHEDULE
SHEET
SQUARE
STANDARD
STEEL
STRUCTURAL
TONGUE & GROOVE
E.S. EACH SIDE
D.J. DOUBLE JOIST
P.T. PRESERVATIVE TREATED
Ø
A.B.
B.F.F.
BLDG.
BL
BO
B.O.S.
BRG.
E.J.
E.W.
J.B.E.
℄ CENTERLINE
DIAMETER
ANCHOR BOLT
BELOW FINSH FLOOR
BUILDING
BLOCK LINTEL
BOTTOM OF
BOTTOM OF STEEL
BEARING
EXPANSION JOINT
EACH WAY
JOIST BEARING ELEVATION
JST.
KSI
PSF
PSI
QTY.
REF.
JOIST
KIPS PER SQUARE INCH
POUNDS PER SQUARE FOOT
POUNDS PER SQUARE INCH
REFER TO
REINFORCED
A.F.F. ABOVE FINISH FLOOR
F.S. FAR SIDE
FTG. FOOTING
G.C. GENERAL CONTRACTOR
GR.
GWB
GRADE
GYPSUM WALL BOARD
H HEIGHT
HSA HEADED STUD ANCHOR
HSS HOLLOW STRUCTURAL SHAPE
I.D.
I.F.
INSIDE DIAMETER
INSIDE FACE
INFO
ISO
INFORMATION
ISOLATED
I.D.
I.F.
INSIDE DIAMETER
INSIDE FACE
QUANTITY
REINF.
REQUIREDREQD
REVERSEREV.
ROUGH OPENINGR.O.
ROOF TOP UNITR.T.U.
THICKNESSTHK
TOP OFT.O.
TOP OF BEAMT.O.B.
TOP & BOTTOMT & B
SIMILARSIM.
SPECIFICATIONSSPECS
TOP OF CONCRETET.O.C.
TOP OF FOOTINGT.O.F.
TOP OF GRADE BEAMT.O.G.B.
TOP OF MASONRYT.O.M.
TOP OF PAVINGT.O.P.
TOP OF STEEL OR SLABT.O.S.
TOP OF WALLT.O.W.
TRANSVERSETRANS
TYPICAL
UNLESS NOTED OTHERWISE
VERTICAL
VERIFY IN FIELD
TYP.
U.N.O.
VERT.
V.I.F.
WIDTH
WITH
W
w/
WD.
w/o
WOOD
WITHOUT
WP WORK POINT
HANGER
N/A
O.C.
O.F.
O.D.
OPP.
NOT APPLICABLE
ON CENTER
OUTSIDE FACE
OUTSIDE DIAMETER
OPPOSITE
L
L.L.H.
L.L.V.
LONG.
MAX
MECH
MFR
MIN
MISC.
M.O.
MTL.
N.I.C.
NO.
N.S.
N.T.S.
OSL
P.A.F.
PC
PCF
PL
PLF
LENGTH
LONG LEG HORIZONTAL
LONG LEG VERTICAL
LONGITUDINAL
MAXIMUM
MECHANICAL
MANUFACTURER
MINIMUM
MISCELLANEOUS
MASONRY OPENING
METAL
NOT IN CONTRACT
NUMBER
NEAR SIDE
NOT TO SCALE
OUTSTANDING LEG
POWDER ACTUATED FASTENER
PRECAST
POUNDS PER CUBIC FOOT
PLATE
POUNDS PER LINEAR FOOT
TCX TOP CHORD EXTENSION
METAL DECKING
FASTENING INSTRUCTIONS SHALL APPEAR ON THE SUPPLIER'S SHOP DRAWINGS SUBMITTAL. SEETHE PROJECT SPECIFICATIONS AND ROOF PLAN NOTES FOR OTHER REQUIREMENTS OF THESESUBMITTALS. WELDING OF ROOF DECK FOR ATTACHMENT IS PERMITTED ONLY AT PERIMETERWALLS.
DESIGN, FABRICATION, AND ERECTION OF METAL DECK SHALL BE IN ACCORDANCE WITH THELATEST OF APPLICABLE ( "SPECIFICATION OF THE STEEL DECK INSTITUTE").
SPECIFIED DECK HAS BEEN DESIGNED TO BE CONTINUOUS OVER 3 SPANS MINIMUM. FOR ONE OR TWO SPAN CONDTIONS PROVIDE HEAVIER GUAGE OR PROVIDE TWO LAYERS TO SUPPORT APPLICABLE LOADS. MAKE CONNECTIONS AFTER PLACEMENT OF DOUBLE LAYERS.
METAL ROOF DECK SHALL ACT AS A DIAPHRAM. SEE SECHDULE FOR ATTACHMENT PATTERN.
WELD WITH E60XX RODS WHERE WELDING IS REQUIRED. PROVIDE WELDING WASHERS WHERE SPECIFIED OR FOR DECK LIGHTER THEN 22 GAUGE. WELDING SHALL CONFORM TO AWS D1.3. WELDS OR BURNED AREAS SHALL BE CLEANED AND COATED SIMILAR TO DECK COATING.
BRICK AND CONCRETE MASONRY
MASONRY WORK SHALL BE IN ACCORDANCE WITH THE LATEST SPECIFICATION OF "BUILDING CODEREQUIREMENTS FOR MASONRY STRUCTURES (ACI 530/ASCE 5/TMS 402) & SPECIFICATIONS FORMASONRY STRUCTURES (ACI 530.1/ASCE 6/TMS 602)" AND APPLICABLE REQUIREMENTS OF BIA ANDNCMA SPECIFICATION FOR CONCRETE MASONRY CONSTRUCTION (ACI 513).
CONCRETE MASONRY UNITS (CMU) SHALL COMPLY WITH ASTM C-90, GRADE N, F'm = 1500PSI, NORMAL WEIGHT
CONCRETE TO BE PLACED IN THE CELLS OF CMU (COARSE MASONRY GROUT), OR IN THE VOIDS OFBRICK MASONRY CONSTRUCTION, SHALL CONTAIN PEA GRAVEL (3/8-INCH DIAMETER MAX.) IN LIEU OF COARSE AGGREGATE. THE CONCRETE SHALL CONTAIN A HIGH-RANGE WATER REDUCER.
MASONRY CELLS TO BE REINFORCED AND FILLED WITH GROUT SHALL BE ALIGNED TO PROVIDE ACONTINUOUS UNOBSTRUCTED VERTICAL OPENING. CELLS OF UNITS TO BE REINFORCED SHALL BEFILLED WITH COARSE MASONRY GROUT.
PROVIDE BENT BARS WITH LAP LEGS AT EVERY CORNER OR WALL INTERSECTION.
REINFORCED MASONRY WALLS SHALL HAVE ALL HOLLOW CELLS FILLED WITH GROUT BELOWGRADE, ONLY CELLS CONTAINING REBAR NEED TO BE GROUTED ABOVE GRADE. CONCRETE MAYBE PLACED IN MAXIMUM VERTICAL LIFTS NOT TO EXCEED 4-FEET. ROUGHEN ALL SURFACES OFCONCRETE FILL WHICH ARE TO RECEIVE ADDITIONAL LIFTS ABOVE.
PROVIDE MINIMUM 2 COURSES 8" x 16" SOLID BEARING AT BEAM AND HEADER BEARING POINTS INCMU WALLS.
MASONRY ANCHORS SHALL BE HOT DIPPED GALVANIZED STEEL.
MORTAR SCHEDULE
EXTERIOR ABOVE GRADE TYPE "S"
EXTERIOR BELOW GRADE TYPE "M"
INTERIOR TYPE "S"
VENEER TYPE "N"
BAR JOIST
12K1
NOMINAL DEPTH
JOIST TYPE
CHORD SIZE
STEEL FRAMING ANNOTATIONS
W12X24 (X) C= x/x"
MOMENT CONNECTION
AISC SHAPE DESIGNATION
# HEADED STUDS
CAMBER
STEEL BEAM
* BOTTOM CHORD EXTENSION
COMPOSITE JOIST
30EXX/XX/XX
NOMINAL DEPTH
COMPOSITE (ECOSPAN) JOIST
TOTAL LOAD (PLF)
COMPOSITE LIVE LOAD (PLF)
COMPOSITE DEAD LOAD (PLF)*
BOTTOM CHORD EXTENSION
STEEL JOISTS
STEEL JOISTS SHALL CONFORM AND BE INSTALLED ACCORDING TO THE REQUIREMENTS OF THESTEEL JOISTS INSTITUTE'S "STANDARD SPECIFICATIONS FOR OPEN WEB STEEL JOISTS, K-SERIES."
STEEL JOISTS SHALL BE FURNISHED BY A STEEL JOIST INSTITUTE MEMBER.
COMPOSITE STEEL JOISTS SHALL BE DESIGNED BY ECOSPAN® OR APPROVED ALTERNATIVE. BASIS OF DESIGN IS ECOSPAN®. DESIGN LOADS ARE AS NOTED ON STRUCTURAL FRAMING PLANS. FOR ADDITIONAL INFORMATION SEE STEEL FRAMING ANNOTATIONS.
STEEL JOISTS SHALL BE DESIGNED IN ACCORDANCE WITH DESIGN LOADS NOTED ON PLANS AND S001. JOIST SHOP DRAWINGS SHALL BE SUBMITTED FOR APPROVAL. SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY A REGISTERED ENGINEER IN THE STATE OF DELAWARE.
UNLESS SPECIFICALLY NOTED OTHERWISE ON THE DRAWINGS OR THE PROJECT SPECIFICATIONS,ROOF JOIST BRIDGING SHALL CONSIST OF "X-TYPE" ANGLES (L-1X1X1/8") WELDED TO JOIST CHORDSAT INTERSECTIONS. PROVIDE HORIZONTAL BRIDGING WHERE REQUIRED FOR MECHANICALDUCTWORK.
UNLESS SPECIFICALLY NOTED OTHERWISE ON THE DRAWINGS OR PROJECT SPECIFICATIONS,FLOOR JOIST BRIDGING SHALL CONSIST OF HORIZONTAL TYPE; WELDED TO TOP AND BOTTOMCHORDS OF JOISTS.
ALL BRIDGING AND OTHER JOISTS BRACING MEMBERS SHALL BE INSTALLED AS SOON AS JOISTSHAVE BEEN ERECTED, AND BEFORE THE APPLICATION OF ANY METAL DECK OR CONSTRUCTIONLOADS. SECURE ALL BRIDGING TO INTERSECTING WALLS, BEAMS AND OTHER MEMBERS ASREQUIRED, EVEN IF NOT SPECIFICALLY DETAILED ON THE DRAWINGS.
CHORD SPLICES ARE NOT PERMITTED ON THE BOTTOM CHORDS. SPLICES ON THE TOP CHORDSSHALL BE REINFORCED WITH 1 1/2 -INCH DIAMETER X 0'-6" LONG STEEL RODS AT EACH JOIST ANGLE.
NOTES:1) SPECIAL INSPECTIONS SHALL BE PROVIDED BY THE OWNER (OR AS DESIGNATED IN THE CONTRACT DOCUMENTS) TO PROVIDE INSPECTIONS DURING CONSTRUCTION AS
NOTED.2) SPECIAL INSPECTIONS AND TESTING TO BE PROVIDED AT A FREQUENCY AS DESIGNATED IN THE CODE REFERENCE.3) ADDITIONAL INSPECTION AND TESTING MAY BE REQUIRED, SEE NOTES AND SPECIFICATIONS. 4) DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION. REFUSAL TO CORRECT DISCRPANCIES SHALL BE BROUGHT TO THE
ATTENTION OF THE ENGINEER / ARCHITECT PRIOR TO COMPLETION OF THAT PHASE OF WORK.5) INSPECTION REPORTS SHALL BE SUBMITTED TO THE CONTRACTOR, OWNER AND ENGINEER / ARCHITECT. REPORTS SHALL DOCUMENT PERFORMED INSPECTIONS AND CORRECTED
DISCRPANCIES. PROVIDE REPORTS A REGULAR INTERVALS DURING PROGRESS OF WORK.
COMPONENT
STRUCTURAL STEEL
CODE REFERENCE
AISC 360
STEEL CONSTRUCTION OTHER THEN STRUCTURAL STEEL
CONCRETE CONSTRUCTION
MASONRY CONSTRUCTION
IBC 1704.3 & TABLE 1704.3
IBC 1704.4 & TABLE 1704.4
TMS 402 / ACI 330 / ASCE 5 & TMS 602 / ACI 530.1 / ASCE 7
INTERNATIONAL BUILDING CODE 2009
WOOD CONSTRUCTION
SOILSIBC 1704.7 &
TABLE 1704.7
IBC 1704.6
COMPONENT CODE REFERENCE
WOOD
WOOD AND TIMBER CONSTRUCTION SHALL COMPLY WITH REFERENCED OR LATEST EDITIONS OFTHE FOLLOWING STANDARDS: 1) NATIONAL FOREST PRODUCTS ASSOCIATION: "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION." 2) AMERICAN INSTITUTE OF TIMBER CONSTRICTION: " TIMBER CONSTRUCTION MANUAL." 3) AMERICAN PLYWOOD ASSOCIATION: "PLYWOOD DESIGN SPECIFICATION." 4) AMERICAN WOOD PRESERVERS ASSOCIATION STANDARDS
STRUCTURAL TIMBER SHALL BE STAMPED WITH A GRADE MARK IN ACCORDANCE WITH DOC PS20 WITH MOISTURE CONTENT TO BE 19% MAXIMUM.
JOISTS, HEADERS, TRIMMERS AND EXTERIOR AND INTERIOR BEARING WALL STUDS SHALL BES.P.F. #2 OR BETTER.
4x4 & 6x6 P.T. POSTS SHALL BE S. PINE #2 OR BETTER
GLU-LAMS (LAMINATED TIMBER) SHALL BE OF THE WIDTH AND DEPTH SPECIFIED ON THE PLANS.
GLU-LAM MEMBERS SHALL BE ARCHITECTURAL GRADE GLUE LAMINATED SOUTHERN PINE IDENTIFIED BY GRADE MARK OF A LUMBER INSPECTION AGENCY. MEMBER SIZES SHALLBE AS NOTED ON THECORRESPONDING DRAWING.
WOOD EXPOSED TO THE ELEMENTS, WOOD IN CONTACT WITH CONCRETE OR MASONRY, ANDWOOD DESIGNATED "PRESERVATIVE TREATED" SHALL BE NO. 2 GRADE SOUTHERN PINE ORBETTER & PRESERVATIVE TREATED IN ACCORDANCE WITH AWPA U1 FOR THE SPECIES,PRODUCT, PRESERVATIVE AND END USE. FIELD CUT ENDS, NOTCHES AND DRILLED HOLES OFP.T. WOOD SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4.
LUMBER SCHEDULE(MINIMUM ALLOWABLE PROPERTIES)
SPECIES f b(PSI) fv (PSI) E (KSI) S.G.
GLULAM BEAMS (24FV5 SP/SP)
2,400 165 1,700 0.50
S. PINE #2 VARIES BY DIMENSIONS 0.50
GLULAM COLUMNS(#49N1M16)
fby = 1,900fbx = 1,800
fvy = 260fvx = 300
1,700 0.55
BRICK AND CONCRETE MASONRY
MASONRY WORK SHALL BE IN ACCORDANCE WITH THE LATEST SPECIFICATION OF "BUILDING CODEREQUIREMENTS FOR MASONRY STRUCTURES (ACI 530/ASCE 5/TMS 402) & SPECIFICATIONS FORMASONRY STRUCTURES (ACI 530.1/ASCE 6/TMS 602)" AND APPLICABLE REQUIREMENTS OF BIA ANDNCMA SPECIFICATION FOR CONCRETE MASONRY CONSTRUCTION (ACI 513).
CONCRETE MASONRY UNITS (CMU) SHALL COMPLY WITH ASTM C-90, GRADE N, F'm = 1500PSI, NORMAL WEIGHT
STRUCTURAL BRICK SHALL COMPLY WITH ASTM C26 & C-216AS APPLICABLE.
CONCRETE TO BE PLACED IN THE CELLS OF CMU (COARSE MASONRY GROUT), OR IN THE VOIDS OFBRICK MASONRY CONSTRUCTION, SHALL CONTAIN PEA GRAVEL (3/8-INCH DIAMETER MAX.) IN LIEUOF COARSE AGGREGATE. THE CONCRETE SHALL CONTAIN A HIGH-RANGE WATER REDUCER. SLUMP OF THE CONCRETE SHALL BE A MINIMUM OF 6-INCHES AND A MAXIMUM OF 9-INCHES.
MASONRY CELLS TO BE REINFORCED AND FILLED WITH GROUT SHALL BE ALIGNED TO PROVIDE ACONTINUOUS UNOBSTRUCTED VERTICAL OPENING. CELLS OF UNITS TO BE REINFORCED SHALL BEFILLED WITH COARSE MASONRY GROUT.
PROVIDE CONTINUOUS HORIZONTAL JOINT REINFORCING, "DUR-O-WAL" OR EQUIVALENT, IN ALLMASONRY WALLS AT 16" O.C. VERTICALLY, AT MORTAR JOINTS ABOVE AND BELOW AN OPENING,AND AT HORIZONTAL JOINTS WITH WALL TIES TO BEAMS. WHERE WALLS ABUT EACH OTHER ANDAT OUTSIDE CORNERS, PROVIDE PREFABRICATED TEE-TYPE AND CORNER TRUSS TIES.DISCONTINUE JOINT REINFORCING AT CONTROL JOINTS.
PROVIDE BENT BARS WITH LAP LEGS AT EVERY CORNER OR WALL INTERSECTION.
REINFORCED MASONRY WALLS SHALL HAVE ALL HOLLOW CELLS FILLED WITH GROUT BELOWGRADE, ONLY CELLS CONTAINING REBAR NEED TO BE GROUTED ABOVE GRADE. CONCRETE MAYBE PLACED IN MAXIMUM VERTICAL LIFTS NOT TO EXCEED 4-FEET. ROUGHEN ALL SURFACES OFCONCRETE FILL WHICH ARE TO RECEIVE ADDITIONAL LIFTS ABOVE.
SOLID MASONRY WALL TO HAVE "DUR-O-WALL" (OR APPROVED EQUAL) TRUSS TIES AT 16" O.C.VERTICALLY ABOVE GRADE AND 8" O.C. VERTICALLY BELOW GRADE.
BRICK VENEER WALLS TO HAVE NON-CORROSIVE METAL TIES AT 16" O.C. VERTICALLY ANDHORIZONTALLY AND COMPLY WITH ASTM A82 WITH A153, CLASS B-2 COATING. MINIMUM WIREDIAMETER SHALL BE 0.1875 INCHES. PROVIDE WEEP HOLES AT 24" O.C. AT BASE FLASHING.
PROVIDE MINIMUM 2 COURSES 8" x 16" SOLID BEARING AT BEAM AND HEADER BEARING POINTS INCMU WALLS.
MASONRY ANCHORS SHALL BE HOT DIPPED GALVANIZED STEEL.
LINTELS SHALL BEAR A MINIMUM OF 8 INCHES AT EACH END ON A MINIMUM OF 8 INCH DEPTH OFBRICK OR SOLID MASONRY, UNLESS OTHERWISE NOTED.
MORTAR SCHEDULE
EXTERIOR ABOVE GRADE TYPE "S"
EXTERIOR BELOW GRADE TYPE "M"
INTERIOR TYPE "S"
VENEER TYPE "N"
SUBGRADE & BASE
EARTHWORK AND SUBGRADE PREPARATION SHALL BE IN ACCORDANCE WITH APPLICABLE SECTIONS OF THE FOUNDATIONS AND SOILS INVESTIGATION (GEOTECHNICAL REPORT). IN LIEU OF A FOUNDATIONS AND SOILS INVESTIGATION, THE REQUIREMENTS OF THESE SPECIFICATIONS SHALL APPLY. WHERE CONFLICTS EXIST, THE MORE STRINGENT SHALL APPLY, UNLESS APPROVED IN WRITING BY THE GEOTECHNICAL ENGINEER AND STRUCTURAL ENGINEER.
FOUNDATIONS SHALL BEAR ON UNDISTURBED SOIL OR CONTROLLED COMPACTED FILL HAVING AN ALLOWABLE BEARING CAPACITY OF AS NOTED ON PLAN OR GREATER. THE CONTRACTOR SHALL VERIFY THE ASSUMED BEARING CAPACITY OF THE BEARING SOILS IN THE FOOTING EXCAVATION PRIOR TO CASTING ANY FOOTINGS. FOOTING EXCAVATION SHALL BE INSPECTED BY THE BUILDING OFFICIAL AND/OR REGISTERED GEOTECHNICAL ENGINEER PRIOR TO POURING CONCRETE. WRITTEN VERIFICATION SHALL BE SUBMITTED TO THE ARCHITECT AND ENGINEER.
THE BOTTOM OF EXTERIOR FOOTINGS SHALL BE PLACED A MINIMUM OF 2'-0" BELOW FINISH GRADE FOR FROST PROTECTION. THE BOTTOM OF INTERIOR FOOTINGS SHALL BE PLACED A MINIMUM OF 1'-0" BELOW FINISH FLOOR.
PLACE FOOTINGS ON FIRM, DRY, NON-FROZEN SUBGRADE. REMOVE SOFT SOILS ENCOUNTERED DURING EXCAVATION. SOILS, FOOTINGS, FOUNDATION WALLS AND SLABS SHALL NOT BE PLACED ON OR IN MARINE CLAY, PEAT OR OTHER ORGANIC MATERIALS. ENGINEERED FILL SHALL BE PLACED IN LAYERS NOT MORE THAN 8 INCHES IN LOOSE DEPTH FOR MATERIAL COMPACTED BY HEAVY COMPACTION EQUIPMENT AND NOT MORE THAN 4 INCHES IN LOOSE DEPTH FOR MATERIAL COMPACTED BY HAND-OPERATED TAMPERS. UNDER STRUCTURES, BUILDING SLABS, STEPS, AND PAVEMENTS, SCARIFY AND RECOMPACT TOP 12 INCHES OF EXISTING SUBGRADE AND EACH LAYER OF BACKFILL OR FILL SOIL MATERIAL. COMPACT SOIL MATERIALS TO NOT LESS THAN 95% OF MAXIMUM DRY UNIT WEIGHT ACCORDING TO ASTM D1557 (MODIFIED PROCTOR). ENGINEERED FILL SHALL BE BROUGHT TO WITHIN 2 PERCENT OF OPTIMUM MOISTURE CONTENT BEFORE COMPACTION. DO NOT PLACE BACKFILL OR FILL SOIL MATERIAL ON SURFACES THAT ARE MUDDY, FROZEN, OR CONTAIN FROST OR ICE. BACKFILL TRENCHES EXCAVATED UNDER FOOTINGS AND WITHIN 18 INCHES OF BOTTOM OF FOOTINGS WITH SATISFACTORY SOIL; FILL WITH CONCRETE TO ELEVATION OF BOTTOM OF FOOTINGS.
ENGINEERED FILL SHALL COMPLY WITH ASTM D2487 SOIL CLASSIFICATION GROUPS GW, GP, GM, SW, SP, OR SM, AASHTO M 145 GROUPS A-1, A-2-4, A-2-5, OR A-3, OR A COMBINATION OF THESE GROUPS; FREE OF ROCK OR GRAVEL LARGER THAN 3 INCHES IN ANY DIMENSION, DEBRIS, WASTE, FROZEN MATERIALS, VEGETATION, AND OTHER DELETERIOUS MATTER. ENGINEERED FILL SHALL HAVE A LIQUID LIMIT OF 34 AND A PLASTICITY INDEX OF 7. SLABS ON GRADE SHALL BE SUPPORTED BY A DRAINAGE COURSE TO PROVIDE A CAPILLARY BREAK. DRAINAGE COURSE SHALL CONSIST OF A NARROWLY GRADED MIXTURE OF WASHED CRUSHED STONE, OR CRUSHED OR UNCRUSHED GRAVEL; ASTM D448; COARSE-AGGREGATE GRADING SIZE 57; WITH 100 PERCENT PASSING A 1-1/2-INCH SIEVE AND ZERO TO 5 PERCENT PASSING A NO. 8 SIEVE. PLACE DRAINAGE COURSE ON SUBGRADES FREE OF MUD, FROST, SNOW, OR ICE.
CONTRACTOR TO IMMEDIATELY NOTIFY THE OWNERS REPRESENTATIVE & ENGINEER IF UNUSUAL SOIL CONDITIONS ARE FOUND.
PROVIDE FREE DRAINING, GRANULAR BACKFILL WITH A MAXIMUM EQUIVALENT FLUID PRESSURE OF 30 PSF PER FOOT OF DEPTH AGAINST BASEMENT AND RETAINING WALLS. IF BACKFILL PRESSURE EXCEEDS 30 PSF, THEN WALL MUST BE DESIGNED FOR ACTUAL PRESSURES BY STRUCTURAL ENGINEER.
PRE-ENGINEERED STAIRS AND GUARDRAILS
CONTRACTOR SHALL FABRICATE, SUPPLY AND ERECT STAIRS AND RAILINGS.
PROVIDE SHOP DRAWINGS TO INCLUDE, BUT NOT LIMITED TO: • BUILDING ELEVATIONS AND/OR PLANS TO SHOW THE LOCATION AND DESIGNATION OF
EACH RAILING AND/OR STAIR.• SCALE PLANS (LAYOUT) AND ELEVATIONS (PROFILES)OF STAIR AND RAILING
CONFIGURATIONS SHOWING ACTUAL DIMENSIONS, AND QUANITIES. DISTINGUISH SHOP AND FIELD ASEMBLED WORK.
• DETAILS AND MATERIAL SCHEDULES FOR FABRICATION OF MEMBERS AND CONNECTIONS. DESIGN SHALL INCLUDE PROVISIONS FOR THERMAL MOVEMENT.
STAIRS AND GUARDRAILS SHALL BE DESIGNED IN ACCORDANCE WITH THE LOADING REQUIREMENTS SPECIFIED IN THE CODE. PROVIDE STRUCTURAL CALCULATIONS FOR MEMBERS, CONNECTIONS AND ANCHORS. ASSUMPTIONS SHALL BE CLEARLY STATED AND REFERENCED AS APPROPRIATE.CALCULATIONS OR DRAWINGS SHALL BE SHALL BE PREPARED AND SEALED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED.
COLD-FORMED METAL FRAMING
DESIGN OF FRAMING MEMBERS SHALL CONFORM TO AISI SPECIFICATION FOR DESIGN OFCOLD-FORMED STEEL MEMBERS. CONTRACTOR SHALL BE RESPONSIBLE FOR COMPLETE DESIGNAND DETAILING OF ALL MEMBERS AND CONNECTIONS IN CONFORMANCE WITH THE GENERALLAYOUT, PROPERTIES AND BASIC MEMBER SIZES SPECIFIED. SUBMIT CALCULATIONS ANDCOMPLETE SHOP DRAWINGS.
ALL GALVANIZED STUDS, JOISTS AND TRACKS SHALL BE FORMED FROM STEEL THATCORRESPONDS TO THE MINIMUM REQUIREMENTS OF ASTM A446, GRADE D, WITH A MINIMUMYIELD STRENGTH OF 50 ksi FOR MATERIAL 16 GAUGE & THICKER; AND GRADE A, 33 ksi FORMATERIAL 18 GAUGE & THINNER. ALL STRUCTURAL MEMBERS SHALL BE DESIGNED INACCORDANCE WITH AMERICAN IRON AND STEEL INSTITUTE (AISI) "SPECIFICATION FOR THEDESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS." ALL STRUCTURAL MEMBERS SHALLBE ZINC COATED IN ACCORDANCE WITH ASTM A525.
WALL STUD BLOCKING AND STRAPPING FOR AXIALLY LOADED STUDS SHALL BE INSTALLED IN AMANNER TO PROVIDE RESISTANCE TO BOTH MINOR AXIS BENDING AND ROTATION. BLOCKINGAND STRAPPING ROWS SHALL BE EQUALLY SPACED NOT TO EXCEED MORE THAN 4'-0" ONCENTERS. WALL SHALL BE PERMANENTLY SHEATHED PER THE ARCHITECTURAL DRAWINGS.
TRACKS SHALL BE COMPLETELY ANCHORED TO THE SUPPORTING STRUCTURE UNIFORMLY ANDLEVEL. AT TRACK BUTT JOINTS, ABUTTING PIECES OF TRACK SHALL BE SECURELY ANCHOREDTO A COMMON STRUCTURAL ELEMENT, OR THEY MAY BE BUTT WELDED OR SPLICED TOGETHER.
AXIALLY LOADED STUDS SHALL BE INSTALLED IN A MANNER IN WHICH WILL ASSURE THAT EACHEND IS BEARING AGAINST THE INSIDE WEB OF THE TRACK, PRIOR TO STUD AND TRACKATTACHMENT.
SPLICES IN AXIALLY LOADED STUDS SHALL NOT BE PERMITTED.
ALL LOAD BEARING STUDS SHALL BE LATERALLY BRACED AT 48-INCHES ON CENTERS MAXIMUMWITH 1-1/2 INCH COLD-ROLLED CHANNELS. FASTEN CHANNEL STUD WITH 16 GA. CLIP WITH (2) #10SCREWS TO CHANNEL AND (2) #10 SCREWS TO STUD.
CONTRACTOR SHALL SUBMIT SHOP DRAWINGS & CALCULATIONS FOR APPROVAL PRIOR TOERECTION.
PERGOLAS AND CANOPIES
PERGOLAS AND CANOPIES SHALL BE DESIGNED IN ACCORDANCE WITH THE LOADING REQUIREMENTS SPECIFIED IN THE CODE. PROVIDE STRUCTURAL CALCULATIONS FOR MEMBERS, CONNECTIONS AND ANCHORS. ASSUMPTIONS SHALL BE CLEARLY STATED AND REFERENCED AS APPROPRIATE. CALCULATIONS OR DRAWINGS SHALL BE SHALL BE PREPARED AND SEALED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE PROJECT IS LOCATED.
PROVIDE SHOP DRAWINGS TO INCLUDE, BUT NOT LIMITED TO: • BUILDING ELEVATIONS AND/OR PLANS TO SHOW THE LOCATION AND DESIGNATION OF EACH
MEMBER.• LOADING CRITERIA USED FOR DESIGN AND REACTIONS ON BUILDING ELEMENTS.• DETAILS AND MATERIAL SCHEDULES FOR FABRICATION OF MEMBERS AND CONNECTIONS.
SUSTAINABLE DESIGN CONSULTING
SUSTAINABILITY CONSULTANT
1432 K STREET NW, 3RD FLOORWASHINGTON, DC 20005
202-667-1620 fax 202-667-1622
DEDC, LLC
FIRE PROTECTION, PLUMBING, MECHANICAL, AND ELECTRICAL ENGINEER
315 SOUTH CHAPEL STREETNEWARK, DELAWARE 19711302-738-7172 fax: 302-738-7175
SCALE:
DATE:
DRAWN BY: PROJ MGR:
PROJECT NO:
PROJECT TITLE
SHEET TITLE
ISSUE BLOCK
COPYRIGHT © 2020
PROFESSIONAL CERTIFICATION:I CERTIFY THAT THESE DOCUMENTS WERE PREPARED OR APPROVED BY ME AND THAT I AM A DULY LICENSED ENGINEER UNDER THE LAWS OF THE
STATE OF DELAWARE.
LICENSE NO:
EXPIRATION DATE:
18535
06/30/2022
NOTES
MATERIALS DRAWING KEY
SPECIAL INSPECTIONS
ABBREVIATIONS
COMPONENTS & CLADDING
ANNOTATIONS
Delaware309 S Governors Ave
Dover, DE 19904
302.734.7950
Maryland312 West Main St, Suite 300
Salisbury, MD 21801
410.546.9100
North Carolina3333 Jaeckle Drive, Suite 120
Wilmington, NC 28403
910.341.7600
www.beckermorgan.com
Rittenhouse Station
250 South Main Street, Suite 109
Newarrk, DE 19711
302.369.3700
12" = 1'-0"
9/2
1/2
020
1:5
6:0
7 P
MC
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NOTES
JIWHBE
07.22.2020
2018230.00
DOVER, DELAWARE
DSWAADMINISTRATIONBUILDING
WIND PRESURE (PSF)
(+ PRESSURES ACT TOWARD SURFACE)
EFFECTIVE AREA (SQ. FT.)
10 20 50 100 500ZONE
1
2
3
4
5
RO
OF
WA
LL
2 OH
3 OH
5 5
5
5
4
4
a
a
a
a
GABLE ROOF WIND DIAGRAM
3
3
3
3
3
3
3
3
2
2
2
2
2
2
2
ASCE 7-05: CHAPTER 6, METHOD 1
MEAN ROOF HEIGHT: 30 FT
ADJUSTMENT FACTOR (A.F.): 1.45
END ZONE DISTANCE (a): 4 FT
ROOF ANGLE: 20 °
15.1 -23.9 13.6 -23.2 11.9 -22.3 10.6 -21.6
15.1 13.6 11.9 10.6
15.1 13.6 11.9 10.6
26.1 24.9 23.3 22.2
26.1 24.9 23.3 22.2
19.4
19.4
-41.6 -38.3 -33.8 -30.5
-61.5 -57.4 -52.2 -48.1
-28.3 -27.1 -25.5 -24.4
-34.9 -32.6 -29.4 -27.1
-48.6 -48.6 -48.6 -48.6
-81.8 -73.8 -63.2 -55.2
-21.6
-21.6
Revision Schedule
Mark Date Description
1 02/28/2020 ISSUE FOR PERMIT
2 09/22/2020 ISSUE FOR BID
OPENING
ST
EE
L J
OIS
T O
R B
EA
M
ST
EE
L J
OIS
T O
R B
EA
M
ST
EE
L J
OIS
T O
R B
EA
M
L4X3X3/8 (L.L.V.)
L4X
3X
3/8
(L.L
.V.)
L4X3X3/8 (L.L.V.)
L5X3X3/8 (L.L.V.)
L5X3X3/8 (L.L.V.)
L5X3X3/8X6"LONG (L.L.V.) TYP. EQUIPMENT
CURB
(SEE PLAN) (SEE PLAN)
6' -
0"
(MA
X.)
Y
X
L4X3 1/2X3/8 (L.L.V.)ROOF DECK
L5X3X3/8 (L.L.V.)
L5X3X3/8X6"LONG (L.L.V.)
STEEL JOISTOR BEAM
3/16 3
3/16
SECTION - Y
SECTION - X
L5X3X3/8X6"LONG (L.L.V.)
STEEL JOISTOR BEAM
3/16
ROOF DECK
EQUIPMENT CURB
L5X3X3/8 (L.L.V.)
3/16 3
1 1/2" 9" 1 1/2"
1 1
/2"
9"
1 1
/2"
1' -
0"
1' - 0"
1" BASEPLATEw/ (4) 3/4"Ø ANCHORBOLTS
1/4
HSS 6x6
7/8"Ø HOLE
2" 10" 2"
2"
10"
2"
1' -
2"
1' - 2"
1" BASEPLATEw/ (4) 3/4"Ø ANCHORBOLTS
1/4
HSS 8x8
7/8"Ø HOLE
2" 1' - 2" 2"
2"
1' -
4"
2"
1' -
8"
1' - 6"
1" BASEPLATEw/ (4) 3/4"Ø ANCHORBOLTS
W12
7/8"Ø HOLE
TYPICAL BASE PLATE DETAILS
2" 10" 2"
2"
10"
2"
1' -
2"
1' - 2"
1" BASEPLATEw/ (4) 3/4"Ø ANCHORBOLTS
1/4
W8
7/8"Ø HOLE
1/4
DESIGN LOADS (SEE S001)
SNOW DRIFT (SEE PLAN)"W"
Pd
MECHANICAL LOAD (SEE PLAN)
- DESIGN LOADS CAN BE FOUND ON S001- MECHANICAL LOADS SHALL BE COORDINATED WITH STRUCTURAL AND MECHANICAL DRAWINGS- SNOW DRIFT IS DESIGNED PER THE ASCE 7-05
BEAM COLUMN
3/4"Ø A325N BOLTS
BEAM
BEAM TO COLUMN CONNECTION SCHEDULE
# OF BOLTS L
1/2"
L
1 1/2"
1 1
/2"
3"
3"
3"
COLUMN
3/8"x 3 1/2"
MIN
.
3/16
W18
W16
W21
W8 HSS
5
2
4
6
12"
6"
15"
18"HSS
HSS
HSS
W12 3 9"HSS
W10 HSS 2 6"
W24 7 21"HSS/W
W27 7 21"HSS
W14 3 9"HSS
W30 8 24"HSS
BEAM COLUMN
3/4"Ø A325N BOLTS
# OF BOLTS L
W18 W12 5
COLUMN WEB
1/4
1/4
BEAM
1/4
1/4EACH SIDE
3/8" STL. SHEAR PLATE
15"
2" 2"
"S"
VARIES
"L"
SHEAR PLATE
S
3"
W21 W12 6 18"3"
WIDE FLANGE COLUMN
W16 W12 4 12"3"
BEAM GIRDER
W24 W27
W12 W24
BEAM GIRDER
W24 W24
W12 W12
GIRDER
BEAM
BEAM TO GIRDER CONNECTION SCHEDULE
3/4"Ø A325N BOLTS
# OF BOLTS
MIN
.
L
21"
1/2"
L
1 1
/2"
3"
3"
3"
COPE BEAM7
3 9"
# OF BOLTS L
21"7
3 9"
GIRDER
BEAM
3/4"Ø A325N BOLTS
MIN
.
COPE BEAM
L
3"
1 1
/2"
3"
3"
W10 W12 2 6"
W8 W12
W8 W21
2 6"
2 6"
W21 6 18"W21
GIRDER
BEAM
3/4"Ø A325N BOLTS
MIN
.
COPE BEAM
L
3"
1 1
/2"
3"
3"
BEAM GIRDER
W21 W16
W24 W21
# OF BOLTS L
12"4
6 18"
W24 W16 4 12"
W16 W24 4 12"
W21 W24 6 18"
W12 W21 3 9"
BEAM GIRDER
GIRDER
BEAM
3/4"Ø A325N BOLTS
# OF BOLTS L
1/2"
3"
3"
COPE BEAM
3/8"x4"xL STL. PLATE
1/4
1/4
1/4
1/4
3/8"x4"xL STL. PLATE
3/8"x4"xL STL. PLATE
1/4
1/4
3/8"x4"xL STL. PLATE
1/4
1/4
"D"
"L"
D
W18 W21 12"4 4"
W16 W21 12"3 4"
W16 W16 9"3 4"
BEAM GIRDER
W14 W16
# OF BOLTS L
9"3 2 1/2"
D
W16 W14 9"3 2 1/2"
W16 W16 12"4 2 1/2"
W27 W18 12"4 2 1/2"
GIRDER
BEAM
3/4"Ø A325N BOLTS
MIN
.
COPE BEAM
L
3"
1 1
/2"
3"
3"
3/8"x4"xL STL. PLATE
"D"
"L"
W16 W16 9"3 4"
W14 W18 9"3 4"
W24 W27 18"6 4"
W12 W24 11"
W8 W8 6"2
W21 W18 12"4 2 1/2"
W12 W18 9"3 4"
W14 W27 9"3 2 1/2"
W12 W16 3 9"
W12 W27 9"3 11"
9"3
W14 W14 6"2 4"
W18 W16 9" 2 1/2"
W18 W14 2 1/2"
W14 W18 9"3 2 1/2"
3
W21 W21 15" 2 1/2"5
9"3
W18 W21 5 15"
W18 W21 12" 2 1/2"4
BEAM COLUMN
3/4"Ø A325N BOLTS
BEAM
TYP. BEAM TO COLUMN MOMENT CONNECTION SCHEDULE
# OF BOLTS L1
1/2"
L1
1 1/2"
1 1
/2"
3"
3"
3"
HSS COLUMN
3/8"x 4" SHEAR TAB
MIN
.
1/4
1/4
W8 HSS 2 6"
3/8" FLANGE PLATE (MATCH BEAM WIDTH)
3/4"Ø A325N BOLTS
SHEAR TAB FLANGE PLATE
# OF BOLTS L2
3"
4 6"
L2
BEAM COLUMN
3/4"Ø A325N BOLTS
BEAM
# OF BOLTS L1
1/2"
L1
1 1/2"
1 1
/2"
3"
3"
3"
HSS COLUMN
3/8"x 4" SHEAR TAB
MIN
.
1/4
1/4
W24 W 6 18"
1/2" FLANGE PLATE (MATCH BEAM WIDTH)
3/4"Ø A325N BOLTS
SHEAR TAB FLANGE PLATE
# OF BOLTS L2
3"
6 9 1/2"
L2
W27 W 7 21" 8 12 1/2"
W30 W 8 24" 8 12 1/2"
1/2" FLANGE STIFFENER
3/8
3/8
W18
W16
W21
5
4
6
12"
15"
18"HSS
HSS
HSS
W27 8 24"HSS
W14 3 9"HSS
W24 6 18"HSS
4
4
4
4
4
6
6"
6"
6"
6"
6"
9"
W30 8 24"HSS 6 9"
W12 3 9"HSS 4 6"
BEAM COLUMN
3/4"Ø A325N BOLTS
BEAM TO COLUMN MOMENT CONNECTION SCHEDULE (WEAK DIRECTION)
# OF BOLTS L
W14 W12 3
COLUMN
1/4
1/4
SIDE VIEW
BEAM
1/2" STL. FLANGE PLATE
1/4
1/4EACH SIDE
3/8" STL. SHEAR PLATE
TOP VIEW
3/4"Ø A325N BOLTS
BEAM
COLUMN
1/4
1/4EACH SIDE
1/4
1/4
3/8" STL. PLATE
1/2" STL. FLANGE PLATE
12"
2" "S2" 1 1/2"2" 2"
"S1"
VARIES
VARIES
"L"
SHEAR PLATE FLANGE PLATE
# OF BOLTS
4
S2
3"
S1
3 1/4"
W16 4 13" 6 3"3 1/4"
W21 4 18" 6 3"4 1/4"
W12
W12
1" MIN. 1/4
HSS BEAM
HSS COLUMN
0" MIN. 1/4
1/4
HSS BEAM
HSS COLUMN1/4
1/4
NOTE:CAREFULL ATTENTION SHALL BE GIVEN TO EXPOSED WELDS TO MINIMIZE GRINDING OF AND REMOVAL OF WELD MATERIAL
N.T.S.N.T.S.
COMPOSITE BEAM DECK TRANSITION DETAIL
STUD LAYOUT WITH DECK SPAN PERPENDICULAR TO BEAM
1. SEE PLAN FOR BEAM SIZES.2. END STUDS MAY BE RELOCATED 6" TOWARD MID SPAN IF NECESSARY TO CLEAR BEAM CONNECTION, SIDE CLOSURE OF STEEL DECK OR STEEL EDGE.3. STEEL DECK SHALL BE UNSHORED UNLESS NOTED OTHERWISE.4. COMPOSITE BEAMS SHALL BE UNSHORED.5. TOP OF FLANGE OF COMPOSITE BEAMS SHALL NOT BE PAINTED.6. CONSTRUCTION LOADS IN EXCESS OF 20 P.S.F. SHALL NOT BE PLACED ON FLOOR SLAB UNTIL CONCRETE HAS ATTAINED ITS DESIGN STRENGTH.7. STEEL BEAMS SHALL BE FABRICATED AND ERECTED WITH CAMBER UP. ( IF CAMBER IS SPECIFIED).8. STEEL DECK SHALL BE CUT AS REQUIRED TO FIT AROUND OPENINGS, COLUMNS, BEAM TO COLUMN CONNECTION, PLATE AND OTHER MATERIAL ON TOP OF BEAM.9. SINGLE STUDS SHALL BE CENTERED OVER BEAMS EXCEPT AT THE END OF DECK WHERE THEY SHALL BE OFFSET 1" FROM CENTERLINE OF BEAM, ALTERNATING SIDES. IF BEAM FLANGE
THICKNESS IS < 0.3", PLACE STUDS ON CENTERLINE AND WELD DECK ENDS SEPARATELY TO BEAM WITH 3/4" DIAMETER WELDS AT 12" ON CENTER.10. PROVIDE SLAB BOLSTERS WITH RUNNERS FOR SUPPORT OF REINFORCEMENT AND WIRE MESH ON STEEL DECK.11. ENDS OF STEEL DECK SHALL NOT BE LAPPED. STUDS SHALL BE WELDED THROUGH A SINGLE THICKNESS OF DECK. SEE SPECIFICATIONS.
STUD QUANTITY "N" INDICATED ON PLAN
CL OF SUPPORT
BEAM(SEE PLAN)
CL OF SUPPORT
TOTAL NUMBER OF STUDS = N
A
1/2 OF N STUDS SPACED EQUALLY
B
FLOOR SYSTEM(SEE PLAN)
6"
CL OF SUPPORTCL OF BEAM
BEAM (SEE PLAN)
SLAB REINF. (SEE SCHEDULE)
3/4"Ø x3 1/4" STUDS
32" MAX.4 1/2" MIN.
COMPOSITE BEAM DETAILS
NOTES:
SUSTAINABLE DESIGN CONSULTING
SUSTAINABILITY CONSULTANT
1432 K STREET NW, 3RD FLOORWASHINGTON, DC 20005
202-667-1620 fax 202-667-1622
DEDC, LLC
FIRE PROTECTION, PLUMBING, MECHANICAL, AND ELECTRICAL ENGINEER
315 SOUTH CHAPEL STREETNEWARK, DELAWARE 19711302-738-7172 fax: 302-738-7175
SCALE:
DATE:
DRAWN BY: PROJ MGR:
PROJECT NO:
PROJECT TITLE
SHEET TITLE
ISSUE BLOCK
COPYRIGHT © 2020
PROFESSIONAL CERTIFICATION:I CERTIFY THAT THESE DOCUMENTS WERE PREPARED OR APPROVED BY ME AND THAT I AM A DULY LICENSED ENGINEER UNDER THE LAWS OF THE
STATE OF DELAWARE.
LICENSE NO:
EXPIRATION DATE:
18535
06/30/2022
Delaware309 S Governors Ave
Dover, DE 19904
302.734.7950
Maryland312 West Main St, Suite 300
Salisbury, MD 21801
410.546.9100
North Carolina3333 Jaeckle Drive, Suite 120
Wilmington, NC 28403
910.341.7600
www.beckermorgan.com
Rittenhouse Station
250 South Main Street, Suite 109
Newarrk, DE 19711
302.369.3700
As indicated
9/2
1/2
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S002
TYPICAL STEELDETAILS
JKBKRC
07.22.2020
2018230.00
DOVER, DELAWARE
DSWAADMINISTRATIONBUILDING
SCALE: 3/4" = 1'-0"12TYP. ROOF EQUIP. CURB &OPENING FRAMING DETAIL
SCALE: 1" = 1'-0"1JOIST ADDITIONAL LOADINGDIAGRAM
SCALE: 3/4" = 1'-0"2 TYP. HSS TO HSS CONNECTION
Revision Schedule
Mark Date Description
1 02/28/2020 ISSUE FOR PERMIT
2 09/22/2020 ISSUE FOR BID
NOTE:MATCH STUD GAUGE UNLESS NOTED OTHERWISE
FASTEN ALL BUILT-UP MEMBERS @ 12" O.C. MIN.
ALL HEADERS SHALL BE UNPUNCHED
CRIP STUDSFIT TO BEAR
600S162-(MATCH STUD GAUGE)
JAMB ASSEMBLY
JACK
MIN. (6) #8 SCREWS EA. SIDEFOR 6" DEEP HEADERS
TRACK WEB STIFFENER
AT BEARING OF EACH HEADER
STUD
TRACK
TOP TRACK
600T125-(MATCH STUD GAUGE)
600T125-(MATCH STUD GAUGE)
600S162-(MATCH STUD GAUGE) 600T125-(MATCH STUD GAUGE)
STUDS(SEE PLAN)#8 SCREWS
@ 12" O.C.
(2) STUDS
600T125-(MATCH STUD GAUGE)
(2) 0.145" Ø x 3/4" P.A.F. PINS
ATTACH TRACK TOEACH STUD FLANGE
w/ #8 SCREWS
"X" BRIDGINGATTACHEDw/ (2) #10 SCREWS
CONTINUOUS BRIDGINGEND TO END @ 8'-0" O.C.
BETWEEN ROWS
MATERIAL THICKNESS/GAUGE
GAUGE
20 (STRUC)
18
14
12
10
16
DESIGN THICKNESSMINIMUM
THICKNESS
0.0346"
0.0451"
0.0713"
0.1017"
0.1242"
0.0566"
0.0428"
0.0677"
0.0966"
0.1180"
0.0538"
MILS
33
43
68
97
118
54
33 KSI
50 KSI
50 KSI
50 KSI
50 KSI
0.0329" 33 KSI
YEILD STRENGTH
CONTRACTOR SHALL PROVIDE ANCHORS TO MEET ALLOWABLE LOADS SHOWN IN SCHEDULE.
INSTALL ANCHORS PER MANUFACTURERS RECOMMENDATIONS TO PROVIDE LOADS SHOWN.
ALLOWABLE ANCHOR LOADSEMBED
(IN)
3/16" Ø CONCRETE /MASONRY SCREW
TYPETENSION
1
CONRETE
SHEAR TENSION
CMU
SHEAR
1/4" Ø CONCRETE /MASONRY SCREW
1
0.145" Ø P.A.F. 7/8
1 3/40.145" Ø P.A.F.
255
400
250
-
125
365
90
-
205
250
-
200
110
150
-
110
ALLOWABLE SCREW LOADS
THICKNESS
(MILS)
ALLOWABLE SCREW LOADS BASED ON MINIMUM STEEL PROPERTIES OF Fy = 33ksi FOR18 GAUGE AND SMALLER AND Fy = 50ksi FOR 16 GAUGE AND LARGER.
CAPACITIES BASED ON ANSI S100 SECTION E4.
SCREW SPACING SHALL NOT BE LESS THAN 3 x D. (D = SCREW DIAMETER)
SCREWS ARE ASSUMED TO HAVE A CENTER-OF-SCREW TO EDGE-OF-STEEL SPACINGOF AT LEAST 1.5 x D. (D = SCREW DIAMETER)
NOMINAL STRENGTH OF SCREW MUST BE AT LEAST 3.75 TIMES THE ALLOWABLE LOADS.
151
214
214
214
214
214
61
79
140
140
140
140
14033
43
54
68
97
118
SHEAR PULL-OUT PULL-OVER
DIA. = 0.138", HEAD = 0.272"
Pss = 643 lbs, Pts = 419 lbs
#6 SCREW
164
244
426
72
94
171
195
195
195
195
SHEAR PULL-OUT PULL-OVER
DIA. = 0.164", HEAD = 0.272"
Pss = 1278 lbs, Pts = 586 lbs
#8 SCREW
177
263
534
548
548
548
84
109
198
249
356
386
265
345
386
SHEAR PULL-OUT PULL-OVER
DIA. = 0.190", HEAD = 0.340"
Pss = 1644 lbs, Pts = 1158 lbs
#10 SCREW
188
280
569
777
777
777
95
124
225
284
405
494
265
345
625
775
775
775
SHEAR PULL-OUT PULL-OVER
DIA. = 0.216", HEAD = 0.340"
Pss = 2330 lbs, Pts = 2325 lbs
#12 SCREW
203
302
613
866
1016
1016
110
144
261
328
468
572
318
415
752
948
1067
1067
SHEAR PULL-OUT PULL-OVER
DIA. = 0.250", HEAD = 0.409"
Pss = 3048 lbs, Pts = 3201 lbs
1/4" SCREW
140
140
140
140
140
426
426
426
195
195
195
195
195
386
386
386
CAPACITIES ARE BASED ON ALLOWABLE STRENGTH DESIGN (ASD) AND INCLUDE A 3.0FACTOR OF SAFETY.
APPLIED LOADS MAY BE MULTIPLIED BY 0.75 FOR SEISMIC OR WIND LOADING, PER AISI.
PENETRATION OF SCREWS THROUGH JOINED MATERIALS SHOULD NOT BE LESS THAN 3EXPOSED THREADS. SCREWS SHOULD BE INSTALLED AND TIGHTENED INACCORDANCE WITH SCREW MANUFACTURERS RECOMMENDATIONS.
FILLET AND FLARE GROOVE WELD ALLOWABLE LOADS
FILLET WELDS (LBS/IN)
499
626
1125
905
1140
789
846
1084
1269
1566
1972
1365
682
*
985
1241
859
832
*
1202
1514
1048
544 663
STEEL
MILS
43
54
68
97
54
68
97
NOMINAL
WELD SIZE(IN)
3/32
1/8
1/8
1/8
LONGITUDINAL TRANSVERSE LONGITUDINAL TRANSVERSE
FLARE GROOVE WELDS (LBS/IN)
1269 1269 * *
WELD CAPACITIES BASED ON ANSI S100 SPECIFICATIONS SECTION E2.4 FOR FILLET WELDS ANDE2.5 FOR FLARE GROOVE WELDS.
CAPACITIES ARE BASED ON ALLOWABLE STRENGTH DESIGN (ASD)
WELD CAPACITIES ARE BASED ON E60 ELECTRODES. FOR MATERIAL THINNER THAN 68 MIL, 0.030"TO 0.035" DIAMETER WIRE ELECTRODES MAY PROVIDE BEST RESULTS.
MATERIAL THICKNESS/GAUGE
GAUGE
20 (STRUC)
18
14
12
10
16
DESIGN THICKNESSMINIMUM
THICKNESS
0.0346"
0.0451"
0.0713"
0.1017"
0.1242"
0.0566"
0.0428"
0.0677"
0.0966"
0.1180"
0.0538"
MILS
33
43
68
97
118
54
33 KSI
50 KSI
50 KSI
50 KSI
50 KSI
0.0329" 33 KSI
YEILD STRENGTH
COLD FORMED STEEL MEMBER TYPE
FLANGE WIDTH
STUDS/JOISTS
1 1/4"
EXAMPLE:
(SSMA) 600S 162-43
(MARINO/WARE) 6SW18
1 3/8"
2"
2 1/2"
3"
1 5/8"
3 1/2"
1 1/4"
1 1/2"
2"
TRACKS
SSMA MARINO/WARE
S125
S137
S200
S250
S300
S162
S350
T125
T150
T200
CW
J
JE
JX
SW
JXW
T
DT
600T150-(MATCH STUD GAUGE)
JAMB (SEE JAMB &HEADER DETAIL)
1 1/2"x1 1/2"x5" 16 GAUGE CLIPANGLE w/ (4) #10 SCREWSEACH LEG
#8 SCREWS
FLAT STRAPS, NOTCHEDCHANNEL, X-BRIDGING ORPROPRIETARY BRIDGING(EACH SIDE) LAP SPLICESTRAPS MINIMUM 4"SCREWS AS
REQUIRED(EACH SIDE)
SOLID BLOCKING:LOCATE BLOCKING AT
EACH END OF WALL,ADJACENT TO OPENINGS
AND AS REQUIRED.
FOR TRACK:WHERE BLOCKING
MATERIAL THICKNESSALLOWS, NOTCH AND
BEND FLANGES 90° ORANCHOR TO VERTICALS
WITH CLIP ANGLES.
NOTE:MAXIMUM VERTICAL SPACINGOF BRIDGING 4'-0" O.C.
OPENING CENTEREDIN WEB
OPENING CENTERED IN WEB.REINFORCEMENT REQUIRED FOR
PENETRATIONS GREATER THANPUNCH-OUT DEPTH
STUDS
NOTES:1) FLANGES SHALL NOT BE NOTCHED OR CUT.
2) CAPACITY VERIFICATION BY DESIGN IS REQUIRED FORANY OPENINGS LOCATED AT CONCENTRATION LOADS ANDBEARING ENDS.
STUDS (SEE PLAN).(PROVIDE LATERAL BRACING @48" O.C. VERTICALLY)
1 1/2"x4"X3" 18 GAUGE(50ksi) CLIP ANGLEw/ (4) #10 SCREWS,WHERE INDICATED
(2) 1/4"Ø CONC.SCREWS @ 16" O.C.
#10 SCREW @EACH FLANGE
600 T125-(MATCH STUD GAUGE)BOTTOM TRACK
#8 SCREWS (EACH SIDE)
COLD ROLLED CHANNELHORIZONTAL BRIDGINGTO BE SPACED ASREQUIRED BY DESIGNCLIP ANGLE 1/4" LESS
THAN STUD WIDTH. ATTACHWITH 4 SCREWS AS SHOWN
STUDS(SEE PLANS)
#8 SCREWS@ 12" O.C.
SUSTAINABLE DESIGN CONSULTING
SUSTAINABILITY CONSULTANT
1432 K STREET NW, 3RD FLOORWASHINGTON, DC 20005
202-667-1620 fax 202-667-1622
DEDC, LLC
FIRE PROTECTION, PLUMBING, MECHANICAL, AND ELECTRICAL ENGINEER
315 SOUTH CHAPEL STREETNEWARK, DELAWARE 19711302-738-7172 fax: 302-738-7175
SCALE:
DATE:
DRAWN BY: PROJ MGR:
PROJECT NO:
PROJECT TITLE
SHEET TITLE
ISSUE BLOCK
COPYRIGHT © 2020
PROFESSIONAL CERTIFICATION:I CERTIFY THAT THESE DOCUMENTS WERE PREPARED OR APPROVED BY ME AND THAT I AM A DULY LICENSED ENGINEER UNDER THE LAWS OF THE
STATE OF DELAWARE.
LICENSE NO:
EXPIRATION DATE:
18535
06/30/2022
Delaware309 S Governors Ave
Dover, DE 19904
302.734.7950
Maryland312 West Main St, Suite 300
Salisbury, MD 21801
410.546.9100
North Carolina3333 Jaeckle Drive, Suite 120
Wilmington, NC 28403
910.341.7600
www.beckermorgan.com
Rittenhouse Station
250 South Main Street, Suite 109
Newarrk, DE 19711
302.369.3700
As indicated
9/2
1/2
020
1:5
6:1
0 P
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:\U
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\201
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300
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EN
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S003
TYPICAL COLD FORMMETAL FRAMINGDETAILS
JIW/JKBJKB
07.22.2020
2018230.00
DOVER, DELAWARE
DSWAADMINISTRATIONBUILDING
SCALE: 1 1/2" = 1'-0"1BEARING HEAD AND JAMBDETAIL
SCALE: 3/4" = 1'-0"2 CORNER FRAMING
SCALE: 1 1/2" = 1'-0"3 END GUARD DETAIL
SCALE: 1 1/2" = 1'-0"11 FLOOR CROSS BRIDGING
SCALE: 1 1/2" = 1'-0"5 SILL DETAIL SCALE: 1 1/2" = 1'-0"8 STUD BRACING DETAILS
SCALE: 1 1/2" = 1'-0"9 STUD WEB PENETRATIONS
SCALE: 1 1/2" = 1'-0"7 TRACK DETAIL
SCALE: 1 1/2" = 1'-0"6 TRACK SPLICE
SCALE: 1 1/2" = 1'-0"10 WALL BRIDGING (ALTERNATIVE)
SCALE: 3/4" = 1'-0"4 WALL INTERSECTION FRAMING
Revision Schedule
Mark Date Description
1 02/28/2020 ISSUE FOR PERMIT
2 09/22/2020 ISSUE FOR BID
30" OR 36"COVER WIDTH
DE
PT
H
2 1/2"MAX.
6"
1 1/2"
1.5B22
WIDE RIB
22
ASTM A1008 GR.33
NO
NO
GALV. G60
0.155
0.186
0.183
0.192
1818
33
1 1/2"
WIDE RIB
16
ASTM A1008 GR.33
NO
NO
0.373
0.408
0.373
0.411
3578
33
1.5B16
GALV. G60
8"
DE
PT
H
24" COVERWIDTH
2 5/8"
3"
3N20
N/A
20
ASTM A1008 GR.33
YES
YES
GALV. G60
0.848
0.501
1.079
0.552
3287
33
ROOF DECK
36"COVER WIDTH
DE
PT
H
2 1/2"MAX.
6"
DEPTH: 1 1/2"
1.5C22
PROFILE: N/A
GAUGE: 22
MATERIAL: ASTM A653
ACOUSTIC: NO
CELLULAR: NO
FINISH: GALV. G60
I (in^4/ft.): 0.173
0.177
0.182
0.167
Va (lbs/ft.): 2626
Fy (ksi): 50
Sp (in^3/ft.):
In (in^4/ft.):
Sn (in^3/ft.):
NON-COMPOSITE FLOOR DECK
1.0C22
1"
N/A
22
ASTM A653
NO
NO
GALV. G60
0.073
0.130
0.059
0.134
4803
60
METAL DECK SCHEDULE
33" COVERWIDTH
DE
PT
H
1.0E22
1"
N/A
24
NO
NO
GALV. G60
0.073
0.130
0.073
0.134
4754
60
3 5/8"
ASTM A1008 GR.80
ATTACH STEEL DECK TO JOISTOR BEAM SUPPORT @ 12" O.C.AT EDGES & ENDS
SIDELAP ATTACHMENTSUPPORT
SUPPORT
PERIMETER
SUPPORT
SUPPORT
(3) S
PAN
MINI
MUM
DECK
LENG
TH W
ITH 2"
MIN
IMUM
LAP
AT E
ACH
END
DECK ATTACHMENT
1.5B22 5/8" PUDDLE WELDS @ 36/4 5/8" PUDDLE WELDS @ 12" O.C. (3) #10 SCREWS
1.5B16 5/8" PUDDLE WELDS @ 36/4 5/8" PUDDLE WELDS @ 12" O.C.
SUPPORT
ATTACHMENT
3N20
(3) #10 SCREWS
(4) BUTTON PUNCH#12 SCREWS @ 6"O.C.#12 SCREWS @ 24/4
SUPPORT
ATTACHMENT
PERIMETER
ATTACHMENT
SUPPORT
ATTACHMENT
1.0E22 #12 SCREWS @ 6"O.C.#12 SCREWS @ 33/4 (2) #10 SCREWS
SUPPORT ATTACHMENTTYPE PERIMETER ATTACHMENT SIDELAP ATTACHMENT
1.5C22
1.0C22
5/8" PUDDLE WELDS @ 36/4 5/8" PUDDLE WELDS @ 12" O.C. (2) #10 SCREWS
5/8" PUDDLE WELDS @ 36/4 5/8" PUDDLE WELDS @ 12" O.C. (2) #10 SCREWS
NOTE:PROVIDE PRE-FABRICATED TEE & CORNERREINFORCEMENT. PROVIDE JOINT REINFORCEMENT& WALL TIES AT MORTAR JOINTS ABOVE & AT HORIZONTAL JOINTS WITH WALL TIES TO BEAMS.DISCONTINUE JOINT REINFORCEMENT ATCONTROL & EXPANSION JOINTS.
ADJUSTABLE JOINTREINFORCEMENT
TYPE:
SIDE RODS:
CROSS RODS:
FINISH:
VERTICAL SPACING
LADDER
9 GUAGE ASTM A82
9 GUAGE ASTM A82
HOT DIP GALVANIZED ASTM A153 B-2
16" O.C.
NOTE:PROVIDE PRE-FABRICATED TEE & CORNERREINFORCEMENT. PROVIDE JOINT REINFORCEMENT& WALL TIES AT MORTAR JOINTS ABOVE & AT HORIZONTAL JOINTS WITH WALL TIES TO BEAMS.DISCONTINUE JOINT REINFORCEMENT ATCONTROL & EXPANSION JOINTS.
ADJUSTABLE JOINTREINFORCEMENT1
1/2"
MIN
EMBE
DMEN
T
5/8" M
IN
COVE
R
TYPE:
SIDE RODS:
CROSS RODS:
EYES:
PINTEL:
FINISH:
VERTICAL SPACING
LADDER
9 GUAGE ASTM A82
9 GUAGE ASTM A82
3/16"Ø O.C. ASTM A82
3/16"Ø ASTM A82
HOT DIP GALVANIZED ASTM A153 B-2
16" O.C.
WOOD OR METAL STUDS(24" O.C. MAX)
SHEATHING
ADJUSTABLE VENEER ANCHOR w/ (2) FASTENERS
THICKNESS:
PINTEL:
FINISH:
VERTICAL SPACING
PROVIDE TIES AT MORTAR JOINTS ABOVE AND BELOW OPENINGS AND WITHIN 8" OF JAMBS, CONTROL, AND EXPANSION JOINTS.
12 GA ASTM A1008
3/16"Ø ASTM A82
HOT DIP GALVANIZED ASTM A153 B-2
EQUAL TO STUD SPACING
1 1/2"
MIN
EMBE
DMEN
T
5/8" M
IN
COVE
R
"L"
BRG.LENGTH
BRG.LENGTH
FILL CORED BRICK/CMUSOLID (MIN 2 COURSES)
LOOSE LINTEL(HOT-DIPPED GALV.)
ADDITIONAL ANGLEIF BACK TO BACK
PROVIDE 3/8"MIN. SETBACK
2-12AS REQ.
"L"
2
2
3
3
4
4
5
5
6
6
7
9
9 10
12.2 13
13
14
14
15
15
16
16
17
17
18
18
19.3 20
20 21
G
A
B
B
C
DD
EE
AA
BB
BB
CC
CC
DD
DD
EE
EE
FF
F F
12.3
EE.8
D.8
BB.46.6
7.8
A.0
21.2
21.2
F.5 F.5
11
11
12
12 12.8 14.2 14.8 16.2 16.8 18.2
18.5
CC.6
BB.7
BB.7
0
0
EE.7
1
1
8.9
B.3
8.4
C.8
D.7
9' - 6" 11' - 0"
2"
27' - 6" 2' - 2" 19' - 8"2' - 10"
10' - 4"2' - 10"
19' - 8" 2' - 10" 10' - 4" 2' - 10" 19' - 8" 2' - 10" 10' - 4" 2' - 10" 19' - 8" 2' - 10" 10' - 2"
1' - 0"1' - 9"
5' - 6" 4' - 0"
9"
2' -
3"
17
' - 7
"1
2' -
0"
26
' - 1
0"
4' -
0"
4' -
0"
10
' - 1
0"
10
' - 0
"7
' - 1
0 3
/4" 1
9' -
11
"8
' - 9
"
11"
11
' - 8
"1
1' -
0"
1' -
4"
2' -
10
"4
' - 0
"
4' -
0"
4' -
2 1
/4"
3' - 0
"
7' - 0
"
1' - 6
"
8' - 4
"7' - 2
"
2' - 9
"9' - 11"
5' - 1
1"
6' - 1
"
10' - 7
1/2"
10' - 1
1/2"
10' - 4
1/2"
10' - 4
1/2"
1' - 5"
7' - 7"
1' - 4 1/
2"10' -
1 1/2"
8' - 8"
7' - 10 1/2" 16' - 4 1/4" 19' - 6" 8' - 8"
1' - 6"
19' - 8" 7' - 0" 9' - 0" 19' - 8" 16' - 0" 19' - 8" 16' - 0" 19' - 8" 10' - 0" 4' - 0" 7' - 3"
2' - 0"
2' - 0"
A.00
2.1
2.9
AA.5
7' - 10 1
/2"
16' - 5
7/16"
16' - 7
1/2"
10' - 1
1/2"
10' - 4
1/2"
10' - 4
1/2"
10' - 4
1/2"
10' - 1
1/2"
8' - 8"
1' - 3
1/2
"
1' - 4
1/2
"
10' - 3
"
19
1910.7
18.8
CC.5
CC.5
10.6
7.4 8
C.2
D.5
7.1
7.9
6' - 0"
20.00°
WORKING POINT
7' -
2 4
5/6
4"
1' - 0
"
1' - 0"
9"
SLAB OUTLINE
BB.1
SUSTAINABLE DESIGN CONSULTING
SUSTAINABILITY CONSULTANT
1432 K STREET NW, 3RD FLOORWASHINGTON, DC 20005
202-667-1620 fax 202-667-1622
DEDC, LLC
FIRE PROTECTION, PLUMBING, MECHANICAL, AND ELECTRICAL ENGINEER
315 SOUTH CHAPEL STREETNEWARK, DELAWARE 19711302-738-7172 fax: 302-738-7175
SCALE:
DATE:
DRAWN BY: PROJ MGR:
PROJECT NO:
PROJECT TITLE
SHEET TITLE
ISSUE BLOCK
COPYRIGHT © 2020
PROFESSIONAL CERTIFICATION:I CERTIFY THAT THESE DOCUMENTS WERE PREPARED OR APPROVED BY ME AND THAT I AM A DULY LICENSED ENGINEER UNDER THE LAWS OF THE
STATE OF DELAWARE.
LICENSE NO:
EXPIRATION DATE:
18535
06/30/2022
Delaware309 S Governors Ave
Dover, DE 19904
302.734.7950
Maryland312 West Main St, Suite 300
Salisbury, MD 21801
410.546.9100
North Carolina3333 Jaeckle Drive, Suite 120
Wilmington, NC 28403
910.341.7600
www.beckermorgan.com
Rittenhouse Station
250 South Main Street, Suite 109
Newarrk, DE 19711
302.369.3700
3/32" = 1'-0"
9/2
1/2
020
1:5
6:1
2 P
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S100
GRID LAYOUT
JKBKRC
07.22.2020
2018230.00
DOVER, DELAWARE
DSWAADMINISTRATIONBUILDING
SCALE: 3/32" = 1'-0"1 GRID LAYOUT
Revision Schedule
Mark Date Description
1 02/28/2020 ISSUE FOR PERMIT
2 09/22/2020 ISSUE FOR BID
9 10
13
13
14
14
15
15
16
16
17
17
18
18
19.3 20
21
G
A
B
B
C
DD
EE
F
D.8
A.0
21.2
F.5
12" CONCRETE SLABw/ #5 @12" O.C. EW T&B
11
11
12
12
18.5
3
S501
2
S5011
S501
CS1
4
S501
F5.0 F5.0 F4.0F5.0
W12X65 W12X65W12X65 W12X65
F5.0
W12X65
F6.0
W12X72
F6.0
W12X72
F6.0W12X72
W12X72
F3.0
F4.0
F2.0
F4.0
F3.0
F3.0F4.0
F4.0
F3.0
F2.0
F4.0
F2.0
F4.0 F2.0F2.0
F4.0
F4.0
F4.0
F2.0
F3.0 F4.0
F2.0
P1.5
P1.5x2.0 P2.0
P1.5 P1.5
P2.0
P2.0 P2.0
P1.5x2.0P1.5
P1.5x2.0
P1.5x3.5
P1.5
P1.5
P2.0P2.0 P2.0
P2.0 P2.0 P2.0P2.0
P1.5
HSS6X6X1/4 HSS6X6X1/4
HSS6X6X1/4 HSS6X6X1/4
HSS6X6X1/4
HSS6X6X1/4HSS6X6X1/4
HSS6X6X1/4
HSS6X6X1/4 HSS6X6X1/4
HSS6X6X1/4HSS6X6X1/4
HSS6X6X1/4
HSS6X6X1/4
W12X65 W12X65W12X65 W12X65
W12X65 W12X65 W12X65W12X65 W12X65
HSS6X6X1/4
HSS6X6X1/4
HSS6X6X1/4
HSS6X6X1/4
HSS6X6X1/2
HSS6X6X5/8
P2.0
P2.0
P1.5
HSS8X8X3/8
HSS8X8X3/8
P1.5x2.0
HSS6X6X1/4P1.5x2.0HSS6X6X1/4
HSS6X6X1/4
HSS6X6X1/4
HSS8X8X5/8
P1.5x2.0
F4.0
F3.0
F6.0 F5.0
F2.0
F2.0
F5.0
F2.0
F6.0
F7.5x4.0
P1.5 F4.0F4.0
F4.0P2.0
F4.0
F2.0
F2.0
F2.0
F2.0
F2.0
F5.0F5.0
F2.0
F2.0
F5.0F5.0
F2.0
F2.0
F5.0
23' - 0" 48' - 4" 39' - 0" 16' - 4" 26' - 4"
4' -
0"8' -
0"
12
' - 2
"
1' -
4"
18' - 4" 8' - 0"
31
' - 8
"9
' - 2
"2
2' -
8"
63
' - 6
"
4' - 0"
23' - 0" 12' - 8" 23' - 0" 12' - 8" 23' - 0" 12' - 8" 23' - 0" 12' - 8" 12' - 4"
2' -
0"
2' -
0"
8.9
C.8
D.7
2' -
0"
2' -
0"
2' -
0"
2' -
0"
2' -
0"
2' -
0"
A.00
F4.0
F3.0X5.6
2' - 0"
19
MA
TC
HLIN
E
10.7
8
S503
1
F4.0
P3.0
-5' - 8"
-4' - 0"
13
S501
-2' - 0"P2.0
-3' - 0"
2
2
HSS4X4X3/8
HSS4X4X3/8
HSS6X6X5/8
3
3
P2.0x4.0
10.6
6
S501
F2.0
F2.0
AESSAESS
AESS
AESS
AESSHSS6X6X5/8
AESS
AESSAESSAESSAESSAESSAESS
26' - 8"
C.2
D.5
6"
3' -
3 1
/2"
2' -
0"
F3.0HSS6X6X1/2
9' -
3"
HSS8X8X5/8P2.0F3.0
P2.0F4.0
P2.0F3.0
13
S504
44 44 44 44
5
S501
-
---
7' - 4" 12' - 4"
2' -
0"
4' -
0"
1' -
5"
1' - 5"
AREA AAREA B
MA
TC
HLIN
E
GENERAL NOTES:1. FOUNDATION SHALL BEAR ON UNDISTURBED SOIL OR CONTROLLED COMPACTED FILL
HAVING AN ALLOWABLE BEARING CAPACITY 5000 PSF OR GREATER. THE CONTRACTOR SHALL VERIFY THE ASSUMED BEARING CAPACITY PRIOR TO PLACING ANY FOOTINGS.
2. A PRELIMINARY GEOTECHNICAL ENGINEERING REPORT HAS BEEN PREPARED BY HILLIS-CARNES, DATED SEPT. 30, 2019. REFER TO SOILS REPORT BY HILLIS-CARNES ENGINEERING ASSOCIATES, INC. (PROJECT NO. D19137) DATED SEPTEMBER 30, 2019 FOR THE SITE PREPARATION REQUIREMENTS.
3. THE BOTTOM OF EXTERIOR FOOTINGS SHALL BE PLACED A MINIMUM OF 2'-6" BELOW FINISH GRADE FOR FROST PROTECTION. THE BOTTOM OF INTERIOR FOOTINGS SHALL BE PLACED A MINIMUM OF 1'-0" BELOW FINISH FLOOR.
4. COORDINATE ALL DIMENSIONS WITH ARCHITECTURAL PLANS FOR BUILDING LAYOUT.
5. FLOOR DRAINS AND SLOPES SHALL BE COORDINATED WITH ARCHITECTURAL DRAWINGS.
6. ASSUMED DATUM ELEVATION AT TOP OF STRUCTURAL SLAB ON GRADE = 0' - 0". SEE CIVIL DRAWINGS FOR ACTUAL ELEVATION.
7. ALL DIMENSIONS ARE TO EXTERIOR FACE OF 4" CMU VENEER BASE.
SHEET LEGEND:
NOTES:
8" CMU
FOUNDATION EXTENTS
CONC. SLAB. SEE S004 FOR ADDITIONAL INFORMATION.CS#
1 GENERAL CONTRACTOR SHALL VERIFY ELEVATOR PIT MATCHES SELECTED ELEVATOR REQUIREMENT PRIOR TO PLACING FOUNDATION SLAB. SUMP LOCATION SHALL BE COORDINATED WITH ELEVATOR SUPPLIER, SEE "ELEVATOR SUMP PUMP DETAIL" FOR ADDITIONAL INFORMATION.
2 STEP FOOTING. SEE "TYP. STEPPED FOOTING" DETAIL.
3 GENERAL CONTRACTOR SHALL COORDINATE WITH ELEVATOR SUPPPLIER THAT ALL SUPERIMOSED LOADS ARE LESS THAN NOTED BELOW:
HOIST BEAM WITH COLUMN REACTION: 5000#RAILS REACTION: 400#LIFE SAFETY REACTION: 5000#
4" CMU VENEER BASE
4 HSS 5x5x3/16" (COORDINATE LOCATION w/ CANOPY MANUFACTURER DRAWINGS.)
SUSTAINABLE DESIGN CONSULTING
SUSTAINABILITY CONSULTANT
1432 K STREET NW, 3RD FLOORWASHINGTON, DC 20005
202-667-1620 fax 202-667-1622
DEDC, LLC
FIRE PROTECTION, PLUMBING, MECHANICAL, AND ELECTRICAL ENGINEER
315 SOUTH CHAPEL STREETNEWARK, DELAWARE 19711302-738-7172 fax: 302-738-7175
SCALE:
DATE:
DRAWN BY: PROJ MGR:
PROJECT NO:
PROJECT TITLE
SHEET TITLE
ISSUE BLOCK
COPYRIGHT © 2020
PROFESSIONAL CERTIFICATION:I CERTIFY THAT THESE DOCUMENTS WERE PREPARED OR APPROVED BY ME AND THAT I AM A DULY LICENSED ENGINEER UNDER THE LAWS OF THE
STATE OF DELAWARE.
LICENSE NO:
EXPIRATION DATE:
18535
06/30/2022
Delaware309 S Governors Ave
Dover, DE 19904
302.734.7950
Maryland312 West Main St, Suite 300
Salisbury, MD 21801
410.546.9100
North Carolina3333 Jaeckle Drive, Suite 120
Wilmington, NC 28403
910.341.7600
www.beckermorgan.com
Rittenhouse Station
250 South Main Street, Suite 109
Newarrk, DE 19711
302.369.3700
As indicated
9/2
1/2
020
1:5
6:1
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S101-A
FOUNDATION PLAN A
JKBKRC
07.22.2020
2018230.00
DOVER, DELAWARE
DSWAADMINISTRATIONBUILDING
SCALE: 1/8" = 1'-0"1 FOUNDATION PLAN A
SCALE: 1/64" = 1'-0"2 KEY PLAN
Revision Schedule
Mark Date Description
1 02/28/2020 ISSUE FOR PERMIT
2 09/22/2020 ISSUE FOR BID
2
2
3
3
4
4
5
5
6
6
7
9
9 10
G
B
AA
BB
CC
DD
EE
FF
MA
TC
HLIN
E
EE.8D.8
BB.4
6.6
7.8
A.0
CC.6
BB.7
0
0
EE.7
1
1
F2.0
8.9
B.3
8.4
C.8
D.7
A.00
68' - 0"
11' - 7"
10' - 9"
45' - 8"
9' - 8" 14' - 0"
10
' - 8
"
56
' - 8
"
43' - 0
"
54' - 8
1/2"
13' - 3
1/2"
3' - 0
"
18' - 4"
2.12.9
AA.5
CC.5
F3.0
F5.0
F3.0
F3.0
F4.0
F4.0F4.0
F4.0
F3.0
F3.0
F4.0
F4.0
F4.0
F4.0
F4.0
F4.0
F4.0
F4.0
F4.0
F4.0
F5.0
F5.0
F4.0
F4.0
F4.0
F3.0
F3.0
F4.0 F3.0
F4.0
F4.0
F3.0
F3.0
F4.0
F4.0
F2.0
F2.0
F2.0
F2.0
F2.0
F2.0
F2.0
F2.0
F2.0
F2.0
F2.0F2.0
F2.0
F3.0
6
S501
F3.0
P1.5
P2.0
P2.0
P2.0
P2.0
P2.0
P2.0
P2.0
P2.0
P2.0
P2.0
P2.0
P2.0
P2.0
P2.0
P2.0
P2.0
P2.0
P3.5
P3.5
P2.0
P2.0
P2.0
P2.0
P2.0
P2.0 P2.0
P2.0
P2.0
P2.0
HSS6X6X5/8
HSS6X6X1/2
HSS6X6X1/4
HSS8X8X5/8
HSS8X8X5/8
HSS6X6X1/4
HSS6X6X1/2
8.75x9 GLULAM
8.75x9 GLULAM
8.75x9 GLULAM
8.75x9 GLULAM
8.75x9 GLULAM
8.75x9 GLULAM
8.75x9 GLULAM
8.75x9 GLULAM
8.75x9 GLULAM
8.75x9 GLULAM
8.75x9 GLULAM
8.75x9 GLULAM
8.75x9 GLULAM
8.75x9 GLULAM
8.75x9 GLULAM
8.75x9 GLULAM
HSS8X8X5/8
HSS6X6X1/4
HSS6X6X1/4 HSS8X8X3/8
HSS8X8X3/8
HSS8X8X3/8
HSS8X8X3/8
HSS8X8X5/8
HSS6X6X1/2
HSS8X8X5/8
HSS8X8X5/8
W8X31
W8X31
F2.0
7.4 8
15' - 1
1 3
/4"
15
' - 4
"
AESS AESS
AESS
AESS
HSS6X6X1/4
HSS6X6X1/4
HSS6X6X1/4
HSS6X6X1/4
P2.0F4.0
P2.0F4.0
AESS
AESS
AESS
AESS
F2.0
F2.0
F2.0
F2.0
F2.0
F2.0
F2.0
F2.0
F2.0
CS1
CS1
F2.0X2.0
F2.0X2.0
F2.0X2.0
F2.0X2.0
F2.0X2.0
F2.0X2.0
F2.0X2.0
F2.0X2.0
F2.0X2.0
F2.0X2.0
F2.0X2.0
P1.0
P1.0
P1.0
P1.0
P1.0
P1.0
P1.0
P1.0
P1.0
P1.0
P1.01
1
1
1
1
1
1
1
1
1
1
9
S507
23' - 10 7/8"
C.2
D.5
7.1
7.9
HSS8X8X5/8
F2.0
F2.0
F2.0
5' - 1
0" 11
"
11"
10' - 1
0"
10' - 7
"
10' - 5
"
1' - 6"
1' -
6"
1' -
6"
1' -
8"
1' -
8"
1' - 6"
2
2
2
2 2
2
2
2
2
1' - 8
"
1' - 8"
9
S506
BB.1
56
' - 6
"
128' - 6
"
CENTER POINT OF ARC
AREA B AREA A
MA
TC
HLIN
E
GENERAL NOTES:1. FOUNDATION SHALL BEAR ON UNDISTURBED SOIL OR CONTROLLED COMPACTED FILL
HAVING AN ALLOWABLE BEARING CAPACITY 5000 PSF OR GREATER. THE CONTRACTOR SHALL VERIFY THE ASSUMED BEARING CAPACITY PRIOR TO PLACING ANY FOOTINGS.
2. A PRELIMINARY GEOTECHNICAL ENGINEERING REPORT HAS BEEN PREPARED BY HILLIS-CARNES, DATED SEPT. 30, 2019. REFER TO SOILS REPORT BY HILLIS-CARNES ENGINEERING ASSOCIATES, INC. (PROJECT NO. D19137) DATED SEPTEMBER 30, 2019 FOR THE SITE PREPARATION REQUIREMENTS.
3. THE BOTTOM OF EXTERIOR FOOTINGS SHALL BE PLACED A MINIMUM OF 2'-6" BELOW FINISH GRADE FOR FROST PROTECTION. THE BOTTOM OF INTERIOR FOOTINGS SHALL BE PLACED A MINIMUM OF 1'-0" BELOW FINISH FLOOR.
4. COORDINATE ALL DIMENSIONS WITH ARCHITECTURAL PLANS FOR BUILDING LAYOUT.
5. FLOOR DRAINS AND SLOPES SHALL BE COORDINATED WITH ARCHITECTURAL DRAWINGS.
6. ASSUMED DATUM ELEVATION AT TOP OF STRUCTURAL SLAB ON GRADE = 0' - 0". SEE CIVIL DRAWINGS FOR ACTUAL ELEVATION.
7. ALL DIMENSIONS ARE TO EXTERIOR FACE OF 4" CMU VENEER BASE.
SHEET LEGEND:
NOTES:
8" CMU
FOUNDATION EXTENTS
CONC. SLAB. SEE S004 FOR ADDITIONAL INFORMATION.CS#
1 GENERAL CONTRACTOR SHALL VERIFY PERGOLA FOUNDATIONS MEET REQUIREMENTS OF PERGOLA SUPPLIER. COLUMN BY PERGOLA MANUFACTURER. MAXIMUM UNFACTORED REACTONS ARE AS FOLLOWS.
GRAVITY: 19 KIPSUPLIFT: 1.3 KIPS
4" CMU VENEER BASE
BACK TO BACK STUDS (SEE 5/S507), LOCATION SHALL BE COORDINATED WITH CANOPY MANUFACTURER DRAWINGS.
2 SUSTAINABLE DESIGN CONSULTING
SUSTAINABILITY CONSULTANT
1432 K STREET NW, 3RD FLOORWASHINGTON, DC 20005
202-667-1620 fax 202-667-1622
DEDC, LLC
FIRE PROTECTION, PLUMBING, MECHANICAL, AND ELECTRICAL ENGINEER
315 SOUTH CHAPEL STREETNEWARK, DELAWARE 19711302-738-7172 fax: 302-738-7175
SCALE:
DATE:
DRAWN BY: PROJ MGR:
PROJECT NO:
PROJECT TITLE
SHEET TITLE
ISSUE BLOCK
COPYRIGHT © 2020
PROFESSIONAL CERTIFICATION:I CERTIFY THAT THESE DOCUMENTS WERE PREPARED OR APPROVED BY ME AND THAT I AM A DULY LICENSED ENGINEER UNDER THE LAWS OF THE
STATE OF DELAWARE.
LICENSE NO:
EXPIRATION DATE:
18535
06/30/2022
Delaware309 S Governors Ave
Dover, DE 19904
302.734.7950
Maryland312 West Main St, Suite 300
Salisbury, MD 21801
410.546.9100
North Carolina3333 Jaeckle Drive, Suite 120
Wilmington, NC 28403
910.341.7600
www.beckermorgan.com
Rittenhouse Station
250 South Main Street, Suite 109
Newarrk, DE 19711
302.369.3700
As indicated
9/2
1/2
020
1:5
6:1
5 P
MC
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rs\h
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ott\D
ocu
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300
0_
ST
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CT
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EN
TR
AL
_2
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BM
G.r
vt
S101-B
FOUNDATION PLAN B
JKBJKB
07.22.2020
2018230.00
DOVER, DELAWARE
DSWAADMINISTRATIONBUILDING
SCALE: 1/8" = 1'-0"1 FOUNDATION PLAN B
SCALE: 1/64" = 1'-0"2 KEY PLAN
Revision Schedule
Mark Date Description
1 02/28/2020 ISSUE FOR PERMIT
2 09/22/2020 ISSUE FOR BID
9 10
13
13
14
14
15
15
16
16
17
17
18
18
19.3 20
21
A
BB
C
DD
EE
F
12.3
D.6
5
S503
4
S503
3
S503
7
S502
3
S502
2
S502
CS2
4
S502
D.8M
AT
CH
LIN
E
21.2
F.5
11
11
12
12
1
S502
EXPANSION JOINT
18.5
8
S502
D1
D1
D1
7
S503
6
S503
5
S5029
S503
10
S502
9
S502
(5) EQ. SPACES = 19' - 8" (4) EQ. SPACES = 16' - 0" (5) EQ. SPACES = 19' - 8" (4) EQ. SPACES = 16' - 0" (5) EQ. SPACES = 19' - 8" (4) EQ. SPACES = 16' - 0" (5) EQ. SPACES = 19' - 8" (4) EQ. SPACES = 14' - 0"
(2) EQ. SPACES = 7' - 8"
(3) EQ. SPACES = 7' - 0"
(3) EQ. SPACES = 9' - 0"
(7) EQ. SPACES = 19' - 8"
(7) EQ. SPACES = 19' - 8"
(4) EQ. SPACES = 19' - 6"
(3) EQ. SPACES = 8' - 2"
(3) EQ. SPACES = 11' - 6"
(5) EQ. SPACES = 8' - 8"
CS2
C.8
§
D.7
4' -
8"
6"
2' -
6"
6
S502
W18X60
13' - 4"
W16X26
13' - 4"
W18X40
13' - 4"
W16X26
13' - 4"
W18X40
13' - 4"
W16X26
13' - 4"
W18X40
13' - 4"
W16X26
13' - 4"
W21X68
13' - 4"
W21X44
13' - 4"
W21X44
13' - 4"
W27X84
13' - 4"
W21X44
13' - 4"
W21X44
13' - 4"
W21X44
13' - 4"
W21X44
13' - 4"
W14X22
13' - 4"
W8X1013' - 4"
W16X
26
13
' - 8
"
W16X26
13' - 4"
W16X26
13' - 4"
W16X26 13' - 4"
W8X
10
13
' - 8
"
W16X26
13' - 4"
W16X26
13' - 4"
W8X
10
13
' - 8
"
W16X26
12' - 5"
W16X26
12' - 5"
W16X26
12' - 5"
W16X26 13' - 4"
W18X
50
13
' - 8
"
W21X
48
13
' - 8
"
W24X
55
12
' - 5
"
W30X
90
12
' - 5
"
W27X
84
13
' - 8
"
W14X
22
13
' - 8
"
W24X55
13' - 4"
W18X
50
13
' - 4
"
W16X
26
13
' - 8
"
W8X1013' - 4"
HS
S8X
6X
5/1
6
13
' - 4
"
HSS8X6X5/16
13' - 4"
10K
1
W12X
14
12
' - 5
"
W12X
14
12
' - 5
"
W12X
14
12
' - 5
"
W12X
14
12
' - 5
"
W12X
14
12
' - 5
"
W12X
14
12
' - 5
"
14E
682/4
00/8
0
14E
682/4
00/8
0
14E
682/4
00/8
0
14E
682/4
00/8
0
16E
682/4
00/8
0
16E
682/4
00/8
0
W12X
19
12
' - 5
"
W12X
19
12
' - 5
"
W21X
68
13
' - 8
"
24K
+
W8X10
W8X10
W21X44
13' - 1 1/2"
HSS10X6X1/2
13' - 4"
HS
S10X
6X
1/2
13
' - 4
"
W24X68
13' - 1 1/2"
W21X55
13' - 1 1/2"
W12X19
13' - 4"
W18X
40
13
' - 4
"
22K
+
22K
+
22K
+
22K
+
22K
+
22K
+
W8X
10
13
' - 8
"
W8X
10
13
' - 8
"
W21X44
13' - 4"
14E
682/4
00/8
0
14E
682/4
00/8
0
8K
1
8K
1
8K
1
W8X10 W8X10 W8X10 W8X10 W8X10 W8X10 W8X10 W8X10
W21X
68
13
' - 8
"
W18X
55
13
' - 8
"
W14X2613' - 4"
W14X2613' - 4"
16E
1282/1
000/8
0
16E
1282/1
000/8
0
16E
1282/1
000/8
0
16E
1282/1
000/8
0
16E
682/4
00/8
0
16E
682/4
00/8
0
16E
682/4
00/8
0
16E
682/4
00/8
0
16E
682/4
00/8
0
16E
682/4