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GENERAL NOTES:
1. THE STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS, AND THE SPECIFICATIONS. THE CONTRACTOR SHALL VERIFY THE REQUIREMENTS OF OTHER TRADES AS TO SLEEVES, CHASES, HANGERS, INSERTS, ANCHORS, HOLES, AND ADDITIONAL ITEMS TO BE PLACED OR SET IN THE STRUCTURAL WORK.
2. THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE PROVISIONS OF THE VIRGINIA CONSTRUCTION CODE, 2012 EDITION.
3. THE WORK OUTLINED IN SPECIFICATION SECTION 014100 IS SUBJECT TO SPECIAL INSPECTIONS AS DESCRIBED IN THE TECHNICAL SPECIFICATIONS.
4. THE CONTRACTOR SHALL PROVIDE TEMPORARY SHORING AND BRACING REQUIRED TO ERECT AND HOLD THE STRUCTURE IN PROPER ALIGNMENT UNTIL PERMANENT SUPPORTS AND LATERAL BRACING ARE IN PLACE.
5. PORTIONS OF THE STRUCTURE NOT ALTERED AND NOT AFFECTED BY THE ALTERATION HAVE NOT BEEN REVIEWED FOR COMPLIANCE WITH THE CODE REQUIREMENTS FOR A NEW STRUCTURE.
6. BEFORE PROCEEDING WITH WORK WITHIN THE EXISTING STRUCTURE, THE CONTRACTOR SHALL BECOME FAMILIAR WITH THE EXISTING STRUCTURAL CONDITIONS. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR THE DESIGN AND ERECTION OF ANY AND ALL SAFEGUARDS NECESSARY TO PROTECT THE EXISTING STRUCTURE.
7. THE CONTRACTOR SHALL FIELD VERIFY THE DIMENSIONS, ELEVATIONS, AND OTHER REQUIREMENTS NECESSARY FOR THE PROPER CONSTRUCTION AND ALIGNMENT OF THE NEW PORTIONS OF THE STRUCTURE TO THE EXISTING. ANY DIMENSIONS SHOWN OF EXISTING STRUCTURES SHALL BE CONSIDERED AS APPROXIMATE AND ADEQUATE FOR BIDDING PURPOSES ONLY. THE CONTRACTOR SHALL MAKE ALL MEASUREMENTS NECESSARY FOR THE FABRICATION AND ERECTION OF STRUCTURAL MEMBERS. DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT.
8. DESIGN CRITERIA:
ROOF AT MECHANICAL ROOMS 40 PSFROOF 20 PSFSLAB ON GRADE
LIVE LOADS - UNIFORM:100 PSF
10.1 KIPS32.3 KIPS
-35 PSF/+26 PSF
-72 PSF/+12 PSF
III
B1.25
0.093
0.099
0.048
0.077
D
INTERMEDIATE REINFORCEDMASONRY SHEAR WALLS
3.50.035
22.7 KIPS
±0.18
98 MPH126 MPH
LIVE LOADS - CONCENTRATED:
ROOFS 300#
UNLESS OTHERWISE NOTED, CONCENTRATED LOADS ARE APPLIED UNIFORMLY OVER 2'-6" x 2'-6" AREA.
1.01.10
11 PSF 10 PSFGROUND SNOW LOAD
SNOW LOADS:
FLAT ROOF LOADIMPORTANCE FACTOR (Is)THERMAL FACTOR (Ct)EXPOSURE FACTOR (Ce)
ULTIMATE DESIGN WIND SPEED (V )WIND LOADS:
NOMINAL DESIGN WIND SPEED (V )
INTERNAL PRESSURE COEFFICIENT
ROOF, ZONE 3 (10 SF)
WALLS, ZONE 5 (10 SF)COMPONENT AND CLADDING PRESSURES:
V V
WIND BASE SHEARS (FOR MWFRS):
ANALYSIS PROCEDURE:
SPECTRAL RESPONSE ACCELERATIONS:
SS
SITE CLASSIFICATIONSEISMIC LOADS:
S1
SDS SD1
SEISMIC DESIGN CATEGORYIMPORTANCE FACTOR (I )
BASIC STRUCTURAL SYSTEM:
RESPONSE MODIFICATION COEFFICIENT (R)SEISMIC RESPONSE COEFFICIENT (Cs)SEISMIC BASE SHEAR (V)
LATERAL DESIGN CONTROLCONTROLLING LATERAL LOADS:
RISK CATEGORY
CLASSIFICATION OF BUILDING
EQUIVALENT LATERAL FORCE
BEXPOSURE CATEGORY
0.90DRIFT SURCHARGE (Pd) REF TABLE
W
18 PSF
27.5 PSF
1
PdW
2
0 PSF
Pd#
DRIFT VALUES
SNOW DRIFT SCHEDULE
5 FT
7.5 FT
NOTE: SNOW DRIFT LOADS ARE IN ADDITION TO FLAT ROOF LOADS.
E
ULT
E-W
N-S
ASD
0.149 0.115SMS SM1
SEISMICWIND
EAST-WESTNORTH-SOUTH
15 PSF3 5 FT
7 PSF4 3 FT
1. FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE RECOMMENDATIONS IN THE REPORT OF SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING SERVICES PREPARED BY GET SOLUTIONS, INC., DATED AUGUST 23, 2017.
2. FOUNDATIONS HAVE BEEN DESIGNED FOR A NET ALLOWABLE SOIL BEARING PRESSURE OF 2,000 PSF
3. PRIOR TO PLACING FOUNDATION CONCRETE, ALL FOUNDATION EXCAVATIONS SHALL BE INSPECTED BY THE SPECIAL INSPECTOR TO EXPLORE THE EXTENT OF LOOSE, SOFT, EXPANSIVE, OR OTHERWISE UNSATISFACTORY SOIL MATERIAL AND TO VERIFY DESIGN BEARING PRESSURE. DIRECTION FOR CORRECTIVE ACTION WILL BE PROVIDED WHERE REQUIRED.
4. NO UNBALANCED BACKFILLING SHALL BE DONE AGAINST MASONRY UNLESS WALLS ARE SECURELY BRACED AGAINST OVERTURNING, EITHER BY TEMPORARY CONSTRUCTION BRACING OR BY PERMANENT CONSTRUCTION.
5. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR CONTROL OF GROUNDWATER AND SURFACE RUNOFF THROUGHOUT THE CONSTRUCTION PROCESS. INUNDATION AND LONG TERM EXPOSURE OF BEARING SURFACES WHICH RESULT IN DETERIORATION OF BEARING SHALL BE PREVENTED.
6. FOLLOWING SUBGRADE 3- FOUR FOOT DEEP TEST PITS SHALL BE EXCAVATED WITHIN THE PROPOSED CONSTRUCTION UNDER THE OBSERVATION OF THE SPECIAL INSPECTOR TO EVALUATE THE EXISTING SOILS. DIRECTIVE FOR CORRECTIVE ACTION FOR UNSUITABLE SOILS WILL BE PROVIDED WHERE REQUIRED.
FOUNDATION NOTES:
1. CONCRETE SHALL BE IN ACCORDANCE WITH AMERICAN CONCRETE INSTITUTE (ACI) 301 AND 318.
2. CONCRETE SHALL BE NORMAL WEIGHT AND SHALL OBTAIN A 28 DAY COMPRESSIVE STRENGTHS AS NOTED:
SLAB-ON-GRADE................................................................3,500 PSIFOOTINGS...........................................................................3,000 PSI
3. REINFORCING MATERIALS SHALL BE AS FOLLOWS:
A. REINFORCING BARS - ASTM A 615, GRADE 60, DEFORMED.
B. WELDED WIRE REINFORCEMENT - ASTM A 185, WELDED STEEL WIRE REINFORCEMENT; PROVIDE SHEET TYPE, ROLL TYPE IS NOT ACCEPTABLE.
4. ALL REINFORCING STEEL AND EMBEDDED ITEMS SUCH AS ANCHOR RODS AND WELD PLATES SHALL BE ACCURATELY PLACED AND ADEQUATELY TIED AND SUPPORTED BEFORE CONCRETE IS PLACED TO PREVENT DISPLACEMENT BEYOND PERMITTED TOLERANCES.
5. CONCRETE COVER TO REINFORCING STEEL SHALL CONFORM TO THE MINIMUM COVER RECOMMENDATIONS IN ACI 318, UNLESS THE DRAWINGS SHOW GREATER COVER REQUIREMENTS.
6. LAP CONTINUOUS REINFORCING STEEL 57 X BAR DIAMETER, TYPICAL UNLESS OTHERWISE NOTED.
CAST-IN-PLACE CONCRETE NOTES:
1. CONCRETE MASONRY MATERIALS AND CONSTRUCTION SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE (ACI) 530.
2. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C 90 AND SHALL BE MADE WITH LIGHTWEIGHT AGGREGATE. MINIMUM NET AREA COMPRESSIVE STRENGTH OF MASONRY UNITS SHALL BE 2,800 PSI AT 28 DAYS.
3. COMPRESSIVE STRENGTH OF MASONRY SHALL BE DETERMINED BY THE UNIT STRENGTH METHOD AS SET FORTH IN ACI 530.1. THE NET AREA COMPRESSIVE STRENGTH OF MASONRY, f'm, SHALL BE 2,000 PSI AT 28 DAYS.
4. MORTAR SHALL BE TYPE M OR S AND SHALL COMPLY WITH ASTM C270, PROPORTIONS OR PROPERTIES SPECIFICATION.
5. GROUT SHALL COMPLY WITH ASTM C 476 PROPERTIES SPECIFICATION, AND SHALL BE PROPORTIONED TO OBTAIN A DOCUMENTED 28 DAY COMPRESSIVE STRENGTH OF 2,000 PSI.
6. REINFORCING STEEL SHALL COMPLY WITH ASTM A 615, GRADE 60. SHOP FABRICATE REINFORCING BARS WHICH ARE SHOWN TO BE BENT OR HOOKED.
7. ALL BOND BEAMS, REINFORCED CELLS AND CELLS WITH EXPANSION BOLTS, EMBED PLATES OR OTHER ANCHORS AND ALL CELLS BELOW GRADE SHALL BE GROUTED SOLID. GROUT PROCEDURE SHALL COMPLY WITH ACI 530.1.
8. PROVIDE REINFORCING BARS OF THE GIVEN SIZE AND SPACING SHOWN. LAP CONTINUOUS REINFORCING STEEL 72 BAR DIAMETERS UNLESS OTHERWISE NOTED.
9. ALL NON-BEARING MASONRY WALLS SHALL BE REINFORCED WITH #4 VERTICAL BARS AT 48 INCHES ON CENTER, TYPICAL UNLESS OTHERWISE NOTED. ALL NON-BEARING MASONRY WALLS SHALL BE BRACED PER "TYPICAL NON-BEARING MASONRY PARTITION DETAILS".
10. PROVIDE REINFORCING STEEL DOWELS OF THE SAME SIZE AND SPACING AS VERTICAL REINFORCING FROM THE SUPPORTING STRUCTURE. DOWELS SHALL HAVE STANDARD ACI HOOKS. LAP LENGTH FOR DOWELS FROM FOUNDATION NOT OTHERWISE NOTED MAY BE 36 X BAR DIAMETER.
11. PROVIDE STANDARD 9 GAGE LADDER TYPE HORIZONTAL JOINT REINFORCING IN CMU WALLS AT 16 INCHES ON CENTER AND IN TWO JOINTS IMMEDIATELY ABOVE AND BELOW ALL OPENINGS, EXTENDING A MINIMUM OF 2 FEET BEYOND THE JAMB ON EACH SIDE OF THE OPENING, EXCEPT AT CONTROL JOINTS.
12. PROVIDE HORIZONTAL BOND BEAMS WITH CONTINUOUS REINFORCING AS SHOWN IN THE SECTIONS AND DETAILS. DISCONTINUE ALL HORIZONTAL REINFORCING AT CONTROL JOINTS EXCEPT FOR THE BOND BEAMS AT JOIST BEARING ELEVATIONS.
13. DO NOT LOCATE CONTROL JOINTS WITHIN TWO FEET OF STEEL BEAM BEARING LOCATIONS.
CONCRETE MASONRY NOTES:
1. STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION (AISC) 360.
2. STRUCTURAL STEEL SHALL COMPLY WITH THE FOLLOWING SPECIFICATIONS:
A. STRUCTURAL STEEL SHAPES, PLATES AND BARS (EXCEPT W-SHAPES) -ASTM A 36, Fy = 36 KSI
B. STRUCTURAL STEEL W-SHAPES - ASTM A 992/A572, GRADE 50, Fy = 50 KSI
C. ANCHOR RODS - ASTM F 1554, GRADE 36
D. HIGH STRENGTH BOLTS - ASTM A325 (TYPICAL UON)
E. WASHERS - ASTM F 436
F. NUTS - ASTM A 563
3. UNLESS OTHERWISE NOTED, BEAM CONNECTIONS SHALL BE AISC "SIMPLE SHEAR BEAM CONNECTIONS" WITH ASTM A 325 BOLTS, DESIGNED FOR ONE-HALF THE UNIFORM LOAD CONSTANTS FOR LATERALLY SUPPORTED BEAMS GIVEN IN PART 3 OF THE "STEEL CONSTRUCTION MANUAL".
4. HIGH STRENGTH BOLTS MAY BE TIGHTENED TO THE "SNUG TIGHT" CONDITION IN LIEU OF FULL PRETENSIONING EXCEPT FOR BOLTED CONNECTIONS USING NON-STANDARD HOLES WHICH SHALL BE FULLY PRETENSIONED.
5. PROVIDE L3x3x1/4 ANGLE FRAMING AROUND OPENINGS LARGER THAN 12 INCHES IN ANY DIMENSION (INCLUDING ROOF DRAINS) TO SUPPORT STEEL DECK, TYPICAL UNLESS OTHERWISE NOTED OR DETAILED.
6. WELDING SHALL BE IN ACCORDANCE WITH AWS D1.1, "STRUCTURAL WELDING CODE - STEEL." WELD ELECTRODES SHALL BE E70XX LOW HYDROGEN. UNLESS OTHERWISE NOTED, PROVIDE CONTINUOUS FILLET WELDS WITH MINIMUM SIZE REQUIRED BY TABLE J2.4 AISC 360.
7. COORDINATE ALL MEMBER LOCATIONS, UNIT WEIGHTS, OPENING SIZES, AND CURB DIMENSIONS FOR MECHANICAL EQUIPMENT WITH THE ACTUAL EQUIPMENT FURNISHED.
8. STRUCTURAL STEEL SCHEDULED TO RECEIVE SPRAYED-ON FIREPROOFING SHALL NOT BE PRIME PAINTED.
9. HOT DIP GALVANIZE AFTER FABRICATION THE FOLLOWING:
A. ANGLES AND PLATES SUPPORTING MASONRY IN EXTERIOR WALLS.
B. LINTELS AND LINTEL ASSEMBLIES SUPPORTING MASONRY IN EXTERIOR WALLS.
C. ALL STEEL EXPOSED TO WEATHER IN THE FINAL CONSTRUCTION.
D. ITEMS IDENTIFIED AS GALVANIZED ON ARCHITECTURAL OR STRUCTURAL DRAWINGS.
STRUCTURAL STEEL NOTES:
1. STEEL JOISTS SHALL BE IN ACCORDANCE WITH THE STEEL JOIST INSTITUTE (SJI) STANDARD SPECIFICATIONS.
2. JOIST BRIDGING SHALL CONFORM TO SJI SPECIFICATIONS, INCLUDING BRIDGING REQUIRED FOR JOISTS SUBJECTED TO UPLIFT LOADS. PROVIDE CROSS-BRIDGING AT ENDS OF BRIDGING LINES AND CHANGES IN JOIST DEPTHS AND AT ROLLED STEEL SHAPES RUNNING PARALLEL TO JOISTS. BRIDGING SHOWN SHALL BE PROVIDED, IN ADDITION TO THE REQUIRED STANDARD BRIDGING. ENDS OF ALL BRIDGING LINES SHALL BE ANCHORED TO WALLS OR BEAMS.
3. ROOF JOISTS SHALL BE DESIGNED FOR A NET UPLIFT LOAD OF 20 PSF.
4. ALL JOISTS SHALL BE DESIGNED FOR A CONCENTRATED LOAD OF 300 LBS. HUNG FROM THE JOIST TOP OR BOTTOM CHORD AT ANY POINT ALONG THE SPAN.
5. STEEL JOISTS SCHEDULED TO RECEIVE SPRAYED-ON FIREPROOFING SHALL NOT BE PRIME PAINTED.
6. PERMANENT SUSPENDED LOADS SHALL NOT BE SUPPORTED BY JOIST BRIDGING.
7. SUBMIT SPRINKLER SHOP DRAWINGS INCLUDING LOADS AND LOCATIONS PRIOR TO FABRICATION OF JOISTS.
8. COMPLY WITH OSHA SAFETY STANDARDS FOR THE ERECTION OF STEEL JOISTS.
STEEL JOIST NOTES:
1. STEEL DECK SHALL BE IN ACCORDANCE WITH THE AMERICAN IRON AND STEEL INSTITUTE (AISI), "NORTH AMERICAN SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS" AND THE STEEL DECK INSTITUTE (SDI), "DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS, AND ROOF DECKS."
2. STEEL DECK INSTALLATION SHALL COMPLY WITH THE FOLLOWING:
A. ROOF DECK: 1 1/2" X 22 GAGE TYPE B GALVANIZED. UNLESS OTHERWISE NOTED, ATTACH DECK TO SUPPORTS WITH 5/8 INCH DIAMETER PUDDLE WELDS IN ALL RIBS WHERE END LAPS OCCUR AND AT 12 INCHES ON CENTER ALONG SUPPORTS WITH A 36/4 PATTERN. FASTEN SIDE LAPS WITH #10 SELF-TAPPING HEX HEAD SCREWS AT 1/3 POINTS BETWEEN SUPPORTS. FASTEN EDGEMOST DECK PANEL TO STEEL FRAMING WITH 5/8 INCH DIAMETER PUDDLE WELDS AT SAME SPACING AS SIDELAP FASTENERS.
3. STEEL DECK SHALL BE INSTALLED PERPENDICULAR TO SUPPORTS AND SHALL HAVE A MINIMUM OF THREE CONTINUOUS SPANS. ENDLAPS SHALL ONLY OCCUR AT SUPPORTS.
4. WELDING SHALL BE IN ACCORDANCE WITH AWS D1.3 "STRUCTURAL WELDING CODE - SHEET STEEL".
5. PERMANENT SUSPENDED LOADS SHALL NOT BE SUPPORTED BY STEEL ROOF DECK.
STEEL DECK NOTES:
RTU-X
= JOIST BEARING ELEVATION MEASUREDFROM REFERENCED FINISHED FIRSTFLOOR ELEVATION = 0'-0"
= MECHANICAL UNIT SUPPORTED ABOVEFRAMING (WEIGHT IN POUNDS) -COORDINATE W/ MECH DWGS
= FLOOR / ROOF OPENING
= TOP OF FOOTING ELEVATION MEASUREDFROM REFERENCED FINISHED FIRSTFLOOR ELEVATION = 0'-0"
(-X'-X")
= CHANGE IN ELEVATION -REF ARCH DWGS FOR DIMENSIONS
= DIRECTION OF SLOPE
KCJ, CJ, OR SJ LINE ON PLAN=
WARP LINE OF ROOF DECK=
PLAN KEY NOTE MARK=
XSX
SECTION/DETAIL MARK=
SECTION/DETAIL NUMBER/LETTER
SHEET NUMBER WHERE SECTION/DETAIL MARK IS DRAWN
WALL FOOTING MARK=WFX
FIELD VERIFY=±
PLAN LEGEND:
SL
X
JBE = +X'-X"
PIPE CROSSING FOOTING=
SFSF
= TOP OF EXISTING FOOTING ELEVATION MEASURED FROM REFERENCED FINISHED FIRSTFLOOR ELEVATION = 0'-0"
<-X'-X"±>
AFFARCHBDBEJBLDGBODBOT, BBRGBTWNC TO CCFMFCJCLCLRCMUCOLCONCCONNCONSTRCONTCOORDCTRCTRDCWDBLDCJDIADJDWGSEAEFEJELELEVEMBEDEODEOSEQEWEXISTEXPEXTFDFDNFOFF ELFINFIN FLRFOBFOCFOMFOSFRMGFTGFVGALVGENGR BMHHKHORIZ
ABOVE FINISHED FLOORARCHITECTBAR DIAMETERBUILDING EXPANSION JOINTBUILDINGBOTTOM OF DECKBOTTOMBEARINGBETWEENCENTER TO CENTERCOLD FORMED METAL FRAMINCONTROL JOINTCENTERLINECLEARCONCRETE MASONRY UNITCOLUMNCONCRETECONNECTIONCONSTRUCTIONCONTINUOUSCOORDINATECENTERCENTEREDCURTAIN WALLDOUBLEDOWELED CONSTRUCTION JOINTDIAMETERDOUBLE JOISTDRAWINGSEACHEACH FACEEXPANSION JOINTELEVATIONELEVATOREMBEDMENTEDGE OF DECKEDGE OF SLABEQUALEACH WAYEXISTINGEXPANSIONEXTERIORFLOOR DRAINFOUNDATIONFACE OFFINISHED FLOOR ELEVATIONFINISHFINISHED FLOORFACE OF BUILDINGFACE OF CONCRETEFACE OF MASONRYFACE OF SLAB/ STUDFRAMINGFOOTINGFIELD VERIFYGALVANIZEDGENERALGRADE BEAMHIGHHOOKHORIZONTAL
HSSHTHVYINTJBEJTKCJLLLHLLVLSHLSVLTWTLWCMASMATLMAXMECHMFRMIDMINMODMOSNOMNTSOCOPHOPNGPAFPARPCPENPERPPLRREFREINFREQDREQMTSSCHEDSFSGBSIMSJSLT&BT>HKTOCTOFTOMTOSTSTYPUONVERTW/WPWSPWWR
HOLLOW STRUCTURAL SECTIONSHEIGHTHEAVYINTERIORJOIST BEARING ELEVATIONJOINTKEYED CONSTRUCTION JOINTLOWLONG LEG HORIZONTALLONG LEG VERTICALLONG SIDE HORIZONTALLONG SIDE VERTICALLIGHTWEIGHTLIGHTWEIGHT CONCRETEMASONRYMATERIALMAXIMUMMECHANICALMANUFACTURERMIDDLEMINIMUMMODIFYMIDDEPTH OF SLABNOMINALNOT TO SCALEON CENTEROPPOSITE HANDOPENINGPOWDER ACTUATED FASTENERPARALLELPIECEPENETRATE, PENETRATIONPERPENDICULARPLATERADIUSREFERENCE, REFER TOREINFORCE, REINFORCED, REINFORCINGREQUIREDREQUIREMENTSSCHEDULESTEPPED FOOTINGSTEPPED GRADE BEAMSIMILARSAWED JOINTSLOPETOP AND BOTTOMTONGUE AND GROOVETHICKNESSTOP OF CONCRETETOP OF FOOTINGTOP OF MASONRYTOP OF STEELTHICKENED SLABTYPICALUNLESS OTHERWISE NOTEDVERTICALWITHWORKING POINTWOOD STRUCTURAL PANEL(S)WELDED WIRE REINFORCING
ABBREVIATIONS:
Structural Engineers5032 Rouse Dr., Ste 200
Virginia Beach, VA 23462
757.671.8626 - lynchmykins.com
A
B
C
E
F
1 2 3 4 5 6
1 2 3 4 5 6
1/32"=1'-0" 1/16"=1'-0" 3/32"=1'-0" 1/8"=1'-0" 1/4"=1'-0" 3/8"=1'-0" 1/2"=1'-0" 3/4"=1'-0" 1"=1'-0" 1 1/2"=1'-0" 3"=1'-0"0 6"5"4"3"2"1"3" 6" 9"1'0
SHEET NUMBER
1909 CYPRESS AVENUEVIRGINIA BEACH, VA 23451
(757) 417 - 0140
0 3" 6" 9" 1' 1.5"0 6" 1' 2'0 6" 1' 2' 3'0 1' 2' 3' 4'0 2' 4' 6'0 4' 8' 12'0 4' 8' 16'0 4' 8' 16' 24'0 16' 32' 48'
SH
EE
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ITLE
PR
OJE
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NO
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VIS
ION
S
PR
OJ
MG
R
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EC
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D
DE
SIG
NE
D
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7 8
6"=1'-0"0 3"2"1"
12"=1'-0"0 1.5"1"1'
7 8
D
LM Project # V17.048
FO
R P
ER
MIT
RE
VIE
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71
11−22−17
D:\W
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:22:
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M
S001
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. W
ILLIA
MS
PR
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SC
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1716
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CH
ES
AP
EA
KE
VIR
GIN
IA
MS
MS
YM
BO
LD
ES
CR
IPT
ION
DA
TE
6'-0" ±202'-0"
2"
BE
J5
4'-0"
50'-8 3/4"43'-4"23'-4"34'-3"21'-11"
93'-8" ±
15
'-1"
±
1'-4"
21'-8
1/2
" 3
7'-4"
1'-4"
19'-8" ±
16'-0"
2"
BE
J
TS
.KC
J
TS (TYP UON)
WF2 (TYP UON)
WF3
WF
3
1
S301_________
S301_________
5
S301_________
1
S301_________
1
S301_________1
S301_________
TS
/KC
J
TS
/KC
J
S1
< -1'
-4" ±>
< -2'-0
" ±>
< -2'-0
" ±>
< -1'-4" ±>
TYP
S2
N1
2
S301_________
62'-1"
S3
N2N2
S3
S301_________
S301_________
3
S301_________
WF3.5S502
B
S502A
S502C
S502D
4A
S301_________4C 4B
4A
2" BEJ25'-4"46'-0"22'-0"2" BEJ
1
S301_________
1
S301_________SIM
TO
( -1
'-4"
)
SFSF
SF
SFSF
( -1'-4" )
SF
SF( -
2'-0
" )
( -2
'-0" )
SFSFSFSF
( -2
'-0" )
SFSF
N1 N1
SFSF
N1
( -2'-0
" )
( -2'-0" )( -2'-0
" ) N1
N1
( -2'-0
" )
SFSFSFSF
WF3
N1
N1
SFSF
( -2
'-0" )
( -2
'-0" )
( -2'-0
" )
N1
SF SF
( -2
'-0"
)
Structural Engineers5032 Rouse Dr., Ste 200
Virginia Beach, VA 23462
757.671.8626 - lynchmykins.com
A
B
C
E
F
1 2 3 4 5 6
1 2 3 4 5 6
1/32"=1'-0" 1/16"=1'-0" 3/32"=1'-0" 1/8"=1'-0" 1/4"=1'-0" 3/8"=1'-0" 1/2"=1'-0" 3/4"=1'-0" 1"=1'-0" 1 1/2"=1'-0" 3"=1'-0"0 6"5"4"3"2"1"3" 6" 9"1'0
SHEET NUMBER
1909 CYPRESS AVENUEVIRGINIA BEACH, VA 23451
(757) 417 - 0140
0 3" 6" 9" 1' 1.5"0 6" 1' 2'0 6" 1' 2' 3'0 1' 2' 3' 4'0 2' 4' 6'0 4' 8' 12'0 4' 8' 16'0 4' 8' 16' 24'0 16' 32' 48'
SH
EE
T T
ITLE
PR
OJE
CT
NO
DA
TE
RE
VIS
ION
S
PR
OJ
MG
R
CH
EC
KE
D
DE
SIG
NE
D
DR
AW
N
7 8
6"=1'-0"0 3"2"1"
12"=1'-0"0 1.5"1"1'
7 8
D
LM Project # V17.048
FO
R P
ER
MIT
RE
VIE
W11
-2-1
71
11−22−17
D:\W
ork\
Pro
ject
s\01
- R
evit
Loca
l File
s\V
1704
8_B
MW
Add
ition
_Stru
ct_
R17
_tde
lacr
uz@
lync
hmyk
ins.
com
.com
.rvt
11/2
0/20
17 2
:22:
36 P
M
S101
B.M
. W
ILLIA
MS
PR
IMA
RY
SC
HO
OL A
DD
ITIO
N
FO
UN
DA
TIO
N P
LA
N
CS
TD
C
JDT
1716
11.2
2.17
CH
ES
AP
EA
KE
VIR
GIN
IA
MS
M
1/8" = 1'-0"S101
FOUNDATION PLAN1
FOUNDATION PLAN NOTES
1. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS TONONBEARING WALLS, WALL CONTROL JOINTS AND OPENINGS.
2. UNLESS OTHERWISE NOTED, ALL ELEVATIONS ARE BASED ON AFINISHED FIRST FLOOR REFERENCE OF 0'-0". ACTUAL FINISHEDFLOOR ELEVATION IS 20.96'. REFER TO ARCHITECTURAL DRAWINGSFOR FINISHED FLOOR MATERIAL.
3. TOP OF ALL FOOTINGS SHALL BE AT ELEVATION -1'-4" UNLESSOTHERWISE NOTED.
4. NOT ALL UTILITY LOCATIONS ARE SHOWN ON PLAN. THECONTRACTOR SHALL COORDINATE THE LOCATIONS, SIZES, ANDINVERTS OF UTILITIES. AT LOCATIONS WHERE UTILITIES PASSBELOW THE TOP OF FOOTING ELEVATION, STEP THE TOP OFFOOTING DOWN ON EACH SIDE PER THE "STEPPED FOOTING DETAIL"AND SLEEVE THE UTILITY THROUGH THE FOUNDATION WALL. THECONTRACOTR MAY, AT HIS OPTION, SLEEVE THE UTILITY THROUGHTHE FOUNDATION PER THE "PIPE SLEEVE DETAIL." ALLPENETRATIONS IN MASONRY WALLS GREATER THAN 1'-4" REQUIRE ABOND BEAM LINTEL.
5. UNLESS OTHERWISE INDICATED, EXTEND WALL FOOTINGS AMINIMUM OF 6 INCHES BEYOND ENDS OF WALLS.
SLAB-ON-GRADE PLAN NOTES
1. SLAB-ON-GRADE JOINTS SHALL BE SAWED JOINTS OR KEYEDCONSTRUCTION JOINTS UNLESS SPECIFICALLY DENOTED TO BE KEYEDCONSTRUCTION JOINTS. CONTRACTOR SHALL COORDINATE ALL SLABJOINTS WITH JOINTS IN BONDED FLOOR FINISHES. REFER TOARCHITECTURAL DRAWINGS FOR FLOOR FINISH JOINT LOCATIONS.
2. FLOOR DRAINS AND FLOOR SINKS ARE NOT SHOWN ON PLAN. REFERTO PLUMBING DRAWINGS FOR LOCATIONS.
3. REFER TO CIVIL DRAWINGS FOR EXTERIOR CONCRETE SLABS ANDPAVING.
WALL FOOTING SCHEDULE
MARK
SIZE REINFORCING
REMARKSWIDTH DEPTH CONTINUOUS TRANSVERSE
WF2 2' - 0" 1'-0" 3-#4 BOT #3 AT 48" OC BOT -
WF3 3' - 0" 1'-0" 4-#4 BOT #3 AT 48" OC BOT -
WF3.5 3' - 6" 1'-0" 5-#4 BOT #3 AT 48" OC BOT -
SLAB-ON-GRADE KEY NOTES
S1 PLACE 1-#4 x 3’-0” IN MIDDLE OF SLAB AT REENTRANT CORNERS WHEREA SLAB JOINT DOES NOT OCCUR.
S2 4" CONCRETE SLAB-ON-GRADE OVER VAPOR RETARDER AND 4" DEPTHOF POROUS FILL UNLESS OTHERWISE INDICATED. REINFORCE SLABWITH 6x6 W2.9xW2.9 WELDED WIRE REINFORCING PLACED 1 1/2" CLEARBELOW TOP OF SLAB. MAINTAIN REINFORCEMENT IN POSITION ONBOLSTERS, CHAIRS OR SPACERS DURING CONCRETE PLACEMENT.
S3 EXISTING 4" CONCRETE SLAB-ON-GRADE.
FOUNDATION PLAN KEY NOTES
N1 REFER TO TYPICAL PIPE SLEEVE DETAILS ON SHEET S501.
N2 DOWEL NEW FOOTING REINFORCING 8" INTO EXISTING FOOTING.
SY
MB
OL
DE
SC
RIP
TIO
ND
AT
E
2.5
K1
2.5
K1
2.5
K1
2.5
K1
SL
SL
SL
SL
SL
SL
SL
JBE = +12'-4"
RTU-19,500#
2
1
6
S301_________
2"
BE
J
2" BEJ
7
S301_________
13
S301_________
12
S301_________
10
S301_________
2.5
K1
2.5
K1
16K
4
16K
4
16K
4
16K
4
16K
4
16K
4
16K
4
16K
4
14K
4
14K
4
14K
4
14K
4
14K
4
14K
4
14K
4
14K
4
14K
4
14K
4
10K
CS
1
10K
CS
1
10K
CS
1
10K
CS
1
10K
CS
1
10K
CS
1
10K
CS
1
10K
CS
1
12K1
12K1
12K1
14K
4
14K
4
14K
4
14K
4
10K
1
2.5
K2
2.5
K2 2.5
K2
2.5
K2
2.5
K2
2.5
K2
2.5
K2
6
S301_________
JBE = +12'-4"
JBE = +12'-4"
SL
JBE = +13'-0"
JBE = +12'-4"
6
S301_________
6
S301_________
8
S301_________
10K
1
GRSR8 50#
GRSR1550#
CU 150#
GRSR8 50#
GRSR12
GRSR8 50#
GRSR8 50#
GRSR1550#
7
S301_________
3
3
3
4
4
4
3
4
TOM EL =+14'-8" (TYP UON)
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
22K
10
JBE = +13'-6"
3
3
3
3
3
16K
4
DJ
R3
15
S301_________
9
S301_________
4
4
EXISTING TOM = +13'-0"±
EXISTING JBE = +12'-1"±
R4
1
22K
10
22K
10
4
3
4
43 3
4
R1
R4
8
S301_________
6
S301_________
JBE = +13'-4"
EX
IST
ING
12"
DE
EP
JO
IST
S
EXISTING JBE = +12'-4"±
EX
IST
ING
20K
4
EX
IST
ING
24K
6
EXISTING JBE = +12'-4"±
SLSL
EXISTING JBE = +13'-4"±
R2
14
S301_________
JBE = +13'-0" 2
EXISTING JBE = +12'-1"±
11
S301_________
SIM TO
R5 R5 R5 R5
JBE = +12'-10"JBE = +12'-9 5/8"
R6
SIM TO
R5
10
S301_________
2
S102_________
6
S301_________
JBE = +13'-3 1/2"
3
S102_________
JBE = +13'-2 1/2"
JBE = +13'-2 1/2"
EXIST STEEL DECK
EXIST JOIST
TOP OF MAS EL -REF ARCH DWGS
8" DEEP CMU BOND BM W/ 2 - #4 CONT BOT (TYP)
CONT L3x3x1/4
JOIST - REF PLAN
8" CMU
VERT WALL REINF REF FND SECTIONS
STEEL DECK
EXIST CMU
EXIST VENEER
2" BEJ 2" BEJ
EXIST STEEL DECK
EXIST JOIST
6" CMU REINF W/ #4 AT 48" OC
8" DEEP CMU BOND BM W/ 1 - #4 CONT BOT
TOP OF MAS EL -REF ARCH DWGS
8" DEEP CMU BOND BM W/ 2 - #4 CONT BOT (TYP)
CONT L3x3x1/4
UPLIFT BRIDGING
JOIST - REF PLAN
8" CMU
VERT WALL REINF REF FND SECTIONS
STEEL DECK
EXIST CMU
Structural Engineers5032 Rouse Dr., Ste 200
Virginia Beach, VA 23462
757.671.8626 - lynchmykins.com
A
B
C
E
F
1 2 3 4 5 6
1 2 3 4 5 6
1/32"=1'-0" 1/16"=1'-0" 3/32"=1'-0" 1/8"=1'-0" 1/4"=1'-0" 3/8"=1'-0" 1/2"=1'-0" 3/4"=1'-0" 1"=1'-0" 1 1/2"=1'-0" 3"=1'-0"0 6"5"4"3"2"1"3" 6" 9"1'0
SHEET NUMBER
1909 CYPRESS AVENUEVIRGINIA BEACH, VA 23451
(757) 417 - 0140
0 3" 6" 9" 1' 1.5"0 6" 1' 2'0 6" 1' 2' 3'0 1' 2' 3' 4'0 2' 4' 6'0 4' 8' 12'0 4' 8' 16'0 4' 8' 16' 24'0 16' 32' 48'
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7 8
6"=1'-0"0 3"2"1"
12"=1'-0"0 1.5"1"1'
7 8
D
LM Project # V17.048
FO
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MIT
RE
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W11
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71
11−22−17
D:\W
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1/8" = 1'-0"S102
ROOF FRAMING PLAN1
ROOF FRAMING PLAN NOTES
1. REFER TO FOUNDATION PLAN AND ARCHITECTURAL DRAWINGS FORDIMENSIONS NOT SHOWN.
2. JOIST BEARING ELEVATIONS ARE SHOWN ON PLAN. INTERMEDIATEELEVATIONS SHALL BE STRAIGHT LINES BETWEEN GIVENELEVATIONS. INTERPOLATE AS REQUIRED FOR INTERMEDIATEBEARING ELEVATIONS, UNLESS OTHERWISE NOTED.
3. ROOF FRAMING SHALL BE EQUALLY SPACED NOT TO EXCEED 5'-0" OCTO SUPPORT STEEL ROOF DECK.
4. COORDINATE AND VERIFY ALL MEMBER LOCATIONS, DIMENSIONS,WEIGHTS, OPENING SIZES, AND CURB DIMENSIONS FOR ALLMECHANICAL EQUIPMENT WITH THE ACTUAL EQUIPMENT FURNISHED.INCLUDE THIS INFORMATION ON THE JOIST AND STRUCTURAL STEELSHOP DRAWINGS.
ROOF FRAMING PLAN KEY NOTES
R1 DOUBLE JOIST WITH FOLDING PARTIOTION BELOW. REFER TO"TYPICAL MOVABLE PARTITION SUPPORT DETAIL" ON SHEET S503.
R2 SHORE EXISTING JOIST DURING DEMOLITION. CUT JOIST 2" FROMBOTTOM FACE OF CMU AND BEAR ON NEW CMU WALL.
R3 BUILD NEW CMU WALL 1" CLEAR AROUND EXISTING JOIST.
R4 EXISTING 1 1/2"
R5 REFER TO "TYPICAL DAVIT POST DETAIL" ON SHEET S503 AND TOARCHITECTURAL DRAWINGS FOR LOCATIONS.
R6 CANOPY.
3/4" = 1'-0"S102
SECTION2 3/4" = 1'-0"S102
SECTION3
SY
MB
OL
DE
SC
RIP
TIO
ND
AT
E
1'-4"
VENEER - REF ARCH DWGS
REF CIVIL DWGS
4" CMU
CONT CONC FTG -REF PLAN
#4 AT 48" OC
CONC SLAB - REF PLAN
8" CMU - GROUT ALL CMU SOLID BELOW GRADE
GROUT COLLAR JOINT SOLID BELOW GRADE
8" CMU
REF "TYP EPOXYDOWEL DETAIL"
ROUGHEN CONTACT SURFACE OF EXIST FTG TO FULL 1/4" AMPLITUDE. PAINT W/ BONDING COMPOUND PRIOR TO PLACING NEW CONC
EXIST FTG NEW FTG
#5 AT 12" OC W/ STD 90° HOOK - TILT FROM VERT AS REQ TO MAINTAIN CLR
FOR DETAILS NOT NOTED REF SECTION 1/S301
2" BEJ
REMOVE 3" OF EXIST FTG
EXISTING 8" CMU AT 4AEXISTING 4" CMU AT 4B AND 4C
SLAB - REF PLAN
EXISTING FOOTING
2-#4 CONT
EXISTING SLAB
EXISTING 6" CMU AT 4CEXISTING 4" VENEER AT 4A AND 4B
2'-0"
EXIST WALL BEYOND#4 CONT
#4 AT 12" OC
EXIST CONSTRUCTION
CONC SLAB -REF PLAN
TOP OF MAS -REF ARCH DWGS
JBE - REF PLAN
VENEER - REF ARCH DWGS
CONT L3x3x1/4
STEEL DECK
UPLIFT BRIDGING
JOIST - REF PLAN
8" CMU
VERT WALL REINF
12" WIDE x 8" DEEP CMU BOND BEAM W/ 2-#5 BOT CONT
8" CMU BOND BEAM W/ 2-#4 BOT CONT
STD 90° HOOK
TOP OF MAS -REF PLAN
EXISTING WALL
CONT L3x3x1/4
STEEL DECK
JOIST - REF PLAN
8" CMU
VERT WALL REINF
8" CMU BOND BEAM W/ 2-#4 BOT CONT
8" CMU BOND BEAM W/ 2-#4 BOT CONT
6" CMU
EXISTING JOIST
JOIST -REF PLAN
8" CMU
FOR DETAILS NOT NOTED REF SECTIONS 6/S301 AND 12/S301
JOIST -REF PLAN
JBE - REF PLAN
TOP OF MAS -REF PLAN
CONT L3x3x1/4
8" CMU
JOIST -REF PLAN
TOP OF MAS -REF ARCH DWGS
VERT WALL REINF
VENEER - REF ARCH DWGS
CONT L3x3x1/4
BRIDGING
12" WIDE x 8" DEEP CMU BOND BM W/ 2 - #5 CONT BOT
STD 90° HOOK
8" CMU
FOR DETAILS NOT NOTED REF SECTIONS 6/S301 AND 7/S301
JOIST -REF PLAN
JBE - REF PLAN
TOP OF MAS -REF PLAN
JOIST -REF PLAN
SL
CONT 16" DEEP CMU BOND BEAM REINF W/ 2-#5 CONT
CONT L3x3x1/4
8" CMU
FOR DETAILS NOT NOTED REF SECTION 12/S301
JOIST -REF PLAN
TOP OF MAS -REF PLAN
VERT WALL REINF
EXISTING WALL
EXISTING JOIST
CONT L3x3x1/4
EL VARIES
REMOVE EXISTING 4" BRICK AND INSTALL 4" CMU
EXISTING 4" CMU
L4x4x1/4 LOOSE LINTEL BEAR 8" EACH END
FOR DETAILS NOT NOTED REF SECTION 7/S301
2" BEJ CONT L3x3x1/4
EL = +8'-8"
REF ARCH DWGS
EXISTING 4" SLAB-ON-GRADE TO REMAIN
#4 AT 12" OC
TEMPORARILY UNDERPIN EXISTING SLAB-ON-GRADE UNTIL CONC FOOTING AND WALL HAVE BEEN INSTALLED
CONT CONC FTG -REF PLAN
REMOVE EXISTING SLAB-ON-GRADE 6" FROM FACE OF EXISTING CMU
CONC SLAB -REF PLAN
4-#4 CONT
2-#4 CONT
EXISTING 8" CMU TO REMAIN
8" CMU
8"± 8"±
6"
1'-0"
#4 AT 24" OC
6"
2"
8" CMU
2-#4 CONT
#4 AT 24" OC
BREAK FACE SHELL ON CAVITY SIDE OF EXISTING CMU AND INSTALL #4 IN 2- CELLS BELOW JOIST BEARING ABOVE
EXISTING SLAB
EXISTING FOOTING
1'-0
"±
EXISTING 8" CMU
2" BEJ
10"
2'-0"
BUILD NEW 8" CMU AROUND EXISTING JOIST
EXISTING STEEL DECK
L3x3x1/4 EACH SIDE OF JOIST WEB
EXISTING JOIST
TEMPORARILY SHORE EXISTING JOIST
BRG PLATE - REF TYP DETAIL
SLSL
STEEL DECK
CONT L3x3x1/4
REMOVE EXISTING JOIST BEYOND WALL
FOR DETAILS NOT NOTED REF SECTION 3/S301
8" CMU
L2x2x1/4 AT EACH BRACE
2- 3/4" DIAM x 5" EMBED POST INSTALLED ANCHORS
EXISTING STEEL DECK
EXISTING JOIST
L6x6x3/8x1'-0" AT 32" OC W/ 2- 3/4" DIAM x1 1/2" VERT SLOTTED HOLES AT 8" OC
8" CMU BOND BEAM REINF W/ 2-#4 CONT (TYP)
SL
CONT L5x5x1/4 W/ 3/4" DIAM x 5" EMBED POST INSTALLED ANCHORS AT 48" OC
GROUT SOLID WITHIN 8" OF ANCHOR
EXISTING CMU
2" BEJ
JBE - REF PLAN
EXISTING 4" CMU
TOP OF MAS -REF PLAN
EXISTING STEEL DECK
EXISTING STEEL JOIST
EL VARIES
CONT L3x3x1/4
Structural Engineers5032 Rouse Dr., Ste 200
Virginia Beach, VA 23462
757.671.8626 - lynchmykins.com
A
B
C
E
F
1 2 3 4 5 6
1 2 3 4 5 6
1/32"=1'-0" 1/16"=1'-0" 3/32"=1'-0" 1/8"=1'-0" 1/4"=1'-0" 3/8"=1'-0" 1/2"=1'-0" 3/4"=1'-0" 1"=1'-0" 1 1/2"=1'-0" 3"=1'-0"0 6"5"4"3"2"1"3" 6" 9"1'0
SHEET NUMBER
1909 CYPRESS AVENUEVIRGINIA BEACH, VA 23451
(757) 417 - 0140
0 3" 6" 9" 1' 1.5"0 6" 1' 2'0 6" 1' 2' 3'0 1' 2' 3' 4'0 2' 4' 6'0 4' 8' 12'0 4' 8' 16'0 4' 8' 16' 24'0 16' 32' 48'
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6"=1'-0"0 3"2"1"
12"=1'-0"0 1.5"1"1'
7 8
D
LM Project # V17.048
FO
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MIT
RE
VIE
W11
-2-1
71
11−22−17
D:\W
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.com
.rvt
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3/4" = 1'-0"S301
SECTION1 3/4" = 1'-0"S301S301S301
SECTION4C4B4A 3/4" = 1'-0"S301
SECTION5
3/4" = 1'-0"S301
SECTION6
3/4" = 1'-0"S301
SECTION12
3/4" = 1'-0"S301
SECTION10 3/4" = 1'-0"S301
SECTION7 3/4" = 1'-0"S301
SECTION8
3/4" = 1'-0"S301
SECTION13
3/4" = 1'-0"S301
SECTION9
3/4" = 1'-0"S301
SECTION2 3/4" = 1'-0"S301
SECTION3
3/4" = 1'-0"S301
SECTION14 3/4" = 1'-0"S301
SECTION15 3/4" = 1'-0"S301
SECTION11
SY
MB
OL
DE
SC
RIP
TIO
ND
AT
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2'-0"
MA
X
DE
PT
H
D
LAP 44 x BAR
DIA (TYP)
DE
PT
H
D
2'-0" MIN
RE
F P
LA
N2" CLR
MATCH CONTFTG REINF
3" CLR (BOTAND SIDES)
0" (TYP)
TYPICAL STEPPED FOOTING DETAILNTS (DENOTED SF ON PLAN)
STD 90°HOOK (TYP)
LARGER OF
CONT FTG REINF
TRANSVERSE REINF
D OR 1'-4"
EQ EQ TOP OF FTGEL - REF PLAN
CL OF FTG ANDWALL (TYP UON)
FTG - REF PLAN
3" CLR(TYP)
WALL -REFSECTIONS
NTS
TYPICAL WALL FOOTING DETAIL
MAINTAIN 12" MIN AROUNDSLEEVE (TYP) 2
1
LEAN CONC -WIDTH TO MATCHFTG WIDTH ABOVE
8" MIN
BELOW FOOTING
3" CLR (TYP)
SLEEVE (INSIDE DIA2" LARGER THANPIPE OUTSIDE DIA)
ADDED BAR OFSAME SIZE ANDSPACING AS TYPFTG REINF
MAINTAIN 12" MINAROUND SLEEVE(TYP)
#4 TIE BARS
PIPE - REF PMEDWGS
2" CLR
FTG - REFPLAN
STD 90°HOOK
PIPE - REFPME DWGS
FTG - REFPLAN
THROUGH FOOTING
#4 TIE BARS
SLEEVE (INSIDE DIA2" LARGER THANPIPE OUTSIDE DIA)
NTS
TYPICAL PIPE SLEEVE DETAILS
NOTE: SLEEVES SHALL NOT BE LOCATED IN OR UNDER COL FTGS.
1 1/2"
DE
PT
H
(D)
D/3
D/3
D/3
NEW POURPREVIOUS POUR
TIE BAR EA SIDE
3" CLR
REINF IS CONT THRU JOINT
2" CLR
KEY FULL WIDTHOF FTG
2-#5 x 4'-0" CONT THRUJOINT WHERE NO CONTTOP BARS ARE REQD
3" CLR (BOTAND SIDES)
NTS
TYPICAL FOOTING CONSTRUCTIONJOINT DETAIL
NTS
TYPICAL CORNER AND INTERSECTIONDETAILS
3" CLR (TYP)
TRANSVERSE REINF (TYP)
CONT REINF (TYP)
NTS
TYPICAL DETAIL AT INTERSECTION OFNEW AND EXISTING FOOTINGS
2" BEJ
ROUGHEN CONTACTSURFACE OF EXIST FTGTO FULL 1/4" AMPLITUDE.PAINT W/ BONDINGCOMPOUND PRIOR TOPLACING NEW CONC EXIST FTG NEW FTG
CL OF DOWELS
REF "TYP EPOXYDOWEL DETAIL"
8"
EMBED
16"
12" LAP
EQ
EQ
STEP NEW FTG ASREQD TO MATCH EXISTFTG
NEW CMU WALL
NTS
TYPICAL EPOXY DOWEL DETAIL
DRILL HOLES INTO EXIST FTG TORECEIVE DOWELS. CLEAN HOLESTHOROUGHLY OF DEBRIS AND FILL W/ EPOXY. DIA OF HOLES SHALL BE AS RECOMMENDED BY MFR OF EPOXY MATL. IF NOT SPECIFIED BY EPOXY MFR, DIA OF HOLES SHALL BE 1/8" LARGER THAN DOWEL SIZE.
EXIST FTG
8"
EM
BE
D(U
ON
)
LA
P L
EN
GT
H
NOTE: VERT DOWEL SHOWN. HORIZ DOWEL SIMILAR.
NTS
TYPICAL DEPRESSED SLAB DETAIL(DENOTED THUS: ON PLAN)
CONC SLAB -REF PLAN
REF ARCH DWGS
REF PLAN
2t
t
t
NTS
TYPICAL EXTERIOR DOORS / OPENINGS DETAIL
#4 AT 12" OC TOP W/ STD 90° HOOK
1-#4 MOS, EA SIDE
1/2" EXPANSION JOINT MATERIAL (TYP)
MAS WALL
1-#4
SLAB-ON-GRADE
WALL BEYOND
REF CIVIL DWGS
1/2" EXPANSION JOINT MATERIAL
1-#4
#4 AT 12" OC TOP W/ STD 90° HOOK
2'-0"
8"
2'-0"
OPENING
(TYP)
1'-0"
1'-4
"
2" CLR
1
1
PLAN SECTION
1"
CLR
COORD W/ ARCH SILL DETAILS
NTS
TYPICAL DETAIL AT INTERIOR DOOR OPENINGS
CMU WALL
FACE OF WALLBEYOND
CONC SLAB -REF PLAN
1/2" EXP JT FILLER -CONT AROUND CMU(TYP AT JAMBS)
CONC SLAB -REF PLAN
FTG - REFPLAN
SECTION PLAN
REF "TYP KCJ DETAIL"
KC
J
NTS
TYPICAL KEYED CONSTRUCTION JOINTDETAIL
6" 6"
EDGE TO 1/8" RADIUS BEFORE REMOVING BULKHEAD
JOINT SEALANT
CL OF JOINT
NEW POURPREVIOUS POUR
CONC SLAB -REF PLAN
PAINT FACE OF PREVIOUS POUR W/ CURING COMPOUND BEFORE MAKING NEW POUR
CONT 2x4 KEY
8"
1"
(DENOTED KCJ ON PLAN)
1
1
NTS
TYPICAL SAWED JOINT DETAIL
JOINT SEALANT
CL OF JOINT
CONC SLAB -REF PLAN
CUT EVERY OTHER WIRE AT JOINT
(DENOTED SJ ON PLAN)
t/4 DEEP
t = SLAB THICKNESS
1/8" JOINT
NTS
TYPICAL SLAB REMOVAL ANDREPLACEMENT DETAIL
SAWCUT 1" DEEP ATPERIMETER OF AREA TO BE REMOVED AND BREAK OUT EXIST SLAB
NEW SLABEXISTING SLAB
CLEAN AND REUSE PORTION OF EXIST WWR(LAP 12" MIN W/ NEW)
SURFACE OF EXIST SLAB SHALL BESQUARE AND SOUND
CONC SLAB -REF PLAN (MATCH EXIST)
CLEAN SURFACE ANDPAINT WITH BONDINGCOMPOUND PRIOR TOPLACING NEW CONC
NTS
TYPICAL THICKENED SLAB / KEYEDCONSTRUCTION JOINT DETAIL
3-#4 CONT
CONC SLAB -REF PLAN
3" CLR (TYP)
(DENOTED TS/KCJ ON PLAN)
4" 6" 6" 4"
WALL THICKNESS
KCJ
REF "TYPICAL EPOXY DOWEL DETAIL" NON-BRG MAS
WALL
VERT WALL REINF
NTS
TYPICAL THICKENED SLAB DETAIL(DENOTED TS ON PLAN)
2-#4 CONT
CONC SLAB -REF PLAN
3" CLR (TYP)
4" 4" 4" 4"
WALL THICKNESS
REF "TYPICAL EPOXY DOWEL DETAIL" NON-BRG MAS
WALL
VERT WALL REINF
Structural Engineers5032 Rouse Dr., Ste 200
Virginia Beach, VA 23462
757.671.8626 - lynchmykins.com
A
B
C
E
F
1 2 3 4 5 6
1 2 3 4 5 6
1/32"=1'-0" 1/16"=1'-0" 3/32"=1'-0" 1/8"=1'-0" 1/4"=1'-0" 3/8"=1'-0" 1/2"=1'-0" 3/4"=1'-0" 1"=1'-0" 1 1/2"=1'-0" 3"=1'-0"0 6"5"4"3"2"1"3" 6" 9"1'0
SHEET NUMBER
1909 CYPRESS AVENUEVIRGINIA BEACH, VA 23451
(757) 417 - 0140
0 3" 6" 9" 1' 1.5"0 6" 1' 2'0 6" 1' 2' 3'0 1' 2' 3' 4'0 2' 4' 6'0 4' 8' 12'0 4' 8' 16'0 4' 8' 16' 24'0 16' 32' 48'
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7 8
6"=1'-0"0 3"2"1"
12"=1'-0"0 1.5"1"1'
7 8
D
LM Project # V17.048
FO
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MIT
RE
VIE
W11
-2-1
71
11−22−17
D:\W
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Add
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_Stru
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lacr
uz@
lync
hmyk
ins.
com
.com
.rvt
11/2
0/20
17 2
:22:
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IPT
ION
DA
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NTS
BOND BEAM LINTEL DETAILS
D
8"
BRG
8"
BRG
2-#4 BOT
2-#6 TOP & BOT
BOND BEAM LINTEL SCHEDULE
DEPTH'D'
CLEAR SPAN REINFORCING
3/8"
1/2" CLR (TYP 3-SIDES)
50 DUROMETER NEOPRENE PAD
CONTROL JOINT- REF ARCH DWGS
EL - REF ARCH OR MECH DWGS REF BOND
BM LINTEL SCHED
JAMB VERT REINF - REF TYP CONC MAS DETAILS
BRG PAD
VERT WALL REINF - OFFSET AND LAP VERT REINF 48 x BAR DIA AT CONTROL JOINT
SEALANT
BOT REINF
NOTES:
1. REFER TO ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF OPENINGS; FOR DUCT OPENINGS REFER TO MECHANICAL DRAWINGS.
2. REFER TO ARCHITECTURAL DRAWINGS FOR WIDTH OF LINTEL.
3. SCHEDULE APPLIES ONLY TO LINTELS NOT OTHERWISE SHOWN ON THE DRAWINGS.
0 TO 6'-4"
6'-5" TO 7'-4" 16"
8"
TYPICAL SECTION TYPICAL JAMB JAMB AT CONTROL JOINT
MAS OPNG
VENEER MAS NOT SHOWN - REF MAS SHELF ANGLE DETAILS
INTERLOCKING BLOCK OROTHER DEVICE FOROUT-OF-PLAN SHEARTRANSFER AT CJ ABOVELINTEL
WIDTH'W'
'W'
8"
8"
TOP REINF2-#5 TOP & BOT7'-5" TO 10'-0" 24" 8"
'D'
8"
CONT REINF
0" (TYP)
GROUT SOLID
CORNER INTERSECTIONCLOSED BOTTOM
NTS
TYPICAL BOND BEAM REINFORCINGDETAILS
OPEN BOTTOM
3"
1 1
/2"
2 1
/2"
WALL THICKNESS (TYP)
LAP
1'-0"
LAP
1'-0"
LAP
1'-0"
LA
P
1'-6"
NTS
BRICK SHELF ANGLE DETAILS
3/4" MAX
8"(*)
BRG
L4x4x3/8VENEER
BRICK SHELF ANGLE - REF SCHED (LLV WHERE LEGS ARE UNEQUAL)
WALL TYPE BACKUP - REF ARCH DWGS
NOTES:
1. REFER TO ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF ALL OPENINGS.
2. SHELF ANGLE SCHEDULE APPLIES ONLY TO SHELF ANGLES NOT OTHERWISE DETAILED.
SIZE
7'-5" TO 10'-0"
0 TO 7'-4"
CLEAR SPAN
BRICK SHELF ANGLE SCHEDULE
REF BRICK SHELF ANGLE SCHED
MAS OPNG
TYPICAL SECTION TYPICAL JAMB
* WHERE JAMBS BTWN ADJACENT OPNGS IS 16" OR LESS, PROVIDE CONT ANGLES.
L6x4x7/16 (LLV)
NTS
TYPICAL DETAIL AT INTERSECTION OFEXTERIOR AND INTERIOR CMU WALLS
3" 24"3"
( )3/16"x1 1/4"
VERTICAL REINFORCING -REF PLAN
EXTERIOR WALL
RAKE OUT AND CAULK TO FORM CONTROL JOINTINTERIOR WALL
EMBED BENT ENDS IN CORES FILLED WITH MORTAR OR CONCRETE
STRAP ANCHORS AT VERTICAL SPACING OF 32" OC
NTS
STEPPED BOND BEAM DETAIL
40" LAP
BOND BM
MAS WALL BOND BM REINF
NTS
TYPICAL FIRE DOOR DETAILS
CLEAR SPAN -
REF ARCH DWGS
RE
F
EL - REF ARCH DWGS
FIRE CAULK
VERT WALL REINF
3/8" CJ
STD 90° HOOK
VERT WALL REINF EA CELL
VERT REINF
2 - LAYERS 30# FELT
HEAD ELEVATION
CONC SLAB REINF W/ #5 AT 12" OC EW BOT W/ 180° HOOKS
2'-0" BOND BEAM W/ 2 - #5 TOP AND BOT (TYP)
BEJ - REF PLAN
WA
LL
BO
ND
BE
AM
WALL BOND BEAM CLEAR SPAN
7 5
/8"
REF ARCH DWGS
REF PLAN
AR
CH
DW
GS
EL = +10'-0"
3/8" CJ
NTS
TYPICAL CONCRETE MASONRY REINFORCING DETAILS
EQ EQ
EQ
EQ
EQ
EQ
EQ
EQ
EQ
EQ
EQ
EQ
EQ
EQ
EQ
EQ
CORNER
TYPICAL
INTERSECTION
WALL THICKNESS
AT VERT CONTROL JOINT
1 - VERT BAR EA SIDE OF CONTROL JOINT
VERT BAR SAME AS TYP WALL REINF (TYP)
OPENING < 3'-0" 3'-1" < OPENING > 10'-0"
OPENING NTE 7'-4" EACH SIDE
OPENING ABOVE3 - VERT BARS
( 1 BAR EA CELL)
2 - VERT BARS
OPNG ABOVE
1 - VERT BAR
1 - VERT BAR
WALL THICKNESS
CONTROL JT -REF ARCH DWG
OPNG ABOVE
2'-0"
GROUT EXISTING JAMBS SOLID (GC TO VERIFY IF EXISTING JAMBS ARE GROUTED SOLID)
HORIZONTAL BOND BEAM REINFORCED WITH 2-#5. LOCATE 2'-0" FROM TOP AND AT BOTTOM OF OPENING
DRILL 6" INTO EXISTING CMU AND EPOXY #4x1'-0" LONG DOWEL. PROVIDE DOWELS AT 2'-0" MAX AT EXISTING JAMBS
TOP OF EXISTING CONCRETE SLAB
EXISTING CONCRETE FOOTING
GROUT SOLID 2 SIDES AND BOTTOM OF NEW CMU FILL
TYPICAL ELEVATION
NTS
TYPICAL MASONRY WALLINFILL AT EXISTING OPENING
NTS
TYPICAL LINTEL BEARINGON EXISTING MASONRY DETAIL
MAS OPNG8" BRG
EA END
D
INSTALL #5 JAMB REINF IN EXISTING CMU EACH SIDE OF OPENING MAKE OPENING IN A
SAWTOOTH FASHION TO INSTALL NEW 8" CMU AT JAMBS
REF 'BOND BEAM LINTEL SCHEDULE'
EXIST CMU
BRACE EXISTING CMU WALL TO EXISTING STRUCTURE ABOVE AT EACH JAMB PER TYPICAL DETAILS
BE
J
BEJ
#4 EA CELL (TYP)
8" CMU (TYP)
FIRE CAULK
FIRE CAULK
BEJ
BE
J
8" CMU (TYP)
FIRE CAULK
#4 EA CELL(TYP)
FIRE CAULK
BE
J
BEJ
BE
J
#4 EA CELL (TYP)
8" CMU (TYP)
FIRE CAULK
FIRE CAULK
EXIST CMU
#4 EA CELL (TYP)
8" CMU (TYP) FIRE CAULK
FIRE CAULK
BE
J
Structural Engineers5032 Rouse Dr., Ste 200
Virginia Beach, VA 23462
757.671.8626 - lynchmykins.com
A
B
C
E
F
1 2 3 4 5 6
1 2 3 4 5 6
1/32"=1'-0" 1/16"=1'-0" 3/32"=1'-0" 1/8"=1'-0" 1/4"=1'-0" 3/8"=1'-0" 1/2"=1'-0" 3/4"=1'-0" 1"=1'-0" 1 1/2"=1'-0" 3"=1'-0"0 6"5"4"3"2"1"3" 6" 9"1'0
SHEET NUMBER
1909 CYPRESS AVENUEVIRGINIA BEACH, VA 23451
(757) 417 - 0140
0 3" 6" 9" 1' 1.5"0 6" 1' 2'0 6" 1' 2' 3'0 1' 2' 3' 4'0 2' 4' 6'0 4' 8' 12'0 4' 8' 16'0 4' 8' 16' 24'0 16' 32' 48'
SH
EE
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ITLE
PR
OJE
CT
NO
DA
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RE
VIS
ION
S
PR
OJ
MG
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NE
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DR
AW
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7 8
6"=1'-0"0 3"2"1"
12"=1'-0"0 1.5"1"1'
7 8
D
LM Project # V17.048
FO
R P
ER
MIT
RE
VIE
W11
-2-1
71
11−22−17
D:\W
ork\
Pro
ject
s\01
- R
evit
Loca
l File
s\V
1704
8_B
MW
Add
ition
_Stru
ct_
R17
_tde
lacr
uz@
lync
hmyk
ins.
com
.com
.rvt
11/2
0/20
17 2
:22:
51 P
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S502
B.M
. W
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3/4" = 1'-0"S502
PLAN DETAILC 3/4" = 1'-0"S502
PLAN DETAILA 3/4" = 1'-0"S502
PLAN DETAILB 3/4" = 1'-0"S502
PLAN DETAILD
SY
MB
OL
DE
SC
RIP
TIO
ND
AT
E
NTS
TYPICAL MASONRY ANCHORAGE DETAILS
CONT ANGLE
PL1/4x6x3 W/ 1-3/4"Ø HEADED STUD AT 48" OC
8" DEEP CMU BOND BM W/ 2-#4 CONT
BREAK FACE SHELL AS REQD TO INSTALL STUD
CMU
5" (TYP UON) 4" AT 6" CMU
EQ
EQ
1/8
CONT L3x3x1/4
NTS
TYPICAL NON-BEARING MASONRY PARTITION BRACING DETAILSNOTE: PROVIDE SUPPORT FRAME AT EACH JOIST OR 6'-0" OC MAX
L2x2x1/4 - LENGTH = 0'-0" TO 6'-0"L3x3x1/4 - LENGTH = 6'-1" TO 9'-6"
PARALLEL WITH JOISTS
L3x3x1/4 x 0'-6" FLUSH TO WALL EA SIDE
8" DEEP CMU BOND BM AT UPPERMOST FULL COURSE OFPARTITION REINF W/ 2- #4 CONT
L2x2x1/4 - LOCATE AT TOP CHORD PANEL POINTS
PERPENDICULAR TO SLOPED JOISTS
L2x2x1/4 x 0'-6" CLIPS -LOCATE AT BOT CHORD PANEL POINTS
L2x2x1/4 - LENGTH = 0'-0" TO 6'-0"L3x3x1/4 - LENGTH = 6'-1" TO 9'-6"
WALLS ABOVE CEILING WALLS TO UNDERSIDE OF DECK
PERPENDICULAR TO JOISTS PARALLEL WITH JOISTS
ROOF OR SLAB (TYP)
STEEL DECK
L3x3x1/4 x 0'-6", EA SIDE AT EA JOIST
L3x3x1/4, EA SIDE AT EA BRIDGING LINE
1" CLR BTWN TOP OF MAS AND UNDERSIDE OF DECK- FOR COMPRESSIBLE FILLER (IF ANY) REF ARCH DWGS (TYP)
BUILD MAS 1" (MIN) CLR AROUND ALL JOISTS AND BRIDGING
1/8TYP
8" DEEP CMU BOND BM AT UPPERMOST FULL COURSE OFPARTITION. REINF W/ 2- #4 CONT
1/8TYP
NOTES :
POINTLOADS
CL OF PANELPOINT
A. POSITION HANGER RODS ON JOIST CENTERLINES BETWEEN CHORD JOIST MEMBERS. DO NOT USE C-CLAMPS TO CHORD ANGLE LEGS.
B. WHERE CONCENTRATED LOADS EXCEEDING 300 LBS ARE APPLIED TO TOP CHORDS OR HUNG FROM BOTTOM CHORDS BETWEEN PANEL POINTS, ADD 2-L1x1x1/8 TO PANEL POINT AS SHOWN FOR K SERIES JOISTS.
POINT LOAD
JOIST
NOTE 'B'
JOISTCHORD
JOISTCHORD
DETAIL
DETAIL
ADDEDANGLES
DETAIL
DETAIL
JOISTCHORD
JOISTCHORD
HANGER ROD -NOTE 'A'
ELEVATION
CL OF ADDEDANGLES
C
B A
A
C
B
D
NTS
TYPICAL DETAIL AT CONCENTRATED LOADS ON JOISTS
1/8
TYPEAEND,EAANGLE
CL OF HANGER ROD
HANGER ROD -NOTE 'A'
CL OF HANGER ROD
D
NTS
TYPICAL JOIST BEARING ON MASONRY WALL DETAILS
BEAR JOISTFULL LENGTHOF BRG PL
VERT WALL REINF
JOIST
ONE SIDE
3 1/2" JOIST SEAT
VERT WALL REINF
JOIST BEYOND
TWO SIDES
3 1/2" JOIST SEAT
CMU CUT COURSE AS REQD
BRG PL1/4x8x6 W/ 2-1/2"Ø x 4" HEADED STUDS
CMU
8" DEEP CMUBOND BM W/ 2- #4BOT CONT
8" DEEP CMUBOND BM W/ 2-#4 BOT CONT
BRG PL1/4x8x6 W/ 2-1/2"Ø x 4" HEADEDSTUDS SET ANDLEVELED IN FULLMORTAR BED 1/2"
1/8 1
1/8 1
1/8 1
1/8 1
1/2"
MIN4" BRG
NOTE: OFFSET JOISTS TO PROVIDE MINIMUM BEARING WHENEVER POSSIBLE. OTHERWISE, BUTT JOISTS ENDS TOGETHER OVER SUPPORT CENTERLINE AND PROVIDE BEARING PL1/2x12x7 WITH 3- 3/4"Øx6" HEADED STUDS AND SPECIAL JOIST ENDS PER SJI REQUIREMENTS.
CUT COURSE AS REQD
NOTE: STAGGER JOIST BEARING ON WALL TO AVOID CONFLICT WITH PLATES
AT DOUBLE JOISTS
BRG PL1/2x12x7 W/ 3-1/2"Ø x 6" HEADED STUDS
1/8 1
1/8 1TYP
DBL JOISTS
6"
NTS
TYPICAL MOVABLE PARTITION SUPPORT DETAIL
L4x4x1/4 AT 4'-0" MAX
JOIST BRIDGING
JOIST
TYPICAL
1±
1
TRACK AND MOVABLE PARTITION BY OPERABLE PARTITION MFR
(2)-L2 1/2x2 1/2x1/4 AT EA L4x4
CONT WT7x26.5 -SPACE BOLTS PER PARTITION MFR'S REQUIREMENTS
L2 1/2x2 1/2x1/4 AT EA L4x4 (ALTERNATE EACH SIDE)
PL3/8 W/ 2- 3/4" DIAM BOLTS
JOIST
PL 1/4
8" CMU -REF SECTIONS
AT CMU
REF 'TYPICAL'
PL 1/4x8x8 W/ 2-1/2" DIAMx5" EMBED HEADED ANCHORS
4" BRG
6"
BOS EL = +9'-4"
NTS
TYPICAL ROOF TOP MECHANICAL UNIT SUPPORT DETAILS
L4x4x1/4 SUPPORTFRAME
L4x4x1/4 SUPPORT FRAME
L4x4x1/4 SUPPORTFRAME (TYP)
REF "TYP DETAILATCONCENTRATEDLOADS ON JOIST"
JOIST JOIST
STEEL DECK
MECH UNIT ANDCURB - REF MECHDWGS
STEEL DECK
JOISTS
MECH UNIT ANDCURB - REFMECH DWGS
PART PLAN SECTION
STEEL DECK
PC OFL6x4x5/16x0'-6" ATEA END OF L4x4BTWN JOISTS
SECTION
AB
A B
2x4 BLOCKING BETWEEN EA STEEL DECK RIB
REMOVE AS REQD AT DUCT OPENINGS
NTS
TYPICAL STEEL ROOF DECK OPENING DETAIL
6" MIN EA SIDE OF OPNG
EXTEND PLATE BEYOND OPENING AS REQUIRED TO LAP WITH FIRST FULL LOW RIB
71 MIL PLATE WELDED OR FASTENED AT 6" OC W/ #10 SCREWS TO EA DECK RIB ALL AROUND PERIMETER OF PLATE AND OPENING
12" MAX
NOTES:
1. FOR OPENINGS LESS THAN 6", NO REINFORCEMENT IS REQUIRED.
2. FOR OPENINGS GREATER THAN 12", PROVIDE ANGLE FRAMING PER "STEEL DECK NOTES" ON SHT S001.
DECK RIB (TYP)
STEEL ROOF DECK
12" MAX
NTS
TYPICAL JOIST BRIDGING DETAILS
AT WALL AT STEEL BEAM
ALLBRIDGINGCONTACTPOINTSREPEAT DETAIL ON OPPOSITE SIDE
OF WALL WHERE APPLICABLE
GROUT CELLS SOLID 12" MIN ALL AROUND AT ANCHOR BOLT (TYP)
COPE VERT ANGLE AS REQUIRED
WELD PL W/ HEADED STUDS
PARAPET OR WALL ABOVE -REF ARCH DWGS CONT ANGLE AND EMBED
PL - REF "TYPICAL MASONRY ANCHORAGE DETAIL"
ROOF DECK (TYP)
JOIST BRIDGING PER SJI SPECIFICATION UON
PROVIDE CROSS BRIDGING IN NEXT TO LAST BAY AT EACH BRIDGING LINE
L3x3x1/4 (LENGTH = DEPTH OF ADJACENT JOIST) AT EACH BRIDGING LINE - COPE AND WELD TO CONT ANGLE AT TOP
REPEAT ON OPPOSITE SIDE OF BEAM WHERE APPLICABLE
BEAM
PROVIDE CROSS BRIDGING IN LAST BAY AT EACH BRIDGING LINE
NOTE: VERTICAL WALL REINFORCING, BOND BEAMS AND VENEER MASONRY NOT SHOWN. COORDINATE WITH PLANS, OTHER DETAILS AND ARCHITECTURAL DRAWINGS.
AT CHANGES IN JOIST DEPTH
NTS
TYPICAL DAVIT POST DETAIL
3/16
ROOF DECK -REF PLAN
JOIST - REF PLAN (TYP)
GALVANIZED HSS6x6x1/4 GUY WIRE POST - LOCATE NEAREST TO CENTER BETWEEN JOISTS (REF PLAN)
FALL PROTECTION LINE (BY OWNER)
D-RING RATED FOR 3,000 LBS IN ANY DIRECTION
L4x4x1/4 EACH SIDE OF POST (L5x5x3/8 AT SPANS GREATER THAN 7'-0")
1"
PERDECK
SUPPORTPATTERN
CAP PL1/4
1/4TYP
TYP
1'-0"
1'-8"
MA
X
LOCATE AT PANEL POINTS OR ADD CONCENTRATED LOAD ANGLES
Structural Engineers5032 Rouse Dr., Ste 200
Virginia Beach, VA 23462
757.671.8626 - lynchmykins.com
A
B
C
E
F
1 2 3 4 5 6
1 2 3 4 5 6
1/32"=1'-0" 1/16"=1'-0" 3/32"=1'-0" 1/8"=1'-0" 1/4"=1'-0" 3/8"=1'-0" 1/2"=1'-0" 3/4"=1'-0" 1"=1'-0" 1 1/2"=1'-0" 3"=1'-0"0 6"5"4"3"2"1"3" 6" 9"1'0
SHEET NUMBER
1909 CYPRESS AVENUEVIRGINIA BEACH, VA 23451
(757) 417 - 0140
0 3" 6" 9" 1' 1.5"0 6" 1' 2'0 6" 1' 2' 3'0 1' 2' 3' 4'0 2' 4' 6'0 4' 8' 12'0 4' 8' 16'0 4' 8' 16' 24'0 16' 32' 48'
SH
EE
T T
ITLE
PR
OJE
CT
NO
DA
TE
RE
VIS
ION
S
PR
OJ
MG
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CH
EC
KE
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SIG
NE
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DR
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N
7 8
6"=1'-0"0 3"2"1"
12"=1'-0"0 1.5"1"1'
7 8
D
LM Project # V17.048
FO
R P
ER
MIT
RE
VIE
W11
-2-1
71
11−22−17
D:\W
ork\
Pro
ject
s\01
- R
evit
Loca
l File
s\V
1704
8_B
MW
Add
ition
_Stru
ct_
R17
_tde
lacr
uz@
lync
hmyk
ins.
com
.com
.rvt
11/2
0/20
17 2
:22:
53 P
M
S503
B.M
. W
ILLIA
MS
PR
IMA
RY
SC
HO
OL A
DD
ITIO
N
TY
PIC
AL D
ET
AIL
S
CS
TD
C
JDT
1716
11.2
2.17
CH
ES
AP
EA
KE
VIR
GIN
IA
MS
MS
YM
BO
LD
ES
CR
IPT
ION
DA
TE
