10.13.20 s0
TRANSCRIPT
TYP. COLD-FORMED STEEL MEMBER DESIGNATION LEGEND
MILS GA. INCH Fy SSMA ID WIDTH1
33 20 .0346 3343 18 .0451 3354 16 .0566 5068 14 .0713 5097 12 .1017 50118 10 .1242 501. DESIGN THICKNESS2. Fy = MATERIAL GRADE IN KSI
S137 1 3/8"S162 1 5/8"S200 2"S250 2 1/2"S300 3"T125 1 1/4"T200 2"T300 3"
SSMA ID WIDTH
250 2 1/2"350 3 1/2"362 3 5/8"400 4"550 5 1/2"600 6"800 8"
1000 10"1200 12"
THIS DIAGRAM IS AN EXAMPLE OF THE STEEL STUD MFRS. ASSOCIATION (SSMA),COLD-FORMED MEMBER DESIGNATIONS. ACTUAL SIZE SPECIFIED FOR THIS PROJECTARE NOTED WITHIN THE CONSTRUCTION DRAWINGS. THE MATERIAL GRADE FOR ALLCOLD-FORM STEEL MEMBERS SHALL BE PER ABOVE DIAGRAM.
W
D
W
D
TYPICALSTUD/RAFTER/JOIST
TYPICALTRACK
D W
S= STUD THICKNESS (MILS)
600S200-43 600T200-43
D W
T= TRACK THICKNESS (MILS)
SCALE: N.T.S.
10.13.20
S0.01STRUCTURAL NOTES
REDHGHCHECKED:
PROJECT NO:DATE:
REVISIONS
NO DATE REMARKS
DRAWN:
SEAL:
SAFSTOR
DUPONT HIGHWAYNEW CASTLE, DE 19720
2020.0412
CO
PYRI
GHT
c
2020
DAV
ID B
OYC
E R
ESER
VES
CO
PYRI
GHT
& O
THER
RIG
HTS
REST
RIC
TING
THES
E DO
CUM
ENTS
TO TH
E O
RIG
INAL
SITE
OR
PURP
OSE
FO
R W
HIC
H TH
EY W
ERE
PREP
ARED
. REP
RODU
CTIO
NS, C
HANG
ES O
R AS
SIGNM
ENTS
ARE
PRO
HIBI
TED.
604 COURTLAND STREETSUITE 100
ORLANDO, FLORIDA 32804PH 407.645.5008FX 407.629.9124
HIGGENBOTHAM
Engineering, Inc.
Structural Engineers
HAROLD G. HIGGENBOTHAM
PROFESSIONAL ENGINEER
DELAWARE NO. 23639
160'-
0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
215'-0"
10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 12'-6" 2'-6"10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0"10'-0" 10'-0" 10'-0" 10'-0"
2'-6"
2'-6"
2'-6"
2'-6"
10'-0
"5'-
0"30
'-0"
5'-0"
40'-0
"5'-
0"50
'-0"
5'-0"
10'-0
"
S5.01
VERIFY ELEVATOR PITDIMENSIONS W/ ELEVATORSUPPLIER PRIOR TOCONSTRUCTION
9'-4"
8"
11'-4"7'-6"
S5.01
VERIFY ELEVATOR PITDIMENSIONS W/ ELEVATORSUPPLIER PRIOR TOCONSTRUCTION
9'-4"
5'-0"
PRE-ENGINEERED METAL STAIRBY SUPPLIER. SUBMIT SHOPDRAWINGS FOR REVIEW
2'-8"
3'-4"
16'-0
"
F20.1
2
F20.1
2
F20.12
F20.12
4" THICK CONCRETE SLAB ON GRADE ATSTAIRWELLS ONLY REINF. W/ 6X6-W1.4XW1.4MID-DEPTH OF SLAB ON 10 MIL VAPORBARRIER ON 12" COMPACTED GRAVEL PERGEOTECHNICAL ENGINEER
S5.01
S5.01
S5.01
S5.01
S5.01
2'-8"
3'-4"
16'-0
" F20.1
2
F20.1
2
F20.12
F20.12
S5.01
S5.01
S5.01
S5.01
S5.01
4" THICK CONCRETE SLAB ON GRADE ATSTAIRWELLS ONLY REINF. W/ 6X6-W1.4XW1.4MID-DEPTH OF SLAB ON 10 MIL VAPORBARRIER ON 12" COMPACTED GRAVEL PERGEOTECHNICAL ENGINEER
PRE-ENGINEERED METAL STAIRBY SUPPLIER. SUBMIT SHOPDRAWINGS FOR REVIEW
SC-1F40
SC-1F40
SC-1F40
SC-1F40
SC-1F40
SC-1F40
SC-1F40
SC-2F50
T/FTG -4'-0"
SC-2F50
T/FTG -4'-0"
2"2'-
4"
9'-7"
9'-7"
SC-2F50
5'-5" 9'-7"
25'-2
"
SC-2F50
T/FTG -4'-0"
10'-0"
2"
SC-2F50
10'-0"
1'-1"
11'-4" 5'-4"
2'-6"
2'-6"
F20.12 F20.12
F20.12
F20.12
F20.12
F20.12
F20.12
F20.12
F20.12 F20.12
F20.1
2F2
0.12
F20.1
2F2
0.12
F20.1
2F2
0.12
F20.1
2
F20.1
2F2
0.12
F20.1
2
S5.01
S5.01 S5.01
S5.01
S5.01
S5.01
S5.01S5.01
S5.01
S5.01
S5.01
S5.01
S5.01
S5.01
S5.01
S5.01
S5.01
S5.01
S5.01
S5.01
S5.01
C.J., TYP.
C.J., TYP.C.J., TYP.
C.J., TYP.
6" THICK CONCRETE MAT FOUNDATION REINF.W/ #4 AT 10" O.C. E.W. MID-DEPTH OF SLAB ON10 MIL VAPOR BARRIER IN 6" COMPACTEDGRAVEL PER GEOTECHNICAL ENGINEER
1'-0"
14'-0
"
19'-6"
19'-0
"14
'-0"
4'-0"
S5.01
10'-8"
10'-8"
SC-1F40
2'-11"
SC-2F40
T/FTG -4'-0"
7'-4"
5'-2"
FOUNDATION PLANSCALE: 3/32" = 1'-0"
FOUNDATION NOTES:1.) FINISH FLOOR EL. = +0'-0". +0'-0" IS FOR REFERENCE ONLY. SEE CIVIL FOR NAVD ELEVATION.
6.) SEE ARCH FOR DIMENSIONS NOT SHOWN.
8.) SEE ARCH AND MECH FOR SLOPES AND RECESSES.
5.) CENTER ALL COLUMNS ON FOOTING U.N.O. ON PLAN OR SECTION.
3.) SC-# DENOTES STEEL COLUMN, SEE SCHEDULE ON THIS SHEET.
4.) FXX DENOTES CONCRETE FOOTING, SEE SCHEDULE THIS SHEET. BOTTOM OF FOOTING SHALL BE 3'-0"MIN. BELOW TOP OF SLAB AND/OR ADJACENT FINISHED GRADE, U.N.O. VERIFY ALL TOP OF FOOTINGELEVATIONS W/ CIVIL AND MECH. PRIOR TO FABRICATION AND CONSTRUCTION.
7.) SEE ARCH AND MECH FOR ALL SLEEVES, PIPES, INSERTS AND EMBEDDED ITEMS.
2.) DENOTES CONCRETE STEM WALL, SEE SECTIONS.
SIZE
FOOTING SCHEDULE
MARK REINFORCING
MARK
STEEL COLUMN SCHEDULE
SIZE BASE PL A.B.
NOTE: AT FTG. ANCHOR BOLT EMBEDMENT = FOOTING THICKNESS - 4"
HSS 6x6x3/16SC-1 12x12x3/4
F20.12 2'-0" X 12" X CONT. (2)#5 CONT. BOTTOM
HSS 4x4x3/8SC-2 (4) 3/4"Ø F1554 GRADE 3610x10x3/4
(4) 3/4"Ø F1554 GRADE 36
F40 4'-0" X 4'-0" X 12" (5) #5 E.W. BOTTOM
10.13.20
S1.01FOUNDATION PLAN
REDHGH
9.) C.J. DENOTES SLAB ON GRADE SAWCUT CONTROL JOINT, SEE S5.01 FOR DETAIL.
10.) (MW-#) DENOTES C.M.U. WALL, SEE SCHEDULE THIS SHEET.
LATERAL REINFORCING @ 16" O.C. HORIZ. EXTEND REINFORCING1. WALL SEGMENTS SHALL BE REINFORCED WITH 9 GA. GALVANIZED
6" INTO POURED ELEMENTS AND AROUND ENCASED STEEL.2. PROVIDE ADDITIONAL REINF. AT CORNERS AND ENDS.
MASONRY WALL NOTES:
MASONRY WALL SCHEDULE
MW-1
MARK REINFORCING
8" C.M.U.
THICKNESS
3. ALL MASONRY REINFORCED CELLS SHALL BE FILLED WITH 3000 PSI GROUT MIX.
#5 AT 32" O.C.
4. SEE ARCH FOR SPLIT-FACE FINISH.
MAT FOUNDATION REBAR PLACEMENT DIAGRAMN.T.S.
PLAN
SECTION
MID
DEPT
H
BOTTOM LAYER OFMAT REINF.
DENOTES CONCRETE RETAINING WALL, SEE SECTIONS.
F50 5'-0" X 5'-0" X 12" (6) #5 E.W. BOTTOM
CHECKED:
PROJECT NO:DATE:
REVISIONS
NO DATE REMARKS
DRAWN:
SEAL:
SAFSTOR
DUPONT HIGHWAYNEW CASTLE, DE 19720
2020.0412
CO
PYRI
GHT
c
2020
DAV
ID B
OYC
E R
ESER
VES
CO
PYRI
GHT
& O
THER
RIG
HTS
REST
RIC
TING
THES
E DO
CUM
ENTS
TO TH
E O
RIG
INAL
SITE
OR
PURP
OSE
FO
R W
HIC
H TH
EY W
ERE
PREP
ARED
. REP
RODU
CTIO
NS, C
HANG
ES O
R AS
SIGNM
ENTS
ARE
PRO
HIBI
TED.
604 COURTLAND STREETSUITE 100
ORLANDO, FLORIDA 32804PH 407.645.5008FX 407.629.9124
HIGGENBOTHAM
Engineering, Inc.
Structural Engineers
HAROLD G. HIGGENBOTHAM
PROFESSIONAL ENGINEER
DELAWARE NO. 23639
NOTE: THE GENERAL CONTRACTOR MAY ELECT TOPROVIDE STEEL FIBER REINFORCEMENT IN LIEU OFCONVENTIONAL REINFORCEMENT FOR THE MAT SLABFOUNDATION PERMITTING THE FOLLOWING:
1.) THE BELOW REQUIRED SUBMITTALS SHALL BEPRESENTED TO THE BUILDING OFFICIAL FORACCEPTANCE. IT IS STRONGLY RECOMMENDEDTHAT THE BUILDING OFFICIAL IS INFORMEDOF THE ALTERNATE DESIGN INTENT PRIORTO THE COMMENCEMENT OF PREPARING THESUBMITTALS.
2.) PER ACI 318 SECTION 1.10 "APPROVAL OF SPECIALSYSTEMS OF DESIGN, CONSTRUCTION OR ALTERNATECONSTRUCTION OF MATERIALS" ENGINEERINGREPORTS CONTAINING PRODUCT TEST DATA ANDANALYSIS SHALL BE SUBMITTED TO THE ENGINEER OFRECORD FOR REVIEW AND APPROVAL PRIOR TOCONSTRUCTION.
3.) PROJECT SPECIFIC SIGNED AND SEALED SPECIALTYENGINEERING DRAWINGS AND CALCULATIONS SHALL BESUBMITTED TO THE ENGINEER OF RECORD FOR REVIEWAND APPROVAL PRIOR TO CONSTRUCTION.
160'-
0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
215'-0"
10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 12'-6" 2'-6"10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0"10'-0" 10'-0" 10'-0" 10'-0"
2'-6"
2'-6"
2'-6"
2'-6"
10'-0
"5'-
0"30
'-0"
5'-0"
40'-0
"5'-
0"50
'-0"
5'-0"
10'-0
"
9'-4"
8"
11'-4"7'-6"
9'-4"
5'-0"
2'-8"
3'-4"
16'-0
"
2'-8"
3'-4"
16'-0
"
2"2'-
4"
9'-7"
9'-7"
5'-5" 9'-7"
25'-2
"
10'-0"
2"
10'-0"
1'-1"
11'-4" 5'-4"
2'-6"
2'-6"
SW
SW
SW
SW
SW
SW
SWSW
SW SW
SW SW
SW SWSW SW SW SW SW SW
SW
SW SW SW SW SW SW SW
SW
S6.01S6.01
S6.01S6.01
S6.01
S6.01 S6.01
S6.01
S6.01S6.01
S6.01 S6.01
S6.01
S6.01S6.01
1'-0"
14'-0
"
19'-6"
19'-0
"14
'-0"
4'-0"
SW
GROUND FLOOR WALL FRAMING PLANSCALE: 3/32" = 1'-0"
GROUND FLOOR WALL FRAMING NOTES:
1.) FINISH FLOOR EL. = +0'-0". +0'-0" IS FOR REFERENCE ONLY. SEE CIVIL FOR NAVD ELEVATION.
2.) SEE ARCH FOR DIMENSIONS NOT SHOWN.
4.) SEE ARCH AND MECH FOR SLOPES AND RECESSES.
3.) SEE ARCH AND MECH FOR ALL SLEEVES, PIPES, INSERTS AND EMBEDDED ITEMS.
10.13.20
S1.02GROUND FLOOR WALL
FRAMING PLAN
REDHGH
STUDS
GROUND FLOOR LOAD BEARING WALL SCHEDULE
LOCATION BOTTOM TRACK
INTERIOR 400S250-97 AT 30" O.C. 400T250-54
TOP TRACK
400T300-97
EXTERIOR 600S250-54 AT 24" O.C. 600T150-43 600T250-68
NOTE: ALL LOAD BEARING STUDS ARE UNPUNCHED
5.) DENOTES SHEAR WALL, SEE SECTIONS.SW
MARK
SHEAR WALL SCHEDULE
LOCATION
INTERIOR SW
EXTERIOR
NOTES: 1) ALL SHEAR WALL STUDS ARE UNPUNCHED
SW
STUDS
600S250-54 AT 24" O.C.
END POSTS
DOUBLE 400S250-97
DOUBLE 600S250-54
SHEAR WALL PANEL
26 GA. PBU METAL PANELON ONE SIDE, FY = 80 KSI
26 GA. PBU METAL PANELONE INTERIOR SIDEFY = 80 KSI
SHEAR WALL END HOLD DOWNS
SIMPSON HTT5 W/ 5/8"Ø X 4"EMBED TITEN HD ANCHORS
SIMPSON HTT5 W/ 5/8"Ø X 4"EMBED TITEN HD ANCHORS
BOTTOM TRACK ANCHORS
1/2"Ø X 2" EMBED HILTI KWIK BOLT 3W/ WASHERS AT 30" O.C.
1/2"Ø X 2" EMBED HILTI KWIK BOLT 3W/ WASHERS AT 30" O.C.
2) SEE SHEETS S6.01 AND S6.02 FOR ADDITIONAL SHEAR WALL DETAILS
400S250-97 AT 30" O.C.
ALL METAL STUD FRAMING SHALL BE IN-LINE FRAMING FLOOR TO FLOOR.
CHECKED:
PROJECT NO:DATE:
REVISIONS
NO DATE REMARKS
DRAWN:
SEAL:
SAFSTOR
DUPONT HIGHWAYNEW CASTLE, DE 19720
2020.0412
CO
PYRI
GHT
c
2020
DAV
ID B
OYC
E R
ESER
VES
CO
PYRI
GHT
& O
THER
RIG
HTS
REST
RIC
TING
THES
E DO
CUM
ENTS
TO TH
E O
RIG
INAL
SITE
OR
PURP
OSE
FO
R W
HIC
H TH
EY W
ERE
PREP
ARED
. REP
RODU
CTIO
NS, C
HANG
ES O
R AS
SIGNM
ENTS
ARE
PRO
HIBI
TED.
604 COURTLAND STREETSUITE 100
ORLANDO, FLORIDA 32804PH 407.645.5008FX 407.629.9124
HIGGENBOTHAM
Engineering, Inc.
Structural Engineers
HAROLD G. HIGGENBOTHAM
PROFESSIONAL ENGINEER
DELAWARE NO. 23639
S6.03
160'-
0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
215'-0"
10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 12'-6" 2'-6"10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0"10'-0" 10'-0" 10'-0" 10'-0"
2'-6"
2'-6"
2'-6"
2'-6"
10'-0
"5'-
0"30
'-0"
5'-0"
40'-0
"5'-
0"50
'-0"
5'-0"
10'-0
"
9'-4"
8"
11'-4"7'-6"
9'-4"
5'-0"
2'-8"
3'-4"
16'-0
"
2'-8"
3'-4"
16'-0
"
2"2'-
4"
9'-7"
9'-7"
5'-5" 9'-7"
25'-2
"
10'-0"
2"
10'-0"
1'-1"
11'-4" 5'-4"
2'-6"
2'-6"
H-4
H-3
H-4
H-4
H-4
H-3
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-3
H-3
H-3
H-3
H-3
H-3
H-3
H-3
H-1
H-3
H-2
H-1
H-1
H-1
H-1
H-1
H-1
H-3
H-3
H-3
H-3
H-3
H-3
H-3
H-3
H-2
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-3
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
W16
X 50
W14
X 22
W16
X 67
W16
X 67
W16
X 26
W14
X 22
W16
X 40
W16 X 26
L-1
L-1
L-1
L-1
S6.03
L-1
S6.03
S6.03
S6.03
L-1
S6.03
S6.03
S6.03
S6.03
S6.03
S6.03
S6.03
S6.03
S6.03
S6.03
S6.03S6.03S6.03
S6.03S7.01
S6.03
S6.03
S6.03
S6.03
S7.01
S6.01S6.01
S6.01 S6.01
S6.01
S6.01
S6.01S6.01S6.01S6.01 S6.01S6.01
S6.01S6.01 S6.01S6.01
S6.01S6.01
S6.01S6.01
S6.03S6.03
S6.03
S6.03
NOTE 5
NOTE 5NOTE 5
NOTE 5NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5PRE-ENGINEEREDCANOPY BYSUPPLIER,SEE ARCH.
PRE-ENGINEERED CANOPY BYSUPPLIER, SEE ARCH.
PRE-ENGINEERED CANOPY BYSUPPLIER, SEE ARCH.
1'-0"
14'-0
"
19'-6"
19'-0
"14
'-0"
4'-0"
H-1
H-1
H-3
H-3
W14 X 22
S6.03
W16 X 26
S6.03
SECOND FLOOR FRAMING PLANSCALE: 3/32" = 1'-0"
SECOND FLOOR FRAMING NOTES:
1.) SEE ARCH FOR DIMENSIONS NOT SHOWN.
3.) SEE ARCH AND MECH FOR SLOPES AND RECESSES.
2.) SEE ARCH AND MECH FOR ALL SLEEVES, PIPES, INSERTS AND EMBEDDED ITEMS.
10.13.20
S2.01SECOND FLOORFRAMING PLAN
REDHGH
4.) H-# DENOTES HEADER, SEE SCHEDULE THIS SHEET.
5.) INDICATES DECK SPAN DIRECTION OF 2" X 18GA G60 GALV. 2VLI COMPOSITE METAL DECKW/ 6X6 - W1.4XW1.4 WWF (4" TOTAL THICKNESS). TOP OF SLAB = 10'-8".
HEADER SIZE
SECOND FLOOR FRAMING PLAN
MARK POST EACH END OF HEADER
H-1 (2) 800S250-97(BACK TO BACK)
(2) 400S250-97
METAL HEADER SCHEDULE
HEADER TO POST CONNECTION
(7) #12 TEK SCREWS EACH SIDE(14 TOTAL)
H-2 (2) 1200S250-118 (4) 400S250-97 (11) #12 TEK SCREWS EACH SIDE(22 TOTAL)
H-3 (2) 1400S350-118 (4) 400S250-97 (14) #12 TEK SCREWS EACH SIDE(28 TOTAL)
H-4 (2) 400S250-97
(BACK TO BACK)
(BACK TO BACK)
NOTES: 1). SEE SHEET S7.01 FOR HEADER DETAILS
(2) 800S250-97(BACK TO BACK)
(7) #12 TEK SCREWS EACH SIDE(14 TOTAL)
6.) OFFSET W16 X 57 ONE INCH TO THE INTERIOR TO CONCEAL FLANGE.
2). NUMBER OF STUDS FOR POST EACH END OF HEADER ARE FORONE HEADER ONLY. HEADERS SHARING SAME POST SUPPORTSHALL HAVE 2X NUMBER OF STUDS LISTED IN SCHEDULE FOR POST.
CHECKED:
PROJECT NO:DATE:
REVISIONS
NO DATE REMARKS
DRAWN:
SEAL:
SAFSTOR
DUPONT HIGHWAYNEW CASTLE, DE 19720
2020.0412
CO
PYRI
GHT
c
2020
DAV
ID B
OYC
E R
ESER
VES
CO
PYRI
GHT
& O
THER
RIG
HTS
REST
RIC
TING
THES
E DO
CUM
ENTS
TO TH
E O
RIG
INAL
SITE
OR
PURP
OSE
FO
R W
HIC
H TH
EY W
ERE
PREP
ARED
. REP
RODU
CTIO
NS, C
HANG
ES O
R AS
SIGNM
ENTS
ARE
PRO
HIBI
TED.
604 COURTLAND STREETSUITE 100
ORLANDO, FLORIDA 32804PH 407.645.5008FX 407.629.9124
HIGGENBOTHAM
Engineering, Inc.
Structural Engineers
HAROLD G. HIGGENBOTHAM
PROFESSIONAL ENGINEER
DELAWARE NO. 23639
NOTE: THE GENERAL CONTRACTOR MAY ELECT TO PROVIDE STEEL ORMACROSYNTHETIC FIBERS IN LIEU OF THE WWF REINFORCEMENT INTHE COMPOSITE DECK CONCRETE TOPPING PER THE STANDARDSOF THE STEEL DECK INSTITUTE. MINIMUM DOSAGES SHALL BE THEFOLLOWING:
1) STEEL FIBERS 25 LBS/CU. YD. OF CONCRETE2) MACROSYNTHETIC FIBERS 4 LBS/CU. YD. OF CONCRETE
160'-
0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
215'-0"
10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 12'-6" 2'-6"10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0"10'-0" 10'-0" 10'-0" 10'-0"
2'-6"
2'-6"
2'-6"
2'-6"
10'-0
"5'-
0"30
'-0"
5'-0"
40'-0
"5'-
0"15
'-0"
5'-0"
10'-0
"
9'-4"
8"
11'-4"17'-6"
9'-4"
5'-0"
2'-8"
3'-4"
16'-0
"
11'-4" 14'-11"
2'-6"
2'-6"
SW
SW
SW
SW
SW
SW
SWSW
SW
SW
SW
SW
SW
SW SW SW SW SW SW SW
SW
SW SW SW SW
SW SW SW SW
S6.01
S6.01S6.01
S6.01
S6.01 S6.01
S6.01
S6.01S6.01
S6.01
S6.01
S6.01
S6.01
19'-6"
19'-0
"
S6.01 S6.01
30'-0
"5'-
0"
SW
S6.01
SW
S6.01
22'-0
"
10'-8"
10'-8"
22'-0
"
2'-8"
3'-4"
16'-0
"
SECOND FLOOR WALL FRAMING PLANSCALE: 3/32" = 1'-0"
SECOND FLOOR FRAMING NOTES:
2.) SEE ARCH FOR DIMENSIONS NOT SHOWN.
4.) SEE ARCH AND MECH FOR SLOPES AND RECESSES.
3.) SEE ARCH AND MECH FOR ALL SLEEVES, PIPES, INSERTS AND EMBEDDED ITEMS.
10.13.20
S2.02SECOND FLOOR
WALL FRAMING PLAN
REDHGH
STUDS
SECOND FLOOR LOAD BEARING WALL SCHEDULE
LOCATION BOTTOM TRACK
INTERIOR 400S250-54 AT 30" O.C. 400T250-54
TOP TRACK
400T300-97
EXTERIOR 600S250-54 AT 24" O.C. 600T150-43 600T250-68
NOTE: ALL LOAD BEARING STUDS ARE UNPUNCHED
5.) DENOTES SHEAR WALL, SEE SECTIONS.SW
1.) TOP OF SLAB = 10'-8".
MARK
SHEAR WALL SCHEDULE
LOCATION
INTERIOR SW
EXTERIOR
NOTES: 1) ALL SHEAR WALL STUDS ARE UNPUNCHED
SW
STUDS
600S250-54 AT 24" O.C.
END POSTS
DOUBLE 400S250-54
DOUBLE 600S250-54
SHEAR WALL PANEL
26 GA. PBU METAL PANELON ONE SIDE, FY = 80 KSI
26 GA. PBU METAL PANELONE INTERIOR SIDEFY = 80 KSI
SHEAR WALL END HOLD DOWNS
SIMPSON HTT5 W/ 5/8"Ø X 4"EMBED TITEN HD ANCHORS
SIMPSON HTT5 W/ 5/8"Ø X 4"EMBED TITEN HD ANCHORS
BOTTOM TRACK ANCHORS
1/2"Ø X 2" EMBED HILTI KWIK BOLT 3W/ WASHERS AT 30" O.C.
1/2"Ø X 2" EMBED HILTI KWIK BOLT 3W/ WASHERS AT 30" O.C.
2) SEE SHEETS S6.01 AND S6.02 FOR ADDITIONAL SHEAR WALL DETAILS
400S250-54 AT 30" O.C.
ALL METAL STUD FRAMING SHALL BE IN-LINE FRAMING FLOOR TO FLOOR.
CHECKED:
PROJECT NO:DATE:
REVISIONS
NO DATE REMARKS
DRAWN:
SEAL:
SAFSTOR
DUPONT HIGHWAYNEW CASTLE, DE 19720
2020.0412
CO
PYRI
GHT
c
2020
DAV
ID B
OYC
E R
ESER
VES
CO
PYRI
GHT
& O
THER
RIG
HTS
REST
RIC
TING
THES
E DO
CUM
ENTS
TO TH
E O
RIG
INAL
SITE
OR
PURP
OSE
FO
R W
HIC
H TH
EY W
ERE
PREP
ARED
. REP
RODU
CTIO
NS, C
HANG
ES O
R AS
SIGNM
ENTS
ARE
PRO
HIBI
TED.
604 COURTLAND STREETSUITE 100
ORLANDO, FLORIDA 32804PH 407.645.5008FX 407.629.9124
HIGGENBOTHAM
Engineering, Inc.
Structural Engineers
HAROLD G. HIGGENBOTHAM
PROFESSIONAL ENGINEER
DELAWARE NO. 23639
S6.05S6.03
S6.03S6.03
H-4
H-3
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-3
H-3
H-3
H-3
H-3
H-3
H-3
H-3
H-1
H-3
H-2
H-1
H-1
H-1
H-4
H-1
H-1
H-3
H-3
H-3
H-3
H-3
H-3
H-3
H-3
H-3
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
W16
X 31
W16 X 31
L-1
L-1
S6.03
S6.03
L-1
S6.03
S6.03
L-1
S6.03
S6.03
S6.03
S6.03
S6.03S6.03S6.03
S6.03
S6.03
S6.03
S6.01
S6.01
S6.01S6.01
S6.01
S6.01
S6.01S6.01
S6.01S6.01
S6.01S6.01
S6.01S6.01 S6.01S6.01
S6.01S6.01
S6.01S6.01
S6.03S6.03
S6.03
S6.03
NOTE 5
NOTE 5NOTE 5
NOTE 5NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5NOTE 5
NOTE 5
NOTE 5
NOTE 5
NOTE 5
160'-
0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
215'-0"
10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 12'-6" 2'-6"10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0"10'-0" 10'-0" 10'-0" 10'-0"
2'-6"
2'-6"
2'-6"
2'-6"
10'-0
"5'-
0"30
'-0"
5'-0"
40'-0
"5'-
0"15
'-0"
5'-0"
10'-0
"
9'-4"
8"
11'-4"17'-6"
9'-4"
5'-0"
2'-8"
3'-4"
16'-0
"
11'-4" 14'-11"
2'-6"
2'-6"
19'-6"
19'-0
"
30'-0
"5'-
0"
22'-0
"
22'-0
"
2'-8"
3'-4"
16'-0
"
H-3
H-3
H-1
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-3
H-3
H-3
H-4
H-4
H-1
H-1
H-1
H-1
H-1
H-2
H-1
H-4
H-4
H-4
H-1
S6.03
S6.03
THIRD FLOOR FRAMING PLANSCALE: 3/32" = 1'-0"
10.13.20
S3.01THIRD FLOOR
FRAMING PLAN
REDHGH
THIRD FLOOR FRAMING NOTES:
1.) SEE ARCH FOR DIMENSIONS NOT SHOWN.
3.) SEE ARCH AND MECH FOR SLOPES AND RECESSES.
2.) SEE ARCH AND MECH FOR ALL SLEEVES, PIPES, INSERTS AND EMBEDDED ITEMS.
4.) H-# DENOTES HEADER, SEE SCHEDULE THIS SHEET.
5.) INDICATES DECK SPAN DIRECTION OF 2" X 18GA G60 GALV. 2VLI COMPOSITE METAL DECKW/ 6X6 - W1.4XW1.4 WWF (4" TOTAL THICKNESS). TOP OF SLAB = 21'-4".
HEADER SIZE
THIRD FLOOR FRAMING PLAN
MARK POST EACH END OF HEADER
H-1 (2) 600S250-68(BACK TO BACK)
(2) 400S250-54
METAL HEADER SCHEDULE
HEADER TO POST CONNECTION
(5) #12 TEK SCREWS EACH SIDE(10 TOTAL)
H-2 (2) 1000S250-97 (2) 400S250-97 (7) #12 TEK SCREWS EACH SIDE(14 TOTAL)
H-3 (2) 1200S250-118 (9) #12 TEK SCREWS EACH SIDE(18 TOTAL)
H-4 (5) #12 TEK SCREWS EACH SIDE(10 TOTAL)
(2) 600S250-68
(2) 400S250-97
(2) 400S250-54
(BACK TO BACK)
NOTES: 1). SEE SHEET S7.01 FOR HEADER DETAILS. 2). POSTS FOR HEADERS EXTEND TO MAT FOUNDATION CONCEALED WITHIN WALLS OR ARE SUPPORTED BY BEAM MEMBER.
(BACK TO BACK)
(BACK TO BACK)
3). NUMBER OF STUDS FOR POST EACH END OF HEADER ARE FORONE HEADER ONLY. HEADERS SHARING SAME POST SUPPORTSHALL HAVE 2X NUMBER OF STUDS LISTED IN SCHEDULE FOR POST.
CHECKED:
PROJECT NO:DATE:
REVISIONS
NO DATE REMARKS
DRAWN:
SEAL:
SAFSTOR
DUPONT HIGHWAYNEW CASTLE, DE 19720
2020.0412
CO
PYRI
GHT
c
2020
DAV
ID B
OYC
E R
ESER
VES
CO
PYRI
GHT
& O
THER
RIG
HTS
REST
RIC
TING
THES
E DO
CUM
ENTS
TO TH
E O
RIG
INAL
SITE
OR
PURP
OSE
FO
R W
HIC
H TH
EY W
ERE
PREP
ARED
. REP
RODU
CTIO
NS, C
HANG
ES O
R AS
SIGNM
ENTS
ARE
PRO
HIBI
TED.
604 COURTLAND STREETSUITE 100
ORLANDO, FLORIDA 32804PH 407.645.5008FX 407.629.9124
HIGGENBOTHAM
Engineering, Inc.
Structural Engineers
HAROLD G. HIGGENBOTHAM
PROFESSIONAL ENGINEER
DELAWARE NO. 23639
NOTE: THE GENERAL CONTRACTOR MAY ELECT TO PROVIDE STEEL ORMACROSYNTHETIC FIBERS IN LIEU OF THE WWF REINFORCEMENT INTHE COMPOSITE DECK CONCRETE TOPPING PER THE STANDARDSOF THE STEEL DECK INSTITUTE. MINIMUM DOSAGES SHALL BE THEFOLLOWING:
1) STEEL FIBERS 25 LBS/CU. YD. OF CONCRETE2) MACROSYNTHETIC FIBERS 4 LBS/CU. YD. OF CONCRETE
160'-
0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
215'-0"
10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 12'-6" 2'-6"10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0"10'-0" 10'-0" 10'-0" 10'-0"
2'-6"
2'-6"
2'-6"
2'-6"
10'-0
"5'-
0"30
'-0"
5'-0"
15'-0
"20
'-0"
20'-0
"5'-
0"10
'-0"
9'-4"
8"
11'-4"17'-6"
9'-4"
5'-0"
2'-8"
3'-4"
16'-0
"
11'-4" 14'-11"
2'-6"
2'-6"
SW
SW
SW
SW
SW
SW
SWSW
SW SW
SW
SW
SW SW SW SW SW SW SW
SW
SW SW SW SW
SW SW SW SW
S6.01
S6.01S6.01
S6.01
S6.01 S6.01
S6.01
S6.01S6.01
S6.01 S6.01
S6.01
S6.01
19'-6"
19'-0
"
S6.01 S6.01
25'-0
"5'-
0"
SW
22'-0
"
10'-8"
10'-8"
22'-0
"
2'-8"
3'-4"
16'-0
"
5'-0"
5'-0"
SW
SWS6.01
SWS6.01
THIRD FLOOR WALL FRAMING PLANSCALE: 3/32" = 1'-0"
THIRD FLOOR FRAMING NOTES:
2.) SEE ARCH FOR DIMENSIONS NOT SHOWN.
4.) SEE ARCH AND MECH FOR SLOPES AND RECESSES.
3.) SEE ARCH AND MECH FOR ALL SLEEVES, PIPES, INSERTS AND EMBEDDED ITEMS.
10.13.20
S3.02THIRD FLOOR
WALL FRAMING PLAN
REDHGH
STUDS
THIRD FLOOR LOAD BEARING WALL SCHEDULE
LOCATION BOTTOM TRACK
INTERIOR 400S250-54 AT 60" O.C. 400T250-54
TOP TRACK
NO TRACK
EXTERIOR 600S250-54 AT 24" O.C. 600T150-43
NOTE: ALL LOAD BEARING STUDS ARE UNPUNCHED
NO TRACK
5.) DENOTES SHEAR WALL, SEE SECTIONS.SW
1.) TOP OF SLAB = 21'-4".
MARK
SHEAR WALL SCHEDULE
LOCATION
INTERIOR SW
EXTERIOR
NOTES: 1) ALL SHEAR WALL STUDS ARE UNPUNCHED
SW
STUDS
600S250-54 AT 24" O.C.
END POSTS
DOUBLE 400S250-54
DOUBLE 600S250-54
SHEAR WALL PANEL
26 GA. PBU METAL PANELON ONE SIDE, FY = 80 KSI
26 GA. PBU METAL PANELONE INTERIOR SIDEFY = 80 KSI
SHEAR WALL END HOLD DOWNS
SIMPSON HTT5 W/ 5/8"Ø X 4"EMBED TITEN HD ANCHORS
SIMPSON HTT5 W/ 5/8"Ø X 4"EMBED TITEN HD ANCHORS
BOTTOM TRACK ANCHORS
1/2"Ø X 2" EMBED HILTI KWIK BOLT 3W/ WASHERS AT 30" O.C.
1/2"Ø X 2" EMBED HILTI KWIK BOLT 3W/ WASHERS AT 30" O.C.
2) SEE SHEETS S6.01 AND S6.02 FOR ADDITIONAL SHEAR WALL DETAILS
400S250-54 AT 60" O.C.
ALL METAL STUD FRAMING SHALL BE IN-LINE FRAMING FLOOR TO FLOOR.
CHECKED:
PROJECT NO:DATE:
REVISIONS
NO DATE REMARKS
DRAWN:
SEAL:
SAFSTOR
DUPONT HIGHWAYNEW CASTLE, DE 19720
2020.0412
CO
PYRI
GHT
c
2020
DAV
ID B
OYC
E R
ESER
VES
CO
PYRI
GHT
& O
THER
RIG
HTS
REST
RIC
TING
THES
E DO
CUM
ENTS
TO TH
E O
RIG
INAL
SITE
OR
PURP
OSE
FO
R W
HIC
H TH
EY W
ERE
PREP
ARED
. REP
RODU
CTIO
NS, C
HANG
ES O
R AS
SIGNM
ENTS
ARE
PRO
HIBI
TED.
604 COURTLAND STREETSUITE 100
ORLANDO, FLORIDA 32804PH 407.645.5008FX 407.629.9124
HIGGENBOTHAM
Engineering, Inc.
Structural Engineers
HAROLD G. HIGGENBOTHAM
PROFESSIONAL ENGINEER
DELAWARE NO. 23639
215'-0"
10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 12'-6" 2'-6"10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0"10'-0" 10'-0" 10'-0" 10'-0"
10'-8"
9'-4"
8"
S6.05
S4.013/32" = 1'-0"
S4.013/32" = 1'-0"
S6.04
T/PARAPET= 38'-0"TYPICAL
S6.05
3 3
33 2
2 2
2
1
W8X
15HO
IST
BM.
VERIFY T/STEELW/ ELEVATORSUPPLIER
S6.04
S6.04 3" TYPE N 22GA G60GALV METAL ROOFDECK11'-4"
1'-2"
S6.04
T/PARAPET= 38'-0"TYPICAL
T/ROOF DECK= 32'-1 1/2"
T/ROOF DECK= 32'-1 1/2"
10'-0
"
10'-0"
S6.04
EXTEND HSS COL.TO TOP OF PARAPET
EXTEND HSS COL.TO TOP OF PARAPET
ROOF HATCHSEE ARCH.SEE 4/S6.05 FORBLOCKING DETAIL
160'-
0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
10'-0
"10
'-0"
2'-6"
2'-6"
2'-6"
2'-6"
10'-0
"5'-
0"30
'-0"
5'-0"
15'-0
"20
'-0"
20'-0
"5'-
0"10
'-0"
9'-4"
8"
11'-4"17'-6"
9'-4"
5'-0"
2'-8"
3'-4"
16'-0
"
11'-4" 14'-11"
2'-6"
2'-6"
19'-6"
19'-0
"
25'-0
"5'-
0"
22'-0
"
10'-8"
22'-0
"
2'-8"
3'-4"
16'-0
"
5'-0"
5'-0"
2'-6"
W8X
15HO
IST
BM.
S6.04
S6.04
3" TYPE N 22GA G60GALV METAL ROOFDECK
VERIFY T/STEELW/ ELEVATORSUPPLIER
T/CMUSEE ARCH
10'-0
"10
'-0"
10'-0"
T/CMUSEE ARCH
1'-3"11'-4"
9'-4"
5'-8"
H-4
H-3
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-3
H-3
H-3
H-3
H-3
H-3
H-3
H-3
H-1
H-3
H-2
H-1
H-1
H-1
H-4
H-1
H-1
H-3
H-3
H-3
H-3
H-3
H-3
H-3
H-3
H-3
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
H-1
W14
X 22
W14 X 22
L-1
L-1
L-1
L-1
H-3
H-3
H-1
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-3
H-3
H-3
H-4
H-4
H-1
H-1
H-1
H-1
H-1
H-2
H-1
H-4
H-4
H-4
H-1
H-4
H-1
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
H-4
S6.04
S6.04
S4.01
S6.04
S6.04
S6.04
S4.01
S6.04
S6.05
S6.04
S6.04
S6.04
S6.04
S6.04
S6.04
S6.04
S6.04S6.04 S6.04
S6.04S6.04
1-1/2
" TYP
E B
22GA
. G60
GALV
. MET
AL R
OOF
DECK
1-1/2
" TYP
E B
22GA
. G60
GALV
. MET
AL R
OOF
DECK
1-1/2
" TYP
E B
22GA
. G60
GALV
. MET
AL R
OOF
DECK
1-1/2
" TYP
E B
22GA
. G60
GALV
. MET
AL R
OOF
DECK
1-1/2
" TYP
E B
22GA
. G60
GALV
. MET
AL R
OOF
DECK
1-1/2
" TYP
E B
22GA
. G60
GALV
. MET
AL R
OOF
DECK
1-1/2
" TYP
E B
22GA
. G60
GALV
. MET
AL R
OOF
DECK
1-1/2
" TYP
E B
22GA
. G60
GALV
. MET
AL R
OOF
DECK
1-1/2
" TYP
E B
22GA
. G60
GALV
. MET
AL R
OOF
DECK
1-1/2
" TYP
E B
22GA
. G60
GALV
. MET
AL R
OOF
DECK
1-1/2
" TYP
E B
22GA
. G60
GALV
. MET
AL R
OOF
DECK
1-1/2
" TYP
E B
22GA
. G60
GALV
. MET
AL R
OOF
DECK
1-1/2
" TYP
E B
22GA
. G60
GALV
. MET
AL R
OOF
DECK
1-1/2
" TYP
E B
22GA
. G60
GALV
. MET
AL R
OOF
DECK
1-1/2
" TYP
E B
22GA
. G60
GALV
. MET
AL R
OOF
DECK
1-1/2
" TYP
E B
22GA
. G60
GALV
. MET
AL R
OOF
DECK
1-1/2
" TYP
E B
22GA
. G60
GALV
. MET
AL R
OOF
DECK
1-1/2
" TYP
E B
22GA
. G60
GALV
. MET
AL R
OOF
DECK
S6.01S6.01
S6.01S6.01
S6.01S6.01
S6.01S6.01
S6.01S6.01
S6.01S6.01
S6.01S6.01
S6.01S6.01
8 X 2.
5 Z-1
6GA.
PUR
LINS
AT 5'
-0" O
.C. U
.N.O
.
8 X 2.
5 Z-1
6GA.
PUR
LINS
AT 5'
-0" O
.C. U
.N.O
.
8 X 2.
5 Z-1
6GA.
PUR
LINS
AT 5'
-0" O
.C. U
.N.O
.
8 X 2.
5 Z-1
6GA.
PUR
LINS
AT 5'
-0" O
.C. U
.N.O
.
8 X 2.
5 Z-1
6GA.
PUR
LINS
AT 5'
-0" O
.C. U
.N.O
.
15.2'
15.2'15.2'
15.2'
15.2'
15.2'
EXTEND HSS COL.TO TOP OF PARAPET
S6.04
S6.04
S6.04
S6.04
S6.04
S6.04
S6.04
S6.04
S6.04
S6.04
CU-1-2
CU-2-2
CU-3-1
CU-1-1
CU-2-4
CU-3-5
CU-1-4
CU-1-3
CU-1-6
CU-2-3
CU-3-2
CU-3-3
CU-3-4CU-1-5
CU-2-5
CU-3-6
CU-2-1
172#
172#
172#
172#
172#
172#
172#
172#
172#
172#
172#172#
172#
172#
172#
172#
172#
DBL PURLIN
DBL PURLIN
DBL PURLIN
DBL PURLIN
DBL PURLIN
DBL PURLIN
DBL PURLIN
DBL PURLIN
DBL PURLIN
DBL PURLIN
DBL PURLIN
DBL PURLIN
DBL PURLIN
DBL PURLIN
DBL PURLIN
DBL PURLIN
SEE 5&6/S6.05 FORCURB DETAIL
SEE 5&6/S6.05 FORCURB DETAIL
SEE 5&6/S6.05 FORCURB DETAIL
SEE 5&6/S6.05 FORCURB DETAIL
T/ROOF DECK= 34'-1 1/2"AT HIGH POINT
SLOP
ESE
E AR
CHSL
OPE
SEE
ARCH
SLOP
ESE
E AR
CHSL
OPE
SEE
ARCH
SLOP
ESE
E AR
CHSL
OPE
SEE
ARCH
ROOF DECK ATTACHMENT - ZONE 1
ZEE PURLIN SEE PLAN
ROOF DECK SEE PLAN
#10 SIDE LAP FASTENER AT 12" O.C.#12 X 1-1/4" STRONG DRIVE XLLARGE-HEAD METAL SCREWS(36/7 FASTENER LAYOUT)
ROOF DECK ATTACHMENT - ZONE 2
#10 SIDE LAP FASTENER AT 6" O.C.#12 X 1-1/4" STRONG DRIVE XLLARGE-HEAD METAL SCREWS(36/7 FASTENER LAYOUT)
ROOF DECK ATTACHMENT - ZONE 3
#10 SIDE LAP FASTENER AT 6" O.C.(2)#12 X 1-1/4" STRONG DRIVE XLLARGE-HEAD METAL SCREWS(36/7 FASTENER LAYOUT)
N.T.S. N.T.S. N.T.S.
ZEE PURLIN SEE PLAN
ROOF DECK SEE PLAN
ZEE PURLIN SEE PLAN
ROOF DECK SEE PLAN
ROOF FRAMING PLANSCALE: 3/32" = 1'-0"
ROOF FRAMING NOTES:
1.) SEE ARCH FOR DIMENSIONS NOT SHOWN.
3.) SEE ARCH AND MECH FOR SLOPES AND RECESSES.
2.) SEE ARCH AND MECH FOR ALL SLEEVES, PIPES, INSERTS AND EMBEDDED ITEMS.
10.13.20
S4.01ROOF
FRAMING PLAN
REDHGH
4.) H-# DENOTES HEADER, SEE SCHEDULE THIS SHEET.
VERIFY ALL TOP OF DECK AND TOP OF PARAPET ELEVATIONS W/ ARCHPRIOR TO FABRICATION AND CONSTRUCTION. REPORTDISCREPANCIES PRIOR TO FABRICATION AND CONSTRUCTION
HEADER SIZE
ROOF FRAMING PLAN
MARK POST EACH END OF HEADER
H-1 (2) 600S250-54 (2) 400S250-54
METAL HEADER SCHEDULE
HEADER TO POST CONNECTION
(3) #12 TEK SCREWS EACH SIDE(6 TOTAL)
H-2 (2) 600S250-54 (3) #12 TEK SCREWS EACH SIDE(6 TOTAL)
H-3 (2) 800S250-54 (4) #12 TEK SCREWS EACH SIDE(8 TOTAL)
H-4 (3) #12 TEK SCREWS EACH SIDE(6 TOTAL)
(2) 600S250-54
(2) 400S250-54
(2) 400S250-54
(2) 400S250-54
NOTES: 1). SEE SHEET S7.01 FOR HEADER DETAILS. 2). POSTS FOR HEADERS EXTEND TO MAT FOUNDATION CONCEALED WITHIN WALLS OR ARE SUPPORTED BY BEAM MEMBER.
(BACK TO BACK)
(BACK TO BACK)
(BACK TO BACK)
(BACK TO BACK)
3). NUMBER OF STUDS FOR POST EACH END OF HEADER ARE FORONE HEADER ONLY. HEADERS SHARING SAME POST SUPPORTSHALL HAVE 2X NUMBER OF STUDS LISTED IN SCHEDULE FOR POST.
SEE S7.01 FOR ROOF UPLIFT STRAPPING ATBAY MID SPAN (TYP. ALL BAYS)
CHECKED:
PROJECT NO:DATE:
REVISIONS
NO DATE REMARKS
DRAWN:
SEAL:
SAFSTOR
DUPONT HIGHWAYNEW CASTLE, DE 19720
2020.0412
CO
PYRI
GHT
c
2020
DAV
ID B
OYC
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ESER
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CO
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& O
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REST
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ENTS
TO TH
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RIG
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SITE
OR
PURP
OSE
FO
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PREP
ARED
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ARE
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TED.
604 COURTLAND STREETSUITE 100
ORLANDO, FLORIDA 32804PH 407.645.5008FX 407.629.9124
HIGGENBOTHAM
Engineering, Inc.
Structural Engineers
HAROLD G. HIGGENBOTHAM
PROFESSIONAL ENGINEER
DELAWARE NO. 23639
CONC. WALL(SEE PLAN &SCHEDULE)
CONTROL JOINT DETAIL
CONSTRUCTION JOINT DETAIL
30" LAP
1 1/2"
3/4"
STOP ALTERNATE HORIZONTALREINF. AT CONTROL JOINTEXCEPT TOP AND BOTTOMBARS TO BE CONTINUOUS
CONCRETE WALL
CONCRETE WALL
CONC. WALL(SEE PLAN &SCHEDULE)
2X SHEAR KEY
HORIZ. REINF.
NOTE: CONSTRUCTION JOINT LOCATIONS ARE THE DISCRETION OF THE GENERAL CONTRACTOR. CONSTRUCTION JOINTS SHALL OCCUR AT CONTROL JOINT LOCATIONS.
NOTES: CONTROL JOINTS SPACED AT 25'-0" O.C. MAX.
S5.013/4" = 1'-0"
11
T.O. FOOTINGSEE PLAN SAW CUT CONTROL JOINTS
FILL SAW CUT W/JOINT FILLER
SAW CUT CONTROL JOINTTO BE 1/4 THE SLAB THICKNESS(SHALL BE WITHIN 12 HOURS)
SLAB
SEE
PLAN
SLAB CONSTRUCTION JOINT
SLAB
SEE
PLAN
SECOND POURFIRST POUR
WOOD BULKHEAD(REMOVE AFTERFIRST POUR) CONCRETE MAT (SEE PLAN)
METAL OR PLASTIC KEYFORMER NAILED TO BULKHEAD(REMOVE AFTER FIRST POUR)
TYP. PIPE UNDER FTG.
3" TYP.
FOOTING(SECOND POUR)
STEEL SLEEVE
D.I.P. PIPE
3000 PSI CONC.(FIRST POUR)
TYP. STEPPED FTG. TYP. DEPRESSED SLAB
3" TYP.
FTG. DEPTH
(SEE TYP. SECT.)
FTG. REINFORCING(SEE TYP. SECT.)
FTG.
DEP
TH
"H"
FTG.
DEP
TH
1'-6" LAP (TYP.)
3D T
DT
D = (SEE ARCH)T = (SEE PLAN)
METAL OR PLASTIC KEYFORMER NAILED TOBULKHEAD (REMOVEAFTER FIRST POUR)
CORNER BAR(S) DETAIL
TYPICAL BAR DETAILSINTERSECTION BAR(S) DETAIL
48 BAR DIA.
48 B
AR D
IA,
48 B
AR D
IA.
CORNER BARS MATCHSIZE AND QUANTITY OFLARGER BAR IN FOOTINGS,WALLS AND BEAMS
INTERSECTION BARSMATCH SIZE AND QUANTITYOF LARGER BAR IN FOOTINGS,WALLS AND BEAMS
TYP. MAT SLAB CORNER REINF.
NOTE: INSTALL BELOW UPPER LAYER
OF SLAB REINFORCING
3'-6"(2)#4(CTR ON CORNER)SEE NOTE ABOVE
2"6"
SEE PLAN FOR ADD'LSLAB REINF.
SLAB EDGE
(2)#4 X 6'-0"(CTR ON CORNER)SEE NOTE ABOVE
6"
6"
S5.013/4" = 1'-0"
8"
CONC. FOOTING,SEE PLAN AND SCHEDULE
3" CLR.
3"CLR.
STANDARDACI HOOK,TYP.
COMPACTED SUB-GRADE PERGEOTECHNICAL ENGINEER'SRECOMMENDATIONS
#4 X 20" AT 24" O.C. MAX.20"
1/2" ISOLATION JOINT
8" CONC. STEM WALLW/#5 AT 18" O.C. E.W.CENTERED IN WALL
S5.013/4" = 1'-0"
CONC. PEDESTAL
2" CLR.
1'-6"
1'-6"
8"
CONC. WALL
S5.013/4" = 1'-0"
CONC. PEDESTAL
2" CLR.
CONC. WALL
1'-6"
1'-6"
#5 X 36" AT 18" O.C.36"
8"
8"
CONC. WALL
8"
CONC. WALL
1 1/2"
1 1/2"
1 1/2" 1 1/2"
S5.011 1/2"=1'-0"
TOP 5" THREADED AND PROJECTED AND 12" MIN.EMBEDMENT
LC F1554 GRADE 36 ANCHOR BOLTS, TYP.
C COL. L
1-1/2
" MIN
. NON
SHRI
NK G
ROUT
STEEL COL. & BASEPLATE (SEE D/S5.01)
DOUBLE HEAVY HEX NUTSAND WASHER TACK WELDTO NUTS
3" CLR.
3"CLR.
CONCRETE FOOTING,SEE PLAN AND SCHEDULE
COMPACTED SUB-GRADE PERGEOTECHNICAL ENGINEER'SRECOMMENDATIONS
STANDARD ACIHOOK, TYP.
18"X18" CONC. PEDESTAL REINF. W/ (4)#6 VERT & #3 TIES AT 12" O.C.
3"
CONCRETE STEMWALL BEYOND
S5.01
11
LEVELING NUTS
S5.01
HSS COL.,SEE PLAN
DOUBLE HEAVY HEX NUTSAND WASHER TACK WELDTO NUTS
COMPACTED SUB-GRADE PERGEOTECHNICAL ENGINEER'SRECOMMENDATIONS
STANDARD ACIHOOK, TYP.
2"
3"
TOP 5" THREADED AND PROJECTED AND 16" MIN.EMBEDMENT
LC F1554 GRADE 36 ANCHOR BOLTS, TYP.
C COL. L
1-1/2
" MIN
. NON
SHRI
NK G
ROUT
STEEL COL. & BASEPLATE (SEE C/S5.01)
18"X18" CONC. PEDESTAL REINF. W/ (4)#6 VERT & #3 TIES AT 12" O.C.
S5.01S5.01
8"
1/2"
1/2"
1 1/2"
9"
1 1/2"
1 1/2" 4 1/2" 4 1/2" 1 1/2"
*
HSS COL.,SEE PLAN
CORNER BASE PLATE
S5.011 1/2"=1'-0"
SIDE BASE PLATE
1/2"
HSS COL.,SEE PLAN
9"
SIM.
SIDEWALK OR PAVEMENT,SEE CIVIL
BASE PLATESEE COLUMNSCHEDULE
NOTE: SEE ARCH. FOR REQUIREDINSULATION UNDERTHE SLAB ON GRADE ANDBEHIND STEM WALLS.
SIDEWALK OR PAVEMENT,SEE CIVIL
*
*
WELD SIZE MATCHES COLUMN WALL THICKNESS*
WELD SIZE MATCHES COLUMN WALL THICKNESS*
BASE PLATESEE COLUMNSCHEDULE
1 1/2"
9"
1 1/2"
1 1/2" 1 1/2"
B/FTGSEE PLAN
B/FTGSEE PLAN
B/FTGSEE PLAN
BACKFILL AGAINST WALLS SHALL BEPLACED EVENLY EACH SIDE UNLESSSHORING IS PROVIDED BY THECONTRACTOR. SHORING SHALL BE THESOLE RESPONSIBILITY OF THECONTRACTOR, TYP.
CONCRETE MAT (SEE PLAN)
CONCRETE MAT (SEE PLAN)
S5.013/4" = 1'-0"
CONCRETE FOOTING,SEE PLAN AND SCHEDULE
T/MATSEE PLAN
GRANULAR BASE PERGEOTECHNICAL REPORTVAPOR BARRIER, SEE PLAN
MAT FOUNDATION, SEE PLAN
CONT. BOTTOM TRACK, SEEPLAN AND LOAD BEARINGWALL SCHEDULE
29GA. PBU PANEL FULL HEIGHT(AT NON-SHEARWALLS)
EXTERIOR FINISH,SEE ARCH
6" METAL STUDS, SEE PLANAND LOAD BEARING WALLSCHEDULE
T/MATSEE PLAN
GRANULAR BASE PERGEOTECHNICAL REPORTVAPOR BARRIER, SEE PLAN
MAT FOUNDATION, SEE PLAN
11
LEVELING NUTS
8"
T/MATSEE PLAN
GRANULAR BASE PERGEOTECHNICAL REPORTVAPOR BARRIER, SEE PLAN
MAT FOUNDATION, SEE PLAN
TYPICAL ELEVATOR SUMP DETAIL
11
SEE PLANT/FTG
NOTE: SEE SECTION10/S5.01 FOR INFO. NOTREPEATED.
#5 AT 8" O.C.
#5 X AT 18"
18"
REINF. FOOTINGW/ #5 AT 8" O.C.E.W. TOP AND BOT.
#5 AT 8" O.C.CONT. TOP AND BOT.
8" O.C.
#4 X AT 8" O.C.
VERIFY SUMP SIZE ANDLOCATION W/ ELEV.MANUFACTURER
1'-4'
1'-0"
CONC. WALL SEE PLANAND SCHEDULE
S5.01NTS
STANDARD ACI HOOK, TYP.
3" CLR.
3"CLR.
TYPICAL CMU WALL DETAILS
PARTIAL PLAN
CMU WALL COLUMNCONCRETE
PROVIDE PREFAB. "L"JOINT REINFORCINGAT ALL CORNERS
PARTIAL PLAN
CONCRETE
N.T.S.
PROVIDE DOVETAILANCHOR
PARTIAL PLAN
COLUMN
JOINT REINFORCING ATALL INTERSECTIONS
PROVIDE PREFAB. "T"
(MASONRY LAID BEFORE COLUMN)(MASONRY LAID AFTER COLUMN)
REINF. GROUTEDCELLS
EXTEND HORIZ. JOINTREINF. 6" INTO CONC.COLUMN.
REINF. GROUTED CELL
CMU WALL
TYPICAL HIGH LIFT CMU GROUTING
STOP LIFT 1 1/2" BELOW TOPOF UNIT TO CREATE SHEAR KEY.
MAXIMUM LIFT = 4'-0"
GROUT TO CONFORM TO ASTM C476.MAX. SIZE AGGREGATE = 3/8".SLUMP = 8" TO 10". DO NOT USESAME MIX AS FOR TIE BEAMS.
LAY UP NEXT 4'-0" OF WALLAFTER LOWER SECTION IS POURED.
SEE PLANT/FTG
DOWELS MATCHWALL VERT. REINF.PROVIDE 48 BAR DIA.LAP SPLICE
CMU WALL SEEPLAN NOTES
STANDARD ACIHOOK
STOP POUR 1 1/2" BELOW TOPOF UNIT IF POUR IS STOPPED FORMORE THAN ONE HOUR.
NOTE : FILL ALL BLOCK CELLSWITH 3000 P.S.I. GROUT BELOWGRADE
MAXIMUM HEIGHT OF POUR IS 24'-0" MAX.HEIGHT OF LIFT IS 5'-0". WAIT 3 TO 5 MIN. ANDCONSOLIDATE WITH FLEXIBLE CABLE VIBRATOR.POUR SUCCEEDING LIFTS AFTER WAITING 15 TO60 MIN. RECONSOLIDATE EACH LIFT BYVIBRATING SEVERAL INCHES INTO THEPRECEEDING LIFT. CONSOLIDATION OF A LIFTAND PRECEEDING LIFT MAY BE PERFORMED ATTHE SAME TIME.
GROUT TO CONFORM TO ASTM C476. MAX. SIZEAGGREGATE = 3/8". SLUMP = 8" TO 10". DO NOT USESAME MIX AS FOR TIE BEAMS.
PROVIDE 4 1/2"X4 1/2" MIN. CLEAN OUT AND INSPECTIONHOLE.
SEE PLANT/FTG
DOWELS MATCHWALL VERT. REINF.PROVIDE 48 BAR DIA.LAP SPLICE
CMU WALL SEEPLAN NOTES
STANDARD ACIHOOK
NOTE : FILL ALL BLOCK CELLSWITH 3000 P.S.I. GROUT BELOWGRADE
NOTE: DO NOT GROUT UNTIL MORTAR HASSET SUFFICIENTLY TO WITHSTAND THEPRESSURE FROM THE GROUT. WAIT NOTLESS THAN 24 HOURS.TYPICAL LOW LIFT
CMU GROUTINGNOTE: THE CONTRACTOR MAY ELECT TO PLACE GROUT IN 8'-0" LIFTS PROVIDING THAT THE SLUMP OF THE GROUT ISBETWEEN 10" AND 11" WHILE THE MINIMUM COMPRESSIVE STRENGTH OF THE GROUT IS MAINTAINED AT 2500 PSI ANDTHERE ARE NO INTERMEDIATE REINFORCED BOND BEAMS PLACED BETWEEN THE TOP AND BOTTOM OF THE POUR.INSPECTION HOLES SHALL BE AT 4'-0" O.C. CONTRACTOR SHALL BRACE WALL AS REQUIRED DURING GROUTINGPROCEDURES.
CONTROL JOINT SPACING IS NOT TO EXCEED 25'-0" O.C. IN WALLS WITH MORETHAN 25'-0" OF UNITERUPTED MASONRY. REFER TO DWGS. FOR SPECIFIEDLOCATIONS AS NOTED THUS .
1.- SAW CUT BOND BEAMS, TIE BEAMS 1" DEEP TO CONTINUE WALL
CMU WALL CONTROL JOINT DETAIL
3.- CONTINUE ALL BOND BEAMS, TIE BEAMS REINF. THROUGH THE JOINT.
CONTROL JOINT TO TOP OF WALL.
2.-
PLAN VIEW
NOTES :
DISCONTINUE HORIZ
CAULK EA. SIDE
PREMOLDED RUBBER INSERT
RAKE JOINT &
REINF. AT JOINT
NOTE:
VERTICAL REINFORCING BARIN GROUTED CELL EACH SIDEOF JOINT. REINFORCING TOMATCH TYP. WALL REINFORCEMENT
1'-4"
X
CONC. SLAB ON GRADE,SEE PLAN
THICKENED EDGEW/ (2)#5 CONT.
PRE-ENGINEERED METALSTAIRS AND ATTACHMENTTO CONC. THICKENED EDGEBY SUPPLIER
SEE PLANT/SLAB
PER
ELEV
. MAN
UFR.
#4 X AT
ELEVATOR PIT SECTION
4'-0"
(MIN
.)
1'-0"
2 #5 TOP & BOTT.EA. SIDE & EA. SEE ARCH'L. DWGS.
FOR SHAFT SIZE1'-0"
ELEVATORS ONLY
EQUAL
FOR HYDRAULIC2'-0"X2'-0"
1'-0"
11
8"
EQUAL
TO V
ERIF
Y DE
PTH
OF P
IT)
(ELE
VATO
R MA
NUFA
CTUR
ER
ANGLE PER ELEVATOR
ATTACHED W/ 3/4"Ø
AT DOOR
S5.01NTS
MANUFACTURER'S RECOMMENDATIONS
"J" BOLTS AT 2'-0"
12" CONC. WALLREINF. W/ #4 AT12" E.W.E.F. TYP.
DOWELS MATCHWALL VERT.PROVIDE 48 BARDIA. LAP SPLICE
12" O.C. TOP6"
24"
1'-0"1'-0"CORNER
1'-4'
CMU WALL SEE PLANAND SCHEDULE
DOWELS MATCH WALL VERT.PROVIDE 48 BAR DIA. LAPSPLICE. EMBED IN ELEV.WALL 48 BAR DIA.
1/2" ISOLATION JOINT
MAT FOUNDATION SEE PLAN
REINF. FOOTINGW/ #5 AT 8" O.C.E.W. TOP AND BOT. 3"
CLR
2" CLRTYP.
2" CLRTYP.
CONT. VOLCLAY RXWATERSTOP ORAPPROVED EQUAL
NOTE: COORDINATE WITHELEVATOR MANUFACTURERALL REQ'D HARDWARE TOBE PLACED INTO CONCRETEPRIOR TO CONSTRUCTION
SEE PLANT/SLAB
SEE PLANT/FTG
S5.013/4" = 1'-0"
3" CLR.
TYP.
1'-0"
NOTE: DO NOT GROUT UNTIL MORTAR HASSET SUFFICIENTLY TO WITHSTAND THEPRESSURE FROM THE GROUT. WAIT NOTLESS THAN 24 HOURS.
S5.013/4" = 1'-0"
8"
CONC. FOOTING,SEE PLAN AND SCHEDULE
3" CLR.
3"CLR.
STANDARDACI HOOK,TYP.
COMPACTED SUB-GRADE PERGEOTECHNICAL ENGINEER'SRECOMMENDATIONS
#4 X 20" AT 24" O.C. MAX.20"
1/2" ISOLATION JOINT
8" CONC. STEM WALLW/#5 AT 18" O.C. E.W.CENTERED IN WALL
SIDEWALK OR PAVEMENT,SEE CIVIL
B/FTGSEE PLAN
T/MATSEE PLAN
GRANULAR BASE PERGEOTECHNICAL REPORTVAPOR BARRIER, SEE PLAN
MAT FOUNDATION, SEE PLAN
WINDOW OR DOOR SEE ARCH
S5.013/4" = 1'-0"
8"
CONC. FOOTING,SEE PLAN AND SCHEDULE
3" CLR.
3"CLR.
STANDARDACI HOOK,TYP.
COMPACTED SUB-GRADE PERGEOTECHNICAL ENGINEER'SRECOMMENDATIONS
1/2" ISOLATION JOINT
8" CONC. STEM WALLW/#5 AT 16" O.C. E.W.CENTERED IN WALL
SIDEWALK OR PAVEMENT,SEE CIVIL
B/FTGSEE PLAN
GRANULAR BASE PERGEOTECHNICAL REPORTVAPOR BARRIER, SEE PLAN
CONC. SLAB ON GRADE,SEE PLAN NOTES
1/2" ISOLATION JOINT, TYP.
T/SLABSEE PLAN
GRANULAR BASE PERGEOTECHNICAL REPORTVAPOR BARRIER, SEE PLAN
8" CMU WALL SEEPLAN AND SCHEDULE
CMU WALL DOWELS MATCH SIZE ANDSPACING OF CMU WALL VERT. PROVIDE48 BAR DIA. LAP SPICE AND HOOK PERACI
S5.013/4" = 1'-0"
8"
CONC. FOOTING,SEE PLAN AND SCHEDULE
3" CLR.
3"CLR.
STANDARDACI HOOK,TYP.
COMPACTED SUB-GRADE PERGEOTECHNICAL ENGINEER'SRECOMMENDATIONS
#4 X 20" AT 24" O.C. MAX.20"
1/2" ISOLATION JOINT
8" CONC. STEM WALLW/#5 AT 16" O.C. E.W.CENTERED IN WALLB/FTG
SEE PLAN
T/MATSEE PLAN
GRANULAR BASE PERGEOTECHNICAL REPORTVAPOR BARRIER, SEE PLAN
MAT FOUNDATION, SEE PLAN
8" CMU WALL SEEPLAN AND SCHEDULE
CMU WALL DOWELS MATCH SIZE ANDSPACING OF CMU WALL VERT. PROVIDE48 BAR DIA. LAP SPICE AND HOOK PERACI
VAPOR BARRIER, SEE PLAN
CONC. SLAB ON GRADE,SEE PLAN NOTES
S5.013/4" = 1'-0"
8"
CONC. FOOTING,SEE PLAN AND SCHEDULE
3" CLR.
3"CLR.
STANDARDACI HOOK,TYP.
COMPACTED SUB-GRADE PERGEOTECHNICAL ENGINEER'SRECOMMENDATIONS
#4 X 20" AT 24" O.C. MAX.20"
1/2" ISOLATION JOINT
8" CONC. STEM WALLW/#5 AT 16" O.C. E.W.CENTERED IN WALLB/FTG
SEE PLAN
T/MATSEE PLAN
GRANULAR BASE PERGEOTECHNICAL REPORTVAPOR BARRIER, SEE PLAN
MAT FOUNDATION, SEE PLAN
8" CMU WALL BEYOND
VAPOR BARRIER, SEE PLAN
CONC. SLAB ON GRADE,SEE PLAN NOTES
S5.013/4" = 1'-0"
8"CONC. FOOTING,SEE PLAN AND SCHEDULE
3" CLR.
3"CLR.
STANDARDACI HOOK,TYP.
COMPACTED SUB-GRADE PERGEOTECHNICAL ENGINEER'SRECOMMENDATIONS
1/2" ISOLATION JOINT
8" CONC. STEM WALLW/#5 AT 16" O.C. E.W.CENTERED IN WALL
SIDEWALK OR PAVEMENT,SEE CIVIL
B/FTGSEE PLAN
GRANULAR BASE PERGEOTECHNICAL REPORTVAPOR BARRIER, SEE PLAN
X
CONC. SLAB ON GRADE,SEE PLAN NOTES
T/SLABSEE PLAN
#4 X 20" AT 24" O.C. MAX.20"
8" CMU WALL BEYOND
STANDARD ACI HOOK
10.13.20
S5.01STRUCTURAL SECTIONS
AND DETAILS
REDHGHCHECKED:
PROJECT NO:DATE:
REVISIONS
NO DATE REMARKS
DRAWN:
SEAL:
SAFSTOR
DUPONT HIGHWAYNEW CASTLE, DE 19720
2020.0412
CO
PYRI
GHT
c
2020
DAV
ID B
OYC
E R
ESER
VES
CO
PYRI
GHT
& O
THER
RIG
HTS
REST
RIC
TING
THES
E DO
CUM
ENTS
TO TH
E O
RIG
INAL
SITE
OR
PURP
OSE
FO
R W
HIC
H TH
EY W
ERE
PREP
ARED
. REP
RODU
CTIO
NS, C
HANG
ES O
R AS
SIGNM
ENTS
ARE
PRO
HIBI
TED.
604 COURTLAND STREETSUITE 100
ORLANDO, FLORIDA 32804PH 407.645.5008FX 407.629.9124
HIGGENBOTHAM
Engineering, Inc.
Structural Engineers
HAROLD G. HIGGENBOTHAM
PROFESSIONAL ENGINEER
DELAWARE NO. 23639
S5.023/4"=1'-0"
C.M.U. WALL, (RUNNING BOND)SEE PLAN AND SCHEDULE
8"X8" C.M.U. BONDBEAM W/ (1) #5 CONT.,GROUT SOLID. PROVIDE
#5 X CORNERBAR AT ALL CORNERS
6'-0"
MAX.
DOWELS SHALL MATCHWALL VERT. REINF.PROVIDE 48 BAR DIALAP SPLICE, TYP.
3" CLR.
3"CLR.
CONCRETE FOOTING,SEE PLAN ANDSCHEDULE
CONC. SLAB ON GRADE,SEE PLAN FINISH GRADE OR PAV'T,
SEE CIVIL
PREPARED SUBGRADE PERGEOTECHNICAL ENGINEER'SRECOMMENDATIONS
STANDARD ACI HOOK,TYP.
1/2" ISOLATION JOINT
T/PAV'T.SEE CIVIL
3" CLR.
3"CLR.
MONOLITHIC CONCRETEFOOTING, REINF. W/(2) #5 TOP AND BOTTOM
CONC. SLAB ON GRADE,SEE PLAN
12
1/2" ISOLATION JOINT
PAVEMENT,SEE CIVIL
1'-0"
3'-6"
30"30"
1/2" ISOLATION JOINT
T/PAV'T.SEE CIVIL
T/SLABSEE CIVIL
T/SLABSEE CIVIL
#4 X AT 12" O.C.8"36"
PREPARED SUBGRADE PERGEOTECHNICAL ENGINEER'SRECOMMENDATIONS
SEE ARCH. FOR CMU FINISH
STANDARD ACI HOOK
S5.023/4"=1'-0"
REINFORCINGMARK
FOOTING SCHEDULE
SIZE
(3) #5 CONT. BOTTOM2'-6" X 12" X CONT.F25.12
MASONRY WALL SCHEDULE
MW-1
MARK REINFORCEMENT
#5 AT 24" O.C.8" C.M.U.
THICKNESS
LATERAL REINFORCING @ 16" O.C. HORIZ. EXTEND REINFORCING1. WALL SEGMENTS SHALL BE REINFORCED WITH 9 GA. HOT DIPPED GALVANIZED
6" INTO POURED ELEMENTS AND AROUND ENCASED STEEL.
W/ (1) #5 FULL HEIGHT.2. AT ENDS OF WALLS, PRVOVIDE 8" X 8" FULLY GROUTED C.M.U. PIER
MASONRY WALL NOTES:
3. ALL MASONRY REINFORCED CELLS SHALL BE FILLED WITH 3000 PSI GROUT MIX.
NOTES:
3.) SEE ARCH AND MECH FOR ALL SLEEVES, PIPES, INSERTS AND EMBEDDED ITEMS.2.) F-# DENOTES CONCRETE FOOTING, SEE SCHEDULE ON THIS SHEET.
1.) MW-# DENOTES 8" C.M.U. WALL, SEE SCHEDULE ON THIS SHEET FOR REINF.
4.) SEE ARCH FOR DIMENSIONS NOT SHOWN.
5.) CONCRETE SLAB ON GRADE SHALL BE 6" THICK REINF. W/ #4 AT 12" O.C. MAX., MID-DEPTH, ON6" CRUSHED LIMESTONE BASE ON COMPACTED SELECT FILL PER GEOTECHNICAL ENGINEER'SRECOMMENDATIONS.
NOTE: SEE ARCH./CIVIL FOR DUMPSTERENCLOSURE LOCATION
#5 TRANSV. AT 18" O.C. BOTT.
S5.021/4"=1'-0"
MW-1
MW-1
6.) C.J. DENOTES SLAB ON GRADE SAWCUT CONTROL JOINT SEE DETAIL ON S5.01.
14'-0
"
10'-8"
C.J.
CONC. SLAB ONGRADE PER NOTE 5
S5.02
S5.02
S5.02
MW-1
S5.02
T.E
F25.12
F25.1
2
F25.12
10.13.20
S5.02STRUCTURAL SECTIONS
AND DETAILS
REDHGHCHECKED:
PROJECT NO:DATE:
REVISIONS
NO DATE REMARKS
DRAWN:
SEAL:
SAFSTOR
DUPONT HIGHWAYNEW CASTLE, DE 19720
2020.0412
CO
PYRI
GHT
c
2020
DAV
ID B
OYC
E R
ESER
VES
CO
PYRI
GHT
& O
THER
RIG
HTS
REST
RIC
TING
THES
E DO
CUM
ENTS
TO TH
E O
RIG
INAL
SITE
OR
PURP
OSE
FO
R W
HIC
H TH
EY W
ERE
PREP
ARED
. REP
RODU
CTIO
NS, C
HANG
ES O
R AS
SIGNM
ENTS
ARE
PRO
HIBI
TED.
604 COURTLAND STREETSUITE 100
ORLANDO, FLORIDA 32804PH 407.645.5008FX 407.629.9124
HIGGENBOTHAM
Engineering, Inc.
Structural Engineers
HAROLD G. HIGGENBOTHAM
PROFESSIONAL ENGINEER
DELAWARE NO. 23639
T/MATSEE PLAN
EL.= 8'-0"A.F.F.
X X X X
EL.= 8'-0"A.F.F.
X X X X
EL.= 8'-0"A.F.F.
B/DECKSEE PLAN
T/ 2ND SLABSEE PLAN
T/ 3RD SLABSEE PLAN
GRANULAR BASE PERGEOTECHNICAL REPORT
VAPOR BARRIER, SEE PLAN
MAT FOUNDATION, SEE PLAN
1/2"Ø X 2" EMBED HILTI KWIKBOLT 3 W/ WASHERS ORAPPROVED EQUAL AT 30" O.C.
#12 TEK SCREW AT 36" O.C.AT EA. SIDE-LAP
MBCI HW-3130 1/2" SUBGIRTMID-HEIGHT W/(2) #12 TEKSCREWS EA. STUD
29GA. PBU PARTITIONPANEL, FY-80 KSI
#12 TEK SCREW AT 36/4FASTENER SPACING TOSTUDS, TYP.
1/2"Ø X 2" EMBED HILTI KWIKBOLT 3 W/ WASHERS ORAPPROVED EQUAL AT 30" O.C.
#12 TEK SCREW AT 36" O.C.AT EA. SIDE-LAP
29GA. PBU PARTITIONPANEL, FY-80 KSI
#12 TEK SCREW AT 36/4FASTENER SPACING TOSTUDS, TYP.
MBCI HW-3130 1/2" SUBGIRTMID-HEIGHT W/(2) #12 TEKSCREWS EA. STUD
1/2"Ø X 2" EMBED HILTI KWIKBOLT 3 W/ WASHERS ORAPPROVED EQUAL AT 30" O.C.
#12 TEK SCREW AT 36" O.C.AT EA. SIDE-LAP
29GA. PBU PARTITIONPANEL, FY-80 KSI
#12 TEK SCREW AT 36/4FASTENER SPACING TOSTUDS, TYP.
MBCI HW-3130 1/2" SUBGIRTMID-HEIGHT W/(2) #12 TEKSCREWS EA. STUD
ZEE ROOF PURLIN,SEE PLAN
S6.011/2" = 1'-0"
T/MATSEE PLAN
EL.= 8'-0"A.F.F.
X X X X
EL.= 8'-0"A.F.F.
X X X X
EL.= 8'-0"A.F.F.
T/ 2ND SLABSEE PLAN
T/ 3RD SLABSEE PLAN
GRANULAR BASE PERGEOTECHNICAL REPORT
VAPOR BARRIER, SEE PLAN
MAT FOUNDATION, SEE PLAN
1/2"Ø X 2" EMBED HILTI KWIKBOLT 3 W/ WASHERS ORAPPROVED EQUAL AT 30" O.C.
#12 TEK SCREW AT 12" O.C.AT EA. SIDE-LAP
MBCI HW-3130 1/2" SUBGIRTMID-HEIGHT W/(2) #12 TEKSCREWS EA. STUD
26 GA. PBU PARTITION PANEL,FY-80 KSI
#12 TEK SCREW AT 36/6FASTENER SPACING TOSTUDS, TYP.
1/2"Ø X 2" EMBED HILTI KWIKBOLT 3 W/ WASHERS ORAPPROVED EQUAL AT 30" O.C.
MBCI HW-3130 1/2" SUBGIRTMID-HEIGHT W/(2) #12 TEKSCREWS EA. STUD
1/2"Ø X 2" EMBED HILTI KWIKBOLT 3 W/ WASHERS ORAPPROVED EQUAL AT 30" O.C.
#12 TEK SCREW AT 12" O.C.AT EA. SIDE-LAP
26 GA. PBU PARTITIONPANEL, FY-80 KSI
#12 TEK SCREW AT 36/6FASTENER SPACING TOSTUDS, TYP.
MBCI HW-3130 1/2" SUBGIRTMID-HEIGHT W/(2) #12 TEKSCREWS EA. STUD
S6.011/2" = 1'-0"
L 3x2x14GA. X CONT. (LLV) W/#12 TEK SCREWS AT 6" O.C.INTO PANEL
L 3x2x14GA. X CONT. (LLV) W/#12 TEK SCREWS AT 6" O.C.INTO PANEL
STRAP BRACING, SEE 3/S6.01
TYP. LOAD BEARING INTERIOR WALL TYP. INTERIOR SHEAR WALL ELEVATION
S6.011/2" = 1'-0"
T/MATSEE PLAN
GRANULAR BASE PERGEOTECHNICAL REPORT
VAPOR BARRIER, SEE PLAN
MAT FOUNDATION, SEE PLAN
X X X X X X X X X X X X X
EL.= 8'-0"A.F.F.
EL.= 8'-0"A.F.F.
EL.= 8'-0"A.F.F.
B/DECKSEE PLAN
T/ 2ND SLABSEE PLAN
T/ 3RD SLABSEE PLANX X X X X X X X X X X X X
STRAP BRACING, SEE 3/S6.01
#12 TEK SCREW AT 12" O.C.AT EA. SIDE-LAP
26 GA. PBU PARTITIONPANEL, FY-80 KSI
#12 TEK SCREW AT 36/6FASTENER SPACING TOSTUDS, TYP.
L 3x2x14GA. X CONT. (LLV) W/#12 TEK SCREWS AT 6" O.C.INTO PANEL
STRAP BRACING, SEE 3/S6.01
3" X 14GA. STRAPS, TYP.
3" X 14GA. STRAPS, TYP.
L 3x2x14GA. X CONT. (LLV) W/#12 TEK SCREWS AT 6" O.C.INTO PANEL
L 3x2x14GA. X CONT. (LLV) W/#12 TEK SCREWS AT 6" O.C.INTO PANEL
EL.= 8'-0"A.F.F.
3" X 14GA. STRAPS, TYP.
L 3x2x14GA. X CONT. (LLV) W/#12 TEK SCREWS AT 6" O.C.INTO PANEL
(5)#12 SCREWS CONNECTING DIAGONALTO L OR ZEE
TYP.
TYP.
TYP.
TYP.
TYP.
(5)#12 SCREWS CONNECTING DIAGONALTO L OR ZEE
(5)#12 SCREWS CONNECTING DIAGONALTO L OR ZEE
STRUCTURAL SHEATHING PANEL,SEE 2/S6.01
END FASTENERS CONNECTEDTO 2 STUDS, SEE 2/S6.01
FIELD FASTENERS, SEE 2/S6.01
DECK SCREWS, SEE ROOF FRAMINGPLAN FOR SIZE AND SPACING
DISCONTINUOUS SHEAR WALL
S6.011/2" = 1'-0"
T/MATSEE PLAN
GRANULAR BASE PERGEOTECHNICAL REPORT
VAPOR BARRIER, SEE PLAN
MAT FOUNDATION, SEE PLAN
X X X X X X X X X X X X X
EL.= 8'-0"A.F.F.
EL.= 8'-0"A.F.F.
B/DECKSEE PLAN
T/ 2ND SLABSEE PLAN
T/ 3RD SLABSEE PLANX X X X X X X X X X X X X
3" X 14GA. STRAPS, TYP.
L 3x2x14GA. X CONT. (LLV) W/#12 TEK SCREWS AT 6" O.C.INTO PANEL
EL.= 8'-0"A.F.F.
3" X 14GA. STRAPS, TYP.
L 3x2x14GA. X CONT. (LLV) W/#12 TEK SCREWS AT 6" O.C.INTO PANEL
(5)#12 SCREWS CONNECTING DIAGONALTO L OR ZEE
TYP.
TYP.
TYP.
TYP.
TYP.
(5)#12 SCREWS CONNECTING DIAGONALTO L OR ZEE
(5)#12 SCREWS CONNECTING DIAGONALTO L OR ZEE
STRUCTURAL SHEATHING PANEL,SEE 2/S6.01
END FASTENERS CONNECTEDTO 2 STUDS, SEE 2/S6.01
FIELD FASTENERS, SEE 2/S6.01
DECK SCREWS, SEE ROOF FRAMINGPLAN FOR SIZE AND SPACING
S6.02
S6.02
S6.02
S6.02
S6.02
S6.02
S6.02
S6.02
S6.02
S6.02
L 4x4x14GA. X CONT. W/ (2)#12 TEK SCREWS AT 12" O.C.TO FLOOR DECK AND (1) #12TEK SCREW AT 6" O.C. TOTOP TRACK
L 4x4x14GA. X CONT. W/ (2)#12 TEK SCREWS AT 12"O.C. TO FLOOR DECK AND(1) #12 TEK SCREW AT 6"O.C. TO TOP TRACK
L 4x4x14GA. X CONT. W/ (2) #12 TEK SCREWSAT 12" O.C. TO FLOOR DECK AND (1) #12 TEKSCREW AT 6" O.C. TO TOP TRACK
L 4x4x14GA. X CONT. W/ (2) #12 TEK SCREWSAT 12" O.C. TO FLOOR DECK AND (1) #12 TEKSCREW AT 6" O.C. TO TOP TRACK
L 4x4x14GA. X CONT. W/ (2) #12 TEK SCREWSAT 12" O.C. TO FLOOR DECK AND (1) #12 TEKSCREW AT 6" O.C. TO TOP TRACK
L 4x4x14GA. X CONT. W/ (2) #12 TEK SCREWSAT 12" O.C. TO FLOOR DECK AND (1) #12 TEKSCREW AT 6" O.C. TO TOP TRACK
CONT. BOTTOM TRACK, SEE PLANAND LOAD BEARING WALLSCHEDULE. CONNECT TRACK TOEA. STUD W/ (1) #12 TEK SCREWEA. SIDE.
CONT. BOTTOM TRACK, SEE PLANAND LOAD BEARING WALLSCHEDULE. CONNECT TRACK TOEA. STUD W/ (1) #12 TEK SCREWEA. SIDE.
CONT. BOTTOM TRACK, SEE PLANAND LOAD BEARING WALLSCHEDULE. CONNECT TRACK TOEA. STUD W/ (1) #12 TEK SCREWEA. SIDE.
CONT. BOTTOM TRACK, SEE PLANAND LOAD BEARING WALLSCHEDULE. CONNECT TRACK TOEA. STUD W/ (1) #12 TEK SCREWEA. SIDE.
CONT. BOTTOM TRACK, SEE PLANAND LOAD BEARING WALLSCHEDULE. CONNECT TRACK TOEA. STUD W/ (1) #12 TEK SCREWEA. SIDE.
CONT. BOTTOM TRACK, SEE PLANAND LOAD BEARING WALLSCHEDULE. CONNECT TRACK TOEA. STUD W/ (1) #12 TEK SCREWEA. SIDE.
CONT. TOP TRACK, SEE PLAN ANDLOAD BEARING WALL SCHEDULE.CONNECT TRACK TO EA. STUDW/ (1) #12 TEK SCREW EA. SIDE.CONNECT METAL DECK TO TOP OFTRACK W/ (2) #12 SCREWS AT12" O.C. PROVIDE #12 TEK SCREWSIDELAP FASTENERS 24" O.C.
CONT. TOP TRACK, SEE PLAN ANDLOAD BEARING WALL SCHEDULE.CONNECT TRACK TO EA. STUDW/ (1) #12 TEK SCREW EA. SIDE.CONNECT METAL DECK TO TOP OFTRACK W/ (2) #12 SCREWS AT12" O.C. PROVIDE #12 TEK SCREWSIDELAP FASTENERS 24" O.C.
CONT. TOP TRACK, SEE PLAN ANDLOAD BEARING WALL SCHEDULE.CONNECT TRACK TO EA. STUDW/ (1) #12 TEK SCREW EA. SIDE.CONNECT METAL DECK TO TOP OFTRACK W/ (2) #12 SCREWS AT12" O.C. PROVIDE #12 TEK SCREWSIDELAP FASTENERS 24" O.C.
CONT. TOP TRACK, SEE PLAN ANDLOAD BEARING WALL SCHEDULE.CONNECT TRACK TO EA. STUDW/ (1) #12 TEK SCREW EA. SIDE.CONNECT METAL DECK TO TOP OFTRACK W/ (2) #12 SCREWS AT12" O.C. PROVIDE #12 TEK SCREWSIDELAP FASTENERS 24" O.C.
B/DECKSEE PLAN
S6.02
TYP. INTERIOR TRANSVERSE SHEAR WALL
L 4x4x14GA. X CONT. W/ (2)#12 TEK SCREWS AT 12" O.C.TO FLOOR DECK AND (1) #12TEK SCREW AT 6" O.C. TOTOP TRACK
L 4x4x14GA. X CONT. W/ (2)#12 TEK SCREWS AT 12" O.C.TO FLOOR DECK AND (1) #12TEK SCREW AT 6" O.C. TOTOP TRACK
T/MATSEE PLAN
EL.= 8'-0"A.F.F.
X X X X
EL.= 8'-0"A.F.F.
X X X X
EL.= 8'-0"A.F.F.
B/DECKSEE PLAN
T/ 2ND SLABSEE PLAN
T/ 3RD SLABSEE PLAN
GRANULAR BASE PERGEOTECHNICAL REPORT
VAPOR BARRIER, SEE PLAN
MAT FOUNDATION, SEE PLAN
1/2"Ø X 2" EMBED HILTI KWIKBOLT 3 W/ WASHERS ORAPPROVED EQUAL AT 30" O.C.
#12 TEK SCREW AT 12" O.C.AT EA. SIDE-LAP
MBCI HW-3130 1/2" SUBGIRTMID-HEIGHT W/(2) #12 TEKSCREWS EA. STUD
26 GA. PBU PARTITION PANEL,FY-80 KSI
#12 TEK SCREW AT 36/6FASTENER SPACING TOSTUDS, TYP.
1/2"Ø X 2" EMBED HILTI KWIKBOLT 3 W/ WASHERS ORAPPROVED EQUAL AT 30" O.C.
MBCI HW-3130 1/2" SUBGIRTMID-HEIGHT W/(2) #12 TEKSCREWS EA. STUD
1/2"Ø X 2" EMBED HILTI KWIKBOLT 3 W/ WASHERS ORAPPROVED EQUAL AT 30" O.C.
#12 TEK SCREW AT 12" O.C.AT EA. SIDE-LAP
26 GA. PBU PARTITIONPANEL, FY-80 KSI
#12 TEK SCREW AT 36/6FASTENER SPACING TOSTUDS, TYP.
MBCI HW-3130 1/2" SUBGIRTMID-HEIGHT W/(2) #12 TEKSCREWS EA. STUD
S6.011/2" = 1'-0"
L 3x2x14GA. X CONT. (LLV) W/#12 TEK SCREWS AT 6" O.C.INTO PANEL
L 3x2x14GA. X CONT. (LLV) W/#12 TEK SCREWS AT 6" O.C.INTO PANEL
STRAP BRACING, SEE 3/S6.01
STRAP BRACING, SEE 3/S6.01
#12 TEK SCREW AT 12" O.C.AT EA. SIDE-LAP
26 GA. PBU PARTITIONPANEL, FY-80 KSI
#12 TEK SCREW AT 36/6FASTENER SPACING TOSTUDS, TYP.
L 3x2x14GA. X CONT. (LLV) W/#12 TEK SCREWS AT 6" O.C.INTO PANEL
STRAP BRACING, SEE 3/S6.01
CONT. BOTTOM TRACK, SEE PLANAND LOAD BEARING WALLSCHEDULE. CONNECT TRACK TOEA. STUD W/ (1) #12 TEK SCREWEA. SIDE.
CONT. BOTTOM TRACK, SEE PLANAND LOAD BEARING WALLSCHEDULE. CONNECT TRACK TOEA. STUD W/ (1) #12 TEK SCREWEA. SIDE.
CONT. BOTTOM TRACK, SEE PLANAND LOAD BEARING WALLSCHEDULE. CONNECT TRACK TOEA. STUD W/ (1) #12 TEK SCREWEA. SIDE.
CONT. TOP TRACK, SEE PLAN AND LOAD BEARINGWALL SCHEDULE. CONNECT TRACK TO EA. STUDW/ (1) #12 TEK SCREW EA. SIDE. CONNECT METALDECK TO TOP OF TRACK AND L4X4 W/ (2) #12 SCREWS AT12" O.C. PROVIDE #12 TEK SCREW SIDELAPFASTENERS 24" O.C.
B/DECKSEE PLAN
S6.02
TYP. INTERIOR LONGITUDINAL SHEAR WALL
L 4x4x14GA. X CONT.W/ (1) #12 TEK SCREW AT6" O.C. TO TOP TRACK
L 4x4x14GA. X CONT.W/ (1) #12 TEK SCREW AT6" O.C. TO TOP TRACK
CONT. TOP TRACK, SEE PLAN AND LOAD BEARINGWALL SCHEDULE. CONNECT TRACK TO EA. STUDW/ (1) #12 TEK SCREW EA. SIDE. CONNECT METALDECK TO TOP OF TRACK AND L4X4 W/ (2) #12 SCREWS AT12" O.C. PROVIDE #12 TEK SCREW SIDELAPFASTENERS 24" O.C.
L 4x4x14GA. X CONT. W/(3) #12 TEK SCREWS TO EA.PURLIN AND (3) #12 TEKSCREWS TO EACH STUD S6.02
L 4x4x14GA. X CONT. W/#12 TEK SCREWS AT 6" O.C.TO ROOF DECK AND (3) #12TEK SCREW TO EACH STUD S6.02
S6.02 S6.02
CONT. 400T300-54 TOP TRACK. CONNECT TRACK TO EA. STUDW/ (1) #12 TEK SCREW EA. SIDE. CONNECT METALDECK TO TOP OF TRACK W/ (2) #12 SCREWS AT 6" O.C.
SEE ARCH. FOR WHICH SIDE PBUPANEL TO BE INSTALLED
SEE ARCH. FOR WHICH SIDE PBUPANEL TO BE INSTALLED
SEE ARCH. FOR WHICH SIDE PBUPANEL TO BE INSTALLED
10.13.20
S6.01STRUCTURAL SECTIONS
AND DETAILS
REDHGHCHECKED:
PROJECT NO:DATE:
REVISIONS
NO DATE REMARKS
DRAWN:
SEAL:
SAFSTOR
DUPONT HIGHWAYNEW CASTLE, DE 19720
2020.0412
CO
PYRI
GHT
c
2020
DAV
ID B
OYC
E R
ESER
VES
CO
PYRI
GHT
& O
THER
RIG
HTS
REST
RIC
TING
THES
E DO
CUM
ENTS
TO TH
E O
RIG
INAL
SITE
OR
PURP
OSE
FO
R W
HIC
H TH
EY W
ERE
PREP
ARED
. REP
RODU
CTIO
NS, C
HANG
ES O
R AS
SIGNM
ENTS
ARE
PRO
HIBI
TED.
604 COURTLAND STREETSUITE 100
ORLANDO, FLORIDA 32804PH 407.645.5008FX 407.629.9124
HIGGENBOTHAM
Engineering, Inc.
Structural Engineers
HAROLD G. HIGGENBOTHAM
PROFESSIONAL ENGINEER
DELAWARE NO. 23639
OFFSET SHEAR WALL ELEVATION
S6.021/2" = 1'-0"
T/MATSEE PLAN
GRANULAR BASE PERGEOTECHNICAL REPORT
VAPOR BARRIER, SEE PLAN
MAT FOUNDATION, SEE PLAN
X X X X X X X X X X X X X
EL.= 8'-0"A.F.F.
EL.= 8'-0"A.F.F.
EL.= 8'-0"A.F.F.
B/DECKSEE PLAN
T/ 2ND SLABSEE PLAN
T/ 3RD SLABSEE PLANX X X X X X X X X X X X X
3" X 14GA. STRAPS, TYP.
3" X 14GA. STRAPS, TYP.
L 3x2x14GA. X CONT. (LLV) W/#12 TEK SCREWS AT 6" O.C.INTO PANEL
L 3x2x14GA. X CONT. (LLV) W/#12 TEK SCREWS AT 6" O.C.INTO PANEL
EL.= 8'-0"A.F.F.
3" X 14GA. STRAPS, TYP.
L 3x2x14GA. X CONT. (LLV) W/#12 TEK SCREWS AT 6" O.C.INTO PANEL
(5)#12 SCREWS CONNECTING DIAGONALTO L OR ZEE
TYP.
TYP.
TYP.
TYP.
(5)#12 SCREWS CONNECTING DIAGONALTO L OR ZEE
(5)#12 SCREWS CONNECTING DIAGONALTO L OR ZEE
STRUCTURAL SHEATHING PANEL,SEE 2/S6.01
END FASTENERS CONNECTEDTO 2 STUDS, SEE 2/S6.01
FIELD FASTENERS, SEE 2/S6.01
DECK SCREWS, SEE ROOF FRAMINGPLAN FOR SIZE AND SPACING
S6.02
S6.02
S6.02
S6.02
S6.02
L 4x4x14GA. X CONT. W/ (2) #12 TEK SCREWSAT 12" O.C. TO FLOOR DECK AND (1) #12 TEKSCREW AT 6" O.C. TO TOP TRACK
L 4x4x14GA. X CONT. W/ (2) #12 TEK SCREWSAT 12" O.C. TO FLOOR DECK AND (1) #12 TEKSCREW AT 6" O.C. TO TOP TRACK
SIM.
TYP.
S6.02
S6.02
SEE ARCH. FOR WHICH SIDE PBUPANEL TO BE INSTALLED
S6.021" = 1'-0"
T/MATSEE PLAN
MAT FOUNDATION, SEE PLAN
GRANULAR BASE PERGEOTECHNICAL REPORT
VAPOR BARRIER, SEE PLAN
5/8"Ø X 4" EMBED SIMPSON TITEN HD ANCHOR
SIMPSON HTT5 HOLDOWN
HOLDOWN FASTENERS PER SIMPSON
BACK-TO-BACK END STUDS, SEE BUILT-UPSTUD DETAILS
BACK -TO-BACK STUDS
S6.021" = 1'-0"
X X X X X X X X
T/SLABSEE PLAN
BACK -TO-BACK STUDS
BACK -TO-BACK STUDS
CONCRETE TOPPING ONMETAL DECK, SEE PLAN
UPPER TRACK
SIMPSON HTT5 HOLDOWN
SIMPSON HTT5 HOLDOWN
S6.021" = 1'-0"
1'-2"
9"
14 GA. GUSSET PLATE
(6) #12 SCREWS CONNECTINGGUSSET PLATE TO ANGLE
(3) #12 SCREWS CONNECTINGGUSSET PLATE TO STUD
(5) #12 SCREWS CONNECTINGGUSSET PLATE TO DIAGONAL
NOTE: PBU PANEL NOT SHOWN FOR CLARITY
S6.021" = 1'-0" S6.021" = 1'-0"
SHEAR WALL STUD STRAP BRACING,SEE ELEVATION
(5) #12 SCREWS IN STRAP
2'-0"
1'-0"
S6.02
PURLIN, SEE PLAN
(8) #12 SCREWS, TYP.
SPLICE LOCATIONS ATCONTRACTORS OPTION
(5)#12 SCREWS AT LAP SPLICE
STUD, SEE PLAN AND LOADBEARING WALL SCHEDULE
PARTITION PANEL,SEE SECTIONS
STUDS, SEE PLAN
NOTE: ROOF DECK NOT SHOWN FOR CLARITY
PURLIN, SEE PLAN
#12 SCREWS
S6.021" = 1'-0"
TYP. ROOF PURLIN CONNECTION PARALLEL TO WALL
S6.021" = 1'-0"
S6.021" = 1'-0"
TYP. ROOF PURLIN CONNECTION PERPENDICULAR TO WALL
2'-0"
1'-0"
S6.02
PURLIN, SEE PLAN
SPLICE LOCATIONS ATCONTRACTORS OPTION
(5)#12 SCREWS AT LAP SPLICE
(8)#12 SCREWS, TYP.
METAL STUD, SEE PLAN ANDLOAD BEARING WALL SCHEDULE
PARTITION PANEL,SEE SECTIONS
STUDS, SEE PLAN
NOTE: ROOF DECK NOT SHOWN FOR CLARITY
PURLIN, SEE PLAN
#12 SCREWS
S6.021" = 1'-0"
2'-0"
1'-0"
S6.02
PURLIN, SEE PLAN
(16) #12 SCREWS, SEE SCHEDULE
SPLICE LOCATIONS ATCONTRACTORS OPTION
(5)#12 SCREWS AT LAP SPLICE
NOTE: ROOF DECK NOT SHOWN FOR CLARITY
S6.021" = 1'-0"
TYP. ROOF PURLIN CONNECTION TO POST
S6.021" = 1'-0"
BACK-TO-BACK POST,SEE PLAN ANDSCHEDULE
PURLIN, SEE PLAN
#12 SCREWS
BACK-TO-BACK POST,SEE PLAN
STRAP BRACING, SEE 3/S6.01STRAP BRACING, SEE 3/S6.01
L 4x4x14GA. X CONT. W/ #12TEK SCREWS AT 6" O.C. TOROOF DECK AND #12 TEKSCREW AT 6" O.C. TO TOPTRACK
B/DECKSEE PLAN
S6.02
S6.021" = 1'-0"
L 4x4x14GA. X CONT. W/(3) #12 TEK SCREWS TOEA. PURLIN AND(3) #12 TEK SCREWSTO EACH STUD
ZEE PURLIN,SEE PLAN
STRAP BRACING,SEE ELEVATION
(5) #12 SCREWS IN STRAP
L 4x4x14GA. X CONT. W/(3) #12 TEK SCREWS TOEA. PURLIN AND(3) #12 TEK SCREWSTO EACH STUD
B/DECKSEE PLAN
S6.02
S6.021" = 1'-0"
METAL ROOF DECKCONNECTORS SEEPLAN
CONT. 400T300-54 TOP TRACK.CONNECT TRACK TO EA. STUDW/ (1) #12 TEK SCREW EA. SIDE.CONNECT METAL DECK TO TOPOF TRACK W/ (2) #12 SCREWSAT 6" O.C.
METAL ROOF DECKCONNECTORS SEEPLAN
#12 SCREWS SEE S8/S6.02
TRACK BEHIND
L 4x4x14GA. X CONT. W/ #12TEK SCREWS AT 6" O.C. TOROOF DECK AND #12 TEKSCREW AT 6" O.C. TO TOPTRACK
10.13.20
S6.02STRUCTURAL SECTIONS
AND DETAILS
REDHGHCHECKED:
PROJECT NO:DATE:
REVISIONS
NO DATE REMARKS
DRAWN:
SEAL:
SAFSTOR
DUPONT HIGHWAYNEW CASTLE, DE 19720
2020.0412
CO
PYRI
GHT
c
2020
DAV
ID B
OYC
E R
ESER
VES
CO
PYRI
GHT
& O
THER
RIG
HTS
REST
RIC
TING
THES
E DO
CUM
ENTS
TO TH
E O
RIG
INAL
SITE
OR
PURP
OSE
FO
R W
HIC
H TH
EY W
ERE
PREP
ARED
. REP
RODU
CTIO
NS, C
HANG
ES O
R AS
SIGNM
ENTS
ARE
PRO
HIBI
TED.
604 COURTLAND STREETSUITE 100
ORLANDO, FLORIDA 32804PH 407.645.5008FX 407.629.9124
HIGGENBOTHAM
Engineering, Inc.
Structural Engineers
HAROLD G. HIGGENBOTHAM
PROFESSIONAL ENGINEER
DELAWARE NO. 23639
X X X X X X
T/SLABSEE PLAN
S6.031" = 1'-0"
5" 7"
2"
S6.031" = 1'-0"
(2)#5 BAR CONT.
CONCRETE TOPPING ONMETAL DECK, SEE PLAN
4"X4"X14GA. POURSTOP ANGLE
SHEATHING, SEE ARCH
TOP AND BOTTOM CONT.TRACKS W/(1)#12 TEK SCREWSEA. SIDE EA. STUD, SEE LOADBEARING WALL SCHEDULE
6" METAL STUD, SEE PLANAND LOAD BEARING WALLSCHEDULE
(2)#12 TEK SCREWS AT 12" O.C.
29GA. PBU PANELS CONT. FULL HEIGHT
1/2" X 2" EMBED HILTI KWIK BOLT 3W/ WASHERS OR APPROVED EQUALAT 24" O.C.
X X X X X X
T/SLABSEE PLAN
S6.031" = 1'-0"
(2)#5 BAR CONT.
CONCRETE TOPPING ONMETAL DECK, SEE PLAN
4"X4"X14GA. POURSTOP ANGLE
TOP AND BOTTOM CONT.TRACKS W/(1)#12 TEK SCREWSEA. SIDE EA. STUD, SEE LOADBEARING WALL SCHEDULE
6" METAL STUD, SEE PLANAND LOAD BEARING WALLSCHEDULE
(2)#12 TEK SCREWS AT EA. RIB
29GA. PBU PANELS CONT. FULL HEIGHT
1/2" X 2" EMBED HILTI KWIK BOLT 3W/ WASHERS OR APPROVED EQUALAT 24" O.C.
X X X X X X
T/SLABSEE PLAN
S6.031" = 1'-0"
(2)#5 BAR CONT.
CONCRETE TOPPING ONMETAL DECK, SEE PLAN
4"X4"X14GA. POURSTOP ANGLE
TOP AND BOTTOM CONT.TRACKS W/(1)#12 TEK SCREWSEA. SIDE EA. STUD, SEE LOADBEARING WALL SCHEDULE
6" METAL STUD, SEE PLANAND LOAD BEARING WALLSCHEDULE
(2)#12 TEK SCREWS AT 12" O.C.
29GA. PBU PANELS CONT. FULL HEIGHT
1/2" X 2" EMBED HILTI KWIK BOLT 3W/ WASHERS OR APPROVED EQUALAT 24" O.C.
SEE ARCH
S6.03
DOOR OPENING, SEE ARCH
16GA. CONT. TRACK W/(1) #12 TEKSCREW EA. SIDE EA. STUD
S6.031" = 1'-0"
DOUBLE 6" METAL STUD, SEE PLANAND LOAD BEARING WALLSCHEDULE
3"X3"X6"X14GA. CLIP W/(4)#12 TEK SCREWS EA. LEG
STRIP TRACK WEB AND CONNECTFLANGES TO DOUBLE STUDSW/(2)#12 TEK SCREWS EA. SIDE
S6.031" = 1'-0"
2"MIN.
L3x3x3/8 X CONT. W/5/8"Ø X 5" EMBED EPOXYANCHORS AT 24" O.C.IN GROUTED CELLS
(2)#12 SCREWS AT EA. RIB
T/SLABSEE PLAN
S6.031" = 1'-0"
2"MIN.
T/SLABSEE PLAN
3'-0"
X X X X X X
CONCRETE TOPPING ONMETAL DECK, SEE PLAN
CONCRETE TOPPING ONMETAL DECK, SEE PLAN
DOUBLE K.O. BLOCK W/(2)#5 CONT. TOP ANDBOTTOM, GROUT SOLID
C.M.U. WALL. SEEPLAN & SCHED.
L3x3x3/8 X CONT. W/5/8"Ø X 5" EMBED EPOXYANCHORS AT 24" O.C.IN GROUTED CELLS
#12 SCREWS AT 6" O.C.
DOUBLE K.O. BLOCK W/(2)#5 CONT. TOP ANDBOTTOM, GROUT SOLID
C.M.U. WALL. SEEPLAN & SCHED.
L-1 U-SHAPED PRECAST CONCRETELINTEL
(1) #5 CONT.
VERT. REINF. SEE FOUNDATIONPLAN NOTES.
(1) #5 CONT.
2-1/2
"
1'-4"
GROU
T SO
LID
NOTES:
1. 8" PRECAST LINTELS BY CASTCRETE CORPORATIONOR APPROVED EQUAL.
2. SHORE PRECAST LINTEL PER MANUFACTURERRECOMMENDATIONS.
3. SEE THE ARCHITECTURAL DRAWINGS FOR SIZE ANDLOCATION OF ALL OPENINGS.
4. PROVIDE 8" MINIMUM BEARING EACH END.
(8F16-1B/2T)
8" PRECAST LINTEL SCHEDULE
X X X X X X
T/SLABSEE PLAN
(2)#5 BAR CONT.
CONCRETE TOPPING ONMETAL DECK, SEE PLAN
4"X4"X14GA. POURSTOP ANGLE
6" METAL STUD, SEE PLANAND LOAD BEARING WALLSCHEDULE
(2) 0.145 PAF AT 12" O.C.
29GA. PBU PANELS CONT. FULL HEIGHT
1/2" X 2" EMBED HILTI KWIK BOLT 3W/ WASHERS OR APPROVED EQUALAT 24" O.C.
X X X X X X
T/SLABSEE PLAN
(2)#5 BAR CONT.
CONCRETE TOPPING ONMETAL DECK, SEE PLAN
4"X4"X14GA. POURSTOP ANGLE
6" METAL STUD, SEE PLANAND LOAD BEARING WALLSCHEDULE
(2) 0.145 PAF AT 12" O.C.
29GA. PBU PANELS CONT. FULL HEIGHT
1/2" X 2" EMBED HILTI KWIK BOLT 3W/ WASHERS OR APPROVED EQUALAT 24" O.C.
S6.031" = 1'-0" S6.031" = 1'-0"
SEE ARCH
X X X X X X
T/SLABSEE PLAN
(2)#5 BAR CONT.
CONCRETE TOPPING ONMETAL DECK, SEE PLAN
4"X4"X14GA. POURSTOP ANGLE
(2) 0.145 PAF AT 12" O.C.
S6.031" = 1'-0"
STOREFRONT SEE ARCH.
SEE ARCH
16GA. CONT. TRACK W/(1) #12 TEKSCREW EA. SIDE EA. STUD
16GA. CONT. TRACKSTOP AND BOTTOM
#12 TEK SCREWS AT 12" O.C.
DBL 1200S250-68METAL HEADER
S6.031" = 1'-0"
TOP CONT. 3" DEEP LEG14 GA. TRACK W/(1)#12 TEKSCREWS EA. SIDE EA. STUD IN2" LONG VERT. SLOTS W/ STEPBUSHINGS.
TOP CONT. 3" DEEP LEG14 GA. TRACK W/(1)#12 TEKSCREWS EA. SIDE EA. STUD IN2" LONG VERT. SLOTS W/ STEPBUSHINGS.
S6.031" = 1'-0"
X X X X X X
T/SLABSEE PLAN
CONCRETE TOPPING ONMETAL DECK, SEE PLAN
W-SHAPE SEE PLAN
S6.031" = 1'-0"
STOREFRONT, SEE ARCH
(2) 0.145 PAF AT 12" O.C.
16GA. CONT. TRACK W/(1) #12 TEKSCREW EA. SIDE EA. STUD
16GA. CONT. TRACKSTOP AND BOTTOM
#12 TEK SCREWS AT 12" O.C.
DBL 1200S250-68METAL HEADER
STOREFRONT, SEE ARCH
SHEATHING, SEE ARCH SHEATHING, SEE ARCH
SHEATHING, SEE ARCH SHEATHING, SEE ARCH
STOREFRONT, SEE ARCH
PRE-ENGINEERED CANOPYSEE ARCH. CONNECT TO BEAMPER SUPPLIER'S DRAWINGS
11
1/2" X 2" EMBED HILTI KWIK BOLT 3OR APPROVED EQUALL3X3X1/4X4"
L2X2X1/4 AT 4'-0" O.C.
CEILING SEE ARCH.
1/4 TYP.
1/4" STIFFENER PLATEAT DIAGONAL BRACELOCATIONS
X X X X X X
T/SLABSEE PLAN
(2)#5 BAR CONT.
CONCRETE TOPPING ONMETAL DECK, SEE PLAN
4"X4"X14GA. POURSTOP ANGLE
(2) 0.145 PAF AT 12" O.C.
STOREFRONT SEE ARCH.
STOREFRONT, SEE ARCH
PRE-ENGINEERED CANOPYSEE ARCH. CONNECT TO BEAMPER SUPPLIER'S DRAWINGS
11
1/2" X 2" EMBED HILTI KWIK BOLT 3OR APPROVED EQUALL3X3X1/4X4"
L2X2X1/4 AT 4'-0" O.C.
CEILING SEE ARCH.
1/4 TYP.
1/4" STIFFENER PLATEAT DIAGONAL BRACELOCATIONS
METAL HEADERSEE PLAN
L4X4X1/4X10" W/ (2) 5/8"Ø X 5" EMBEDEPOXY ANCHORS IN GROUTEDCELLS AND (12)#12 TEK SCREWSEA. SIDE (4 TOTAL EPOXY ANCHORSAND 24 TOTAL SCREWS)
DOUBLE K.O. BLOCK W/(2)#5 CONT. TOP ANDBOTTOM, GROUT SOLID
C.M.U. WALL. SEEPLAN & SCHED.
L3x3x1/4 X CONT. W/5/8"Ø X 4" EMBED EPOXYANCHORS AT 32" O.C.IN GROUTED CELLS
4"
T/SLABSEE PLAN X X X X
CONCRETE TOPPING ONMETAL DECK, SEE PLAN
X X X X X X
T/SLABSEE PLAN
(2)#5 BAR CONT.
CONCRETE TOPPING ONMETAL DECK, SEE PLAN
4"X4"X14GA. POURSTOP ANGLE
(2) 0.145 PAF AT 12" O.C.
S6.031" = 1'-0"
STOREFRONT SEE ARCH.
STOREFRONT, SEE ARCH
S6.031" = 1'-0"
X X X X X X
T/SLABSEE PLAN
(2)#5 BAR CONT.
CONCRETE TOPPING ONMETAL DECK, SEE PLAN
4"X4"X14GA. POURSTOP ANGLE
(2) 0.145 PAF AT 12" O.C.
STOREFRONT SEE ARCH.
STOREFRONT, SEE ARCH
NOTE: DOUBLE K.O. BLOCK BOND BEAMSW/ (2) #5 TOP AND BOTTOM GROUTEDSOLID ARE LOCATED AT EACH FLOORLEVEL AND AT EACH INTERMEDIATESTAIR LANDING.
NOTE: DOUBLE K.O. BLOCK BOND BEAMSW/ (2) #5 TOP AND BOTTOM GROUTEDSOLID ARE LOCATED AT EACH FLOORLEVEL AND AT EACH INTERMEDIATESTAIR LANDING.
(AT NON-SHEAR WALLS) (AT NON-SHEAR WALLS)
(AT NON-SHEAR WALLS) (AT NON-SHEAR WALLS)
W-SHAPE SEE PLAN W-SHAPE SEE PLAN
W-SHAPE SEE PLAN
W-SHAPE SEE PLAN
W-SHAPE SEE PLAN W-SHAPE SEE PLAN
BOTTOM CONT. TRACKW/(1)#12 TEK SCREWS EA. SIDEEA. STUD, SEE LOAD BEARINGWALL SCHEDULE
BOTTOM CONT. TRACKW/(1)#12 TEK SCREWS EA. SIDEEA. STUD, SEE LOAD BEARINGWALL SCHEDULE
S6.031" = 1'-0"
X X X X X X
T/SLABSEE PLAN
CONCRETE TOPPING ONMETAL DECK, SEE PLAN
W-SHAPE SEE PLAN
(2) 0.145 PAF AT 12" O.C.
1/2" X 2" EMBED HILTI KWIK BOLT 3W/ WASHERS OR APPROVED EQUALAT 24" O.C.
BOTTOM CONT. TRACKW/(1)#12 TEK SCREWS EA. SIDEEA. STUD, SEE LOAD BEARINGWALL SCHEDULE PBU PANELS
METAL STUD, SEE PLANAND LOAD BEARING WALLSCHEDULE
X X X X X X X
T/SLABSEE PLAN
CONCRETE TOPPING ONMETAL DECK, SEE PLAN
S6.031" = 1'-0"
METAL HEADER,SEE PLAN 1/4 3 SIDES
(2) 0.145 PAF AT 12" O.C.METAL HEADER,SEE PLAN
L6X6X5/16 X 10" LONG EA.SIDE OF HEADER W/ (15) 1/4"ØSCREWS WITH NUTS ANDWASHERS
10.13.20
S6.03STRUCTURAL SECTIONS
AND DETAILS
REDHGHCHECKED:
PROJECT NO:DATE:
REVISIONS
NO DATE REMARKS
DRAWN:
SEAL:
SAFSTOR
DUPONT HIGHWAYNEW CASTLE, DE 19720
2020.0412
CO
PYRI
GHT
c
2020
DAV
ID B
OYC
E R
ESER
VES
CO
PYRI
GHT
& O
THER
RIG
HTS
REST
RIC
TING
THES
E DO
CUM
ENTS
TO TH
E O
RIG
INAL
SITE
OR
PURP
OSE
FO
R W
HIC
H TH
EY W
ERE
PREP
ARED
. REP
RODU
CTIO
NS, C
HANG
ES O
R AS
SIGNM
ENTS
ARE
PRO
HIBI
TED.
604 COURTLAND STREETSUITE 100
ORLANDO, FLORIDA 32804PH 407.645.5008FX 407.629.9124
HIGGENBOTHAM
Engineering, Inc.
Structural Engineers
HAROLD G. HIGGENBOTHAM
PROFESSIONAL ENGINEER
DELAWARE NO. 23639
(2)#12 SCREWS AT EA. RIB
T/ROOF DECKSEE PLAN
T/PARAPETSEE PLAN
S6.041" = 1'-0"
PBU WALL PANEL
600S250-54 CONT.LEDGER ATTACH TO EA.STUD W/(4)#12 TEKSCREWS
METAL ROOF DECK, SEE PLAN
600T250-54 CONT. TRACKATTACH TO EA. STUDW/(1)#12 TEK SCREW EA.SIDE EA. STUD
SHEATHING, SEE ARCH
SIMPSON S/H2.5 TOP ANDBOTTOM OF LEDGERCONNECTED TO EA. STUD
METAL STUDS, SEE PLAN
3"x3"x16GA. X CONT. CONNECT TO EA.STUD W/(2)#12 TEK SCREWS AND TODECK W/(2)#12 TEK SCREWS AT 12" O.C.
T/PARAPETSEE PLAN
S6.041" = 1'-0"
PBU WALL PANEL
METAL ROOF DECK, SEE PLAN
600T250-54 CONT. TRACKATTACH TO EA. STUDW/(1)#12 TEK SCREW EA.SIDE EA. STUD
SHEATHING, SEE ARCH
METAL STUDS, SEE PLAN
ZEE PURLIN, SEE PLAN
S6.041" = 1'-0"
2"MIN.
S6.041" = 1'-0"
ZEE PURLIN, SEE PLAN
METAL ROOF DECK,SEE PLAN
L4X4X1/4X8" W/ (2) 5/8"Ø X 5" EMBEDEPOXY ANCHORS IN GROUTEDCELLS AND (6)#12 TEK SCREWSEA. PURLIN
S6.041" = 1'-0"
T/ROOF DECKSEE PLAN
S6.041" = 1'-0" S6.041" = 1'-0"
S6.041" = 1'-0"
METAL ROOF DECK,SEE PLAN
S6.041" = 1'-0" S6.041" = 1'-0"
L3x3x3/8 X CONT. W/5/8"Ø X 4" EMBED EPOXYANCHORS AT 24" O.C.IN GROUTED CELLS
(2)#12 SCREWS AT EA. RIB
DOUBLE K.O. BLOCK W/(2)#5 CONT. TOP ANDBOTTOM, GROUT SOLID
C.M.U. WALL. SEEPLAN & SCHED.
DOUBLE K.O. BLOCK W/(2)#5 CONT. TOP ANDBOTTOM, GROUT SOLID
C.M.U. WALL. SEEPLAN & SCHED.
ZEE PURLIN, SEE PLAN
METAL ROOF DECK,SEE PLAN
L4X4X1/4X8" W/ (2) 5/8"Ø X 5" EMBEDEPOXY ANCHORS IN GROUTEDCELLS AND (6)#12 TEK SCREWSEA. PURLIN
DOUBLE K.O. BLOCK W/(2)#5 CONT. TOP ANDBOTTOM, GROUT SOLID
C.M.U. WALL. SEEPLAN & SCHED.
2"MIN.METAL ROOF DECK,
SEE PLAN
L3x3x3/8 X CONT. W/5/8"Ø X 4" EMBED EPOXYANCHORS AT 24" O.C.IN GROUTED CELLS
(2)#12 SCREWS AT EA. RIB
PRECAST LINTEL, SEE PLANAND SCHEDULE
SEE ARCH
2"MIN.
ZEE PURLIN, SEE PLAN
METAL ROOF DECK,SEE PLAN
L4X4X1/4X8" W/ (2) 5/8"Ø X 5" EMBEDEPOXY ANCHORS IN GROUTEDCELLS AND (6)#12 TEK SCREWSEA. PURLIN
METAL ROOF DECK,SEE PLAN
L3x3x3/8 X CONT. W/5/8"Ø X 4" EMBED EPOXYANCHORS AT 24" O.C.IN GROUTED CELLS
(2)#12 SCREWS AT EA. RIB
DOUBLE K.O. BLOCK W/(2)#5 CONT. TOP ANDBOTTOM, GROUT SOLID
C.M.U. WALL. SEEPLAN & SCHED.
DOUBLE K.O. BLOCK W/(2)#5 CONT. TOP ANDBOTTOM, GROUT SOLID
C.M.U. WALL. SEEPLAN & SCHED.
PRECAST LINTEL, SEE PLANAND SCHEDULE
SEE ARCH
2"MIN.METAL ROOF DECK,
SEE PLAN
L3x3x3/8 X CONT. W/5/8"Ø X 4" EMBED EPOXYANCHORS AT 24" O.C.IN GROUTED CELLS
(2)#12 SCREWS AT EA. RIB
PRECAST LINTEL, SEE PLANAND SCHEDULE
SEE ARCH
S6.041" = 1'-0"
ZEE PURLIN, SEE PLAN
L4X4X1/4X8" W/ (2) 5/8"Ø X 5" EMBEDEPOXY ANCHORS IN GROUTEDCELLS AND (6)#12 TEK SCREWSEA. PURLIN
DOUBLE K.O. BLOCK W/(2)#5 CONT. TOP ANDBOTTOM, GROUT SOLID
C.M.U. WALL. SEEPLAN & SCHED.
2"MIN. METAL ROOF DECK,
SEE PLAN
L3x3x3/8 X CONT. W/5/8"Ø X 4" EMBED EPOXYANCHORS AT 24" O.C.IN GROUTED CELLS
(2)#12 SCREWS AT EA. RIB
K.O. BLOCK W/ (1)#5 CONT.GROUT SOLID
T/PARAPETSEE PLAN
METAL ROOF DECK,SEE PLAN
C.M.U. WALL. SEEPLAN & SCHED.
T/PARAPETSEE PLAN
L3x3x1/4 X CONT. W/5/8"Ø X 4" EMBED EPOXYANCHORS AT 32" O.C.IN GROUTED CELLS
L3x3x1/4 X CONT. W/5/8"Ø X 4" EMBED EPOXYANCHORS AT 32" O.C.IN GROUTED CELLS L3x3x1/4 X CONT. W/
5/8"Ø X 4" EMBED EPOXYANCHORS AT 32" O.C.IN GROUTED CELLS
L3x3x1/4 X CONT. W/5/8"Ø X 4" EMBED EPOXYANCHORS AT 32" O.C.IN GROUTED CELLS
DOUBLE K.O. BLOCK W/(2)#5 CONT. TOP ANDBOTTOM, GROUT SOLID
ELEVATOR HOISTBEAM SEE PLAN
2" V
ERIF
Y W
/EL
EVAT
ORMA
NFR.
2" C
LR. V
ERIF
YW
/ ELE
V. S
UPPL
IER
HOIST BEAMSEE PLAN
C.M.U. WALLBEYOND
1/4
7X7X3/8" EMBEDPLATE W/(2) 3/4"ØX 5" LG. H.S. SEEDETAIL A
DOUBLE K.O. BLOCK W/(2)#5 CONT. TOP ANDBOTTOM, GROUT SOLID
S6.041" = 1'-0" S6.041" = 1'-0"
DOUBLE K.O. BLOCK W/(2)#5 CONT. TOP ANDBOTTOM, GROUT SOLID
C.M.U. WALL. SEEPLAN & SCHED.
L3x3x1/4 X CONT.
METAL ROOF DECK,SEE PLAN
7X7X3/8" EMBEDPLATE W/(2) 3/4"ØX 5" LG. H.S. AT32" O.C. SEEDETAIL A
1/4L3x3x1/4 X CONT.SEE 16/S6.04 FOREMBED PLATE
EQ. EQ.
1 1/2"
1 1/2"
S6.041" = 1'-0"
800T300-68 CONT.LEDGER ATTACH TO EA.STUD W/(5)#12 TEKSCREWS. (1) #12 TEKSCREW TOP AND BOTTOMEA. ZEE PURLIN
SIMPSON S/H2.5 TOP ANDBOTTOM OF LEDGERCONNECTED TO EA. STUD
METAL ROOF DECK,SEE PLAN
3"X3"X6"X14 GA. CLIPW/ (5) #12 TEK SCREWSEA. LEG
600S250-68 AT 24" O.C.W/ (4) #12 TEK SCREWSEA. STUD
SEE
ARCH
.
600S250-68 AT 24" O.C.W/ (4) #12 TEK SCREWSEA. STUD
SEE
ARCH
.
600S250-68 AT 24" O.C.W/ (4) 1/4"ØX1" EMBEDTAPCONS EA. STUD
SEE
ARCH
.
600T250-54 CONT. TRACKATTACH TO EA. STUDW/(1)#12 TEK SCREW EA.SIDE EA. STUD
600S250-68 AT 24" O.C.W/ (4) 1/4"ØX1" EMBEDTAPCONS EA. STUD
SEE
ARCH
.
600T250-54 CONT. TRACKATTACH TO EA. STUDW/(1)#12 TEK SCREW EA.SIDE EA. STUD
K.O. BLOCK W/ (1)#5 CONT.GROUT SOLID
SHEATHING, SEE ARCH SHEATHING, SEE ARCH
T/ROOF DECKSEE PLAN
T/ROOF DECKSEE PLAN
T/ROOF DECKSEE PLAN
T/ROOF DECKSEE PLAN
T/ROOF DECKSEE PLAN
T/ROOF DECKSEE PLAN
T/ROOF DECKSEE PLAN
T/ROOF DECKSEE PLAN
T/ROOF DECKSEE PLAN T/CMU
SEE PLANT/CMUSEE PLAN
METAL HEADERSEE PLAN
L4X4X1/4X10" W/ (2) 5/8"Ø X 5" EMBEDEPOXY ANCHORS IN GROUTEDCELLS AND (12)#12 TEK SCREWSEA. SIDE (4 TOTAL EPOXY ANCHORSAND 24 TOTAL SCREWS)
DOUBLE K.O. BLOCK W/(2)#5 CONT. TOP ANDBOTTOM, GROUT SOLID
C.M.U. WALL. SEEPLAN & SCHED.
L3x3x1/4 X CONT. W/5/8"Ø X 4" EMBED EPOXYANCHORS AT 32" O.C.IN GROUTED CELLS
4"
S6.041" = 1'-0"
METAL ROOF DECK,SEE PLAN
T/ROOF DECKSEE PLAN
S6.041" = 1'-0"
HEADER, SEE PLAN ANDSCHEDULE
ZEE PURLIN, SEE PLAN
METAL ROOF DECK,SEE PLAN
400S250-54 WEBSTIFFENER / HOLDDOWNW/ (6) #12 TEK SCREWSINTO ZEE PURLIN AND(6) #12 INTO HEADER
(2) #12 TEK SCREWSEA. ZEE PURLIN
W27
W24
8
7
24"
21"
PLATE IF REQ'DLENGTH OF
1" DIA. A325
SIZE & TYPEBOLT
W14
W18
W21
W16
W12
SIZEBEAM
12"4
5
6
4
15"
18"
12"
# OF BOLTS
3 10"
S7.02N.T.S.
TYP.1/4"
1/4"SEE TABLE BELOWFOR CONNECTIONS INFO.
W-BEAMSEE PLAN
3/8" X 6" PLATESEE TABLE BELOWFOR REQ'D LENGTHSEE TABLE BELOW
FOR CONNECTIONS INFO.
3/8" THRU PLATE, TYP.
3/8" X 6" PLATESEE TABLE BELOWFOR REQ'D LENGTH
3" MAX.TYP.
1/4" TYP.
3" MAX.TYP.
W-BEAMSEE PLAN
TS COLUMN
S7.02N.T.S.
3 PROVIDE NELSON TYPE STUDS OR APPROVED EQUAL BY ARCHITECT
EMBED PLATE
1/2 x 15 x 2'-0" LG
1/2 x 15 x 1'-3" LG
1/2 x 15 x 1'-3" LG
1/2 x 15 x 1'-6" LG
NOTE: 1 ALL STUDS ARE 5" AND EQUALLY SPACED WITH MINIMUM EDGE DISTANCE OF 1 1/2"
BE LESS THAN 4" WITHOUT APPROVAL BY ENGINEER 2 MINIMUM EDGE DISTANCE FROM CL OF STUDS TO FACE OF CONCRETE SHALL NOT
5W18, W21 15
W12, HSS8X4
W14, W16,
9
12
3
4
ANGLE LENGTH (IN)
STEEL CLIP ANGLE CONNECTIONSTEEL
W24, W27
BEAMSIZE BOLTS
18 6
IN (3) ROWS(9) 3/4" DIA
IN (3) ROWS
HEADED STUDS(12) 3/4" DIA
(9) 3/4" DIAIN (4) ROWS
CONCRETE EMBED CONNECTION
DOUBLE ANGLE
STEEL BEAM
(UNLESS NOTED OTHERWISE)
CONNECTION TO CONCRETE
STD AISC
1/4
SEE PLAN
LENG
THAN
GLE
w/ STD AISC HOLES IN1" DIA A325N BOLTS
ANGLES AND LONG SLOTS
NO. OF BOLTS REQ'DBOLTS. SEE SCHEDULE FORIN BEAM - FINGER TIGHTEN
(2) L4x4x5/16
2 1/2"
W-BEAMSEE PLAN
W/RETURN
(4)
4 FOR HSS8X6, ANGLES AND BOLTS ARE NOT REQUIRED. PROVIDE EMBED PLATE AND HEADED STUDS AS SCHEDULED. ATTACH HSS TO EMBED PLATE W/ 5/16" FILLET WELD ALL AROUND.
S7.02
S7.02N.T.S. S7.02N.T.S.
1 1/2"
EMBED DETAIL
2"2"
1/2" EMBED PLATE
SPA @
4" 0.C
.
1 1/2" 3"
2"2"
6"
STUDS# OF
VARIE
S SE
E SCH
EDUL
E
3/8"
3/8"
W18
W14, W16, (4)
(5) 5/16" FILLET
12"
15"
SINGLE P SIZE
3/8"
SIZE
W12
BEAMSTEEL
BOLTS
(3)
# OF WELD TO EMBED
SINGLE PL l
9"
t
L
24"
(5)
(6)
16"
20"
EMBED PLLENGTH
(4)
12"
CONCRETE COLUMN
EMBED P
5/8" DIA. x 6" LG
PER SCHEDULE
(TYPICAL)HEADED STUD
1 1/2"
SCHEDULE BELOW
NARROW FACE
CONNECTION TO CONCRETE AT
3"
ANGL
ELE
NGTH
TYP.
2"4" TYP.
W/ 1" DIA. BOLTS PER SINGLE PL CONNECTION
4 1/2"2 1/2"
SEE PLAN
L
STEEL BEAMSEE PLAN
SCHEDULE
1" DIA. A325
1" DIA. A325
1" DIA. A325
1" DIA. A325
1" DIA. A325
1" DIA. A325
MIN.
CAST IN PLACEEMBED PL PER STL BM TO
CONNECTION TO MASONRY (UNLESS NOTED OTHERWISE)
CONC. CONNECTION SCHEDULE
VERTICAL ADDITIONAL #6's
CONCRETE
DBL ANGLE CONNECTION
BM TO EMBED
W-BEAM
MASONRY REINF.
BLOCK-OUT MASONRY ANDPOUR SOLID W/ CONCRETE AT EMBED IN MASONRY WALL
4"
MIN.
4"
VERTICAL ADDITIONAL #6's
6'-0" LG. DBL. KNOCK-OUTBLOCK CONT. WITH (2) #5 EACHCOURSE
W8 2 6"1" DIA. A325
HSS8X6
1/2 x 15 x 1'-3" LG
(9) 3/4" DIAIN (3) ROWS
(9) 3/4" DIAIN (3) ROWSW8
5/16" FILLET
5/16" FILLET
3/8"W8 (2) 6" (4) 5/16" FILLET
1/4" TYP.
3" MAX.TYP.
W-BEAMSEE PLAN
TS COLUMN
1/2" CAP PLATEC TS COL. AND W-BEAML
W-BEAMSEE PLAN
S7.02
6 2
COLU
MN S
PLIC
E 2'-
0" A
BOVE
T/S
LAB
1/4"X2"X5" GUIDE PLATESINSIDE ALL FOUR SIDES
10.13.20
S6.04STRUCTURAL SECTIONS
AND DETAILS
REDHGHCHECKED:
PROJECT NO:DATE:
REVISIONS
NO DATE REMARKS
DRAWN:
SEAL:
SAFSTOR
DUPONT HIGHWAYNEW CASTLE, DE 19720
2020.0412
CO
PYRI
GHT
c
2020
DAV
ID B
OYC
E R
ESER
VES
CO
PYRI
GHT
& O
THER
RIG
HTS
REST
RIC
TING
THES
E DO
CUM
ENTS
TO TH
E O
RIG
INAL
SITE
OR
PURP
OSE
FO
R W
HIC
H TH
EY W
ERE
PREP
ARED
. REP
RODU
CTIO
NS, C
HANG
ES O
R AS
SIGNM
ENTS
ARE
PRO
HIBI
TED.
604 COURTLAND STREETSUITE 100
ORLANDO, FLORIDA 32804PH 407.645.5008FX 407.629.9124
HIGGENBOTHAM
Engineering, Inc.
Structural Engineers
HAROLD G. HIGGENBOTHAM
PROFESSIONAL ENGINEER
DELAWARE NO. 23639
(2) 0.145 PAF AT EA. RIB
T/ROOF DECKSEE PLAN
T/PARAPETSEE PLAN
S6.051" = 1'-0"
METAL ROOF DECK, SEE PLAN
600T250-54 CONT. TRACKATTACH TO HSS GIRT W/0.145 P.A.F. AT 24" O.C. ANDTO EA. STUD W/(1)#12 TEKSCREW EA. SIDE EA. STUD
SHEATHING, SEE ARCH600S250-68 AT 24" O.C.W/ (4) #12 TEK SCREWSEA. STUD
SEE
ARCH
.
S6.051" = 1'-0"
1/4
HSS6X6X3/8 GIRT CONNECTTO HSS COL. BEYOND.SEE "TYP. HSS TO HSSCONNECTION" THISSHEET
600T250-54 CONT. TRACKATTACH TO EA. STUDW/(1)#12 TEK SCREW EA.SIDE EA. STUD
L3X3TOBEAM
2 AT 12
600T250-54 CONT. TRACK ATTACHTO METAL DECK W/ (2) #12 TEKSCREWS AT 24" O.C. AND TO EA.STUD W/(1)#12 TEK SCREW EA.SIDE EA. STUD
6" METAL STUD, SEE PLANAND LOAD BEARING WALLSCHEDULE
29GA. PBU PANELS CONT. FULL HEIGHT
SEE ARCH
TOP CONT. 3" DEEP LEG14 GA. TRACK W/(1)#12 TEKSCREWS EA. SIDE EA. STUD IN2" LONG VERT. SLOTS W/ STEPBUSHINGS.
16GA. CONT. TRACK W/(1) #12 TEKSCREW EA. SIDE EA. STUD
12GA. CONT. TRACKSTOP AND BOTTOM
#12 TEK SCREWS AT 12" O.C.
DBL 1400S250-97METAL HEADER
STOREFRONT, SEE ARCH
0.145 PAF AT 6" O.C.
T/PARAPETSEE PLAN
S6.051" = 1'-0"
METAL ROOF DECK, SEE PLAN
600T250-54 CONT. TRACKATTACH TO HSS GIRT W/0.145 P.A.F. AT 24" O.C. ANDTO EA. STUD W/(1)#12 TEKSCREW EA. SIDE EA. STUD
SHEATHING, SEE ARCH600S250-68 AT 24" O.C.W/ (4) #12 TEK SCREWSEA. STUD
SEE
ARCH
.
1/4
HSS6X6X3/8 GIRT CONNECTTO HSS COL. BEYOND.SEE "TYP. HSS TO HSSCONNECTION" THISSHEET
600T250-54 CONT. TRACKATTACH TO EA. STUDW/(1)#12 TEK SCREW EA.SIDE EA. STUD
L3X3TOBEAM
2 AT 12
600T250-54 CONT. TRACK ATTACHTO METAL DECK W/ (2) #12 TEKSCREWS AT 24" O.C. AND TO EA.STUD W/(1)#12 TEK SCREW EA.SIDE EA. STUD
6" METAL STUD, SEE PLANAND LOAD BEARING WALLSCHEDULE
29GA. PBU PANELS CONT. FULL HEIGHT
SEE ARCH
16GA. CONT. TRACK W/(1) #12 TEKSCREW EA. SIDE EA. STUD
#12 TEK SCREWS AT 12" O.C.
STOREFRONT, SEE ARCH
T/ROOF DECKSEE PLAN
L3X3X1/4X6" W/ (5) #12 TEKSCREWS INTO ZEE PURLIN
1/4
L3X3TOBEAM
S6.051" = 1'-0"
ZEE PURLIN SEE PLANCOPE TOP FLANGEFOR CONNECTION
ZEE PURLIN SEE PLAN3"X3"X6"X14 GA. CLIPW/ (5) #12 TEK SCREWSEA. LEG
COPE BLOCKING FLANGEFOR CONNECTION
T/ROOF DECKSEE PLAN
METAL ROOF DECK, SEE PLAN
800S250-54 BLOCKING
HSS 6x6 COLUMNSEE PLAN
T/PARAPETSEE PLAN
HSS 6x6 GIRT
1/2" CAP PLATE
5/16
5/16
S6.051" = 1'-0"
ZEE PURLIN SEE PLAN3"X3"X6"X14 GA. CLIPW/ (5) #12 TEK SCREWSEA. LEG COPE ZEE PURLIN FLANGE
FOR CONNECTION
T/ROOF DECKSEE PLAN
METAL ROOF DECK, SEE PLAN
800S250-54 BLOCKING
S6.05
1200S250-54 ALL FOUR SIDES
3"X3"X16 GA. CONT.
#12 X 2 1/2" TEK SCREWS AT 6" O.C.
#12 X 2 1/2" TEK SCREWS AT 6" O.C.
1 1/2" TYPE B 22 GA. G60 GALV.METAL DECK
S6.051" = 1'-0"
SEE MECH.
ZEE PURLIN SEE PLAN
3"X3"X6"X14 GA. CLIPW/ (5) #12 TEK SCREWSEA. LEG
T/ROOF DECKSEE PLAN
METAL ROOF DECK, SEE PLAN
800S250-54 BLOCKING
1200S250-54 ALL FOUR SIDES
3"X3"X16 GA. CONT.
#12 X 2 1/2" TEK SCREWS AT 6" O.C.
#12 X 2 1/2" TEK SCREWS AT 6" O.C.
1 1/2" TYPE B 22 GA. G60 GALV.METAL DECK
SEE MECH.
12GA. CONT. TRACKSTOP AND BOTTOM
DBL 1400S250-97METAL HEADER
(AT NON-SHEAR WALLS) (AT NON-SHEAR WALLS)
W-SHAPE SEE PLAN
TOP CONT. 3" DEEP LEG14 GA. TRACK W/(1)#12 TEKSCREWS EA. SIDE EA. STUD IN2" LONG VERT. SLOTS W/ STEPBUSHINGS.
W-SHAPE SEE PLAN
L3X3X1/4 CONT.L3X3X1/4 CONT.
METAL HEADER SEEPLAN AND SCHEDULE
L6X6X5/16X4" LONG EA. SIDEW/ (9) 1/4"Ø SCREWS WITHNUTS AND WASHERS
1/4 3 SIDES
S6.051" = 1'-0"
NOTE: METAL DECK AND SURROUNDINGFRAMING NOT SHOWN FOR CLARITY
10.13.20
S6.05STRUCTURAL SECTIONS
AND DETAILS
REDHGHCHECKED:
PROJECT NO:DATE:
REVISIONS
NO DATE REMARKS
DRAWN:
SEAL:
SAFSTOR
DUPONT HIGHWAYNEW CASTLE, DE 19720
2020.0412
CO
PYRI
GHT
c
2020
DAV
ID B
OYC
E R
ESER
VES
CO
PYRI
GHT
& O
THER
RIG
HTS
REST
RIC
TING
THES
E DO
CUM
ENTS
TO TH
E O
RIG
INAL
SITE
OR
PURP
OSE
FO
R W
HIC
H TH
EY W
ERE
PREP
ARED
. REP
RODU
CTIO
NS, C
HANG
ES O
R AS
SIGNM
ENTS
ARE
PRO
HIBI
TED.
604 COURTLAND STREETSUITE 100
ORLANDO, FLORIDA 32804PH 407.645.5008FX 407.629.9124
HIGGENBOTHAM
Engineering, Inc.
Structural Engineers
HAROLD G. HIGGENBOTHAM
PROFESSIONAL ENGINEER
DELAWARE NO. 23639
24" M
AX.
24" M
AX.
1"
(8) E
Q.
SPAC
ES
4"STUDS (400)
TYP. BACK-TO-BACK POST FASTENING
(9) #12 SCREWS ATBOTH ENDS
(3)#12 SCREWS AT 24" O.C. MAX.
BOTTOM FASTENINGSAME AS TOP
BOTTOM
TOP
1"1"
24" M
AX.
24" M
AX.
6"STUDS (400)
(11) #12 SCREWS ATBOTH ENDS
(3)#12 SCREWS AT 24" O.C. MAX.
BOTTOM FASTENINGSAME AS TOP
BOTTOM
TOP
2"2"
1"
(10)
EQ.
SP
ACES
24" M
AX.
9"
TYP. TRACK REINFORCEMENT AT PENETRATION
EQ. EQ.
3 1/8" X 7" X 20GA. METALPLATE (SIMPSON TP39) W/(8)#10 SCREWS ON EA. SIDE
TRACK
PENETRATION IN WEBOF TRACK
TYP. JAMB BASE CONNECTION
NOTES:1. PLACE HIGH-STRENGTH GROUT BETWEEN THE UNDERSIDE OF LOAD-BEARING WALL BOTTOM
TRACK AND THE TOP OF BEARING SURFACE AT LOCATIONS WITH A GAP LARGER THAN 1/4".2. SQUARELY SEAT STUDS AGAINST TOP AND BOTTOM TRACKS WITH GAP NOT EXCEEDING 1/8"
BETWEEN THE END OF WALL FRAMING MEMBER AND THE WEB OF TRACK.
(8)#12 SCREWS
BOTTOM TRACK,SEE STUD SCHEDULE
HIGH-STRENGTH GROUT,SEE NOTE 1
JAMB SECTION,SEE HEADERSCHEDULE FOR SIZE
COMPOSITE SLAB OR MATFOUNDATION SEE PLAN
SCREW-CLIPTO JAMB
TRACK
L3X3X1/4X4"
JAMB SECTION,SEE HEADERSCHEDULE FOR SIZE
TYP. ALIGNED CORRIDOR HEADER ATTACHMENT TO HEADER POST
S7.01
SECTION A/S7.01
1"1"
EQ.
1 1/2" MIN. BEARING
3/8" MIN.EDGE DIST
HEADER POST, SEE HEADERSCHEDULE
SEE HEADER SCHEDULE FOR NUMBEROF #12 TEK SCREWS
CORRIDOR HEADER,SEE PLAN AND SCHEDULE
WALL TOP TRACK, ATTACH STUD TOTRACK W/#12 SCREW ON EA. SIDE
CORRIDOR UNIT
CORRIDOR HEADER,SEE PLAN ANDSCHEDULE
PRE-ENGINEERED CANOPY CONNECTION
S7.01
SECTION B/S7.01
PRE-ENGINEERED CANOPY BY SUPPLIER(DEFERRED SUBMITTAL) CONTRACTOR TOSUBMIT SHOP DRAWINGS WITHREACTIONS OF SELECTED CANOPY FORREVIEW PRIOR TO CONSTRUCTION
600S200-68 BLOCKING, FASTENTO TRACK CONNECTOR WITH(6)#10 SCREWS, TOP ANDBOTTOM
400T200-68 TRACKCONNECTOR, FASTEN TOSTUD W/(5)#10 SCREWS
SLEEVE STUD W/ 600T150-43TRACK FASTEN W/ #10SCREW AT 12" O.C.
TRACK CONNECTOR
BLOCKING
SLEEVE STUD W/ 600T150-43TRACK FASTEN W/ #10SCREW AT 12" O.C.
CFS TYPICAL JAMB CONFIGURATIONS
DBL. STUD (BACK TO BACK)(2) STUD AND (1) TRACK
OPENING
CONT. CLOSURE TRACKMATCH DEPTH GAUGEOF STUDS
#10 SCREWS AT16" O.C.
TRIPLE STUD JAMB(3) STUD AND (2) TRACK
OPENING
CONT. CLOSURE TRACKMATCH DEPTH GAUGEOF STUDS
#10 SCREWS AT16" O.C.
CONT. CLOSURE TRACKMATCH DEPTH GAUGEOF STUDS
FOUR STUD JAMB(4) STUD AND (3) TRACK
OPENING
CONT. CLOSURE TRACKMATCH DEPTH GAUGEOF STUDS
#10 SCREWS AT16" O.C.
CONT. CLOSURE TRACKMATCH DEPTH GAUGEOF STUDS
FIVE STUD JAMB(5) STUD AND (4) TRACK
OPENING
CONT. CLOSURE TRACKMATCH DEPTH GAUGEOF STUDS
#10 SCREWS AT16" O.C.
CONT. CLOSURE TRACKMATCH DEPTH GAUGEOF STUDS
ROOF UPLIFT STRAPPING DETAIL
N.T.S.
N.T.S.
N.T.S.
N.T.S.
ROOF UPLIFT STRAPPING AT BAYMID SPAN (TYP. ALL BAYS)
"Z" PURLIN
CROSS STRAP ONCE NEAR ROOFEDGE AND AT RIDGE (IF APPLICABLE)
2" WIDE X 26GA STRAP TOPAND BOTTOM OF PURLINS(FIELD CUT FROM STOCKROLL)
"Z" PURLIN
CROSS STRAP ONCE NEAR ROOFEDGE AND AT RIDGE (IF APPLICABLE)
2" WIDE X 26GA STRAP TOPAND BOTTOM OF PURLINS(FIELD CUT FROM STOCKROLL)
2 (MIN.)
REMARKS
SEE DET. BELOWSEE DET. BELOWSEE DET. BELOW
54 MIL (MIN.) CONN. PLATES EA. SIDE.
1/2 OF VERT. STUDSDISPLACED BY OPNG.
54 MIL T&B TRACKS2 JACK STUDS
8' - 12' (2) 1200S250-68
OPNG.
0' - 4'4' - 8'
HEADER SIZE
(2) 800S250-68(2) 1000S250-68
#12 TEK SCREWS AT 12" O.C.
METAL HEADER DETAIL -
N.T.S.
EXTERIOR LOAD BEARING WALL
W/ (8) #12 TEK SCREWSEA. SIDE.
HSS COLUMNSEE PLAN
6"X9"X14 GA. PLATE EA.SIDE W/ (10) #12 TEKSCREWS EA. SIDE
METAL BOX HEADERABOVE STOREFRONTSEE SECTIONS
HSS COLUMNSEE PLAN
SEE HEADER SCHEDULEFOR REQ'D. NUMBER OF #12TEK SCREWS EA. SIDE
BACK TO BACK METALHEADER SEE PLAN ANDSCHEDULE
SEE HEADER SCHEDULEFOR REQ'D. NUMBER OF #12TEK SCREWS EA. SIDE
BACK TO BACK METALHEADER SEE PLAN ANDSCHEDULE
HEADER POSTS SEEHEADER SCHEDULE
HEADER POSTS SEEHEADER SCHEDULE
4" TRACK MATCH SAMEGUAGE AND DEPTH ASSCHEDULED METALHEADER
4" TRACK MATCH SAMEGUAGE AND DEPTH ASSCHEDULED METALHEADER
ATTACH TRACK EA. SIDE W/SAME NUMBER OF #12 TEKSCREWS IN HEADERSCHEDULE
ATTACH TRACK EA. SIDE W/SAME NUMBER OF #12 TEKSCREWS IN HEADERSCHEDULE
1/2"Ø X 2" EMBED HILTI KWIKBOLT 3 W/ WASHERS ORAPPROVED EQUAL AT 30" O.C.
N.T.S.
N.T.S.
TYP. METAL BOX HEADER TO HSS COLUMN CONNECTIONN.T.S.
TYP. METAL BACK TO BACK HEADER TO HSS COLUMN CONNECTIONN.T.S.
N.T.S.
HEADER POST, SEE HEADERSCHEDULE
TYP. STORAGE UNIT HEADER ATTACHMENT TO HEADER POSTN.T.S.
#12 TEK SCREW TYP.
2'-0"
MAX
.
1'-0" MAX.
3"3"
3"3"
2'-0"
OPENIING IN FLOOR DECKSEE MECH. FOR LOCATION
S7.011" = 1'-0"
NOTES:1. DO NOT CUT METAL DECK UNTIL CONCRETE TOPPING HS BEEN PLACED AND HAS REACHED 75% OF DESIGN COMPRESSIVE STRENGTH (f'c).
2. DO NOT SPACE OPENINGS CLOSER THAN 10'-0" APART.
3. FLOOR OPENINGS ONLY PERMITTED NEXT TO LOAD BEARING WALLS AND BEAMS.
(2) #4 X 6'-0" EA. SIDEOF OPENING IN ADDITIONTO WWF
CONCRETE TOPPING ONMETAL DECK, SEE PLAN
BEAM OR WALL BELOWSEE PLAN
ADD ADDITIONAL METAL DECKOF SAME GAGE AND PROFILETO UNDERSIDE OF FLOORMETAL DECK EXTENDING12" MIN. ON ALL SIDES.ATTACH W/ 1/4" X 1 3/4" EMBEDTAPCONS AT 12" O.C.
(2) #4 X 6'-0" CENTEREDABOUT OPENING IN ADDITIONTO WWF
3" 3"
S7.011" = 1'-0" S7.011" = 1'-0"
X X X X X X
T/SLABSEE PLAN
PRE-ENGINEERED CANOPYSEE ARCH. CONNECT TO BEAMPER SUPPLIER'S DRAWINGS
NOTE: SEE 1 AND 2/S603 FORINFO. NOT REPEATED
L3X2X1/4 (LLH) ATTACHED TO UNDERSIDEOF SLAB W/ 1/2" X 2 1/2" EMBED HILTI KWIKBOLT 3 W/ WASHER OR APPROVED EQUALATTACH EA. STUD TO L3X2X1/4 W/ (4) #12 TEKSCREWS
600S250-97 HORIZ. BLOCKING W/ 4"X4"X4"X12 GA.CLIP EA. END W/ (6) #12 TEK SCREWS EA. LEG.
1/4"X3"X2'-4" PLATE SPANNING BETWEENTO STUDS ON BACK SIDE1/4"X3"X2'-4" PLATE SPANNING BETWEENTO STUDS ON BACK SIDE
600S250-97 HORIZ. BLOCKING W/ 4"X4"X4"X12 GA.CLIP EA. END W/ (6) #12 TEK SCREWS EA. LEG.
5/8"Ø MIN. THRU BOLTS
8" M
IN.
VERI
FY W
/CA
NOPY
SUPP
LIER
X X X X X X
T/SLABSEE PLAN
PRE-ENGINEERED CANOPYSEE ARCH. CONNECT TO BEAMPER SUPPLIER'S DRAWINGS
NOTE: SEE 1 AND 2/S603 FORINFO. NOT REPEATED
L3X2X1/4 (LLH) ATTACHED TO UNDERSIDEOF SLAB W/ 1/2" X 2 1/2" EMBED HILTI KWIKBOLT 3 W/ WASHER OR APPROVED EQUALATTACH EA. STUD TO L3X2X1/4 W/ (4) #12 TEKSCREWS
600S250-97 HORIZ. BLOCKING W/ 4"X4"X4"X12 GA.CLIP EA. END W/ (6) #12 TEK SCREWS EA. LEG.
1/4"X3"X2'-4" PLATE SPANNING BETWEENTO STUDS ON BACK SIDE1/4"X3"X2'-4" PLATE SPANNING BETWEENTO STUDS ON BACK SIDE
600S250-97 HORIZ. BLOCKING W/ 4"X4"X4"X12 GA.CLIP EA. END W/ (6) #12 TEK SCREWS EA. LEG.
5/8"Ø MIN. THRU BOLTS
8" M
IN.
VERI
FY W
/CA
NOPY
SUPP
LIER
DOUBLE 600S250-54 STUDS EA. END OF BLOCKING.ATTACH STUDS TOGETHER W/ (2) #12 TEK SCREWSAT 8" O.C.
DOUBLE 600S250-54 STUDS EA. END OF BLOCKING.ATTACH STUDS TOGETHER W/ (2) #12 TEK SCREWSAT 8" O.C.
10.13.20
S7.01TYPICAL SECTIONS AND
DETAILS
REDHGHCHECKED:
PROJECT NO:DATE:
REVISIONS
NO DATE REMARKS
DRAWN:
SEAL:
SAFSTOR
DUPONT HIGHWAYNEW CASTLE, DE 19720
2020.0412
CO
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2020
DAV
ID B
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TED.
604 COURTLAND STREETSUITE 100
ORLANDO, FLORIDA 32804PH 407.645.5008FX 407.629.9124
HIGGENBOTHAM
Engineering, Inc.
Structural Engineers
HAROLD G. HIGGENBOTHAM
PROFESSIONAL ENGINEER
DELAWARE NO. 23639