DOWNTOWN BRANCH - RPR Constructionrprconstruction.com/wp-content/uploads/2017/09/... · steel...
Transcript of DOWNTOWN BRANCH - RPR Constructionrprconstruction.com/wp-content/uploads/2017/09/... · steel...
1
1
2
2
3
3
A A
B B
C C
D D
E E
7' -
4"
7' -
4 1
/16"
5' - 9" 3' - 9 3/8"
ELEVATOR PIT
UP
STAIR
8" CMU WALL
CL OF INTERIOR BEARING
10 1/2" 4 1/4" 15' - 6 3/4" 5' - 10 3/4" 4 1/4" 1' - 1 1/2"
10 1/2" 4 1/4" 15' - 6 3/4" 5' - 10 3/4"4 1/4" 1' - 1 1/2"
11' -
11 1
1/1
6"
15' -
3"
14' -
11"
26' -
2 1
/2"
12' -
4 1
/2"
7' -
11"
8"
EXIST 2x13-1/2 @ 16" OC
3/4" PLYWOOD DECKING ON 2x12 @ 16" OC
24' - 2" (FV)
24' - 2" (FV)
SLO
PE
1
S101
F F
2
S101
5" CONC SLAB REINF W/ #5 @ 12" OC EA WAY ON VAPOR BARRIER, 4" SAND CUSHION & COMPACTED SELECT FILL
3
S101
EXIST 12"x20" CONC BEAM@ TOC= 0'-8" (FV)
4
S101
5
S101
HSS4X
4X1/
4
COL
HSS4X4X1/4
COL
HSS4X4X1/4
COL
HSS4X4X1/4
COL
1B
HSS4X4X1/4
COL
14' - 7"
W12
X58
COL
W12X58
COL
W12
X58
COL
W12X58
COL
HSS5X
5X1/
4
COL
HSS5X5X1/4
COL
89' -
3 1
1/1
6"
1A
1A
FACE OF MASONRY
13' - 0" (FV)
3A
3A
3'x3'x1' FOOTING REINFW/ (3)-#6 EA WAYTOF EL= -3'-0" FV
CONNX SIM TO 5/S101BLOCK & FASTEN TO EXIST 2x (4)-2x12 W/ 2x12 NAILER
CENTER UNDER STAIR STRINGERS
18" SQ PIER
3
S101
SUMP - SEE TYP DETAIL REF MFR FOR LOCATION
6
S101
6
S101
6
S101
1' -
0"
6 3
/4"
7
S101
DOWEL VERT BARS INTO EXIST FTG SIM TO 3/S101
HS
S8X
4X
1/4
HS
S8X
4X
1/4
BUILT-UP FLOOR SEE ARCH'L FOR LIMITS
3/4" WOOD FLOORING ON 3/4" PLYWOOD DECKING ON 2X6 @ 16" OC (TOE NAIL FRAMING TO FLOOR BELOW)
PROVIDE BLOCKING UNDER ENTIRE STRINGER BASE
3
4' -
0"
5' - 9" x (7'-4")
1' - 6" (TYP)
1' -
6"
FV
2' - 6" ±
EXIST MASONRY WALL
EXIST CONC FTGFV
EXIST JOIST
NEW 2x12
2' - 0"
EXIST SUPPORT LINE (FV)
EXIST 2x JOISTS (FV)
WATERPROOFING SEE ARCH'L
CONT 2x12 W/ 5/8"Ø EXP ANCH @ 12" OC
3/4" PLYWOOD 2' - 0"
NEW 2x12 @ ENDS ONLY
3' - 3 1/8" 4 1/4" 2"
FIELD DETERMINE
3A
#8 @ 12" OC EA WAY
CONT (2)-2x6 W/ 5/8"Ø RODS EMBEDDED 6" W/ HILTI HIT-HY 70 ANCH @ 16" OC
(6)-10d NAILS
(8)-10d NAILS
2x12 x 2'-0" LG W/ (4)-5/8"Ø EXP ANCH
#5 @ 24" OC GROUT REINF CELLS
(2)-8" BOND BEAM @ FLOOR LEVEL W/ (2)-#5 CONT
SIMPSON FACE MOUNT HANGER
SIMPSON FACE MOUNT HANGER
GROUT FILLED NORMAL WEIGHT BLOCK BELOW FLOOR LINE
#5 @ 8" OC 24" ABOVE 1ST FLOOR
A B
16" MAX
EL= -3' - 0" FV
EL= 0' - 0"
3/4" PLYWOOD
EXIST JOIST
BUILDING LINE
EXIST BEAM
2' - 6"
9" 1' - 0" 9"
EXIST SLABSLAB - SEE PLAN
VAPOR BARRIER
4" SAND CUSHION
2% CROSS SLOPE MAX
MIN6"
10"
SELECT FILL
6"
HILTI HIT-HY 200
#4 DOWELS @ 12" OC
24"
CONT 2x6 W/ 5/8"Ø EXP ANCH @ 16" OC
#5 VERT @ 14" OC W/ #4 @ 12" EA FACE
(3)-#5 CONTW/ #5 @ 14" OC
#4 DOWELS @ 16" OC24"
24"
8"
EDGE NAILING
EXIST MASONRY WALL
EXIST CONC FTGFV
BUILDING LINE
VA
RIE
S
5"
8"
1/2" ISOLATION JT W/ SEALANT
VAPOR BARRIER4" SAND CUSHION
SELECT FILL
SLAB - SEE PLAN
4" CLR
(2)-#5
1A
6 1/4"
COL BEYONDSEE PLAN
VERIFY W/ ARCH'L
1' - 6 1/2"
6"
#4 DOWEL @ 16" OCW/ HILTI HIT-HY 70
12"
1-1/2" NS GROUT
(3)-#5 CONT EA FACE #5 VERT @ 16" OC
STAGGER FACE
HILTI HIT-HY 200
FV
2' - 6" ±
6"
COL BLOCK-OUT
2' -
4"
(F
V)
8"
ROUGHEN TO 1/4" AMPLITUDE
B
EL= 0' - 0"
2' - 6"
9" 1' - 0" 9"
EL= -3' - 0" FV
3/4" PLYWOOD
6"
MIN
EXIST JOIST
10"
CONT 2x6 W/ 5/8"Ø EXP ANCH @ 16" OC
#5 VERT @ 14" OC W/ #4 @ 12"
(3)-#5 CONTW/ #5 @ 14" OC
5"
16" MAX
#4 DOWELS @ 16" OC
24"
24"
VAPOR BARRIER
4" SAND CUSHION
SELECT FILL
8"
SLAB - SEE PLAN
EDGE NAILING
3
FV
2' - 6" ±
EXIST CONC FTGFV
2' - 6"
9" 1' - 0" 9"
EL= -3' - 0" FV
VA
RIE
S
EXIST MASONRY WALL
MIN6"
10"
8"
7 9
/16"
1/2" ISOLATION JT W/ SEALANT
VAPOR BARRIER4" SAND CUSHION
SELECT FILL
SLAB - SEE PLAN
(2)-#5
4 1/4" 2"
3A
#5 VERT @ 14" OC W/ #4 @ 12" EA FACE
(3)-#5 CONTW/ #5 @ 14" OC
8"
VAPOR BARRIER4" SAND CUSHION
SELECT FILL
#4 DOWEL @ 16" OCW/ HILTI HIT-HY 70
12"
(3)-#5 CONT EA FACE
6"
6 3/4"
#4 DOWELS @ 16" OC
24"
24"
#4 DOWELS @ 16" OC
24"
18"
#5 VERT @ 16" OC STAGGER FACE
SLAB - SEE PLAN8"
4"
BRICK VENEERSEE ARCH'L
ROUGHEN TO 1/4" AMPLITUDE
362S162-43 @ 16" OC6"
HILTI-HIT HY 200
30" SQ OPENING FOR INSTALLATION OF JACK CYLINDER, THEN FILL W/ CONCRETE - VERIFY W/ MFR PRIOR TO PLACEMENT1' - 0" 1' - 0"
VERT REINF TO MATCH WALLS
#5 DOWELS @ 12" OC
12" CONCRETE SLAB W/ #5 @ 12" OC EACH WAY TOP & BOT
SE
E M
FR
1' -
0"
FTG BEYOND
1 1/2"x3/16" GALV STEEL GRATING
L4x4x3/8 EACH FACE W/ 3/4"Ø EXP ANCH @ 18" OC
TYPICAL ELEVATOR SUMP PIT
SUMP SEE MFR
EXIST MASONRY WALL
EXIST CONC FTG FV
FV
2' - 6" ±
SEE PLAN
1ST FLOOR
2' -
4"
±
COL - SEE PLAN
1-1/2" NS GROUT
1' -
0"
HILTI HIT-HY 200
(4)-1"Ø ASTM F1554 THREADED RODS
A
BRICK VENEERSEE ARCH'L
VAPOR BARRIER4" SAND CUSHION
SELECT FILL
#4 DOWELS @ 16" OC
24"
18"
SLAB - SEE PLAN
5"
6 3/4"
1' -
8"
(F
V)
8"
EXIST GRADE BEAM - FV
3' - 0"
1' - 0"(3)-#5 CONTW/ #5 @ 14" OC
10"
#4 DOWELS @ 24" OC
CLR
4"
CLR
4"
8"
#5 VERT @ 14" OC W/ #4 @ 12" EA FACE
ROUGHEN EXIST EDGE TO 1/4" AMPLITUDE
8"
14"
HILTI HIT-HY 200
EXTERIOR SLAB
EXIST PAVING
1/2" ISOLATION JT W/ SEALANT
CONT #5 W/ #3 HOOP @ 18" OC 12"
6"
362S162-43 @ 16" OC
©
5201 S BROADWAY AVENUESUITE 200
TYLER, TEXAS 75703903.592.0728
903.595.0369 [email protected]
JOB NUMBER
SHEET NUMBER
DATE
SHEET REVISION HISTORY
E
D
C
B
A
1 2 3 4 5 6
PROJECT MANAGER
IF THE ABOVE DIMENSION DOES NOT MEASURE ONE INCH (1")EXACTLY, THIS DRAWING HAS BEEN ENLARGED OR REDUCED,
AFFECTING ALL LABELED SCALES.
PAIGE ENGEL
17-022
THESE DRAWINGS DO NOT INCLUDE NECESSARYCOMPONENTS FOR CONSTRUCTION SAFETY.
ENGINEER:
LICENSE NO.
CONSULTING ENGINEERS
FIRM REGISTRATION NO. 667
3003 KNIGHT STREET, SUITE 120SHREVEPORT, LOUISIANA 71105
phone: 318-425-7452 fax: 318-425-4622www.AFJMc.com
COPYRIGHT NOTICE: THIS ENGINEERING DRAWING SHALL BE USED ONLY PURSUANT TO THE AGREEMENT WITH AFJMC. NO OTHER USE DISSEMINATION OR DUPLICATION MAY BE MADE WITHOUT PRIOR WRITTEN CONSENT OF AFJMC. ALL COMMON LAW RIGHTS OF COPYRIGHT AND OTHERWISE ARE HEREBY SPECIFICALLY RESERVED.
107065
J. DANIEL THOMPSON, P.E.
S101FIRST FLOOR FRAMING
PLAN & SECTIONS
SO
UT
HS
IDE
BA
NK
DO
WN
TO
WN
BR
AN
CH
TY
LE
R, T
EX
AS
09/11/1719.093
SCALE: 1/4" = 1'-0"
FIRST FLOOR FRAMING PLAN
N
SECTIONSCALE: S101 3/4" = 1'-0"
1
SECTIONSCALE: S101 3/4" = 1'-0"
2 SECTIONSCALE: S101 3/4" = 1'-0"
3
SECTIONSCALE: S101 3/4" = 1'-0"
4
SECTIONSCALE: S101 3/4" = 1'-0"
5
SECTIONSCALE: S101 3/4" = 1'-0"
6
SECTIONSCALE: S101 3/4" = 1'-0"
7
FE1
1
1
2
2
3
3
A A
B B
C C
D D
E E
ELEVATOR
EXIST 2x12 @ 16" OC FV
EXIST W12 STEEL BEAM BELOW JOISTS
ROD HANGERS FROM ABOVE TO BE REMOVED AFTER NEW BEAMS & COLS ARE INSTALLED (3 LOCATIONS)
7' -
4"
7' -
4 1
/16"
5' - 9" 3' - 9 3/8"
FACE OF MASONRY
24' - 2" (FV)
10 1/2" 4 1/4" 15' - 6 3/4" 5' - 10 3/4" 4 1/4" 1' - 1 1/2"
24' - 2" (FV)
10 1/2" 4 1/4"15' - 6 3/4" 5' - 10 3/4"
4 1/4" 1' - 1 1/2"
11' -
11 1
1/1
6"
15' -
3"
14' -
11"
26' -
2 1
/2"
12' -
4 1
/2"
7' -
11"
8"
F F
11' - 3" (FV)
3/4" T&G PLYWOOD DECKING
1B
14' - 7"
HSS4X
4X1/
4
COL
HSS4X4X1/4
COL
HSS4X4X1/4
COL
HSS4X4X1/4
COL
HSS4X4X1/4
COL
W12
X58
COL
W12X58
COL
W12
X58
COL
W12X58
COL
HSS5X
5X1/
4
COL
HSS5X5X1/4
COL
89' -
3 1
1/1
6"
W12X26
W12X26
W12X58
HSS12X10X3/8
W12X
65
1A
1A
W12X
58
W12X
58
W12X
58
W12X
58
HI
LO
HSS12X8X5/16
W12X26
W12X
58
W12X
58
W12X
14
W12X
14
LO HI
3" LW CONC (110 pcf) REINF W/ 6x6-W2.1xW2.1 WWF ON 1"x 26GA TYPE "C" GALV METAL DECK TOC EL= 9'-2 1/2"
3' - 0 1/2" W12x14 @ 5 EQ SPACES 3' - 0 1/2"
1
S102
2
S102
3
S102
4
S102
5
S102
6
S102
OPEN TO BELOW
7
S102
8
S102
9
S102
10
S102
6 1/4"
11 1/2"
HSS12X4X1/4
L3X3X1/4 (TYP)
HS
S8X
4X
1/4
UP
DO
WN
3A
3A
W12X
14
W12X
14
LO
LO
2x12 BLOCKING B/W JOISTS
1
S201
2
S201
HS
S8X
4X
1/4
2' - 0 1/4" 3' - 6" 10' - 8" 3' - 6" 1' - 9 1/4"
HS
S8X
4X
1/4
HS
S8X
4X
1/4
1
S201
SIM
2x12
THIS RIGID FRAME SHALL BE INSTALLED PRIOR TO EXIST FACADE DEMOLITION
3
S201
3
S201
PROVIDE 8"x6"x1/2" BEARING PL ON 1" GROUT W/ (2)-3/4"Øx8" LG HEADED ANCHORS
FLOOR DIFFUSER OPENING SEE MECH
3
EL= + 9' - 2 1/2"
VERIFY W/ ARCH'L
SLAB - SEE PLAN
EL= + 13' - 0" +/-
EXIST MASONRY
8"
CONT L4x4x3/8 W/ 1/2"Ø HILTI RODS & HIT-H70 @ 18" OC(INSTALL BEFORE ERECTING BEAM)
6 1/4"
1/2"Ø BOX BOLT @ 36" OC
W12X58
W12X14STEEL BEAMSEE PLAN
L3x3x1/4
3A
A B
W12X26HSS12X8X5/16
1' - 6 1/4"
TOS EL= + 9' - 4"
SLAB - SEE PLAN
STEEL BEAMSEE PLAN
3"
HSS12X4X1/4
L3X3X1/4
L3X3X1/4
L3X3X1/4
3/16
3/16
3/16
3/16
CURTAIN WALL SEE ARCH'L
EL= + 9' - 2 1/2"
3
W12X58
W12X14
COL - SEE PLAN
EL= + 9' - 2 1/2"
4 1
/2"
VERIFY W/ ARCH'L
1A
EXIST MASONRY
6 1/4"
3A
FACE OF MASONRY BEYOND
CHIP OUT MASONRY AS NEEDED FOR COL INSTALLATION
3
W12X58
EL= + 13' - 0"
EXIST MASONRY
6 1/4"
CONT L4x4x3/8 W/ 1/2"Ø HILTI RODS & HIT-H70 @ 18" OC(INSTALL BEFORE ERECTING BEAM)
1/2"Ø BOX BOLT @ 36" OC
8"
3A
C
HSS12X10X3/8
EL= + 14' - 0"
W12X65
3/4" PLYWOOD FASTEN TO BEAM W/ #12 SCREWS @ 6" OC
EXIST JOIST
SHIM AS REQ'D
3/8" STIFF PL EA SIDE
GUARDRAIL SEE ARCH'L / MFR
3/16 2-12
(4)-3/4"Ø A325 FULLY TENSIONED BOX BOLTS
CONNX PL BY GUARDRAIL MFR 3" 4"
FV
D
EXIST JOIST
EL= + 14' - 0"
W12X58
EL= + 13' - 0" +/-
EXIST W12
W12X65
2x12 BLOCKING
3/8" STIFF PL NS & FS
1/2" PL NS & FSW/ (3)-3/4"Ø BOLTS EA SIDE
(4)-1"Ø BOLTS FULLY TIGHTEN
3/4" PLYWOOD FASTEN TO BEAM W/ #12 SCREWS @ 6" OC
FV
F
EL= + 14' - 0"
W12X26
HSS4X4X1/4COL
EXIST MASONRY WALL
6x6x3/8 BENT PL W/ 1/2"Ø x8" LG ROD W/ HILTI HIT HY70 INTO EXIST WALL (NS & FS)
EXIST JOIST
3/4" PLYWOOD FASTEN TO BEAM W/ #12 SCREWS @ 6" OC
FV
F
3/4" PLYWOOD
EXIST JOIST
W12X26
HSS4X4X1/4COL
6x6x3/8 BENT PL W/ (2)-1/2"Ø LAG BOLTS
EL= + 14' - 0"
2x12 BLOCK FASTENED TO EXIST WALL STUDS BEYOND W/ (2)-8d NAILS @ EA STUD
FV
3
EXIST MASONRY
EL= + 14' - 0"
FV
3/4" PLYWOOD
NEW 2x12
EXIST 2x JOISTS (FV)
2' - 0"
6 1/4"
2x12 BLOCKING
3A
(2)-2x6 x 2'-0" LG W/ (4)-5/8"Ø RODS EMBEDDED 6" W/ HILTI HIT-HY 70 ANCH
(6)-10d NAILS
TOENAIL TO JOIST
EXIST W12
3/4" PLYWOOD
3/4" PLYWOOD8" CMU ELEVATOR WALL
VERIFY W/ MFR
5' - 9" x (7'-4")
EXIST JOISTNEW 2x12 @ ENDS
2x12 BLOCKING B/W EA JOIST
16" BOND BEAM W/ (4)-#5 CONT TOP & BOT
W8 HOIST BEAM ELEV PER MFR VERIFY QUANTITY & LOCATION W/ MFR (W8 TO BEAR ON 10"x7"x1/2" PL W/ (3)-3/4"Ø x6" LG HEADED STUDS
CONT 6" 18 GA BLOCKING
STIFF CLIP CL400-68 W/ 3/8" EXP ANCH IN CMU & (4)-#2 SCREWS
600S200-43 JOISTS @ 16" OC
16" BOND BEAM W/ (4)-#5 @ FLOOR LEVEL
16" BOND BEAM W/ (4)-#5 @ FLOOR LEVEL
SIMPSON FACE MOUNT HANGER
SIMPSON FACE MOUNT HANGER
CONT 2x12 W/ 5/8"Ø EXP ANCH @ 12" OC
TOENAIL TO JOIST
14' - 0"
NEW 2x6 VERT
(4)-8d NAILS
SIMPSON H4 ANCH
2x4 DIAG NEW @ SUPPORT
EXIST TRUSS @ 24" OC (FV)
CONT 2x6 W/ (2)-#12 SELF DRILLING SCREWS @ 12" OC
L6x6x3/8 CONT W/ 5/8"Øx6" LG HILTI HIT-HY 70 @ 12" OC
FV
(4)-8d NAILS
(4)-8d NAILS
EL= + 30' - 0"
VERIFY W/ ARCH'L
1-1/2"x22 GA TYPE "B" GALV MTL DECK FASTEN W/ #12 TEK SCREWS @ 36/4 PATTERN W/ PERIMETER SCREWS @ 6"
2x6 BLOCKING W/ 5/8"Øx6" LG EXP ANCH @ 12" OC
8d NAILS @ 6" OC THRU EXIST WOOD DECK
EXIST ROOF
©
5201 S BROADWAY AVENUESUITE 200
TYLER, TEXAS 75703903.592.0728
903.595.0369 [email protected]
JOB NUMBER
SHEET NUMBER
DATE
SHEET REVISION HISTORY
E
D
C
B
A
1 2 3 4 5 6
PROJECT MANAGER
IF THE ABOVE DIMENSION DOES NOT MEASURE ONE INCH (1")EXACTLY, THIS DRAWING HAS BEEN ENLARGED OR REDUCED,
AFFECTING ALL LABELED SCALES.
PAIGE ENGEL
17-022
THESE DRAWINGS DO NOT INCLUDE NECESSARYCOMPONENTS FOR CONSTRUCTION SAFETY.
ENGINEER:
LICENSE NO.
CONSULTING ENGINEERS
FIRM REGISTRATION NO. 667
3003 KNIGHT STREET, SUITE 120SHREVEPORT, LOUISIANA 71105
phone: 318-425-7452 fax: 318-425-4622www.AFJMc.com
COPYRIGHT NOTICE: THIS ENGINEERING DRAWING SHALL BE USED ONLY PURSUANT TO THE AGREEMENT WITH AFJMC. NO OTHER USE DISSEMINATION OR DUPLICATION MAY BE MADE WITHOUT PRIOR WRITTEN CONSENT OF AFJMC. ALL COMMON LAW RIGHTS OF COPYRIGHT AND OTHERWISE ARE HEREBY SPECIFICALLY RESERVED.
107065
J. DANIEL THOMPSON, P.E.
S102SECOND FLOOR FRAMING
PLAN & SECTIONS
SO
UT
HS
IDE
BA
NK
DO
WN
TO
WN
BR
AN
CH
TY
LE
R, T
EX
AS
09/11/1719.093
N
SCALE: 1/4" = 1'-0"
SECOND FLOOR FRAMING PLAN
SECTIONSCALE: S102 1" = 1'-0"
1
SECTIONSCALE: S102 1" = 1'-0"
2
SECTIONSCALE: S102 1" = 1'-0"
3
SECTIONSCALE: S102 1" = 1'-0"
4 SECTIONSCALE: S102 1" = 1'-0"
5
SECTIONSCALE: S102 1" = 1'-0"
6 SECTIONSCALE: S102 1" = 1'-0"
7
SECTIONSCALE: S102 1" = 1'-0"
8
SECTIONSCALE: S102 1" = 1'-0"
9SECTIONSCALE: S102 1" = 1'-0"
10NOTES:
1. MOMENT CONNECTION, SEE TYPICAL DETAIL.
2. THE LATERAL STABILITY OF THE STRUCTURE REQUIRES MC TO BE COMPLETE, DECK TO BE INSTALLED & CONNECTIONS TO MASONRY TO BE COMPLETE.
3
3
A A
C C
W12
X58
COLW
12X58
COL
1A
1A
W12X58
DEMO ROOF BACK TO FIRST ROOF TRUSS PAST C LINE SHORE AS REQ'D
24' - 2" (FV)
10
S102
W8X
24
HO
IST
BE
AM
FV1' - 2 3/4"
FV
21' - 5 1/2" FV1' - 5 3/4"
W12
X58
COL
W12
X58
COL
W12X58
W12X
22
W12X
22
20' -
3 1
/2"
BOD EL= 31'-4"
BOD EL= 30'-10 7/8"
SLO
PE
1/4
"/F
T
W12X
22
W12X
22
W12X
22
EQ EQ EQ EQ 1-1/2"x22 GA TYPE "B" GALV METAL DECK
1' - 2 3/4" 21' - 5 1/2" 1' - 5 3/4"
1
S103
2
S103
3
S103
3
S103
1-1/2"x22 GA TYPE "B" GALV METAL DECK
THIS RIGID FRAME SHALL BE INSTALLED PRIOR TO EXIST FACADE DEMOLITION
EXIST TRUSSES TO BE MODIFIED FV - SHORE TO FOUNDATION UNTIL NEW SUPPORTS ARE IN PLACE
PROVIDE "X" BRACING W/ 2x6 FRAMING B/W TRUSSES IN AREAS OF LAY-IN CEILING
CONNECT BRIDGING TO CMU W/ L3x3x1/4 x6" CLIP W/ (2)-5/8"Øx6" LG RODS IN HILTI HIT-HY 70
EXIST WOOD TRUSSES @ 24" OC FV
2x6 CONT BRIDGING @ BOT CHORD OF EXIST TRUSS @ 1/3 POINTS FASTEN TO EACH TRUSS W/ (2)-10d NAILS (INSTALL DURING CEILING DEMOLITION)
A
CURTAIN WALL SEE ARCH'L
BOD EL= 31'-4"
CONT HSS6x2x3/16
C6x8.2 @ 48" OCINFILL W/ 600S162-43 @ 16" OC
EL = 27' - 4"
TOS EL = 33' - 8 1/2"
8"
1/2"x6" LG PL EA @ CHANNEL LOCATIONS
1/2"x6" LG PL EA @ CHANNEL LOCATIONS
BENT PL 3"x3/8" @ CHANNELS
BEAM - SEE PLAN
BEAM - SEE PLAN
METAL DECKSEE PLAN
L3x3x1/4 @ EA BEAM LOCATION
C6x8.2 @ 48" OCINFILL W/ 600S162-43 @ 16" OC
CONT HSS6x2x3/16
CONT L4x4x1/4
3/16 2-12
1/8 4
1/8 4
3/16
3/16
1/8 4
1/8 4
CONT L6x6x5/16 CONNX TO CURTAIN WALL BY MFR
C
METAL DECKSEE PLAN
EXIST WOOD DECKING FV
(2)-2x6 NAILER
EXIST TRUSSFV
3/8" STIFF PL @ L4X4 LOCATIONS
BEAM - SEE PLAN
CONT L4x4x1/4
RECONNECT EXIST TRUSS BRACING FV
3/16
3/16
3/16
3/16
FIELD DETERMINE
#12 SELF DRILLING SCREWS INTO BENT PL @ 12" OC - STAGGER FACE
10d NAILS @ 6" OC
L3x3x1/4 DIAG BRACING @ 2 LOCATIONS (1/3 POINTS OF BEAM SPAN)
L4x4x1/4 HANGER @ 48" OC
CONT BENT PL 6"x4"x1/4" (LLH)
3/16 2-12
BOD EL= 30'-10 7/8"
6"
EXIST MASONRY WALL
6 1/4"
5/8"Ø RODS EMBEDDED 6" W/ HILTI HIT-HY 70 @ 16" OC
1/4 3-12
METAL DECKSEE PLAN
BEAM - SEE PLAN
CONT BENT PL 6"x3/8"
©
5201 S BROADWAY AVENUESUITE 200
TYLER, TEXAS 75703903.592.0728
903.595.0369 [email protected]
JOB NUMBER
SHEET NUMBER
DATE
SHEET REVISION HISTORY
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PROJECT MANAGER
IF THE ABOVE DIMENSION DOES NOT MEASURE ONE INCH (1")EXACTLY, THIS DRAWING HAS BEEN ENLARGED OR REDUCED,
AFFECTING ALL LABELED SCALES.
PAIGE ENGEL
17-022
THESE DRAWINGS DO NOT INCLUDE NECESSARYCOMPONENTS FOR CONSTRUCTION SAFETY.
ENGINEER:
LICENSE NO.
CONSULTING ENGINEERS
FIRM REGISTRATION NO. 667
3003 KNIGHT STREET, SUITE 120SHREVEPORT, LOUISIANA 71105
phone: 318-425-7452 fax: 318-425-4622www.AFJMc.com
COPYRIGHT NOTICE: THIS ENGINEERING DRAWING SHALL BE USED ONLY PURSUANT TO THE AGREEMENT WITH AFJMC. NO OTHER USE DISSEMINATION OR DUPLICATION MAY BE MADE WITHOUT PRIOR WRITTEN CONSENT OF AFJMC. ALL COMMON LAW RIGHTS OF COPYRIGHT AND OTHERWISE ARE HEREBY SPECIFICALLY RESERVED.
107065
J. DANIEL THOMPSON, P.E.
S103ROOF FRAMING PLAN &
SECTIONS
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SCALE: 1/4" = 1'-0"
ROOF FRAMING PLAN
NOTES:
1. MOMENT CONNECTION, SEE TYPICAL DETAIL.
2. THE LATERAL STABILITY OF THE STRUCTURE REQUIRES MC TO BE COMPLETE, DECK TO BE INSTALLED & CONNECTIONS TO MASONRY TO BE COMPLETE.
SECTIONSCALE: S103 1" = 1'-0"
1
SECTIONSCALE: S103 1" = 1'-0"
2
SECTIONSCALE: S103 1" = 1'-0"
3
DESIGN WIND PRESSURE FOR COMPONENTS & CLADDING
PRESSURE (PSF)
(+) PRESSURE ACTING TOWARD SURFACE (-) PRESSURE ACTING AWAY FROM SURFACE
BUILDING AREA ZONE
+16
-41 1
+16
-642
+16
-873
+28
-294
+28
-505
+92
+115
4
5
ROOF & WALLS
PARAPET
PRESSURES BASED ON Vult (A=32 FT²)
BASE PLATE SCHEDULE
COLUMN BASE PLATE SIZE ANCHOR BOLTS REMARKS
HSS4x4x1/4 9"x5/8"x0'-9" (4)-3/4"Ø x 1'-4" LG HEADED
HSS5x5x1/4 12"x3/4"x1'-0"
12"x1-1/8"x1'-0"W12x58
* ALL COLUMNS TO HAVE 4 ANCHOR BOLTS. ORIENTATION OF BASE PLATES MAY VARY AT CORNER LOCATIONS.* EXTERIOR COLUMN BASE PLATES TO REMAIN CLEAR OF BRICK BEARING.
(4)-3/4"Ø x 1'-4" LG HEADED
(4)-1"Ø x 1'-4" LG HEADED
PLAN AT TYPICAL CORNER REINFORCING
(FOR ALL REINFORCED CONCRETE BEAMS, WALLS AND REINFORCED MASONRY.)
30 D
IA
30 DIA
20 D
IA
20 DIA
TYPICAL MOMENT CONNECTION DETAIL
PLATE "T" = TF
BACKER BAR
PLATE 3/8" W/ MAX ROWS OF 7/8"Ø A325 BOLTS
TF
(LA
RG
ES
T)
K+
1/8
"
1/4
1/4
TYPICAL MASONRY REINF. AT INTERSECTIONS AND CORNERS
ARCH'L.
SEE
16" NOM.
(3)-#5 VERT. (MIN.) @ CORNERS
HORIZ. LADDER TYPE REINF. @ 16" NOT SHOWN (TYP.)
FULL-HT. VERT. REINF. @ "T" INTERSECTIONS & CORNERS (PLATE ANCHORS NOT SHOWN FOR CLARITY)
(4)-#5 VERT. (MIN.) @ "T" INTERSECTIONS
REINF. SHOWN IS MIN. - MATCH REINF. SHOWN ON PLANS
LINTEL DETAILS
LINTEL _ LINTEL _
UP TO 4'-8" UP TO 6'-8"
1/2"
L4x3-1/2x5/16 (LLV) x MO +8" MINIMUM BEARING EACH END
1/2"
L5x3-1/2x5/16 (LLV) x MO +8" MINIMUM BEARING EACH END
A B LINTEL _
8" NOM
4 5
/8"
16" DEEP "U" BLOCK W/ (2)-#7 @ BOT x MO +12" MIN BEARING EACH END
C
B
3
S201
TYP
11"
AR
CH
SE
E
TY
P2 1
/8"
TYP3 3/8"
3/16
1/8TYP
3/16" PL
HSS8X4X1/4CONT
HSS12X4X1/4
W12X26
1' - 6 1/4"
SLAB - SEE PLAN
COORDINATE TOP ELEVATION W/ ARCH'L - STAIR TO RECEIVE WOOD SURFACE
C
3/16
TYP
11"
AR
CH
SE
E
FLOORING ON 3/4" PLYWOOD
EXIST JOISTSHSS12X10X3/8
TYP3 3/4"
TY
P
2 1
/8"
3/16" PL
1/8TYP
3
S201
HSS8X4X1/4CONT
1/8
1/8TYP
EDGE FASTENERS PER 5/S102
COORDINATE TOP ELEVATION W/ ARCH'L - STAIR TO RECEIVE WOOD SURFACE
CONNX PL BY GUARDRAIL MFR
GUARDRAIL SEE ARCH'L / MFR
1/8
1/8TYP
HSS8X4X1/4
6"3' - 6"6"
1/83/16" PL
FIELD DRILL HOLES TO MOUNT WOOD FLOORING - SEE ARCH'L
©
5201 S BROADWAY AVENUESUITE 200
TYLER, TEXAS 75703903.592.0728
903.595.0369 [email protected]
JOB NUMBER
SHEET NUMBER
DATE
SHEET REVISION HISTORY
E
D
C
B
A
1 2 3 4 5 6
PROJECT MANAGER
IF THE ABOVE DIMENSION DOES NOT MEASURE ONE INCH (1")EXACTLY, THIS DRAWING HAS BEEN ENLARGED OR REDUCED,
AFFECTING ALL LABELED SCALES.
PAIGE ENGEL
17-022
THESE DRAWINGS DO NOT INCLUDE NECESSARYCOMPONENTS FOR CONSTRUCTION SAFETY.
ENGINEER:
LICENSE NO.
CONSULTING ENGINEERS
FIRM REGISTRATION NO. 667
3003 KNIGHT STREET, SUITE 120SHREVEPORT, LOUISIANA 71105
phone: 318-425-7452 fax: 318-425-4622www.AFJMc.com
COPYRIGHT NOTICE: THIS ENGINEERING DRAWING SHALL BE USED ONLY PURSUANT TO THE AGREEMENT WITH AFJMC. NO OTHER USE DISSEMINATION OR DUPLICATION MAY BE MADE WITHOUT PRIOR WRITTEN CONSENT OF AFJMC. ALL COMMON LAW RIGHTS OF COPYRIGHT AND OTHERWISE ARE HEREBY SPECIFICALLY RESERVED.
107065
J. DANIEL THOMPSON, P.E.
S201GENERAL NOTES &TYPICAL DETAILS
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GENERAL NOTES:__________________________________________________________________
GENERAL:
1. THE CONTRACTOR SHALL VERIFY FIELD DIMENSIONS AND CONDITIONS BEFORE CONSTRUCTION AND NOTIFY THE ARCHITECT OF ANY DISCREPANCIES OR INCONSISTENCIES IN THE DRAWINGS BEFORE PROCEEDING WITH THE WORK.
2. THESE DRAWINGS ARE NOT TO BE SCALED. CALLED DIMENSIONS GOVERN SCALED DIMENSIONS.
3. THE CONTRACTOR SHALL VERIFY LOCATIONS AND SIZES OF ALL OPENINGS IN FLOORS AND ROOFS AND ALL INSERTS AND EMBEDDED ITEMS WITH MECHANICAL, ELECTRICAL, AND ARCHITECTURAL DRAWINGS BEFORE PLACING CONCRETE, INSTALLING METAL DECKING OR ERECTING ANY STRUCTURAL LOAD BEARING MATERIAL. THE GENERAL CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL COORDINATION WITH SUB-CONTRACTORS.
4. ADEQUATE TEMPORARY BRACING WILL BE REQUIRED OF ALL STRUCTURAL PIECES OR UNITS UNTIL THE FLOOR AND ROOF DECK ARE IN PLACE, AND ALL CONCRETE HAS BEEN PLACED AND GAINED ITS ULTIMATE STRENGTH.
5. IN CASE OF DRAWING DISCREPANCIES IN DIMENSIONS AND ELEVATIONS BETWEEN STRUCTURAL AND ARCHITECTURAL DRAWINGS, CONTRACTOR SHALL VERIFY WITH ARCHITECT PRIOR TO FABRICATION AND CONSTRUCTION.
6. THE LATEST EDITION OF IBC, ACI, AISC, AWS, CRSI, AND NDS SPECIFICATIONS SHALL GOVERN ALL PHASES OF FABRICATION AND CONSTRUCTION.
7. STRUCTURAL DESIGN CRITERIA (REF IBC 2012 AND ASCE 7-10):
ROOF DEAD LOAD - 20 PSF ROOF LIVE LOAD - 20 PSF
FLOOR LIVE LOAD - 100 PSF
OCCUPANCY CATEGORY II
WIND LOAD Vult - 115 MPH PER ASCE 7-10 Vasd - 90 MPH PER IBC 2012 EXPOSURE C GCpi = +/- 0.18 SEE CHART FOR COMPONENTS AND CLADDING DESIGN PRESSURES
SEISMIC LOAD IMPORTANCE FACTOR, Ie = 1.0 Ss = 0.11 S1 = 0.06 SITE CLASSIFICATION D Sds = 0.11 Sd1 = 0.09 SEISMIC DESIGN CATEGORY B SEISMIC FORCE RESISTING SYSTEM - ORDINARY PLAIN MASONRY SHEAR WALLS RESPONSE MODIFICATION COEFFICIENT, R = 1-1/2 SEISMIC RESPONSE COEFFICIENT, Cs = 0.07 ANALYSIS PER EQUIVALENT LATERAL FORCE PROCEDURE DESIGN BASE SHEAR - 5.8-KIPS
SNOW LOAD IMPORTANCE FACTOR, Is = 1.0 GROUND SNOW LOAD, Pg = 5 PSF 8. CONTRACTOR SHALL REVIEW AND STAMP ALL SUBMITTALS BEFORE FORWARDING TO ARCHITECT/ENGINEER FOR REVIEW. CONTRACTOR SHOULD INCORPORATE TEN (10) WORKING DAYS FOR ENGINEER REVIEW.
QUALITY ASSURANCE:
1. TESTING LABORATORY SHALL SUBMIT REPORTS INDICATING RESULTS AND OBSERVATIONS OF TESTS AND INSPECTIONS AND STATING COMPLIANCE OR NONCOMPLIANCE WITH CONTRACT DOCUMENTS TO ARCHITECT (STRUCTURAL ENGINEER) PER IBC 1704 AND 1705 AND GOVERNING CODE AUTHORITY. CONTRACTOR SHALL COORDINATE WITH TESTING AGENCY FOR ACCESS AND TESTING OF MATERIALS AND CONSTRUCTION. CONTRACTOR SHALL REIMBURSE OWNER FOR COSTS RELATED TO TESTS AND INSPECTIONS OF UNIDENTIFIABLE MATERIALS OR MATERIALS FURNISHED WITHOUT CERTIFIED LABORATORY TEST REPORTS, MATERIALS FOUND DEFICIENT AFTER INITIAL TESTS AND INSPECTIONS, OR MATERIALS REPLACING DEFICIENT MATERIALS. SEE SPECIFICATIONS FOR ADDITIONAL TESTING AND INSPECTION REQUIREMENTS.
2. PROVIDE CEMENT, AGGREGATES, REINFORCING STEEL, STRUCTURAL STEEL, HIGH-STRENGTH BOLTS, OPEN-WEB STEEL JOISTS, ETC., FROM IDENTIFIABLE TESTED STOCK. SUBMIT CERTIFIED LABORATORY TEST REPORTS TO ARCHITECT (STRUCTURAL ENGINEER) AND GOVERNING CODE AUTHORITY. IF MATERIALS CANNOT BE IDENTIFIED OR IF CERTIFIED LABORATORY TEST REPORTS CANNOT BE MADE AVAILABLE, TESTING LABORATORY WILL PERFORM TESTS TO DETERMINE CONFORMANCE WITH CONTRACT DOCUMENTS AS DIRECTED BY ARCHITECT (STRUCTURAL ENGINEER).
3. THE OWNER SHALL ENGAGE AN APPROVED AGENCY TO PROVIDE SPECIAL INSPECTIONS COMPLYING WITH IBC CHAPTER 17 AND THE STATEMENT OF SPECIAL INSPECTIONS PROVIDED BY THE STRUCTURAL ENGINEER OF RECORD (SER) FOR THE FOLLOWING: a. STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL PER TABLE 1705.2.2 b. STRUCTURAL STEEL CONSTRUCTION PER AISC 360-10 c. CONCRETE CONSTRUCTION PER TABLE 1705.3 d. MASONRY CONSTRUCTION PER TABLE 1.19.2 (TMS 402-11/ACI 530-11/ASCE 5-11) e. WOOD CONSTRUCTION PER SECTION 1705.5 f. SHALLOW FOUNDATION AND FILL INSTALLATION PER TABLE 1705.6
4. SPECIAL INSPECTIONS AND OBSERVATIONS COMPLYING WITH IBC 1705.10 FOR WIND RESISTANCE ARE NOT REQUIRED FOR THIS PROJECT.
5. SPECIAL INSPECTIONS AND OBSERVATIONS COMPLYING WITH IBC 1705.11 FOR SEISMIC RESISTANCE ARE NOT REQUIRED FOR THIS PROJECT.
FOUNDATION:
1. SHALLOW FOOTINGS SHALL BEAR A MINIMUM OF 1'-4" BELOW LOWEST ADJACENT FINISHED GRADE ON FIRM NATURAL SOIL WITH A MINIMUM ALLOWABLE NET BEARING CAPACITY OF 2,000. CONTINUOUS FOOTINGS SHALL HAVE MINIMUM ALLOWABLE BEARING CAPACITY OF 3,000-PSF.
2. EXPOSED SURFACE AREAS TO RECEIVE SELECT FILL SHOULD BE SCARIFIED TO A MINIMUM DEPTH OF 8 INCHES, THE MOISTURE CONTENT ADJUSTED TO WITHIN ONE PERCENT BELOW AND THREE PERCENT ABOVE OPTIMUM AND COMPACTED TO A MINIMUM OF 95% ASTM D698 DENSITY. SUBGRADE ELEVATION SHALL BE LEVEL OR BENCHED WITH A TRANSITION OF 3H:1V. DO NOT PLACE FILL ON SLOPING SUBGRADE.
3. ALL SOIL USED AS FILL SHALL BE A CLAYEY SAND (SC) OR LOW PLASTICITY SANDY CLAY (CL) WITH A LIQUID LIMIT LESS THAN 40, PLASTICITY INDEX BETWEEN 7 AND 18, AND LESS THAN 70% PASSING THE No. 200 SIEVE. ALL FILL SHALL BE PLACED IN 8" LIFTS AND COMPACTED TO 95% ASTM D698 DENSITY.
4. EACH LIFT OF COMPACTED SOIL SHALL BE TESTED PRIOR TO PLACEMENT OF SUBSEQUENT LIFTS (1 TEST PER 2,500-SF WITH 4 TESTS MINIMUM PER LIFT).
5. EARTH FORMED GRADE BEAMS WILL NOT BE ALLOWED. ALL GRADE BEAMS SHALL BE FORMED WITH PLYWOOD OR METAL FORMS ON BOTH SIDES. 6. CONTRACTOR SHALL PROVIDE FOR DEWATERING AT EXCAVATIONS FROM EITHER SURFACE WATER OR SEEPAGE.
7. CONTRACTOR SHALL PROVIDE ADEQUATE EXCAVATION SHORING TO PREVENT CAVE-INS.
REINFORCING STEEL:
1. ALL REINFORCING STEEL SHALL BE NEW BILLET, ASTM A615 GRADE 60 DEFORMED DOMESTIC BARS. ALL DETAILING, FABRICATION, PLACING AND SUPPORTING SHALL BE IN ACCORDANCE WITH THE LATEST EDITIONS OF ACI 318 AND CRSI.
2. ALL DOWELS SHALL BE THE SAME SIZE AND SPACING AS ADJOINING MAIN BARS (MIN. LAP 30 BAR DIA.), UNLESS NOTED OR DETAILED OTHERWISE. THE MINIMUM SPLICE OF ALL CONTINUOUS BARS SHALL BE 40 BAR DIA. (2'-0" MIN.). PROVIDE OUTSIDE CORNER BARS IN ALL BEAMS, BARS SHALL BE SAME SIZE AS MAIN BEAM STEEL; LAP 30 BAR DIA.
3. CLEAR MINIMUM COVERAGE OF CONCRETE OVER REINFORCING BARS SHALL BE PER ACI 318 AND AS FOLLOWS:
CONCRETE CAST AGAINST EARTH -------------------- 3" FORMED CONCRETE AGAINST EARTH --------------- 1-1/2" TOP OF SLABS-ON-GRADE -------------------------------- 3/4" TOP AND BOTTOM OF SUSPENDED SLABS --------- 3/4" OR BAR DIA. 4. ALL REINFORCING BARS, WELDED WIRE FABRIC, BOLTS, DOWELS, INSERTS, ETC., SHALL BE RIGIDLY SECURED IN POSITION PRIOR TO PLACING CONCRETE.
5. CONTRACTOR SHALL SUBMIT COMPLETE SHOP AND PLACING DRAWINGS AND OBTAIN APPROVAL PRIOR TO FABRICATION.
CONCRETE:
1. CONCRETE SHALL HAVE THE FOLLOWING 28-DAY STRENGTHS: FOOTINGS, GRADE BEAMS, AND SLABS-ON-GRADE - 3,000 PSI SLAB-ON-METAL DECK - 3,500 PSI
AIR ENTRAINMENT SHALL NOT EXCEED 3% AND WATER/CEMENT RATIO SHALL NOT EXCEED 0.50 FOR INTERIOR SLABS WITH A STEEL TROWEL FINISH.
2. CHAMFER ALL EXPOSED EDGES TO 3/4" UNLESS OTHERWISE NOTED.
3. MAXIMUM AGGREGATE SHALL BE AS FOLLOWS: FOOTINGS, GRADE BEAMS, AND SLABS-ON-GRADE - 1-1/2" SLABS ON METAL DECK - 1"
4. ALL CONSTRUCTION JOINTS IN BEAMS SHALL BE KEYED USING A HORIZONTAL KEYWAY AND JOINT SHALL BE LOCATED AT MIDDLE THIRD OF SPAN. REINFORCING SHALL BE CONTINUOUS THROUGH JOINT.
5. SAND LAYER UNDER VAPOR BARRIER SHALL BE CLEAN MIXTURE OF CRUSHED STONE, CRUSHED GRAVEL, AND MANUFACTURED OR NATURAL SAND; ASTM D448 SIZE 10, WITH 100% PASSING A 3/8" SIEVE, 10% TO 30% PASSING A No. 100 SIEVE, AND AT LEAST 5% PASSING THE No. 200 SIEVE. MATERIAL SHALL COMPLY WITH DELETERIOUS SUBSTANCE LIMITS OF ASTM C33 FOR FINE AGGREGATES.
6. FOR EXPOSED SLABS, AFJMc RECOMMENDS APPLYING AN EVAPORATION RETARDER TO THE CONCRETE SLAB TO PREVENT PLASTIC SHRINKAGE CRACKING. EVAPORATION RETARDER SHOULD BE APPLIED PRIOR TO SAWCUTTING AND APPLICATION OF THE CURING COMPOUND. THIS IS A RECOMMENDATION ONLY AND THE CONTRACTOR REMAINS RESPONSIBLE FOR SLAB FINISHING MEANS AND METHODS AND FOR THE QUALITY OF THE FLOOR FINISH.
7. ALL EXPOSED CONCRETE TO RECEIVE RUBBED FINISH UNLESS OTHERWISE NOTED.
STRUCTURAL STEEL:
1. ALL STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL CONFORM TO THE 14TH EDITION OF THE AISC MANUAL OF STEEL CONSTRUCTION AND AISC 360-10 "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS". STEEL FOR WIDE FLANGE, CHANNEL, AND S-SHAPES SHALL CONFORM TO ASTM A992, HSS SQUARE AND RECTANGULAR SECTIONS SHALL CONFORM TO ASTM A500 GRADE C (50-KSI), HSS ROUND SECTIONS SHALL CONFORM TO ASTM A500 GRADE B (46-KSI), ALL OTHER STRUCTURAL STEEL SHAPES AND PLATE SHALL CONFORM TO ASTM A36.
2. UNLESS NOTED OTHERWISE, CONNECTIONS BETWEEN STRUCTURAL STEEL MEMBERS SHALL BE SELECTED OR COMPLETED BY AN EXPERIENCED STEEL DETAILER PER SECTION 3.1.2 OPTION #2 OF THE CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES.
3. CONNECTIONS OF STRUCTURAL STEEL BEAMS TO COLUMNS AND BEAMS TO BEAMS SHALL BE BEARING TYPE WITH STANDARD CLIP ANGLES WITH THE MAXIMUM NUMBER OF BOLT ROWS USING 3" SPACING PERMITTED BY THE INDIVIDUAL BEAM SIZE, UNLESS NOTED OTHERWISE. STRUCTURAL STEEL FLOOR OR ROOF FILLER BEAMS CARRYING GRAVITY LOAD ONLY MAY BE CONNECTED TO GIRDERS USING SINGLE ANGLE SHEAR CONNECTIONS SIZED TO DEVELOP THE ASD LEVEL DESIGN REACTIONS SHOWN.
4. LOAD-BEARING STRUCTURAL MEMBERS AND ASSEMBLIES FABRICATED IN THE SHOP SHALL BE INSPECTED PER IBC 1704.2.5 UNLESS THE FABRICATOR IS APPROVED BY THE BUILDING OFFICIAL. APPROVED FABRICATORS SHALL SUBMIT A CERTIFICATE OF COMPLIANCE AT THE COMPLETION OF FABRICATION IN LIEU OF THE INSPECTIONS SPECIFIED IN IBC 1704.2.5. 5. ALL WELDING SHALL CONFORM TO THE RECOMMENDATIONS OF THE AWS, AND ALL WELDS, INCLUDING FIELD, SHALL BE MADE ONLY BY CERTIFIED WELDERS USING E7OXX ELECTRODES.
6. ALL STRUCTURAL BOLTS SHALL BE 3/4"-DIAMETER ASTM A325-N, BEARING TYPE UNLESS NOTED OTHERWISE.
7. ANCHOR RODS SHALL BE ASTM F1554 GRADE 36. ALL ANCHOR RODS SHALL BE SET WITH TEMPLATES TO THE TOLERANCES GIVEN IN SECTION 7.5.1 OF THE CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. CEMENTITIOUS NON-SHRINK GROUT UNDER BASE PLATES AND BEARING PLATES SHALL HAVE A MINIMUM STRENGTH OF 6,000-PSI.
8. FLOOR DECKING SHALL BE 1", 26 GAGE, TYPE C, GALVANIZED STEEL DECK. ATTACH FLOOR DECK TO SUPPORTS WITH #12 TEK SCREWS (30/4 FASTENER PATTERN). PROVIDE ONE (1) #10 TEK SCREW SIDE LAP FASTENER AT MIDSPAN OF DECK, TYPICAL UNLESS NOTED OTHERWISE. ATTACH DECK TO PERIMETER SUPPORTS WITH #12 TEK SCREW AT 12" O.C. ALONG FLOOR EDGES.
9. REFER TO ARCHITECTURAL AND MECHANICAL DRAWINGS FOR MISCELLANEOUS STEEL ITEMS NOT SHOWN ON STRUCTURAL DRAWINGS.
10. CONTRACTOR SHALL SUBMIT COMPLETE SHOP DRAWINGS AND OBTAIN APPROVAL PRIOR TO FABRICATION.
MASONRY:
1. ALL CMU SHALL BE VERTICALLY REINFORCED WITH 1#5 AT 24" O.C. UNLESS NOTED OTHERWISE. PROVIDE #5 X 38" DOWEL INTO FOUNDATION AT ALL VERTICALLY REINFORCED CELLS. ALL CMU SHALL HAVE HORIZONTAL WIRE LADDER REINFORCING EVERY OTHER COURSE. HORIZONTAL WIRE LADDER REINFORCING SHALL HAVE PREFABRICATED CORNERS AND PREFABRICATED "T's" (TEES) AT WALL INTERSECTIONS.
2. USE 1/4"x1"x16" HB 344 RIGID ANCHORS AT ALL BLOCK WALL INTERSECTIONS OR CORNERS TO BE BUILT INTEGRALLY. SPACE ANCHORS AT 16" O.C. (STAGGER WITH HORIZONTAL WIRE LADDER REINFORCING). GROUT ALL CELLS WITH HB 344 ANCHORS.
3. MINIMUM COMPRESSION STRENGTH OF MASONRY ASSEMBLIES SHALL BE 1500-PSI (f'm = 1500-PSI).
4. ALL CONCRETE BLOCK ABOVE GRADE SHALL BE LIGHT WEIGHT (105 PCF DENSITY) AND ALL CONCRETE BLOCK BELOW GRADE SHALL BE NORMAL WEIGHT DENSITY (135 PCF DENSITY). CONCRETE BLOCK SHALL HAVE A MINIMUM ULTIMATE COMPRESSIVE STRENGTH BASED ON THE NET AREA OF THE BLOCK OF 1,900 PSI.
5. MORTAR FOR CONCRETE BLOCK UNIT MASONRY CONSTRUCTION SHALL CONFORM WITH ASTM C 270. MORTAR FOR ALL APPLICATIONS SHALL BE TYPE S (COMPRESSIVE STRENGTH AT 28-DAYS = 1,800-PSI). 6. GROUT SHALL HAVE A SLUMP OF 9" WITH A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI. ALL BLOCK CELLS WITH VERTICAL REINFORCING SHALL BE GROUTED FULL HEIGHT. ALL BOND BEAMS SHALL BE GROUTED FULL. ALL BELOW GRADE MASONRY SHALL BE FULLY GROUTED.
7. BOND BEAMS SHALL BE PROVIDED AT THE TOP OF ALL MASONRY WALLS. BOND BEAMS SHALL HAVE TWO (2) #5's CONTINUOUS UNLESS NOTED OTHERWISE. INSTALL #5 CORNER BARS AT WALL INTERSECTIONS OR WALL CORNERS.
TIMBER FRAMING:
1. SAWN LUMBER SHALL BE #2 K.D. SOUTHERN YELLOW PINE, MOISTURE CONTENT 15% WITH THE FOLLOWING ALLOWABLE STRESSES BASED ON A 2X12 SIZE PER NDS 2012:
F(b) = 975 psi, F(t) = 550 psi, F(c)(parallel to grain) = 1,450 psi F(c)(perpendicular to grain) = 565 psi, F(v) = 175 psi, E = 1,600,000 psi
2. ENGINEERED AND/OR SAWN TIMBER MEMBERS SHALL CONFORM TO THE REQUIREMENTS OF THE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION STANDARDS (AITC) AND NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS) LATEST EDITIONS.
3. ALL TIMBER MEMBERS IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED WITH A WATER BORNE TREATMENT TO A NET RETENTION OF 0.3 POUNDS PER CUBIC FOOT.
4. PLYWOOD FOR ROOF SHEATHING SHALL BE 19/32" MIN, EXTERIOR GLUE (SPAN INDEX 40/20). NAILING FOR PLYWOOD ROOF SHEATHING SHALL BE 10d NAILS AT 6" O.C. ALONG PLYWOOD EDGES AND 12" O.C. ALONG INTERMEDIATE MEMBERS. BLOCK ALL PLYWOOD EDGES IF SUPPORTING FRAMING IS GREATER THAN 24" O.C.
5. PLYWOOD FOR FLOOR SHEATHING SHALL BE 3/4" MIN. NAILING FOR PLYWOOD SHEATHING SHALL BE 10d NAILS AT 6" O.C. ALONG PLYWOOD EDGES AND 12" O.C. ALONG INTERMEDIATE MEMBERS. BLOCK ALL PLYWOOD EDGES.
6. UNLESS NOTED OTHERWISE WOOD MEMBERS SHALL BE FASTENED PER IBC 2012 FASTENING SCHEDULE TABLE 2304.9.1.
SECTIONSCALE: S201 1" = 1'-0"
1
SECTIONSCALE: S201 1" = 1'-0"
2
SECTIONSCALE: S201 1" = 1'-0"
3
EXPOSED STAIR STEEL SHALL MEET REQUIREMENTS PER AISC 360-10
STRINGERS SHALL BE CONT SHOP WELDED TO MATCH ARCH'L PROFILE