Upload
others
View
1
Download
0
Embed Size (px)
Citation preview
CLICKLIST END VIEW
SCALE 1/4"=1'-0"
CLICKLIST REAR VIEW
SCALE 1/4"=1'-0"
PLAN VIEW
SCALE 1/4"=1'-0"
SECTION 1-1
SCALE 3/8"=1'-0"
DETAIL A
SCALE 3/4" = 1'-0"
DETAIL B
SCALE 3/4" = 1'-0"
DETAIL C
SCALE 3/4" = 1'-0"
DETAIL D
SCALE 1" = 1'-0"
SECTION AB-AB
SCALE 1/4"=1'-0"
1
1
A
B
C
D
AB
AB
1019 NORTH STREET - P.O. BOX 1050
OTTAWA, KANSAS 66067
(800) 255-1009
a member of the Image Resource GroupSITE:
SIZE:
TITLE:DRAWING NO.
JOB NO.
KROGER CLICKLIST #766
NICHOLASVILLE, KY
4BAYSQ
FRAMING PLAN
AND DETAILS
80130
E1 OF 2
THESE PLANS ARE SUBJECT TO
FEDERAL COPYRIGHT LAWS
ANY USE OF SAME WITHOUT THE
EXPRESS WRITTEN PERMISSION
OF FASHION INC. IS PROHIBITED
STEEL NOTES
1. DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE LATEST AISC SPECIFICATIONS. DESIGN, FABRICATION AND
ERECTION OF COLD FORMED STEEL SECTIONS SHALL CONFORM TO THE LATEST AISI SPECIFICATIONS.
2. STRUCTURAL MATERIALS:
WIDE FLANGE SECTIONS - ASTM A992 OR A572 GRADE 50 (Fy = 50 KSI)
ANGLES / CHANNELS - ASTM A36 (Fy = 36 KSI)
HOLLOW STRUCTURAL SECTIONS (TUBE) - ASTM A500 GRADE B (Fy = 46 KSI)
PIPE SECTIONS - ASTM A53, GRADE B (Fy = 35 KSI)
PLATE - ASTM A36 (Fy = 36 KSI)
ROOF DECK - ASTM A653, GRADE 40 (Fy = 40 KSI), GALVANIZED (G60) WITH BAKED ENAMEL FINISH
STEEL OUTRIGGERS - ASTM A653 GR. CS (Fy = 25 KSI), GALVANIZED (G90) PER ASTM 924
STRUCTURAL BOLTS - ASTM A325
ANCHOR BOLTS - ASTM F1554 GR. 36; ASTM A36; OR ASTM A307 MATERIAL (Fy = 36 KSI)
3. WELDING OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH LATEST ANSI / AWS D1.1
4. FIELD CONNECTIONS SHALL BE BOLTED CONNECTIONS UNLESS SPECIFIED ON DRAWING.
5. ALL STRUCTURAL BOLTED CONNECTIONS SHALL USE ASTM A325 BOLTS. BOLTED JOINTS SHALL BE TIGHTENED TO SNUG TIGHT PER LATEST RCSC
SPECIFICATION.
6. STRUCTURAL STEEL SHALL BE SHOP COATED WITH A RED-OXIDE RUST INHIBITIVE PRIMER. FIELD TOUCH-UP, FINISH PAINTING, AND MAINTENANCE
SHALL BE THE RESPONSIBILITY OF THE OWNER (UNLESS OTHERWISE SPECIFIED).
7. DESIGN LOADS PER LOCAL BUILDING CODE REQUIREMENTS:
ROOF LIVE LOAD = 20 PSF
FLAT ROOF SNOW LOAD = 30 PSF
BASED ON GROUND SNOW LOAD= 30 PSF
WIND LOADS:
LATERAL = 25 PSF
UPLIFT = 20 PSF
BASED ON 100 MPH 3 SECOND GUST WIND SPEED PER ASCE 7-02
IMPORTANCE FACTOR = 1.0
SEISMIC LOADS:
SEISMIC USE GROUP I, SITE CLASS "D" ASSUMED, SEISMIC DESIGN CATEGORY "B"
Sds = 0.213G, Sd1 = 0.129G
SEISMIC FORCE RESISTING SYSTEM IS INVERTED PENDULUM - CANTILEVERED COLUMN, R = 2.5
Cs = 0.20 DESIGN BASE SHEAR = CsxW = 1.4 K/COL USING EQUIVALENT LATERAL FORCE PROCEDURE
DEAD LOADS:
DECK / GUTTER / LIGHTS - 5 PSF
FASCIA - 5 TO 15 PLF (PER DESIGN)
STRUCTURAL STEEL - SELF WT
CONCRETE - 145 PCF
EXTERIOR DOWNSPOUT SEE DETAIL GX/E1
(SEE FOUNDATION PLAN FOR DIRECTION)
INTERIOR PVC DOWNSPOUT
SEE DETAIL GX/E1
BOLT TABLE
MK.
QTY.
TYPE OF BOLT NO. OF LOCATIONS
A 4
3/4" DIA. X 2 1/2" BOLTS A-325
2
B 8
3/4" DIA. X 2 1/2" BOLTS A-325
3
C 4
3/4" DIA. X 2" BOLTS A-325
3
D 3
3/4" DIA. X 2" BOLTS A-325
3
E 2
3/4" DIA. X 2" BOLTS A-325
3
ALL STRUCTURAL BOLTED CONNECTIONS SHALL USE ASTM A-325 BOLTS.
BOLTED JOINTS SHALL BE TIGHTENED TO SNUG TIGHT PER LATEST RCSC SPEICIFICATION.
TURN MARK NUMBERS ON BEAMS THE SAME AS SHOWN ON PLAN
DECK PANEL 20GA.x3"x16"
IRG WHITE EMBOSSED
3D MODEL 4BAYSQ
12'-0" 12'-0" 12'-0" 12'-0"
48'-0"
1'-0"
1
1 2
"
30'-0"
11'-0"
2'-0"
6"
4"
6"
6"
4"
8
'-0
"
4
'-0
"
2
8
'-0
" (7
) S
P
A
C
E
S
@
4
'-0
"
HSS-12"x6"x3/8"
COLUMN TYP.
HSS-8"x6"x3/16"
HSS-8"x6"x3/16"
HSS-8"x6"x3/16"
TRUSS ASSY.
TRUSS ASSY.
HSS-4"x2"x3/16"
PURLIN TYP.
3
4
"
1'-0"
3
4
"
M20(3/4") HEX HEAD HOLLO-BOLT
(4) PLACES
HSS-12"x6"x3/8"
COLUMN
HSS-8"x6"x3/16"
KNEE BRACEHSS-8"x6"x3/16"
KNEE BRACE
NS/FS
NS/FS
4"X6" OPENING FOR ELECTRIC ACCESS
SEE SHEET E2 BOTTOM ISO VIEWS
FOR LOCATIONS
4"X6" OPENING FOR ELECTRIC ACCESS
SEE SHEET E2 BOTTOM ISO VIEWS
FOR LOCATIONS TYP.
M20(3/4") HEX HEAD HOLLO-BOLT
(4) PLACES
PL-3/4"x6"x12 1/4"
PL-3/4"x6"x12 3/4"
PL-3/4"x6"x20"
1/4"
COLUMN
PL-3/4"x14"x20"
BASE PLATE
PL-3/8"x4"x4" GUSSET
TYP. (4) PLACES
5" IN BOTTOM OF BASE PLATE
FOR ELECTRIC ACCESS
5"
5"
1'-4"
2" GROUT BY OTHERS
FOUNDATION DESIGN BY OTHERS
ANCHOR BOLTS (BY FASHION INC.)
1 1/4" x 30" LONG HEADED ANCHOR
ROD WITH LEVELING NUTS AND WASHERS
(ASTM A36) ON TOP AND BELOW BASE PLATE
(6 ANCHOR BOLTS PER COLUMN)
5/16"
1/4"
TYP.
COLUMN
BASE PLATE
TOP OF FOOTING 100.00'
BOTTOM OF STEEL 111.00'
METAL ROOFING
PURLIN
HSS-4"x2"x3/16"
PL-1/4"x4"x4"
3/16"
(2) M08(5/16") HEX HEAD HOLLO-BOLT
PER CONNECTION
METAL ROOFING
10'-0"
20'-0"
STEEL NOTES
1. DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL SHALL CONFORM TO THE
LATEST AISC SPECIFICATIONS. DESIGN, FABRICATION AND ERECTION OF COLD FORMED
STEEL SECTIONS SHALL CONFORM TO THE LATEST AISI SPECIFICATIONS.
2. STRUCTURAL MATERIALS:
WIDE FLANGE SECTIONS - ASTM A992 OR A572 GRADE 50 (Fy = 50 KSI)
ANGLES / CHANNELS - ASTM A36 (Fy = 36 KSI)
HOLLOW STRUCTURAL SECTIONS (TUBE) - ASTM A500 GRADE B (Fy = 46 KSI)
PIPE SECTIONS - ASTM A53, GRADE B (Fy = 35 KSI)
PLATE - ASTM A36 (Fy = 36 KSI)
ROOF DECK - ASTM A653, GRADE 50 (Fy = 50 KSI), GALVANIZED (G60) WITH A FULL COAT
POLYESTER FINISH TOP AND BOTTOM BAKED ON OVER A COMPATIBLE PRIMER
STEEL OUTRIGGERS - ASTM A653 GR. CS (Fy = 25 KSI), GALVANIZED (G90) PER ASTM 924
STRUCTURAL BOLTS - ASTM A325 OR HOLLO-BOLTS PER ESR-3330
ANCHOR BOLTS - ASTM F1554 GR. 36; ASTM A36; OR ASTM A307 MATERIAL (Fy = 36 KSI)
3. WELDING OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH LATEST ANSI / AWS D1.1
4. FIELD CONNECTIONS SHALL BE BOLTED CONNECTIONS UNLESS SPECIFIED ON DRAWING.
5. ALL STRUCTURAL BOLTED CONNECTIONS SHALL USE ASTM A325 BOLTS OR HOLLO-BOLTS AS
SHOWN ON DRAWINGS. BOLTED JOINTS SHALL BE TIGHTENED TO SNUG TIGHT PER LATEST
RCSC SPECIFICATION AND HOLLO-BOLTS SHALL BE TIGHTENED TO THE MANUFACTURER'S
SPECIFIED TORQUE
6. STRUCTURAL STEEL SHALL BE CLEANED IN ACCORDANCE WITH SSPC-SP3 AND SHOP COATED
WITH A RED-OXIDE RUST INHIBITIVE PRIMER UNLESS SHOWN OTHERWISE ON DRAWINGS.
FIELD TOUCH-UP, FINISH PAINTING, AND MAINTENANCE SHALL BE THE RESPONSIBILITY OF
THE OWNER (UNLESS OTHERWISE SPECIFIED). IF A FACTORY TOPCOATED FINISH IS SHOWN,
IT SHALL BE A COMBINATION OF AN SSPC-SP6 CLEANING AND CARBOLINE 825 CARBOGUARD
PRIMER AND A CARBOTHANE 133 SG POLYURETHANE - COLOR WHITE TO MATCH ROOF DECK
7. DESIGN LOADS PER LOCAL BUILDING CODE REQUIREMENTS:
ROOF LIVE LOAD = 20 PSF
FLAT ROOF SNOW LOAD = 15 PSF
BASED ON GROUND SNOW LOAD= 15 PSF
WIND LOADS:
LATERAL = 25.5 PSF
UPLIFT = VARIES
BASED ON 90 MPH 3 SECOND GUST WIND SPEED PER ASCE 7-05
IMPORTANCE FACTOR = 1.0
SEISMIC LOADS:
SEISMIC USE GROUP I, SITE CLASS "D" ASSUMED, SEISMIC DESIGN CATEGORY "B"
Sds = 0.235G (Ss = 0.22G, Fv = 1.6), Sd1 = 0.144G (S1 = 0.09, Fa = 2.4)
SEISMIC FORCE RESISTING SYSTEM IS INVERTED PENDULUM - C
ANTILEVERED COLUMN, R = 1.25
Cs = 0.188 DESIGN BASE SHEAR = Cs x W = 0.72 K/COL USING E
QUIVALENT LATERAL FORCE PROCEDURE
DEAD LOADS:
DECK / GUTTER / LIGHTS - 5 PSF
STRUCTURAL STEEL - SELF WT
CONCRETE - 150 PCF
2
7
16
"2"
3
64
"
ZALESKI SNOW-GUARD MODEL #15 CLEAR TYP.
ALUM. .095 x 4 1/2"x4 1/2" DOWNSPOUT
1'-0"
DOWNSPOUT STRAP TYP.
DOWNSPOUT CONNECTION TO DRAIN BY OTHERS
HOLLO-BOLT INSTALLATION
1. ALIGN PRE-DRILLED HOLES IN STEEL AND INSERT HOLLO-BOLT.
2. GRIP THE HOLLO-BOLT COLLAR WITH AN OPEN ENDED WRENCH.
3. USING A TORQUE WRENCH, TIGHTEN THE CENTRAL BOLT TO THE
RECOMMENDED TORQUE
-M20(3/4") TORQUE TO 221 ft. lb.
-M08(5/16") TORQUE TO 17 ft. lb.
4"x6" ACCESS OPENING
ALUM. COVER PLATE WITH
GASKET (SHOP INSTALLED)
0 FOR CONSTRUCTION
jholmes
JW
8/20/15
REVISION HISTORY
REV DESCRIPTION DESIGNER CHECKED DATE
ALUM. .095 x 4 1/2"x4 1/2"
DOWNSPOUT
ALUM. .095 x 4 1/2"x4 1/2"
DOWNSPOUT
CL1
CL2
CL1 CL1 CL1
CL1
CL1
CL1
CL1
CL2
3/16"
3/16"
NS/FS
3/16"
TOP &
BOTTOM
2" GAP BETWEEN COLUMN AND DOWNSPOUT
JOHN WELLER, PE
7794 S. INDIANAPOLIS AVE.
TULSA, OK 74136
LICENSE #23510
BOTTOM ISOMETRIC VIEW 2
SCALE 1/4"=1'-0"
TOP ISOMETRIC VIEW 1
SCALE 1/4"=1'-0"
BOTTOM ISOMETRIC VIEW 1
SCALE 1/4"=1'-0"
DETAIL BB
SCALE 1" = 1'-0"
DETAIL AA
SCALE 1" = 1'-0"
DETAIL CC
SCALE 1" = 1'-0"
DETAIL DD
SCALE 1" = 1'-0"
DETAIL EE
SCALE 2" = 1'-0"
BB
AA
CC
DD
EE
1019 NORTH STREET - P.O. BOX 1050
OTTAWA, KANSAS 66067
(800) 255-1009
a member of the Image Resource GroupSITE:
SIZE:
TITLE:DRAWING NO.
JOB NO.
KROGER CLICKLIST #766
NICHOLASVILLE, KY
4BAYSQ
ISO VIEWS
AND DETAILS
80130
E2 OF 2
THESE PLANS ARE SUBJECT TO
FEDERAL COPYRIGHT LAWS
ANY USE OF SAME WITHOUT THE
EXPRESS WRITTEN PERMISSION
OF FASHION INC. IS PROHIBITED
ALL FASTENERS - #10x3/4" TEKS @ 24" O.C.
AND / OR AT EA. OUTRIGGER UNLESS NOTED
OTHERWISE.
18GAx2"x2" GALV. ANGLE (CONT. AT TOP)
18GA.x2"x2" GALV. KNEE BRACE (#KB1) LOCATE
AT EACH PURLIN AND FASTEN TO NEAREST OUTRIGGER
18GA.x2"x2" GALV. KNEE BRACE (#KB1) LOCATE
AT 8'-0" O.C. AND FASTEB TO NEAREST OUTRIGGER
18GA.x2"x2" GALV. OUTRIGGER
@ XX O.C. (MAX)
#14x7/8" LAP TEK
(3) PER OUTRIGGER
4"X6" OPENING FOR
ELECTRIC ACCESS TYP.
4"X6" OPENING FOR
ELECTRIC ACCESS TYP.
6" x6" .032 ALUM WHITE SMOOTH GUTTER
.032 ALUM WHITE EMBOSSED
GUTTER DAM TYP. EACH END
Z-ANGLE ROOFING TRIM
ALUM .032 WHITE SMOOTH
#12X1 1/4" TEK 5 W/ NEO. WASHER AT 18" CENTERS
ALUM. .063 WHITEx2"x2" ANGLE (WHITE)
GUTTER BRACE AT 4'-0" CENTERS
#14 x7/8" LAP TEK W/ NEOPRENE WASHER
#14 x7/8" LAP TEK W/ NEOPRENE WASHER (3) PER ROOF PANEL
Z-ANGLE ROOFING TRIM
ALUM .032 WHITE SMOOTH
STEEL TRUSS ASSY.
STEEL TRUSS ASSY.
PURLIN
UPPER ROOFING TRIM CAP
ALUM. .032 WHITE SMOOTH
ROOFING PANEL 24GA.x3"x16"
WHITE EMBOSSED
ROOFING PANEL 24GA.x3"x16"
WHITE EMBOSSED
18GA. 304 STAINLESS STEEL ROOFING CLIP
TYP. EACH PURLIN CONNECTION
HILTI X-U 16MX BALLISTIC POINT FASTENER (2) PER CLIP
#12-14x1" BI-METAL LAP TEK W/ NEOPRENE WASHER S.S.
(1) PER CLIP
GUTTER
GUTTER BRACE
PURLIN TYP.
ROOFING PANEL 24GA.x3"x16"
WHITE EMBOSSED
4"Ø HOLE AT TOP PLATE
AND TOP TRUSS MEMBER
FOR ELECTRIC ACCESS TYP.
ALL COLUMNS
COLUMN
TRUSS ASSY.
PL-1/8" CAP PLATE
TYP. EACH END
#12-14x1" BI-METAL LAP TEK W/ NEOPRENE WASHER S.S. AT 18" CENTERS
#12-14x1" BI-METAL LAP TEK W/ NEOPRENE WASHER S.S.
AT 32" CENTERS
ZALESKI SNOW-GUARD MODEL #15 CLEAR TYP.
HILTI X-U 16MX BALLISTIC POINT FASTENER
(2) PER CLIP
18GA. 304 STAINLESS STEEL ROOF DECK
CLIP TYP. EACH PURLIN
#12-14x1" BI-METAL LAP TEK W/ NEOPRENE WASHER S.S.
(1) PER CLIP
HSS-4"x2"x3/16"
PURLIN
0 FOR CONSTRUCTION
jholmes
JW
8/20/15
REVISION HISTORY
REV DESCRIPTION DESIGNER CHECKED DATE
ALUM. COVER PLATE WITH GASKET
(SHOP INSTALLED) (UPPER COLUMN
ACCESS OPENINGS ONLY)
4"x6" ACCESS OPENING
JOHN WELLER, PE
7794 S. INDIANAPOLIS AVE.
TULSA, OK 74136
LICENSE #23510
ANCHOR BOLTS
(6) REQ'D. PER FOOTING
FOOTING / ANCHOR BOLT PLAN
SCALE 1/4"=1'-0"
DETAIL A/F1
SCALE 1" = 1'-0"
A/F1
1019 NORTH STREET - P.O. BOX 1050
OTTAWA, KANSAS 66067
(800) 255-1009
a member of the Image Resource GroupSITE:
SIZE:
TITLE:DRAWING NO.
JOB NO.
KROGER CLICKLIST #766
NICHOLASVILLE, KY
4BAYSQ
FOOTING / ANCHOR BOLT
PLAN AND DETAILS
80130
F1 OF 1
THESE PLANS ARE SUBJECT TO
FEDERAL COPYRIGHT LAWS
ANY USE OF SAME WITHOUT THE
EXPRESS WRITTEN PERMISSION
OF FASHION INC. IS PROHIBITED
1 1/4"Ø x 30" LONG HEADED
ANCHOR ROD WITH LEVELING
NUTS & WASHERS (ASTM A36)
ON TOP OF & BELOW BASE PLATE
8" THREADED
2'-6"
FOOTING NOTES
1. OWNER / GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR FOOTING AND ANCHOR BOLT INSTALLATION.
FOOTING DESIGN NOT BY FASHION, INC.
2. CANOPY DESIGN IS BASED ON AN ASSUMED 1'-0" BURY OF THE COLUMNS FROM THE BOTTOM OF BASEPLATE TO
FINISHED GRADE. ANY AMOUNT OF BURY GREATER THAN 1'-0" COULD RESULT IN CHANGES TO CANOPY DESIGN.
3. TOPS OF ALL FOOTINGS ARE ASSUMED TO BE AT SAME ELEVATION. OWNER / GENERAL CONTRACTOR SHALL
PROVIDE BURIAL DEPTH FROM HIGH GRADE UNDER CANOPY. WHERE TOPS OF FOOTINGS ARE AT DIFFERENT
ELEVATIONS, THE OWNER / GENERAL CONTRACTOR SHALL PROVIDE THE CANOPY MANUFACTURER WITH ALL FOOTING
AND GRADE ELEVATIONS PRIOR TO CANOPY FABRICATION. VARIATIONS FROM DESIGN ELEVATIONS MAY RESULT IN
INADEQUATE CLEARANCE AND / OR UNDER SIZED FOOTINGS.
4. OWNER / GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR PLACING NON-SHRINK GROUT UNDER ALL COLUMN
BASES AFTER CANOPY IS LEVELED AND SECURED.
5. ANCHOR BOLTS SHALL BE PLACED IN ACCORDANCE WITH THIS DRAWING. TEMPLATES SHALL BE USED TO ENSURE
PROPER PLACEMENT OF ANCHOR BOLTS. ANCHOR BOLTS ARE TO BE INSTALLED SUCH THAT A MINIMUM OF 8" OF
THREAD IS EXPOSED ABOVE TOP OF FOOTING. BOTTOM OF THREADS SHALL NOT END MORE THAN 3/4" ABOVE TOP OF
FOOTER.
COLUMN BASE REACTIONS:
VERTICAL LOADS: PDEAD = 3.81 KIPS
PMAX.TOTAL = 13.07 KIPS
PUPLIFT = -3.43 KIPS
LATERAL LOADS:
WIND PARALLEL TO LONG SIDE (X-X): VWINDX-X = 0.85 KIPS
WIND PARALLEL TO SHORT SIDE (Y-Y): VWINDY-Y = 1.30 KIPS
SEISMIC - ALL DIRECTIONS: Vs = (0.7*)(0.72 KIPS) = 0.50 KIPS
OVERTURNING MOMENT:
WIND PARALLEL TO LONG SIDE (X-X): OTMvwind = 13.74 kip-ft
WIND PARALLEL TO SHORT SIDE (Y-Y): OTMvwind = 17.71 kip-ft
SEISMIC - ALL DIRECTIONS: OTMvwind = 16.84 kip-ft
WORST TOTAL LOAD COMBINATION (X-X): Max. OTM - All Loads = 59.49 ft-kips
MAXIMUM ANCHOR ROD TENSILE LOAD = 14.87 kips (Single Anchor)
MAXIMUM ANCHOR ROD SHEAR LOAD = 0.22 kips (Single Anchor)
*Factor for combination loads based on ASCE 7-5. Applies to seismic load only.
12'-0" 12'-0" 12'-0" 12'-0"
10'-0"
20'-0"
2" 5" 5" 2"
2"
1'-4"
2"
5" IN BASE PLATE
ANCHOR BOLT TYP.
(6) PLACES
(30) ABT1 ANCHOR BOLTS
(5) XABT WOOD ANCHOR BOLT TEMPLATE
2"
1'-4"
2"
2" 5" 5" 2"
0 FOR CONSTRUCTION
jholmes
JW
8/20/15
REVISION HISTORY
REV DESCRIPTION DESIGNER CHECKED DATE
TOP OF ALL FOOTINGS AT SAME ELEVATION
JOHN WELLER, PE
7794 S. INDIANAPOLIS AVE.
TULSA, OK 74136
LICENSE #23510