Image Resource Group

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



(800) 255-1009


SIZE:

TITLE:DRAWING NO.

JOB NO.


NICHOLASVILLE, KY

4BAYSQ

ISO VIEWS

AND DETAILS

80130

E2 OF 2






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


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.


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


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


(1) PER CLIP

HSS-4"x2"x3/16"

PURLIN

0 FOR CONSTRUCTION

jholmes

JW

8/20/15

REVISION HISTORY


ALUM. COVER PLATE WITH GASKET

(SHOP INSTALLED) (UPPER COLUMN

ACCESS OPENINGS ONLY)

4"x6" ACCESS OPENING

JOHN WELLER, PE


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



(800) 255-1009


SIZE:

TITLE:DRAWING NO.

JOB NO.


NICHOLASVILLE, KY

4BAYSQ

FOOTING / ANCHOR BOLT

PLAN AND DETAILS

80130

F1 OF 1






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


TOP OF ALL FOOTINGS AT SAME ELEVATION

JOHN WELLER, PE


TULSA, OK 74136

LICENSE #23510

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Image Resource Group