20-104947-Structural Drawings-12-30-2020-V11. 20-104947-Structural Drawings-1 2-30-2020-Vl
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DESIGN PARAMETERS
CODE : 2015 INTERNATIONAL BUILDIN6 CODE 4 ASCE 'I-10
LIVE LOAD: 20 P5F REDUCIBLE OR 300 Lbs.
SNOW LOAD : Pg
Pf
Ge
Ct
7s
WIND: V
EXPOSURE
R15K CATEGORY
SURFACE ROUGHNE55
ENCLOSURE CLA561FICATION
INTERNAL PRESSURE COEFFICIENT
SEISMIC : 55 =1.28
51 =0.442
SEISMIC DE51614 CATEGORY
51TE CLA55
RISK CATEGORY
ANALY515 PROCEDURE
Ie
= 55.1 P5F
= 25 P5F
= O.4
= 1.2
= I.00
= 110 MPH, 3 SECOND GUST
=C
=C
= OPEN
= 0.00
Sus =0.854
5pi =0.445
= D
= D
= EQUIVALENT LATERAL FORGE
cm
LONGITUDINAL DIRECTION STEEL ORDINARY
CANTILEVERED COLUMN SYSTEM:
R
= 1.25
Gs
= 0.66
BASE SHEAR
= 26.3K
Rho
= 1.0
TRANSVERSE DIRECTION STEEL ORDINARY
CANTILEVERED COLUMN SYSTEM:
R
= 1.25
Gs
= 0.65
BASE SHEAR
= 26.3K
Rho
= 1.0
SOILS : 6EOTECHNICAL ENGINEER
REPORT #
REPORT' 17ATIE
ALLOWABLE BEARING
FRICTION
PASSIVE
FR05T DEPTH
SKIN FRICTION
1•C�7L'd`�i�1
KLEINFELDER
20142016.00IA
= 5000 PSF + 1/3 INC. PAD FOOTING
8000 P5F PIER FOOTING
= 0.55
= 180 PGF PAD FOOTING
220 PGF PIER FOOTING
= 24"
= 125 P5F FOR DOWNWARD
63 P5F FOR UPLIFT
MATERIALS
5HALLOW
FOOTINGS
ISLANDS
28 DAY COMPRESSIVE 5TREN6TH
3500 P51
3500 PSI
W/G
0.55 MAX
0.55 MAX
AIR CONTENT
5%
5%
CEMENT TYPE
II
H
SLUMP
4" t I"
4" t I-
- INC7 AND THAWING
FI
FI
- SULFATE
50
50
l5
d
P - PERMEABILITY
PO
PO
oir-
- CORROSION PROTECTION
GI
GI
■z7dT' p-"FsIlL� 1i1
REINFORCING
#4 AND LARGER
STEEL :
#3
STRUCTURAL
W SHAPES
STEEL :
H55 (RECTANGULAR)
C's, ANGLES, d PLATES
STRUCTURAL BOLTS
ANCHOR BOLTS
WELDS
ROOF PANELS
- BELOW BASE PLATE: MATCH 28 DAY
COMPRESSIVE STRENGTH FOR
FOOTINGS FROM CHART ABOVE
- ASTM A615, GRADE 60
- A5TM A615, GRADE 40
- A5TM A442, 6R. 50, Fy=50 K51
- ASTM A500, 6R. B, Fy=46 K51
- ASTM A36, Fy=36 K51
- ASTM A30'1, &R. A OR A5TM
A325 AS NOTED
- A5TM F1554, 6R. 36
- E-TOXX
- A5TM A653, 6R C, Fy=40 K51
NOTES
CONCRETE:
I. ALL DIMEN51ON5 SHOWN FOR THE LOCATION OF REINFORCING STEEL
ARE TO THE FACE OF THE BAR. UNLE55 SPECIFICALLY NOTED OTHERWISE
CONCRETE COVERA6E SHALL BE A5 FOLLOW5 :
CONCRETE CAST AGAIN5T AND PERMANENTLY 3"
EXPOSED TO 501L
CONCRETE EXPOSED TO EARTH OR WEATHER : 2„
#6 OR LARGER
#5 OR SMALLER : 1.5"
2. CONCRETE SHALL BE PLACED 50 A5 TO NOT CAUSE 5E6RE6ATION
OF THE AGGREGATE. IF REQUIRED, CHUTES, TRUNKS OR HOPPERS
SHALL BE USED TO AVOID 5E6RE&ATION.
3. MAXIMUM AGGREGATE SIZE SHALL BE 112" FOR SHALLOW FOOTINGS AND SLABS,
%" MAX. FOR ITEMS REQUIRING TREMIE PLACEMENT AND I" FOR ALL OTHERS.
I STEEL :
4. SPLICE OF 48 VIA. UNLE55 NOTED OTHERWISE. 5PLICE5 IN ADJACENT
BARS SHALL NOT BE LE55 THAN 4 FT. APART.
I. ALL WELDING OF STRUCTURAL STEEL SHALL BE PERFORMED BY
CURRENTLY CERTIFIED WELDERS AND SHALL BE IN ACCORDANCE
WITH THE LATEST A.I.5.C. AND A.W.5. 5PECIFICATION5.
2. BOLTS MAY BE UNFINISHED OR GALVANIZED
3. ALL STRUCTURAL STEEL SHALL RECEIVE ONE COAT OF WHITE OR LIGHT GREY
ZING CHROMATE OR EQUAL BASE OR SHALL BE HOT DIP GALVANIZED.
SEE PROJECT SPECIFICATIONS FOR FIN15H REQUIREMENTS.
4. ALL HOLES FOR BOLTING SHALL BE 1/16" LARGER THAN THE BOLT
NOMINAL DIAMETER UNLE55 NOTED OTHERWISE.
5. UNLE55 NOTED OTHERWISE, ALL BOLTS SHALL BE SNUG TIGHT, AND
TORQUED PER NOTE 8.
6. WHERE PRETENSIONIN6 IS SPECIFIED, AN ASTM F436 WASHER IN
ACCORDANCE WITH THE RESEARCH COUNCIL ON STRUCTURAL
CONNECTIONS (R05C) SECTION 6 SHALL BE USED. BOLTS MAY
BE PRETEN51ONED WITH ANY OF THE FOLLOWING METHODS:
A. CALIBRATED WRENCH
B. DIRECT TEN51ON INDICATOR
C. TWIST -OFF -TYPE TENSION CONTROLLED
"I. INHERE PRETENSIONIN6 IS SPECIFIED, THE FAYING SURFACE
(SURFACE BETWEEN STRUCTURAL MEMBERS) SHALL BE GLASS A.
GLA55 A FAYIN6 SURFACE CON515TS OF ONE OF THE FOLLOWING:
A. UNPAINTED GLEAN MILL SCALE SURFACES
B. SURFACES WITH GLASS A COATIN65 ON BLAST GLEANED SURFACE
C. HOT -DIPPED GALVANIZED SURFACES
II. ROUGf� 50RFACE5
8. REQUIRED BOLT TORQUE:
BOLT 51ZE
PLAIN
GALVANIZED
46" PIA.
125 FT-Lbs.
150 FT-Lbs.
14" VIA.
200 FT-Lbs.
225 FT-Lbs.
36" - I' DIA.
2T5 FT-Lbs.
350 FT-Lbs.
D0 NOT LUBRICATE BOLT5
FOR SPECIAL INSPECTION BOLTS SHALL BE CONSIDERED
AS BEARING TYPE CONNECTION: 5N & - T16HT
TW15T-OFF TYPE TENSION CONTROLLED BOLTS ARE ACCEPTABLE
IN LIEU OF STANDARD BOLTS
SOILS / FOUNDATIONS :
I. GRADING AND FOUNDATION TO BE INSPECTED AND CERTIFIED BY
THE 501L ENGINEER PRIOR TO PLACEMENT OF CONCRETE.
2. COORDINATE FOOTING LOCATIONS w/ CIVIL PLANS.
REQUIRED VERIFICATION AND INSPECTION
OF STEEL CONSTRUCTION
OBSERVE ON
FOR EACH
VERIFICATION AND INSPECTION
A RANDOM
WELD JOINT
BASIS
OR MEMBER
YVLDIKS
1. WELDING PROCEDURE SPECIFICATIONS (WP55)
x
AVAILABLE
2. MANUFACTURER CERTIFICATIONS FOR WELDING
x
CON5UMABLE5 AVAILABLE
3. MATERIAL IDENTIFICATION (TYPE/6RADE)
x
In
4. WELDER IDENTIFICATION SYSTEM
x
5. FIT -UP 6ROOVE WELD5 (INCLUDING JOINT
GEOMETRY):
A. JOINT PREPARATION
x
B. DIMENSIONS (ALIGNMENT, ROOT OPENING, ROOT
x
O
FACE, BEVEL)
C. CLEANLINE55 (CONDITION OF STEEL SURFACES)
x
D. TACKING (TACK WELD QUALITY AND LOCATION)
x
E. BACKING TYPE AND FIT (IF APPLICABLE)
x
6. CONFIGURATION AND FINISH OF HOLE AGCE55 HOLES
x
'I. FIT UP OF FILLET WELD5 .
A. DIMENSIONS (ALIGNMENT, 6AP5 AT ROOT)
x
B. CLEANLINESS ( CONDITION OF 5TEEL 'SURFAGE5)
x
C. TACKING (TACK WELD QUALITY AND LOCATION)
x
8. USE OF QUALIFIED WELDERS
x
4. CONTROL AND HANDLING OF WELDING:
CON5UMABLE5
A. PACKAGING
x
B. EXP05URE CONTROL
x
10. NO WELDING OVER CRACKED TACK WELD5
x
11. ENVIRONMENTAL CONDITIONS:
A. WIND SPEED WITHIN LIMITS
x
B. PRECIPITATION AND TEMPERATURE
x
Q
12. PI-5 FOLLOWED :
A. 5ETTIN6 ON WELDIN6 EQUIPMENT
x
B. TRAVEL SPEED
x
C. SELECTED WELDING MATERIALS
x
D. 5HIELDIN6 &A5 TYPE/FLOW RATE
x
E. PREHEAT APPLIED
x
F. INTERPA55 TEMPERATURE MAINTAINED (MIN/MAX)
x
6. PROPER P051TION (FV,HOH)
x
13. WELDING TECHNIQUES:
A. INTERPA55 AND FINAL GLEANING
x
B. EACH PASS WITHIN PROFILE LIMITATIONS
x
C. EACH PA55 MEETS QUALITY REQUIREMENTS
x
14. WELDS GLEANED
x
15. SIZE, LENGTH, AND LOCATION OF WELDS
x
16. WELD5 MUST MEET VISUAL ACCEPTANCE CRITERIA:
A. CRACK PROHIBITION
x
B. WELD5/BA5E - METAL FU51ON
x
C. GRATER CROSS SECTION
x
D. WELD PROFILES
x
E. WELD SIZE
x
F. UNDERCUT
x
G. POROSITY
x
11. ARC 5TRIKE5
x
18. K-AREA
x
14. BACKING REMOVED AND WELD TABS REMOVED
x
(IF REQUIRED)
20. REPAIR ACTIVITIES
x
21. DOCUMENT ACCEPTANCE OR REJECTION OF
x
WELDED JOINT OR MEMBER
OTHER
22. ANCHOR ROD EMBEDDED ITEM VERIFIED PRIOR
TO PLACEMENT OF CONCRETE :
A. DIAMETER, GRADE, TYPE AND LENGTH
PRIOR TO PI.AGP.hENT OF CONGRM
B. EXTENT OR DEPTH OF EMBEDMENT INTO
CONCRETE
25. INSPECTION FABRICATION OR ERECTED STEEL
FRAME FOR COMPLIANCE WITH DETAILS 5HOWN ON
CON5TRUGTION DOCUMENTS :
APTER MR11=7I0N BUT,
A. BRAGE5, STIFFENERS, MEMBER LOGATIONS
p
B. PROPER APPLICATION OF JOINT DETAILS AT
EACH CONNECTION
BOLTING
24. MANUFACTURER'S CERTIFICATIONS AVAILABLE
x
FOR FASTENER MATERIALS
25. FASTENERS MARKED IN ACCORDANCE WITH A5TM
x
REQUIREMENTS
26. PROPER FASTENERS SELECTED FOR THE JOINT
DETAIL (GRADE, TYPE, BOLT, LENGTH IF THREADS
x
ARE TO BE EXCLUDED FROM SHEAR PLANE)
21. PROPER BOLTING PROCEDURE SELECTED FOR
WA
JOINT DETAIL
O
28. CONNECTION ELEMENTS, INCLUDING THE
�--
APPROPRIATE FAYING SURFACE SURFACE CONDITION
WA
AND HOLE PREPARATION, IF SPECIFIED, MEET
APPLICABLE REQUIREMENTS
24. PRE -INSTALLATION VERIFICATION TESTING BY
INSTALLATION PERSONNEL OBSERVED AND
WA
DOCUMENTED FOR FASTENER A55EMBLIE-5 AND
METHODS USED
50. PROPER STORAGE PROVIDED FOR BOLTS, NUTS,
WA
WASHER AND OTHER FASTENERS COMPONENTS
51. FASTENER ASSEMBLIES, OF SUITABLE CONDITION,
PLACED IN ALL HOLES AND WA5HER5 (IF REQUIRED)
WA
Z
ARE P051TIONED AS REQUIRED
52. JOINT BROUGHT TO THE SNUG -TIGHT CONDITION
WA
(�
PRIOR TO THE PRETEN510NIN6 OPERATION
1�4[1
35. FASTENERS COMPONENT NOT TURNED BY THE
WA
WRENCH PREVENTED FROM ROTATING
54. FASTENERS ARE PRETEN51ONED IN ACCORDANCE
WITH THE RC5C SPECIFICATION, PRO&RE55IN6
WA
SYSTEMATICALLY FROM THE M05T R161D POINT
TOWARD THE FREE ED6E5
55. DOCUMENT ACCEPTANCE OR REJECTION OF
x
BOLTED CONNECTIONS
NOTE REQUIRED FOR:
I. 5NU6-TIGHT JOINTS PER A150 360 SECT. 6 EXCEPTION I
t INSPECTOR NEED NOT BE PRESENT DURING THE INSTALLATION OF FASTENER FOR
1. 5NUG-TIGHT JOINTS PER A15G 560 SECT. 6 EXCEPTION 1
2. PRE TENSIONED JOINTS PER AND SLIP -CRITICAL JOINTS, WHEN U51146 THE THE TURN -OF -NUT METHOD
WITH MATCHING TECHNIQUES, THE DIRECT INDICATOR METHOD, OR THE TT415T-OFF-TYPE
TEN51ON CONTROL BOLT METHOD PER AISG 360 SECT. 6 EXCEPTION 2
REQUIRED VERIFICATION AND INSPECTION
OF CONCRETE CONSTRUCTION
VERIFICATION AND INSPECTION
CONTINUOUS
PERIODIC
I. INSPECTION OF REINFORGIN6 STEEL, INCLUDING
-
x
PRE5TRE551N6 TENDONS, AND PLACEMENT.
2. INSPECTION OF REINFORCING STEEL WELDING IN
_
WA
ACCORDANCE WITH TABLE 1705.2.2, ITEM 2b.
3. INSPECTION OF ANCHORS CAST IN CONCRETE
WHERE ALLOWABLE LOADS HAVE BEEN
_
x
INCREASED OR WHERE 5TREN6TH DE5I6N 15
USED.
4. INSPECTION OF ANCHOR-5 P05T-IN5TALLED IN
_
WA
HARDENED CONCRETE MEMBERS.
5. VERIFYING USE OF REQUIRED DESIGN MIX.
-
x
6. AT THE TIME FRESH CONCRETE 15 SAMPLED TO
FABRICATE SPECIMENS FOR STRENGTH TESTS,
x
_
PERFORM SLUMP AND AIR CONTENT TESTS, AND
DETERMINE THE TEMPERATURE OF THE CONCRETE.
?. INSPECTION OF CONCRETE AND 5HOTCRETE
PLACEMENT FOR PROPER APPLICATION
x
-
TECHNIQUES.
8. INSPECTION FOR MAINTENANCE OF SPECIFIC
-
x
GURIN6 TEMPERATURE AND TECHNIQUES.
4. INSPECTION OF PRESTRESSED CONCRETE:
A. APPLICATION OF PRE5TRE551NG FORGE.
WA
_
B. 6ROUTIN6 OF BONDED PRE5TRE551N6 TENDONS
WA
IN THE 5EI5MIC-FORGE-RE515TIN6 SYSTEM.
10. ERECTION OF PRECAST CONCRETE MEMBERS.
-
WA
II. VERIFICATION OF IN -SITU CONCRETE 5TREN6TH,
PRIOR TO 5TRE551N6 OF TENDONS IN POST -
TENSIONED CONCRETE AND PRIOR TO REMOVAL
-
WA
OF 5HORE5 AND FORMS FROM BEAMS AND
STRUCTURAL 5LAB5.
12. INSPECT FORMWORK FOR SHAPE, LOCATION AND
DIMENSIONS OF THE CONCRETE MEMBER BEING
-
x
FORMED.
REQUIRED VERIFICATION AND INSPECTION
OF SOILS
VERIFICATION AND
CONTINUOUS
PERIODIC
INSPECTION TASK
I. VERIFY MATERIALS BELOW FOOTIN65 ARE
ADEQUATE TO ACHIEVE THE DES16N BEARING
-
x
CAPACITY.
2. VERIFY EXCAVATIONS ARE EXTENDED TO
PROPER DEPTH AND HAVE REACHED PROPER
-
x
MATERIAL.
3. PERFORM CLASSIFICATION AND TESTING OF
-
x
CONTROLLED FILL MATERIALS.
4. VERIFY USE OF PROPER MATERIALS, DENSITIES
AND LIFT THICKNESSES DURING PLACEMENT AND
x
-
COMPACTION OF CONTROLLED FILL.
5. PRIOR TO PLACEMENT OF CONTROLLED FILL,
085ERVE 5UB&RADE AND VERIFY THAT 51TE HAS
-
x
BEEN PREPARED PROPERLY.
RECEIVEDel.
Jan 15 2021 �
CITY OF FEDERAL WAY EXPIRES
COMMUNITY DEVELOPMENT
DEC 21 2020
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CANOPY SPECIAL INSPECTIONS
AND GENERAL NOTES
GMA JOB NO.
2019.061
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W-6 COLUMN
TYPICAL OF (4)
SEE FRAMING PLAN
I
PROP05ED PAD
OF (4) G5EE L
DETAIL 5/5-1.2
PROP05M CONCRI
DISPENSER 15LAND
PAD FOOTI N& SCHEDULE
TYPE
DIM.
REINFORCING STEEL.
REMARKS
$FOOTING
D
F-a.0
41-0"
41-0"
24"
(12) #4 BAR5 EACH WAY TOP
02) #5 BARS EACH WAY BOTTOM
LE67END
THE AGGURAGY OF THE ANCHOR BOLT
PLACEMENT IS CRITICAL. GARS SHOULD
BE TAKEN TO ENSURE PROPER PLACEMENT
52'-0"
INDICATES FOOTING NUMBER
5EE SCHEDULE5 ON SHEET 5-1.1
RECEIVED
Jan 15 2021
CITY OF FEDERAL WAY
COMMUNITY DEVELOPMENT ExPIREs YAyLz1
DEC 21 2020
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CANOPY FOUNDATION PLAN
GMA JOB NO.
2019.061
"
(L COLUMN AND PAD FOOTING
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LINE - SEE ARCHITECTURAL
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METAL COLUMN
I
yDEECCO�RgATIGVE
H55 GOLAAtOSE' W. 1.2
s
_ H55 COLUMN
CONCRETE SHALL BE FINISHED AROUND
6 "
� COLS AND SLOPED AWAY FROM
=
�6
I
ram.
(ANCHOR BOLT +W6") HOLE IN BASE
FOR REINFORCING DE516N AT CONCRETE
PLATE TYP. OF (4)
SLAB UNDER THE CANOPY AND SLAB
m
CANOPY AND SLAB ABOVE TANKS
SEE CIVIL DRAWINGS, TYP.
24" So. x I" BASE fE W/ (4) I%m V
THREADED RODS AND HEAVY HEX
STEEL. EDGE FORMS
I
} COLUMN-
LEVELING NUTS. SPACE AND EMBED
WITH ROLLED EDGE
� �
BOLTS AS SHOWN. PLACE ANCHOR
BOLTS BEFORE POURING CONCRETE
4" 50. x -%" THICK PLATE WASHER
W/ (ANCHOR BOLT +460)(0 HOLE
ABOVE AND BELOW BASE PLATE
I
r10
(4) #5x36" I DOWELS z
_
TYP. OF (8
1 p
� DDIIA.
TE
PROJECT TO IIA2" GLR.dJ
Iz-
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p ACE A FI8"xx24"
�
NON -SHRINK GROUT
�
REINFORCING STEEL
3" MINIMUM CONCRETE
m
TOP OF PAD FOOTING
SEE DETAIL 2/5-1.2
COVER FOR ALL STEEL
s
.
REINFORCING STEEL
A
SEE SCHEDULE ON
3"x3"xI" THICK 1E---J
WASHER TYP. AT EA. BOLT
DEFORM THREADS ABOVE AND BELOW
NUT TO PREVENT NUT MOVEMENT
I SECTION
SCALE : I" = I' -ON
NOTE
G.G. SHALL CONFIRM THE BOLT
SPACING AND PROJECTION
ARE AS SHOWN ON PLANS
I1-0" 1I'-?
V-26"
111
WIDTH OF
DISPENSER
(2) #4 TOP AND
DRAIN LINE - SEE
ARGHITEGTURAL
BOTTOM
GUARD END
G
(4) #5x32" 1240
DOWELS EA.
FACE OF
GUARD
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6" AT ¢. OF
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10
DISPENSER
---�
00.
FOR PIPE AND CONDUIT - SEE T AND E —�
DRAWINGS
SEE ARCHITECTURAL - FOR LINE. CONNECT
TO STORM DRAIN PER CIVIL PLANS
REINFORCING STEEL - SEE SCHEDULE
ON SHEET 5-I.I
PAD FOOTING - SEE SCHEDULE
ON SHEET 5-I.I
NOTE THE PAD FOOTING SHALL BE POURED
MONOLITHtOALLY W ti THE ABHOR BOLTS
SET PRIOR TO POURING THE CONCRETE.
GOLD JOINTS ARE NOT ALLOWED IN THE PAD FTC.
2 SECT I ON
SGAL.E : 1/2"= I'-O"
(4) #4 LONG'L TOP
AND BOTTOM. USE 8"
q00 HOOK AT GUARD END
ADD'L #4 TOP AND
BOTT. AT ALL ISLAND
OPENINGS TYP.
DISPENSER SUMP
(50"Abl' AT
OF ISLAND) TOP
EDGE OF 15LAND
OUT5IDE LINE 15
ROLLED EDGE
CONCRETE FILLED
METAL FORMED GU�
AT ENDS OF ISLANDS
(2) #4x3b" DIAGONAL
TOP AND BOTT. OF
SUMP OPENING
SECTION
Se' AL.E : 1/2" = 1'-0"
4 SECTION
SCALE : 1/2" = 1'-0"
COLUMN AND PAD FOOTING
DECORATIVE METAL COLUMN
WRAP BY CANOPY SUPPLIER
—H55 COLUMN
5EE DETAIL 115-1.2
CONCRETE SHALL BE
FINISHED AROUND THE
COLUMN AND SLOPED
NOTE
I. TOP OF ALL FOOTINGS SHALL BE
AT THE SAME ELEVATION
2. SEE CIVIL DRAWINGS AND SHEET AG-2
FOR ELEVATIONS AND DATUM POINT
3. G.G. SHALL INFORM CANOPY STEEL
SUPPLIER OF T.O.F. ELEVATIONS
AWAY FROM THE COLUMN
FOR REINFORCING DESIGN AT
AT CONCRETE SLAB UNDER THE
ELEVATION OF
CANOPY AND SLAB ABOVE
CONCRETE PAVEMENT
TANKS - SEE CIVIL DRAWINGS,
AT HIGHEST 15LAND
TYPICAL
DATUM 0'-0" SEE CIVIL
i
lop
4) #5x36" F DOWELS
— PROXCT TO 1112" GLR.
OF TOP OF ISLAND
PLACE AT 18"x24" GAGE s
— c
Q 3" MIN. CONCRETE
I' COVER FOR ALL STEEL
5/2
4
a
m
COLUMN
MIN
Ell mill m— —w
TO NEXT H55
COLUMN
PAVEMENT VARIES
SEE CIVIL
7RIZ. STIRRUPS
"o.c. MAX.
:E (2) IN THE TOP 5"
Av' A5 REQ'D L DOYAELS
12"
SPACED EVENLY. EMBED t0" MIN,.
INTO FOOTING. PROJECT TO TOP
OF CONCRETE ENGASENENT
#4 AT 16"o c. MAX.
TOP AND BOTT.
UMN
SEE DETAIL 4 L 1/5-12
—48" DIA. CONCRETE
ENCASEMENT
SEE DETAIL 2/5-12
—PAD FOOTING BELOW ISLAND
SEE SCHEDULE ON SHEET 5-1.1
FNOTE5 ROTATED qO°FROM
TION SHOWN IN CANOPY
PLAN.
RECEIVED
Jan 15 2021
CITY OF FEDERAL WAY IOWL mo:
COMMUNITY DEVELOPMENT ="
EXPIRES q/?.H fZ1
DEC 21 2020
CANOP%r FOUNIPATION PETALS
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GMA JOB NO.
201q.061
2lb"
CONT. 2" n 2"xl8 GA. w/ --�
(2) y -14x6" HWH #1 AT EA.
VERTICAL. SPLICE AT
V�YICAL FASCIA MEMBER
TYP. OKAY IN �-
LIED
or-A. OINgT N''
,T
SHEET METAL
FASCIA PANELS
AT TOP, ATTACH TO
Z
GONT. CHANNEL W(I)
�j
144-14X76" HWH #1
SCREW AT 18"o.c.
_
HOOK TO CLEAT AT
2
BOTTOM.
�t
/ow7%N'5ECTION
50ALE . I" = 11-011
(5) I4-1406" HWH TEK5 #1 STITCH 50REM
AT ALL LAPPED JOINTS MIN. EDGE
DISTANCE = 16"
21L "
CONT. 2"Il 2"xl8 GA. w/
(2) 14-1406" HWH #1 AT EA.
VERTICAL. SPLICE AT
VERTICAL FA50IA MEMBER
ONLY
SHEET METAL
FASCIA PANELS
AT TOP, ATTACH TO -
CONT. CHANNEL w/(l) N z
I4-14X76" HWH #1
SCREW AT 16"o.c. _
HOOK TO CLEAT `fl
AT BOTTOM. et
f
/02"AN 5ECTION
50ALE : 1" = 1'-0"
1/5
'd- I
I
SHEET METAL---- -
FASCIA PANELS
SEE ARGHITEGTUAL
FOR REVEALS
N�
v�
f
2B 5ECTION
50ALE = 1" = 1'-0"
OK TO WELD
IN LIEU OF
BOLT 5HOWN
0) 4-1406" HWH #1 STITCH SCREWS
AT ALL LAPPED JOINT5 MIN. EDGE
DISTANCE
FASCIA WIND BRACE
4 2x2x18 GA. AT 36"o.c.
JOIST --i
FASTEN ANGLE TO DECK w/
(2) FASTENERS AT EACH RIB
#TOTAL OF 3 6) - USE 14 WH -14x1" H
CEILING PANELS
CONTINUOUS GUTTER
FASTEN ANGLE TO
DECK AT 6"o.c. MAX.
� xl" HWH #3
CONTINUOUS
csu 1
2'-6"
MW
FASCIA WIND BRACE
4 2x2x18 GA. AT 36"6.c.
"XI'i MEMBER HEIGHT FLANGE
STIFFENERS EACH 51DE OF WEB
TYPICAL AT EACH BEAM/JOIST
INTERSECTION
SEE DTL. 4A OR 413/5-2.1
FOR FLANGE BRACE
(NOT SHOWN
3
TYP.
3�6
r
BEAM
(----SEE DTL. 4A OR
415/5-2/1 FOR
ATTACHMENT
CEILING PANELS
SEE DTL. 6/5-2.1 FOR
ATTACHMENT OF
CEILING PANELS
alb"
CONT. 20n 2"xl8 GA. w/
(2) 14-1406" HWH #1 AT EA.
VERTICAL. SPLICE AT
VERTICAL FASCIAONLY
MEMBER
.4 3x3xk4 AT 48"o.c.
4 2x2x1/8 FRAMING AT 48"o4.
FASTEN ANGLE TO
DECK AT 3"o.c. MAX.
USE 14-14x1" HWH #5
CONTI
GUTTER
SEE DTL. 4A OR
45/5-2.1 FOR
ATTACHMENT
CEILING PANELS
SEE DTL. 6/5-2.1 FOR
ATTACHMENT OF
CEILING PANELS
Wxll! MEMBER HEIGHT
FLANGE STIFFENER
EACH 51DE OF WEB
OK TO WELD IN
LIEU OF SCREW
OR BOLT SHOW
OK TO WELD INS
LIEU OF BOLTING
SHOWN
(4) %"4V A525N BOLTS AT--J /
3"x3" GAGE
Y "xlt MEMBER HEIGHT FLANGE —/
STIFFENERS EACH SIDE OF WEB.
STIFFENERS MUST BE WITHIN 15" OF
THE BEAM j-,. IF NOT ADD AN ADDITIONAL
STIFFENER IN THE FIELD
4� SECTION
/ SCALE . 1" = 1'-0"
14"x12 MEMBER HEIGHT
FLANGE STIFFENER
EACH 51DE OF NE5
OK to hM-;? W
LIEU OF SCREW
OR BOLT SHOWN
OK TO WELD IN
LIEU OF BOLTING W6
SHONN -fd
(4) %04V A325N BOLTS AT
3"x3" GAGE
T7'P
%NX5" WIDE MIN. (MATCH FLANGE J
WIDTH IF GREATER THAN 5")
STIFFENER AT END OF EA. MEMBER
4'5'\ SECTION
—1 50ALE : 1" = 1'-0'
FLANGE STIFFENER
SEE DETAIL 4A OR 45/5-2.1
r
-%"x14"xI8" PLATE —�
w/ (4) 441040 A525
BOLTS AT 31-li"xl5" GAGE
JOIST - SEE DTL.
4A OR 45/5-2.1
FOR ATTACHMENT
AND WEB 5TIFFENEF
`—CEILING PANEL
I op SEE DTL. 6/5-2.1
FOR ATTACHMENT
I
I -1-155 COLUMN
SEE FRAMING PLAN
I
COLUMN �DPEGORATIVE
l2"x3%"x24" PLATE
EACH SIDE OF WEB
() BEAM
%'x45c4" SPLICE -
PO� � EACH SIDE
BACKING BAR
3 DETAIL 5 DETAIL
SCAT E . In = 11-O" 50ALE : 1 1/2" = 1'-0"
44
TYP
J015T
BEAM - SEE FRAMING PLAN
GUT LEG OF ANGLE AND
BEND HORIZONTAL, ATTACH
w/ (1) "O A50-1 OR
w/ (2) 4-28x3" HWH #5
5CREWS EACH END
/�� 2x2x% FLANGE BRACES
/ TYP. AT EACH BEAM / CEILING
JOIST INTERSECTION
I
TYP.
J015T
BEAM - SEE FRAMING PLAN
CUT LEG OF ANGLE AND
BEND HORIZONTAL, ATTACH
w/ (1) "10 A307 OR
w/ (2)14-28x3" HWH #5
SCREWS EACH END
2x2x% FLANGE BRACE5
1,1--TYP. AT EACH BEAM / CEILING
JOIST INTERSECTION
�I
\II
TYP.
JOIST --I
(2) %"40 A325N BOLTS AT 3" GAGE
(1) EA. 51DE OF CEILING JOIST
0) 12-24xIIti" HWH #5 SCREYVS
w/ COMPOSITE .050" x fib" O.D.
ALUMINUM -NEOPRENE WASHER
BOTTOM FLANGE OF
JOIST
CEILING PANEL
I I
L 12"
6 DETAIL
SCALE : 3" = 1'-0"
DETAIL
SCALE : 3" = 1'-0"
.4 2x2xW6 MOUNTING ANGLE
THE FULL LENGTH OF THE
FIXTURES ATTACH TO H55
w/ (2) 12-14x1" #3 50REWS
H55 STRUT - SEE
FRAMING PLAN
4-1 A & 1 / 4-
" 4> A325 OK IN
OF WELDING
(2) 4-14x2W HWH #5 50REW5
TO TOP OF FASCIA
k74
BACKING BAR H55 II�xil6x%am-�X21Zx(2) I4-14x1I4" H #5 SCREW5 TO
EACH MEMBER 21!ix21lzx%
NOTCH BEAM WEB TYP. WIND BRAGS
H55 II�xt1�x1� 4 2x2x1g J
SHEET METAL -
FASCIA PANEL
(O GUSSET -CONTACT GMA IF CEILING PANEL
CONFLICT w/ SPLICE PLATE
15 DISCOVERED IN FIELD ROLL -FORMED CONTINUOUS GUTTER
�(E) JOIST
-qA L I &HT f I XTUR 5UPPORT
SCALD : I" = 1'-0"
4 2x2x4f6 MOUNTING ANGLE THE FULL LENGTH OF THE FIXTURES
LIGHT FIXTURE ATTACH TO H55 w/ (2) 12-24xII2" HWH #5 SCREWS
BY OTHERS }{ Ik2xllttx% - POWDER GOAT
SEE ARGHITE 1�8 FOR COLOR
LIGHT FIXTURE SUPPORT 4 2x2x% w/
(2) 12-24x112" HWH #5 5CREW5 AT EA.
LAPPED JOINT. PLACE AT 4'-O"o.c.
MAX. SPACE EVENLY
CONTINUOUS CHANNEL -
SHEET METAL -
FASCIA PANEL
FASTEN ANGLE TO
DECK AT 3"o.c. MAX. w/
14-14xl" HWH #5 50REW5
to L 16HT FIXTURE 5UPPORT
SCALE: 1" = 1'-0'
LING PANEL
RECEIVED
1�
Jan 15 2021
CITY OF FEDERAL WAY
COMMUNITY DEVELOPMENT
ExPIREs
DEC 21 2020
CANOP*'r ROOF FRAMIN& PETALS-
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SHEET
GMA JOB NO.
2014.061