20-101386-Framing Plan-04-09-2020-V125'-0"25'-0"S2.1
S2.2
S2.1
S2.2
S2.2
S2.3
S2.2
S2.31736LH 370/250 JOISTS AT 10'-0" OC1736LH 370/250 JOISTS AT 10'-0" OC1736LH 370/250 JOISTS AT 10'-0" OC1736LH 370/250 JOISTS AT 10'-0" OC1736LH 370/250 JOISTS AT 10'-0" OC1736LH 370/250 JOISTS AT 10'-0" OC1736LH 370/250 JOISTS AT 10'-0" OC1736LH 370/250 JOISTS AT 10'-0" OC1736LH 370/250 JOISTS AT 10'-0" OC1736LH 370/250 JOISTS AT 10'-0" OC1736LH 370/250 JOISTS AT 10'-0" OC1736LH 370/250 JOISTS AT 10'-0" OC17171743-29LH 370/250 JOISTS AT 10'-0" OC43-29LH 370/250 JOISTS AT 10'-0" OC43-29LH 370/250 JOISTS AT 10'-0" OC17171743-29LH 370/250 JOISTS AT 10'-0" OC43-29LH 370/250 JOISTS AT 10'-0" OC43-29LH 370/250 JOISTS AT 10'-0" OC28G 3N 13.5K/8.8K9060G 6N 10.4K/6.6K5648G 5N 10.4K/6.6K5648G 5N 10.4K/6.6K5648G 5N 10.4K/6.6K5648G 5N 10.4K/6.6K5648G 6N 10.4K/6.6K56
60G 6N 10.4K/6.6K5648G 5N 10.4K/6.6K5648G 5N 10.4K/6.6K5648G 5N 10.4K/6.6K5648G 5N 10.4K/6.6K5648G 6N 10.4K/6.6K56 9060G 5N 21.5K/13.8K9090909048G 5N 22.5K/13.8K48-60G 5N 19.5K/12.5K48-60G 5N 19.5K/12.5K48-60G 5N 19.5K/12.5K90909060G 5N 19.5K/12.5K60G 5N 19.5K/12.5K60G 5N 19.5K/12.5K90909060G 5N 19.5K/12.5K60G 5N 19.5K/12.5K60G 5N 19.5K/12.5K90909060G 5N 19.5K/12.5K60G 5N 19.5K/12.5K60G 5N 19.5K/12.5K90909060G 5N 19.5K/12.5K60G 5N 19.5K/12.5K60G 5N 19.5K/12.5K90909060G 5N 19.5K/12.5K60G 5N 19.5K/12.5K60G 5N 19.5K/12.5K90909060G 5N 19.5K/12.5K60G 5N 19.5K/12.5K60G 5N 19.5K/12.5K90909060G 5N 19.5K/12.5K60G 5N 19.5K/12.5K60G 5N 19.5K/12.5K90909060G 5N 19.5K/12.5K60G 5N 19.5K/12.5K60G 5N 19.5K/12.5K90909060G 5N 19.5K/12.5K60G 5N 19.5K/12.5K60G 5N 19.5K/12.5K90909060G 5N 19.5K/12.5K60G 5N 19.5K/12.5K60G 5N 19.5K/12.5K9060G 5N 21.5K/13.8K9090909048G 5N 22.5K/13.8K48-60G 5N 19.5K/12.5K48-60G 5N 19.5K/12.5K48-60G 5N 19.5K/12.5K9060G 5N 21.5K/13.8K9048G 5N 22.5K/13.8K9060G 5N 21.5K/13.8K9048G 5N 22.5K/13.8K9060G 5N 21.5K/13.8K9048G 5N 22.5K/13.8K9060G 5N 21.5K/13.8K9048G 5N 22.5K/13.8K9060G 5N 21.5K/13.8K9048G 5N 22.5K/13.8K9060G 5N 21.5K/13.8K9048G 5N 22.5K/13.8K9060G 5N 21.5K/13.8K9048G 5N 22.5K/13.8K9060G 5N 21.5K/13.8K9048G 5N 22.5K/13.8K9060G 5N 21.5K/13.8K9048G 5N 22.5K/13.8K9060G 5N 21.5K/13.8K9048G 5N 22.5K/13.8KSUB PURLINS 24" OC TYP BTWN EA JOIST
SEE DIAPHRAGM SCHEDULE ONS2.0 FOR SIZE
SUB PURLINS 24" OC TYP BTWN EA JOIST
SEE DIAPHRAGM SCHEDULE ONS2.0 FOR SIZE
17 17 1729-43LH 370/250 JOISTS AT 10'-0" OC 36LH 370/250 JOISTS AT 10'-0" OC 40LH 370/250 JOISTS
AT 10'-0" OC
17 17 1729-43LH 370/250 JOISTS AT 10'-0" OC 36LH 370/250 JOISTS AT 10'-0" OC 40LH 370/250 JOISTS
AT 10'-0" OC
10'-0"10'-0"10'-0"
10'-0"10'-0"10'-0"
35'-2"
56
28G 3N 13.5K/8.8K90560
0
3 5
8"CL COL179017901790179017901790179017901790179017901790SHTG PER DIAPHRAGM
SCHEDULE ON S2.0
SHTG PER DIAPHRAGM
SCHEDULE ON S2.0
33'-8"
33'-8"
35'-2"
35'-2"
35'-2"
31'-8 1/2"
31'-8 1/2"
29'-9"
29'-9"
29'-9"
29'-9"
29'-9"
29'-9"
29'-9"
29'-9"
29'-9"
29'-9"
29'-9"
29'-9"
30'-3"
30'-3"
30'-3"
30'-3"
30'-3"
30'-3"
30'-3"
30'-3"
30'-3"
30'-3"
30'-3"
36'-7 1
2"
36'-5"
36'-5"
36'-5"
36'-5"
36'-5"
36'-5"
36'-5"
36'-5"
36'-5"
36'-5"
36'-5"
36'-5"36'-5"36'-5"36'-5"36'-5"
37'-11"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
37'-11"37'-11"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
39'-2 1
2"
38'-6"
38'-6"
38'-6"
38'-6"
38'-6"
38'-6"
38'-6"
38'-6"
38'-6"
34'-9"
34'-9"
34'-9"
34'-9"
34'-9"
34'-9"
34'-9"
34'-9"
34'-9"
34'-9"
34'-9"
35'-2"35'-2"35'-2"35'-2"35'-2"35'-2"34'-8"34'-8"34'-8"34'-8"34'-8"36'-9"
35'-2"35'-2"35'-2"35'-2"35'-2"35'-2"34'-8"34'-8"34'-8"34'-8"34'-8"36'-9"
35'-2"
35'-2"
35'-2"
35'-2"
35'-2"
35'-2"
35'-2"
35'-2"
35'-2"
35'-2"
35'-2"
35'-2"
35'-2"
34'-8"
34'-8"
34'-8"
34'-8"
34'-8"
34'-8"
34'-8"
34'-8"
34'-8"
34'-8"
34'-8"
34'-8"
FUTURE OFFICE MECH
LOADING PER NOTE 12/S2.0
FUTURE OFFICE MECH
LOADING PER NOTE 12/S2.0
4
S2.0
CANOPY
5
S4.1
1
S4.5
TYP
5
S4.1
5
S4.2
AT COL
4
S4.2
OPP
4
S4.2
1
S4.1
2
S4.1
2
S4.2
2
S4.2
2
S4.2
2
S4.2
2
S4.21
S4.2
TYP GRID 2
5
S4.1
SIM
1
S4.5
1
S4.1
TYP
3
S4.1
TYP
GIRDER
COL4
S4.1
TYP
JOIST
GIRDER
4
S4.1
TYP
JOIST
GIRDER
1
S4.1
TYP
1
S4.1
TYP
1
S4.5
5
S4.1
SIM
PARAPET
RECESS
PARAPET
RECESS
1
S4.5
TYP
2
S4.2
TYP
2
S4.2
TYP
2
S4.2
TYP
2
S4.2
TYP
2
S4.2
TYP
1
S4.2
TYP
GRID
14
3
S4.1
TYP
GIRDER
COL
3
S4.1
TYP
GIRDER
COL
4
S4.1
TYP
JOIST
GIRDER
4
S2.0
CANOPY
OPP
5
S4.1TYP
5
S4.2AT
COL
2
S4.1
2
S4.1
TYP
4
S4.2
4
S4.2
4
S4.2
4
S4.2
4
S4.2
4
S4.2
OPP
4
S4.2
OPP
4
S4.2
OPP
4
S4.2
OPP
4
S4.2
OPP
1
S4.1
1
S4.1
1
S4.1
1
S4.1
1
S4.1
2
S4.1
TYP
6
S4.2
6
S4.2
OPP
36'-7 1
2"36'-7 1
2"36'-7 1
2"36'-7 1
2"HSS 18 x 6 x 5/16HSS 16 x 8 x 5/16HSS 18 x 6 x 5/16TOS 28'-2 1/4"
TOS 26'-11 1/2"
TOS 25'-8 3/4"
TOS 24'-6"
TOS 23'-3 1/4"5'-0"5'-0"5'-0"5'-0"4'-9"3"HSS 18 x 6 x 5/16HSS 18 x 6 x 1/4 JOISTSHSS 18 x 6 x 5/16MC18x42.7
MC18x42.7 8'-0"3'-0"
20 GA B-36
ROOF DECK
2
S4.3
2
S4.3
SIM
1
S4.3AT
WALL
1
S4.4
5
S4.3
1
S4.4
MC18 TO
PNL ONLY
3
S4.3
SIM
3
S4.3
4
S4.3
1
5
15
13
3
11
A
B
C
B
A B
B
H B A
10'-0"10'-0"20'-0"12"38" MIN12"212"ADJOINING
PANEL EDGE
FASTENER SPACING
3" NOMINAL - TWO LINES OF
FASTENERS
NOTES:
1.ADJOINING PANEL EDGE JOINTS
SHALL BE 18".
2.MIN SPACING BETWEEN LINES OF
FASTENERS SHALL BE 3 8".
NAILING REQUIREMENTS AT
HIGH LOAD DIAPHRAGMS
01/22/20 - 9:20am2180307S-2.0.dwg2215 North 30th Street, Suite 300 Tacoma, WA 98403
253.383.2422TEL 253.383.2572FAX www.ahbl.comWEB
T A C O M A SEATTLE SPOKANE TRI-CITIES
Nelco Architecture, Inc.
Phone:
Suite 1300
Seattle, WA 98101
(206) 408-8500
1200 Fifth Ave.
WWW.NELSONWORLDWIDE.COM
Proj. No:Reviewed By:
SEAL:
CITY STAMP:
IRG
CLR/LAH
IRG GREENLINE
BUILDING A
WEYERHAEUSER WAYS S
FEDERAL WAY, WA 98001
AHBL 2180307.20
CLIENT:
PROJECT:
11111 SANTA MONICA BLVD.
SUITE 800
LOS ANGELES, CA 90025
Date:No:Description:
PERMIT SUBMITTAL 2/03/2019
OVERALL ROOF FRAMING PLAN (FOR REFERENCE ONLY)
NTS
1
1.VERIFY SIZE AND LOCATION OF ALL MECHANICAL PENETRATIONS WITH ARCHITECTURAL AND MECHANICAL
DRAWINGS.
2.JOIST DESIGNATION IS SHOWN AS TOTAL LOAD IN POUNDS PER FOOT OVER THE SNOW LOAD IN POUNDS PER FOOT.
3.GIRDER DESIGNATION IS TOTAL LOAD IN KIPS OVER SNOW LOAD IN KIPS. AT EA PANEL POINT
4.AT EACH COLUMN SUPPORTING JOIST GIRDERS. JOIST MFG SHALL MATCH THE BEARING DEPTH OF ALL JOIST
GIRDERS FRAMING INTO COLUMN.
5.JOIST AND JOIST GIRDER HAVE NON-STANDARD BEARING HEIGHTS, STEEL DETAILER TO COORDINATE HEIGHT OF
BEARING SEAT WITH JOIST MANUFACTURER.
6.ROOF JOIST SUPPLIER TO PROVIDE BRIDGING FOR JOIST PER STEEL JOIST INSTITUTE AND MANUFACTURERS
RECOMMENDATIONS. IN ADDITION TO LOADS SHOWN ROOF JOISTS, GIRDERS AND BRIDGING SHALL ALSO BE
DESIGNED FOR A NET UPLIFT OF 10.0 PSF.
7.JOIST MANUFACTURER TO DESIGN BAR JOIST AND JOIST GIRDERS FOR LOADS DUE TO SPRINKLER SYSTEM, PIPING
LARGER THAN 4" DIAMETER. CONTRACTOR TO COORDINATE AND PROVIDE JOIST MANUFACTURER WITH
MAGNITUDE AND LOCATION OF LOADS.
8.JOIST MANUFACTURER TO LOCATE, SIZE AND PROVIDE ERECTION BOLTS AS REQUIRED. STEEL DETAILER SHALL
COORDINATE LOCATION OF BOLT HOLES IN ALL CAP PL, EMBEDS, ETC....
9.FOR TILT-UP WALL PANEL THICKNESSES SEE PNL ELEV'S STARTING ON S3.01.
10.X'-X" INDICATES TOP OF SHEATHING ELEVATION AT THE LOCATION INDICATED MEASURED FROM FINISH FLOOR
ELEVATION
11.AXIAL LOADS TO JOISTS AND GIRDER TOP CHORDS ARE DESIGNATED AS , FOR SCHEDULE SEE
12.JOIST MFG TO DESIGN JOISTS IN OFFICE AREAS INDICATED. DESIGN JOISTS FOR 1000 LB POINT LOAD AT ANY TOP
OR BOTTOM CHORD PANEL POINT AND GIRDERS FOR (2) 1500# POINT LOADS AT ANY JOIST BEARING LOCATION ON
GIRDER.
13.JOIST MFG MAY SUBSTITUTE 'LH' JOIST FOR 'K' JOISTS
14.JOISTS AND GIRDERS WITH VARYING DEPTH (IE: 28-36LH) ARE ALL WITH THE LOWER DEPTH ON THE DOWN HILL SIDE
OF THE ROOF SLOPE. PARALLEL CHORD MEMBER MAY BE SUBSTITUTED USING THE SHALLOWER DEPTH SO AS NOT
TO REDUCE CLEAR HEIGHT OF BUILDING.
ROOF FRAMING NOTES:
BOUNDARY
NAILING (1) (2)
SHEATHINGMARK FIELD
SUB-PURLINSALL JOISTS AND
PANEL EDGES BTWN JOISTS
A
B
DIAPHRAGM
SCHEDULE
30" O.C.2x6 DF #2 AT 24" O.C.
3x6 DF #2 AT PANEL
EDGES (3)
36" O.C.
3/4" DIA
ANCHOR
SPACING
BOLT
10d AT 12" OC(2) ROWS 10d AT
2" OC
(2) ROWS 10d AT
2" OC
10d AT 12" OC
DIAPHRAGM NAILING IS
PART OF SFRS
REMARKSMARK
JOIST SEISMIC LOAD
SCHEDULE
E= 16.4 KIPS (1) 17
TRUSS MFR TO DESIGN TOP CHORD OF
TRUSSES FOR ULTIMATE AXIAL SEISMIC
FORCE OF: (3)
(1)AT JOIST: ATTACH 3x NAILER TO JOIST WITH CONNECTION DESIGNED FOR
350LBS PER FOOT ASD SHEAR AND 100PLF UPLIFT
(2)AT JOIST: ATTACH 3X NAILER TO JOIST WITH CONNECTION DESIGNED FOR
950 LBS PER FOOT ASD SHEAR AND 100PLF UPLIFT
(3)IF LOAD POINTS TO END OF TRUSS THEN FORCE IS CONNECTION LOAD
E ULTIMATE LOAD
CALCULATED PER
ASCE 7-10 12.11
Em ULTIMATE LOAD
CALCULATED PER
ASCE 7-10 12.4.3.1
E= 88.9 KIPS (2) 90
2
-
DIAPHRAGM NOTES:
1.ALL NAILS SHALL BE COMMON, MINIMUM 0.148" DIAMETER AND SHALL PENETRATE INTO FRAMING MEMBERS
MINIMUM 1 12". NAILS SHALL BE LOCATED AT LEAST 3 8" FROM THE EDGES OF PANELS
2.ALL SHEATHING PANELS SHALL BE NOT LESS THAN 4'-0" x 10'-0" UNLESS OTHERWISE APPROVED BY THE
ENGINEER. AT BOUNDARIES AND CHANGES IN FRAMING DIRECTION, PANELS MAY BE ANY SIZE PROVIDED ALL
EDGES OF THE UNDERSIZED PANELS ARE SUPPORTED BY AND FASTENED TO FRAMING MEMBERS OR
BLOCKING WITH 3x NOMINAL WIDTH.
3.WHERE TWO ROWS OF NAILING IS SPECIFIED, THE NAILS SHALL BE EQUALLY SPACED, AND THE ROWS OF
NAILS SHALL BE STAGGERED. SPACING BETWEEN ROWS OF NAILS SHALL BE 12" WHERE SUPPORTED BY 3x
NOMINAL FRAMING. SPACING BETWEEN ROWS OF NAILS SHALL BE 3 4" WHERE SUPPORTED BY 4x NOMINAL
FRAMING. FOR TYPICAL DETAIL ON MULTIPLE ROWS OF NAILING SEE5
-
15/32" APA RATED
STRUC 1 SHEATHING
15/32" APA RATED
STRUC 1 SHEATHING 10d AT 2" OC 10d AT 2" OC
E= 55.6 KIPS (2) 56
CANOPY FRAMING PLAN
3/32"=1'-0"
4
B 48" O.C.10d AT 12" OC 2x6 DF #2 AT 24" O.C.15/32" APA RATED
STRUC 1 SHEATHING 10d AT 4" OC 10d AT 4" OC
2x6 DF #2 AT 24" O.C.
3x6 DF #2 AT PANEL
EDGES
NAILING PLAN
3"=1'-0"
5
E= 0.0 KIPS 0
NOTE: BUILDING FINISH FLOOR SLOPES. ROOF ELEVATIONS ARE GIVEN FROM THE PLANE OF THE FINISH FLOOR
25'-0"F4.0
F6.0
S2.1
S2.2
S2.1
S2.21736LH 370/250 JOISTS AT 10'-0" OC1736LH 370/250 JOISTS AT 10'-0" OC1736LH 370/250 JOISTS AT 10'-0" OC1736LH 370/250 JOISTS AT 10'-0" OC1743-29LH 370/250 JOISTS AT 10'-0" OC1743-29LH 370/250 JOISTS AT 10'-0" OC28G 3N 13.5K/8.8K9060G 6N 10.4K/6.6K5648G 5N 10.4K/6.6K5648G 5N 10.4K/6.6K5648G 5N 10.4K/6.6K5648G 5N 10.4K/6.6K5648G 6N 10.4K/6.6K56
9060G 5N 21.5K/13.8K9090909048G 5N 22.5K/13.8K48-60G 5N 19.5K/12.5K48-60G 5N 19.5K/12.5K48-60G 5N 19.5K/12.5K90909060G 5N 19.5K/12.5K60G 5N 19.5K/12.5K60G 5N 19.5K/12.5K90909060G 5N 19.5K/12.5K60G 5N 19.5K/12.5K60G 5N 19.5K/12.5K90909060G 5N 19.5K/12.5K60G 5N 19.5K/12.5K60G 5N 19.5K/12.5K90909060G 5N 19.5K/12.5K60G 5N 19.5K/12.5K60G 5N 19.5K/12.5K9060G 5N 21.5K/13.8K9048G 5N 22.5K/13.8K9060G 5N 21.5K/13.8K9048G 5N 22.5K/13.8K9060G 5N 21.5K/13.8K9048G 5N 22.5K/13.8K9060G 5N 21.5K/13.8K9048G 5N 22.5K/13.8KSUB PURLINS 24" OC TYP BTWN EA JOIST
SEE DIAPHRAGM SCHEDULE ONS2.0 FOR SIZE
17 17 1729-43LH 370/250 JOISTS AT 10'-0" OC 36LH 370/250 JOISTS AT 10'-0" OC 40LH 370/250 JOISTS
AT 10'-0" OC
10'-0"10'-0"10'-0"
35'-2"
560
3 5
8"CL COL179017901790179017901790SHTG PER DIAPHRAGM
SCHEDULE ON S2.0
33'-8"
35'-2"
31'-8 1/2"
29'-9"
29'-9"
29'-9"
29'-9"
29'-9"
30'-3"
30'-3"
30'-3"
30'-3"
36'-7 1
2"
36'-5"
36'-5"
36'-5"
36'-5"
37'-11"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
37'-11"37'-11"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
39'-2 1
2"
38'-6"
38'-6"
34'-9"
34'-9"
34'-9"
34'-9"
35'-2"35'-2"35'-2"35'-2"35'-2"35'-2"34'-8"34'-8"34'-8"34'-8"34'-8"36'-9"
35'-2"
35'-2"
35'-2"
35'-2"
35'-2"
34'-8"
34'-8"
34'-8"
34'-8"
34'-8"
FUTURE OFFICE MECH
LOADING PER NOTE 12/S2.0
4
S2.0
CANOPY
5
S4.1
1
S4.5
TYP
5
S4.1
5
S4.2
AT COL
4
S4.2
OPP
4
S4.2
1
S4.1
2
S4.1
2
S4.2
2
S4.2
2
S4.2
2
S4.2
2
S4.21
S4.2
TYP GRID 2
5
S4.1
SIM
1
S4.5
1
S4.1
TYP
3
S4.1
TYP
GIRDER
COL4
S4.1
TYP
JOIST
GIRDER
PARAPET
RECESS
2
S4.1
TYP
4
S4.2
4
S4.2
OPP
4
S4.2
OPP
1
S4.1
6
S4.2
36'-7 1
2"36'-7 1
2"36'-7 1
2"36'-7 1
2" 01/22/20 - 9:20am2180307S-2.0.dwg2215 North 30th Street, Suite 300 Tacoma, WA 98403
253.383.2422TEL 253.383.2572FAX www.ahbl.comWEB
T A C O M A SEATTLE SPOKANE TRI-CITIES
Nelco Architecture, Inc.
Phone:
Suite 1300
Seattle, WA 98101
(206) 408-8500
1200 Fifth Ave.
WWW.NELSONWORLDWIDE.COM
Proj. No:Reviewed By:
SEAL:
CITY STAMP:
IRG
CLR/LAH
IRG GREENLINE
BUILDING A
WEYERHAEUSER WAYS S
FEDERAL WAY, WA 98001
AHBL 2180307.20
CLIENT:
PROJECT:
11111 SANTA MONICA BLVD.
SUITE 800
LOS ANGELES, CA 90025
Date:No:Description:
PERMIT SUBMITTAL 2/03/2019
ROOF FRAMING PLAN NORTH
1/16" = 1'-0"
1
KEY PLAN S2.2S2.1S2.3FOR ROOF FRAMING NOTES AND SCHEDULES SEE S2.0
NOTE: BUILDING FINISH FLOOR SLOPES. ROOF ELEVATIONS ARE GIVEN FROM THE PLANE OF THE FINISH FLOOR
S2.1
S2.2
S2.1
S2.2
S2.2
S2.3
S2.2
S2.31736LH 370/250 JOISTS AT 10'-0" OC1736LH 370/250 JOISTS AT 10'-0" OC1736LH 370/250 JOISTS AT 10'-0" OC1736LH 370/250 JOISTS AT 10'-0" OC1743-29LH 370/250 JOISTS AT 10'-0" OC1743-29LH 370/250 JOISTS AT 10'-0" OC90909060G 5N 19.5K/12.5K60G 5N 19.5K/12.5K60G 5N 19.5K/12.5K90909060G 5N 19.5K/12.5K60G 5N 19.5K/12.5K60G 5N 19.5K/12.5K90909060G 5N 19.5K/12.5K60G 5N 19.5K/12.5K60G 5N 19.5K/12.5K90909060G 5N 19.5K/12.5K60G 5N 19.5K/12.5K60G 5N 19.5K/12.5K90909060G 5N 19.5K/12.5K60G 5N 19.5K/12.5K60G 5N 19.5K/12.5K90909060G 5N 19.5K/12.5K60G 5N 19.5K/12.5K60G 5N 19.5K/12.5K60G 5N 19.5K/12.5K60G 5N 19.5K/12.5K60G 5N 19.5K/12.5K9060G 5N 21.5K/13.8K9048G 5N 22.5K/13.8K9060G 5N 21.5K/13.8K9048G 5N 22.5K/13.8K9060G 5N 21.5K/13.8K9048G 5N 22.5K/13.8K9060G 5N 21.5K/13.8K9048G 5N 22.5K/13.8K9060G 5N 21.5K/13.8K9048G 5N 22.5K/13.8K9060G 5N 21.5K/13.8K9048G 5N 22.5K/13.8K60G 5N 21.5K/13.8K48G 5N 22.5K/13.8KSUB PURLINS 24" OC TYP BTWN EA JOIST
SEE DIAPHRAGM SCHEDULE ONS2.0 FOR SIZE
SUB PURLINS 24" OC TYP BTWN EA JOIST
SEE DIAPHRAGM SCHEDULE ONS2.0 FOR SIZE
SHTG PER DIAPHRAGM
SCHEDULE ON S2.0
SHTG PER DIAPHRAGM
SCHEDULE ON S2.0
29'-9"
29'-9"
29'-9"
29'-9"
29'-9"
29'-9"
30'-3"
30'-3"
30'-3"
30'-3"
30'-3"
30'-3"
36'-5"
36'-5"
36'-5"
36'-5"
36'-5"
36'-5"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
38'-6"
38'-6"
38'-6"
38'-6"
38'-6"
38'-6"
34'-9"
34'-9"
34'-9"
34'-9"
34'-9"
34'-9"
35'-2"
35'-2"
35'-2"
35'-2"
35'-2"
35'-2"
34'-8"
34'-8"
34'-8"
34'-8"
34'-8"
34'-8"
4
S4.1
TYP
JOIST
GIRDER
1
S4.1
TYP
3
S4.1
TYP
GIRDER
COL
2
S4.1
TYP
4
S4.2
4
S4.2
4
S4.2
4
S4.2
OPP
4
S4.2
OPP
4
S4.2
OPP
1
S4.1
1
S4.1
1
S4.1
2
S4.1
TYP
01/22/20 - 9:20am2180307S-2.0.dwg2215 North 30th Street, Suite 300 Tacoma, WA 98403
253.383.2422TEL 253.383.2572FAX www.ahbl.comWEB
T A C O M A SEATTLE SPOKANE TRI-CITIES
Nelco Architecture, Inc.
Phone:
Suite 1300
Seattle, WA 98101
(206) 408-8500
1200 Fifth Ave.
WWW.NELSONWORLDWIDE.COM
Proj. No:Reviewed By:
SEAL:
CITY STAMP:
IRG
CLR/LAH
IRG GREENLINE
BUILDING A
WEYERHAEUSER WAYS S
FEDERAL WAY, WA 98001
AHBL 2180307.20
CLIENT:
PROJECT:
11111 SANTA MONICA BLVD.
SUITE 800
LOS ANGELES, CA 90025
Date:No:Description:
PERMIT SUBMITTAL 2/03/2019
ROOF FRAMING PLAN MIDDLE
1/16" = 1'-0"
1
KEY PLAN S1.2S1.1S1.3FOR ROOF FRAMING NOTES AND SCHEDULES SEE S2.0
NOTE: BUILDING FINISH FLOOR SLOPES. ROOF ELEVATIONS ARE GIVEN FROM THE PLANE OF THE FINISH FLOOR
25'-0"F4.0
F6.0
S2.2
S2.3
S2.2
S2.3
1736LH 370/250 JOISTS AT 10'-0" OC1736LH 370/250 JOISTS AT 10'-0" OC1736LH 370/250 JOISTS AT 10'-0" OC1736LH 370/250 JOISTS AT 10'-0" OC1743-29LH 370/250 JOISTS AT 10'-0" OC1743-29LH 370/250 JOISTS AT 10'-0" OC60G 6N 10.4K/6.6K5648G 5N 10.4K/6.6K5648G 5N 10.4K/6.6K5648G 5N 10.4K/6.6K5648G 5N 10.4K/6.6K5648G 6N 10.4K/6.6K56 90909060G 5N 19.5K/12.5K60G 5N 19.5K/12.5K60G 5N 19.5K/12.5K90909060G 5N 19.5K/12.5K60G 5N 19.5K/12.5K60G 5N 19.5K/12.5K90909060G 5N 19.5K/12.5K60G 5N 19.5K/12.5K60G 5N 19.5K/12.5K9060G 5N 21.5K/13.8K9090909048G 5N 22.5K/13.8K48-60G 5N 19.5K/12.5K48-60G 5N 19.5K/12.5K48-60G 5N 19.5K/12.5K9060G 5N 21.5K/13.8K9048G 5N 22.5K/13.8K9060G 5N 21.5K/13.8K9048G 5N 22.5K/13.8K9060G 5N 21.5K/13.8K9048G 5N 22.5K/13.8KSUB PURLINS 24" OC TYP BTWN EA JOIST
SEE DIAPHRAGM SCHEDULE ONS2.0 FOR SIZE
17 17 1729-43LH 370/250 JOISTS AT 10'-0" OC 36LH 370/250 JOISTS AT 10'-0" OC 40LH 370/250 JOISTS
AT 10'-0" OC
10'-0"10'-0"10'-0"28G 3N 13.5K/8.8K90560
179017901790179017901790SHTG PER DIAPHRAGM
SCHEDULE ON S2.0
33'-8"
35'-2"35'-2"
31'-8 1/2"
29'-9"
29'-9"
29'-9"
29'-9"
30'-3"
30'-3"
30'-3"
30'-3"
36'-5"
36'-5"
36'-5"
36'-5"
36'-5"36'-5"36'-5"36'-5"36'-5"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
37'-5 1/2"
38'-6"
38'-6"
38'-6"
38'-6"
34'-9"
34'-9"
34'-9"
34'-9"
35'-2"35'-2"35'-2"35'-2"35'-2"35'-2"34'-8"34'-8"34'-8"34'-8"34'-8"36'-9"
35'-2"
35'-2"
35'-2"
35'-2"
35'-2"
34'-8"
34'-8"
34'-8"
34'-8"
FUTURE OFFICE MECH
LOADING PER NOTE 12/S2.0
1
S4.1
TYP
1
S4.5
5
S4.1
SIM
PARAPET
RECESS
1
S4.5
TYP
2
S4.2
TYP
2
S4.2
TYP
2
S4.2
TYP
2
S4.2
TYP
2
S4.2
TYP
1
S4.2
TYP
GRID
14
3
S4.1
TYP
GIRDER
COL
4
S4.1
TYP
JOIST
GIRDER
4
S2.0
CANOPY
OPP
5
S4.1TYP
5
S4.2AT
COL
2
S4.1
4
S4.2
4
S4.2
4
S4.2
OPP
4
S4.2
OPP
1
S4.1
1
S4.1
2
S4.1
TYP
6
S4.2
OPP
01/22/20 - 9:20am2180307S-2.0.dwg2215 North 30th Street, Suite 300 Tacoma, WA 98403
253.383.2422TEL 253.383.2572FAX www.ahbl.comWEB
T A C O M A SEATTLE SPOKANE TRI-CITIES
Nelco Architecture, Inc.
Phone:
Suite 1300
Seattle, WA 98101
(206) 408-8500
1200 Fifth Ave.
WWW.NELSONWORLDWIDE.COM
Proj. No:Reviewed By:
SEAL:
CITY STAMP:
IRG
CLR/LAH
IRG GREENLINE
BUILDING A
WEYERHAEUSER WAYS S
FEDERAL WAY, WA 98001
AHBL 2180307.20
CLIENT:
PROJECT:
11111 SANTA MONICA BLVD.
SUITE 800
LOS ANGELES, CA 90025
Date:No:Description:
PERMIT SUBMITTAL 2/03/2019
ROOF FRAMING PLAN SOUTH
1/16" = 1'-0"
1
KEY PLAN S1.2S1.1S1.3FOR ROOF FRAMING NOTES AND SCHEDULES SEE S2.0
NOTE: BUILDING FINISH FLOOR SLOPES. ROOF ELEVATIONS ARE GIVEN FROM THE PLANE OF THE FINISH FLOOR
SECTION
1" = 1'-0"
1 SECTION
1" = 1'-0"
2
SECTION
1" = 1'-0"
3 SECTION
1" = 1'-0"
4
13
4"
CONT ANGLE LLV ON TOP
OF WALL (SEE TABLE TO
RIGHT) W/ 3 4" DIA x5" WHS
AT 24" OC HORIZ AND 3 4"
DIA x 8" WHS AT 24" OC
VERT STAGGERED
JOIST CONNECTION TO WALL
AND ANGLE CHORD AND SPLICE
ARE PART OF THE SEISMIC
FORCE RESISTING SYSTEM
4x6 DF#2 W/ 3/4" DIA BENT AB x 1'-0" W/ 6"
MIN EMBED - SPACE PER DIAPHRAGM
SCHEDULE
BOUNDARY NAILING PER
DIAPHRAGM SCHEDULE4"
BRG
2 1
2" DF SHOP INSTALLED NAILER. AT
PNL JOINT, ROOF BUMPS UP
TRUSS MFR TO DESIGN TOP
CHORD FOR AXIAL SEISMIC
FORCE SHOWN ON THE ROOF
FRAMING PLAN TO BE
TRANSFERRED THROUGH THE
BEARING SEAT
(2) REBAR HORIZ AT
TOP - TYP SEE PNL
ELEV
SIMP HF26N OR
HF36N HANGERS TYP
CONDITION BETWEEN
JOIST212"3"ANGLE CHORD NOTES:
1.ADD CHORD SPLICE PL BETWEEN
ANGLE PIECES AT LOCATIONS
WHERE PANEL CHANGES SLOPE
MID PANEL.
2.IT SHALL BE ACCEPTABLE TO
SPLICE ANGLE AT ANY LOCATION
MID PANEL PROVIDE SPLICE PLATE
BETWEEN EACH CHANNEL PIECE
OR FULL PENE WELD PIECES WITH
UT INSPECTION
CONFIGURE WHS AS SHOWN AT
ENDS OF PANEL
2'-0" - NO CONNECTION BETWEEN
L 6 x 4 AND CONCRETE
THIS REGION
6"
CHORD SPLICE
PER SCHEDULE
FROM CL JNT
OFFSET
CL JST (MAY BE
CONDITION AT PANEL
JOINT
3/16 4
5/16
1"3"
PRE-ENGR
JOIST PER PLAN
JOIST BEARING PL 3 8 x 3 12 x
1'-4" WHERE JOIST OCCURS
WITHIN 8" OF CENTER OF
PANEL JOINT
1/4 3BRG PL TO L
SEE
TABLE
PRE-ENGR JOIST MFR
SHALL DESIGN TOP CHORD
OF PRE-ENGR JOIST
GIRDER FOR AXIAL SEISMIC
FORCE SHOWN ON THE
ROOF FRAMING PLAN
KNIFE PL 7 8" x JOIST
GIRDER BEARING DEPTH
MINUS 12" x 1'-3" TYPICAL
7 12" JOIST GIRDER BEARING
DEPTH
(2) 3 4" DIA MB AT 5" GAGE
AS REQ'D BY PRE-ENGR
JOIST MFR
11
2" TYP
STABILIZER PL 3 4" x 6 x 0'-6"
W/ 1316" DIA HOLE
11
2"112"HSS COL PER PLAN PRE-ENGR JOIST GIRDER
PER PLAN - TYP
DO NOT WELD JOIST
GIRDER TO STABILIZER
PLATE - TYP
BEARING PL 3 4" x COLUMN
WIDTH PLUS 1" x AS REQ'D -
GC COORDINATE W/
PRE-ENGR JOIST MFR
STABILIZER PL FOR
PRE-ENGR JOIST NS AND FS
AS REQ'D BY JOIST MFR
5/16 7
1/4 4
WELD TO EA
SIDE OF EA
JOIST GIRDER
JOIST GIRDER
TO BRG PL
TYPICAL
1/4
11
2"
4x6 BLKG BETWEEN
JOISTS - SEE PLAN
FOR EXTENT
ATTACH 4x TO GIRDER W/ PL 14 x
4 x 0'-4" EACH SIDE W/ 3 4 " DIA
MB AT CL - WELD EA SIDE PL TO
GIRDER W/ 14" x 4" FILLET WELD
- SPACE PL AT 3'-0" OC AT (3)
LOCATIONS BET EACH JOIST -
SEE PLAN FOR EXTENT
PRE-ENGR JOIST
GIRDER PER PLAN
PRE-ENGR JOIST PER PLAN
BRACE WHERE REQ'D BY
PRE-ENGR JOIST MFR, TYP
(2) ROWS OF ROOF BOUNDARY
NAILING TO 4x6
PRE-ENGR JOIST MFR SHALL
DESIGN TOP CHORD OF PRE-ENGR
JOIST FOR AXIAL SEISMIC FORCE
SHOWN ON THE ROOF FRAMING
PLAN TO BE TRANSFERRED THRU
THE BEARING SEAT AND ACROSS
THE JOIST GIRDER
1/4 4
JOIST
TO GIRDER
TYPICAL
JOIST CONNECTION TO GIRDER AND PL
14 x 4 x 4 CONNECTION ARE A PART OF
THE SEISMIC FORE RESISTING SYSTEM
CHORD ANGLE GRID FROM TO SPLICE PL (50KSI) DBL WELD
(50KSI) EA SIDE (TOTAL)
L6x4x5
8" B 2.5 13.5 PL1 1
2" x 3 1
2" x 3'-2" 18" (36")
1
2"
GIRDER KNIFE CONNECTION IS A PART
OF THE SEISMIC FORE RESISTING
SYSTEM
TYPICAL ROOF JOIST BEARING WITHIN
ROOF JST PER PLAN
1'-0"
CONT CHORD ANGLE. NO
SPLICE BETWEEN EMBEDS.
ADD SAME SIZE ANGLE AS
CHORD BTWN CL OF
EMBEDS TO FORM BOX
EMB PL 3 4" x 12"x 12"
W/ (4) 5 8"∅ x6" WHS
AT 9" GA
1'-6" OF PANEL JOINT
1'-0"
TOP OF PARAPET PER
ARCH
NOTE: SFRS = SEISMIC
FORCE RESISTING SYSTEM
5/16 8
JOIST CONNECTION TO WALL IS
PART OF SEISMIC FORCE
RESISTING SYSTEM
EMBED PL 3 4" x 1'-0" x
1'-9" W/ (6) 3 4"Øx6"
WHS AS SHOWN
112"112"9"9"11
2"11
2"9"
CONT CHORD ANGLE 4X6 DF#2 CONT
NAILER W/ 12"Ø CARRIAGE BOLTS AT 24" OC,
PRE PUNCH ANGLE. ADD 3
4"Ø EXP ANCHOR
EMBED 4" AT MID SPAN BTWN EMBEDS.
SPLICE ANGLE PER
CONDITION BTWN
JOIST4"(4) #5x8'-0" HORIZ AT EMBED
BOUNDARY NAILING PER DIAPHRAGM
SCHEDULE
21
4"
CONT L6x4x 5
8" 50KSI CHORD
TYPICAL CHORD SPLICE
USE PL 11
2" x 31
2"x 3'-2"5/16 18
5/16 12
3/16 4
3"SECTION
1" = 1'-0"
5
1/4 4-12
IF CHORD SPLICE THEN
DBL 9" WELD EA PIECE TO
EMBED PLATE
5/16 9
EA END
OF CHORD SPLICE
IF SPLICING AT EMBED ADD
SPLICE PL 3
4"x3 1
2"x1'-7" AT CL
SPLICE IN PLACE OF
TYPICAL CHORD SPLICE
PLATENOTE: AT SIM CONDITION, ANGLE IS
L6x4 LLH AS CALLED OUT ON 4
S4.2
4x6 DF #2 W/ 3
4"Ø EXP
ANCHOR PER DIAPHRAGM
SCHED EMBED 6"MIN.
BOUNDARY NAIL ALONG 4x
(ANCHORS NOT AT SIM)1"6"1"STRAP CONNECTION AND AT
SIM, ANGLE CHORD STEEL TO
WALL IS PART OF SFRS
PL TO
EMBED
ASSEMBLE PL 3
8"x4"x0'-4" TO SIMPSON
MST60 STRAP. WELD TO EMBED PLATE AND
THEN NAIL TO 3X6 STIFFENER
1/4
STRAP ACROSS FIRST FOUR
TRUSSES MIN W/ MST60 TO
ALIGN W/ ALL EMBEDS - ONE
ROW ONLY DIAPHRAGM NAILING
UNDER STRAPS
3X OR 4X DF#2
SUBPURLIN W/ SIMP
HF36N/F46 EACH END
- TYP AT ALL STRAPS
ALIGNED W/ ALL
EMBEDS
EMBED PL 3
4" x 8" x 0'-8"
W/ (4) 5
8"Ø x 6" WHS AT 6"
GAGE - SPACE AT 4'-0"
O.C. (ALIGN W/ EDGE OF
SHTG) (AT 7 1
4" PANELS
USE 5
8"Øx4" WHS)
41/8
(2) #5 HORIZ AT
EMBEDS. EXTEND
4' PAST LAST
EMBED OR HOOK
AT PANEL EDGE
AT SIM, L4"x4"x1
4" CONT
LEDGER ANGLE W/ 1
2"Ø
CARRIAGE BOLTS AT
24"OC (PRE-PUNCH
ANGLE), ANCHOR ANGLE
TO WALL USING 5
8"Ø EXP
ANCHORS AT 30"OC,
EMBED 5" MIN. SPLICE
ANGLE W/ PL 1"x2"x1'-6"
3/16 8
(2) #4 HOOKED
BARS, ONE EA
FACE
1'-0"
3X OR 4X DF#2
SUBPURLIN W/ SIMP
HF36N/F46 EACH END
- TYP AT ALL STRAPS
ALIGNED W/ ALL
EMBEDS
01/22/20 - 9:21am2180307S-4.0.dwg2215 North 30th Street, Suite 300 Tacoma, WA 98403
253.383.2422TEL 253.383.2572FAX www.ahbl.comWEB
T A C O M A SEATTLE SPOKANE TRI-CITIES
Nelco Architecture, Inc.
Phone:
Suite 1300
Seattle, WA 98101
(206) 408-8500
1200 Fifth Ave.
WWW.NELSONWORLDWIDE.COM
Proj. No:Reviewed By:
SEAL:
CITY STAMP:
IRG
CLR/LAH
IRG GREENLINE
BUILDING A
WEYERHAEUSER WAYS S
FEDERAL WAY, WA 98001
AHBL 2180307.20
CLIENT:
PROJECT:
11111 SANTA MONICA BLVD.
SUITE 800
LOS ANGELES, CA 90025
Date:No:Description:
PERMIT SUBMITTAL 2/03/2019
SECTION
1" = 1'-0"
1 SECTION
1" = 1'-0"
2 SECTION
1" = 1'-0"
3
SEE
FOR
CALLOUTS IN
COMMON
4x6 BLKG BETWEEN
JOISTS - SEE PLAN
FOR EXTENT
STIFFENERS PER PLAN
AND SCHEDULE W/
SIMPSON HF26N OR
HF36N EA END
(2) PL 14 x 4 x 0'-4" W/ 3 4 " DIA M.B. AT CL - 14" x 4"
FILLET WELD TO GIRDER - LOCATE AT 4'-0" OC
ALONG 4x BLKG - SEE PLAN FOR EXTENT
4
S2.5
PRE-ENGR JOIST
GIRDER PER PLAN
PRE-ENGR JOIST PER PLAN
(2) TOP TIE PL 1
2"x 3 1
2" x 2'-7"
BEND TO MATCH ROOF
SLOPE
12" RADIUS TO
CORNER
SIDE PL PER
7
1
/
2
"
EQ
EQ
7 1/2"10"
P.E. JOIST GIRDER MFR DESIGN JOIST FOR
ADD'L E= 15KIPS SEISMIC LOAD
P.E. JOIST GIRDER
DESIGNED FOR AXIAL
SEISMIC LOAD IN TOP
CHORD PER PLAN
P.E. JOIST GIRDER
PER PLAN
"T" PLATE PL 3/
8" x
A
S
R
E
Q'
D
P.E. JOIST PER
PLAN
5"
2'-0"
1"7"
11
2"11
2"
1
2"
KNIFE PL 3
4" x 412" x 1'-10 3
4"
BRG PL 3 4" x
AS REQD
P.E. JOIST DESIGNED FOR AXIAL
SEISMIC LOAD IN TOP CHORD PER
PLAN THRU TOP CHORD TO KNIFE
PL
STABILIZER PL
PER
(2) TIE PL, KNIFE PL , 'T' PL
AND ASSOCIATED WELDS ARE
A PART OF THE SEISMIC
FORCE RESISTING SYSTEM
(2) 3 4" DIA M.B. PER
GIRDER MFR.
DO NOT WELD BOTTOM CHORD
TO STABILIZER PL
3
-
3
-
3
S2.5
5/16 4
1/4 4
EA PLATE
1/4
5/16
5/16 10
1/4
TOP PL
TO KNIFE PL
EA SIDE
1/4
HSS COL PER PLAN
P.E. JOIST GIRDER DESIGNED FOR
AXIAL SEISMIC LOAD IN TOP CHORD
OF ALL GIRDERS AND JOISTS PER
PLAN
"T" PLATE
PER
GENERAL CONTRACTOR SHALL COORDINATE WIDTH
OF JOIST GIRDER BEARING WITH STEEL FABRICATOR -
WIDTH OF JOIST GIRDER BEARING SHALL NOT EXCEED
10" UNLESS COORDINATE WITH ENGINNER OF RECORD
SIDE PL 3 8 EA SIDE OF COL,
FOR ATTACHMENT SEE
CL COL
P.E. JOIST
PER PLAN
HSS COL
PER PLAN
P.E. JOIST GIRDER
PER PLAN
1
2"
8"10"TYPTYP
11
2"41
2"
STABILIZER PL
PER
DO NOT WELD BOTTOM
CHORD TO STABILIZER PL
2
-
2
-
3
S2.5
TO
JOIST
GIRDER
PLATE TO
GIRDER
BOTH GIRDERS
1/4 4
5/16 7
DIAPHRAGM NAILING AND BLKG
ATTACHMENT TO GIRDER ARE
PART OF THE SEISMIC FORCE
RESISTING SYSTEM
CL COL
2
-
(2) PL PER 2
-
KNIFE PL BEYOND PER 2
-
1
2"
AXIAL SEISMIC FORCE SHOWN ON
THE ROOF FRAMING PLAN TO
TAPER OFF TO BE 0.0K AT GIRDER
(2) TIE PL, KNIFE PL , 'T' PL
AND ASSOCIATED WELDS ARE
A PART OF THE SEISMIC
FORCE RESISTING SYSTEM
8"
SECTION
1" = 1'-0"
4
L8 x 4 x 3
4" x 3'-0" LLH WELD TO
FORM BOX SHAPE W/ LONG LEG
2" ABOVE LEDGER
5/16
5/16
5/16 18
1
S4.1
SIM
L6x4x5
8" 50KSI LLH CONT TOP OF
SHORT PANEL, WHS PER DETAIL
1/S4.1 EXCEPT LOCATE VERT
STUDS AT CL PANEL
EMBED PL 12x12
AND LEDGER
CONNECTION
SEE
1
2" CLR
2'-0"
2
S4.1
CHORD SPLICE
PL 11
2"x3 1
2"x4'-8"
50 KSI
5/16 36
2
S4.1
1
S4.1
SIM
LEDGER 4X TOP 4X
ALL PLATES, WELDS, BOLTS AND
NAILING ARE PART OF SEISMIC FORCE
RESISTING SYSTEM
3"
1'-0"
EMBED PL AND
HOOKED BAR PER 2
S4.1
L6x4x3
8"x3'-0", LLH CTR
ON PNL JOINT, FLUSH
TO TOP OF GIRDER
4"1/4 10
4" END, 3" TOP
& BTM EA
END ANGLE
1'-0"
1/4 6
1/2 TO EACH
GIRDER TOP
CHORD ANGLE
RUN LEDGER OVER TOP
OF ANGLE TO NAIL ROOF
TO
1
S3.3
FOR CALLOUTS
IN COMMON
SEE
TIE PL 3 8"x3"x0'-6"
33/16
STRAPS AND WALL
CONNECTION ARE
PART OF SFRS
1/4
EMBED PER
AT COL.
SPLICE
CHORD TO
EMBED
3
-
3/16 2
L 3 x 3 x 14 x 0'-3" ERECTION
ANGLE AND EXP ANCHOR
AT ROOF ERECTORS OPTION
ATTACH 4X6 BLKG PER 6
-
SECTION
1" = 1'-0"
5
ALL PLATES, WELDS, BOLTS AND
NAILING ARE PART OF SEISMIC FORCE
RESISTING SYSTEM
AT PANEL JOINT
SECTION
1" = 1'-0"
6
CL COL
P.E. JOIST
PER PLAN
HSS COL
PER PLAN
P.E. JOIST PER PLAN
6"
DO NOT WELD BOTTOM
CHORD TO STABILIZER PL
2
-
KNIFE PL
TO TIE PL
EA PL
TO JST
9/16 6
5/16 4
(2) TIE PL, KNIFE PL , 'T' PL
AND ASSOCIATED WELDS ARE
A PART OF THE SEISMIC
FORCE RESISTING SYSTEM
4" JST
BRG
10"5"
TYP 5/16 4
(2) TIE PL 1
2"x 3 1
2"x1'-0"
WEB PL 3
8" x 9" x
GIRDER BRG DEPTH
CL COL AND JST
ABOVE
1/4
9"
FOR CALLOUTS
IN COMMON
SEE 3
- 01/22/20 - 9:21am2180307S-4.0.dwg2215 North 30th Street, Suite 300 Tacoma, WA 98403
253.383.2422TEL 253.383.2572FAX www.ahbl.comWEB
T A C O M A SEATTLE SPOKANE TRI-CITIES
Nelco Architecture, Inc.
Phone:
Suite 1300
Seattle, WA 98101
(206) 408-8500
1200 Fifth Ave.
WWW.NELSONWORLDWIDE.COM
Proj. No:Reviewed By:
SEAL:
CITY STAMP:
IRG
CLR/LAH
IRG GREENLINE
BUILDING A
WEYERHAEUSER WAYS S
FEDERAL WAY, WA 98001
AHBL 2180307.20
CLIENT:
PROJECT:
11111 SANTA MONICA BLVD.
SUITE 800
LOS ANGELES, CA 90025
Date:No:Description:
PERMIT SUBMITTAL 2/03/2019
SECTION
1" = 1'-0"
1
4'-91
4"1'-113
4"
PER PLAN
ELEV 7"112"11
2"11
2"11
2"11
2"7"11
2"11
2"11
2"11
2"BRG PL 1
2"x6"xAS REQ W/ (4) 5
8"Ø
WTS AT 3" GAGE. ADD 4" VENT
HOLE IN TOP JOIST AND BRG
PLATE TO ALIGN
1/4
1/4
TYP
CAP PL 3
8"
HSS 18x6 PER PLAN
HSS 18x6 PER PLAN (CAP END W/
PL 3
8") LENGTH PER ARCH
CONNECTION TAB PL 3
8"x3"x0'3" W/
5
8"Ø WTS AT CENTER - OPTION TO
SHOP WELD IF TRELLIS IS SHIPPED
IN ONE PIECE
1/4
CONNECTION TAB PL 3
8"x3"x0'3" W/
5
8"Ø SS EXP ANCHOR AT CENTER,
EMBED 6" MIN. SPACE CL EA COL
1/4
END PL 1
2"x12" X AS REQ, SLOPE
TOP TO MATCH TRELLIS MEMBER
ABOVE. (6) 5
8"Ø SS EXP ANCHORS
EMBED 6" MIN. (2) 3"Ø VENT
HOLES APPROX AS SHOWN
6"
CL ANGLE COL
CL VERT COL
NOTE, DUE TO INCREASING
ELEVATION, ANGLE COL WILL
CHANGE ANGLES FOR EACH
LOCATION
HSS 12x6 COL'S PER
FOUNDATION PLAN
SECTION
1" = 1'-0"
2
4'-91
4"1'-113
4"
PER PLAN
ELEV
HSS 18x6 PER PLAN
(2) CONNECTION TABS PL 3
8"x3"x0'3"
W/ 5
8"Ø WTS AT CENTER - OPTION
TO SHOP WELD IF TRELLIS IS
SHIPPED IN ONE PIECE
CL ANGLE COL
CL VERT COL
SECTION
1" = 1'-0"
3
4'-6"
PER PLAN
ELEV
HSS 18x6 PER PLAN
CL VERT COL
FOR CALLOUTS
IN COMMON
SEE &1
-
FOR CALLOUTS
IN COMMON
SEE 2
-
2
-
TRELLIS HSS 18x6 MEMBERS PER PLAN
SECTION
1" = 1'-0"
4
CL BEAM
3'-0"
FOR CALLOUTS
IN COMMON
SEE &1
-
2
-
SECTION
1" = 1'-0"
57"112"11
2"11
2"11
2"11
2"7"6"
C4x5.4 AT GUTTER
ALL TRELLIS TO BE GALVANIZED ALL TRELLIS TO BE GALVANIZED
ALL TRELLIS TO BE GALVANIZED
ALL TRELLIS TO BE GALVANIZEDALL TRELLIS TO BE GALVANIZED
IF NOT WELDING ASSEMBLY
IN SHOP, ADD CONNECTION
PL 3
8"x3" SQ W/ 5
8"Ø WTS AT
CTR
FOR CALLOUTS
IN COMMON
SEE &1
-
2
-
600S162-43 CEILING JOISTS AT 16"OC
ELEVATION PER ARCH
600T125-43 TRACK W/ (2) ROWS
0.145"Ø PWDER DRIVEN FASTENERS
AT 16"OC STAGGERED
600T125-43 TRACK W/ 5
8"Ø EXP
ANCHORS AT 16"OC, EMBED 4" MIN
BRG PL 1
2"x8"SQ
W/ (2) 5
8"Ø WTS 112"412"412"112"KNIFE PL 3
8"x3 1
2"x1'-0"
MC18x42.7 CLOSURE TIGHT TO
HSS18 W/ (3) 5
8" WTS AS SHOWN
CONN TAB
PL 3
8"x2 1
2"x0'4",
WELD TO MC18212"34"1"41
4"
1/4
1/4
TYP UNO
HSS8x8, MC18
AT SIM
HSS8x8, MC18
AT SIM
HSS 12x6 COL PER
FOUNDATION PLAN
01/22/20 - 9:21am2180307S-4.0.dwg2215 North 30th Street, Suite 300 Tacoma, WA 98403
253.383.2422TEL 253.383.2572FAX www.ahbl.comWEB
T A C O M A SEATTLE SPOKANE TRI-CITIES
Nelco Architecture, Inc.
Phone:
Suite 1300
Seattle, WA 98101
(206) 408-8500
1200 Fifth Ave.
WWW.NELSONWORLDWIDE.COM
Proj. No:Reviewed By:
SEAL:
CITY STAMP:
IRG
CLR/LAH
IRG GREENLINE
BUILDING A
WEYERHAEUSER WAYS S
FEDERAL WAY, WA 98001
AHBL 2180307.20
CLIENT:
PROJECT:
11111 SANTA MONICA BLVD.
SUITE 800
LOS ANGELES, CA 90025
Date:No:Description:
PERMIT SUBMITTAL 2/03/2019
SECTION
1" = 1'-0"
1
PER ARCH
ELEV
ROOF SHTG ELEV
PER ROOF PLAN
6"10"812"34"RECESSED BRG PL 1"x91
4"x0'10"
COPE TO MATCH PANEL
CHAMFERS
VERT PL 5
8"x6"x1'-0",
COPE EDGE TO WELD
FLUSH TO HSS 10x10
6"112"MC18 CLOSURE
CHANNEL 2"6"6"END PL 1
2" x 7 1
2"x1'-6" W/
(3) 5
8"Ø EXP ANCHORS,
EMBED 6" MIN
1/4
1/4
TYP UNO
5/16
5/16
PER ARCH
ELEV
PER ARCH
ELEV 1'-0"30°SECTION
1" = 1'-0"
2 SECTION
1" = 1'-0"
3 SECTION
1" = 1'-0"
4
1
-
3
-
2
-
4
-
KNIFE PL 1" x 9 1
2"912"1
4"1/4
1/4
BRG PL 1" x 9 1
2"x0'-10"
WIDTH TO MATCH COL
1/4 TYP REBAR
3
-
(2) #5x2'-6" VERT
DOWELS AT 4" GAGE
(3) #5x4'-0" ANGLE
DOWELS AT 5"OC
158"5"5"2
-
(2) #5x2'-6" HORIZ
DOWELS AT 4" GAGE
3"
5/16 3
5
-
HSS TO PNL
CONN
ADD END PL 1
4"x2" FOR
FORMING RECESS,
COPE FOR CHAMFER
RECESSED EMBED
PL 1"x91
4"x0'-91
2"
EMBED END
PL 1"x91
4"x0'-10"
5/16
GRIND
FLUSH
2"4"
2"6"2"2'-6"EMBED PL 1"x91
4"x0'10",
ALIGN WITH HSS 10x10.
(4) #5x2'6" A706 DOWELS
1/4 TYP REBAR
PLAN
1" = 1'-0"
5
5
-
HSS TO PNL
CONN
5
-
HSS TO PNL
CONN
5
-
HSS TO PNL
CONN
EMBED BAR 3
4"x3" x
HEIGHT OF COL IN
PNL +/- W/ 5
8"Øx5"
WHS AT 12"OC
EMBED BAR 3
4"x3" x
HEIGHT OF COL IN
PNL +/- W/ 5
8"Øx5"
WHS AT 12"OC
BAR 3
8"x2" x HEIGHT
OF COL IN PNL
1/4 2-12 TYP
SECTION
1" = 1'-0"
6
1'-0"
3'-9"
1'-0"1'-0"5"
1"3"3"1"1"7"6"WINDOW RO
EMBED PL 3
4"x8"x0'2"
W/ (4) 5
8"Øx6" WHS AS
SHOWN. BEVEL
BOTTOM TO MATCH
CHAMFER
EDGE OF HSS TO
ALIGN WITH EDGE
OF RO
5/16
1/4 1/4
WIDTH OF RO
PER ARCH
1
2" WIDE SLOT IN
BOTTOM FOR VENT,
TYP ALL JOISTS
HSS 12x4x1
4" CANTILEVER BM,
ONE EA SIDE OF WINDOW
(4) HSS 8x4x1
4" JOISTS AS
SHOWN
PNL TO COL
CONNECTION
NOT SHOWN IN
THIS VIEW
PNL TO COL
CONNECTION
NOT SHOWN IN
THIS VIEW
PNL TO COL
CONNECTION
NOT SHOWN IN
THIS VIEW
PNL TO COL
CONNECTION
NOT SHOWN IN
THIS VIEW
1'-0" 01/22/20 - 9:21am2180307S-4.0.dwg2215 North 30th Street, Suite 300 Tacoma, WA 98403
253.383.2422TEL 253.383.2572FAX www.ahbl.comWEB
T A C O M A SEATTLE SPOKANE TRI-CITIES
Nelco Architecture, Inc.
Phone:
Suite 1300
Seattle, WA 98101
(206) 408-8500
1200 Fifth Ave.
WWW.NELSONWORLDWIDE.COM
Proj. No:Reviewed By:
SEAL:
CITY STAMP:
IRG
CLR/LAH
IRG GREENLINE
BUILDING A
WEYERHAEUSER WAYS S
FEDERAL WAY, WA 98001
AHBL 2180307.20
CLIENT:
PROJECT:
11111 SANTA MONICA BLVD.
SUITE 800
LOS ANGELES, CA 90025
Date:No:Description:
PERMIT SUBMITTAL 2/03/2019
SECTION
EMBED PL 3/4 x 12" x
1'-9" W/ (6) 3 4" DIA x 6"
WHS CENTER AT CL
JOIST
11
2"9"9"11
2"
L6x4x1/2"x0'-9" LLV W/ 14"
STIFFENER PL - CENTER
STIFF AND EMBED ON CL
JOIST
4x6 DF#2 W/ EXP ANCHOR EMBED 5 12"
- SIZE AND SPACING PER DIAPHRAGM
SCHEDULE
2"BOUNDARY NAILING PER DIAPHRAGM
SCHEDULE2x TOP PL W/ 14"
DIA CONC
SCREW AT 48"
OC, 3" EMBED,
CSK.
TRUSS MFR TO DESIGN TOP
CHORD FOR AXIAL SEISMIC
FORCE PER PLAN TO BE
TRANSFERED THROUGH THE
BEARING SEAT112"9"112"CONDITION BETWEEN
TRUSSES
1
2"
CLR
1/4
3/16 3
3/16
PRE-ENGR JOIST PER PLAN
ADD WHS TO HSS AS REQ BY
JST MFG FOR ERECTION
HSS 6 x 4 x 3
8" LLV x AS REQ'D
ACROSS PNL JNT
EMBED PL 3 4" x 12 x 1'-0" W/
(4) 5
8" DIA x 6 " WHS - TYP EA
SIDE OF PANEL JOINT. ADD
(2) #5 HAIR PINS AT EA
EMBED, HOOK END AT 2"
INSET FROM FACE OF JOINT
1'-0"
MIN TYP
TOP OF PARAPET
ELEVATION VARIES - SEE
PANEL ELEVATIONS
TYPICAL ROOF JOIST
BEARING WITHIN 1'-6"
OF PANEL JOINT
101
2"
(3) SIDES 9"112"112"11
2"9"11
2"
1/4
JOIST AND LEDGER
CONNECTION TO WALL
ARE A PART OF THE
SEISMIC FORCE
RESISTING SYSTEM
(4) #5x8'-0" HORIZ AT
EMBED
212"8"
5'-0"3"101
2"
SECTION
1" = 1'-0"
1
3
S2.5SEE
FOR
CALLOUTS IN
COMMON
JOIST MFG TO WELD TOP CHORD
MEMBERS TOGETHER FOR SHEAR
TRANSFER OF 45KIPS ACROSS
CHORD MEMBERS
5
-
SECTION
1"=1'-0"
SPLICE PL 1
2" x 7" x 0'-10"
1" = 1'-0"
SECTION
5/16 5
PL TO
JST
EXTERIOR
EXTERIOR
TOP PL 3
4"x6"x1'-0" W/
(3) #7x5'-0 A706
DOWELS AT 4 1
2" GAGE
AT CL.
EXTEND LEDGER
TO FACE OF
CORNER PANEL
5/16 5
TIE PL'S
LEDGER L4 x 4 x 1
2" x 0'-6"
EMBED PL 3
4"x71
2" x 0'-71
2"
W/ (2) #7x4'-6" A706
DOWELS AT 5" GAGE
AT CTR
5/16 14
NOTCH 4X6 ON TOP CHORD FOR
KNIFE PLATE
KNIFE PL 1"x3"x3'-2"
1
S2.7
REBAR
TO PL
5/16
1/4
EMBED L6x4x3
8"x0'-71
2"
W/ (2) 3
4"Øx8" WHS AT 3"
GAGE
5/16 7
BLOCK OUT PANEL
914"8"
STOP PANEL
EDGE REINF AT
BLOCK OUT.
ADD (2) #5 BENT
BAR AS SHOWN
ANGLE PER 1
S2.5
BOTH ENDS
OF KNIFE
PLATE
1'-0"CL WALL
CL WALL
CL WALL
3/8 6
01/22/20 - 9:21am2180307S-4.0.dwg2215 North 30th Street, Suite 300 Tacoma, WA 98403
253.383.2422TEL 253.383.2572FAX www.ahbl.comWEB
T A C O M A SEATTLE SPOKANE TRI-CITIES
Nelco Architecture, Inc.
Phone:
Suite 1300
Seattle, WA 98101
(206) 408-8500
1200 Fifth Ave.
WWW.NELSONWORLDWIDE.COM
Proj. No:Reviewed By:
SEAL:
CITY STAMP:
IRG
CLR/LAH
IRG GREENLINE
BUILDING A
WEYERHAEUSER WAYS S
FEDERAL WAY, WA 98001
AHBL 2180307.20
CLIENT:
PROJECT:
11111 SANTA MONICA BLVD.
SUITE 800
LOS ANGELES, CA 90025
Date:No:Description:
PERMIT SUBMITTAL 2/03/2019