20-101386-CO-Building A Structural Plans-05-05-2022-V2 05/05/22 - 9:09am2180307S-0.0.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
CITY COMMENTS 8/26/2020
CITY COMMENTS (2)5/5/2022
1
2
Q:\2018\2180307\20_STR\CAD\2180307S-0.0.dwg, 5/5/2022 9:09:04 AM, lhiggins,
DWG To PDF.pc3
05/05/22 - 9:09am2180307S-0.0.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
CITY COMMENTS 8/26/2020
CITY COMMENTS (2)5/5/2022
1
2
2
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DWG To PDF.pc3
11. STATEMENT OF SPECIAL INSPECTIONS
IBC SI SO TITLE
ü1705.2
ü
STEEL CONSTRUCTION (SEE TABLES 15A, 15B, 15C, 15D, AND 15E)
1705.3
ü
CONCRETE CONSTRUCTION (SEE TABLE 13)
ü
1705.6 SOILS (SEE TABLE 12A)
ü
1705.12.1
1705.13.1 STRUCTURAL STEEL - SEISMIC FORCE RESISTING SYSTEM
1705.12.2 STRUCTURAL WOOD - SEISMIC FORCE RESISTING SYSTEM
12A. REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOILS
IBC TABLE 1705.6
SPECIAL INSPECTION OR TEST TYPE CONTINUOUS SPECIAL
INSPECTION
PERIODIC SPECIAL
INSPECTION
1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO
ACHIEVE THE DESIGN BEARING CAPACITY N/R ü
2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE
REACHED PROPER MATERIAL N/R ü
3. PERFORM CLASSIFICATION AND TESTING OF COMPACTED FILL MATERIAL N/R ü
4. VERIFY USE OF PROPER MATERIALS, DENSITIES, AND LIFT THICKNESSES
DURING PLACEMENT AND COMPACTION OF COMPACTED FILL ü N/R
5. PRIOR TO PLACEMENT OF COMPACTED FILL, INSPECT SUBGRADE AND VERIFY
THAT SITE HAS BEEN PREPARED PROPERLY N/R ü
15B. REQUIRED SPECIAL INSPECTIONS AND TESTS OF STRUCTURAL STEEL -
CONSTRUCTION INSPECTION OF BOLTING
SPECIAL INSPECTION OR TEST TYPE
CONTINUOUS
SPECIAL
INSPECTION
PERIODIC
SPECIAL
INSPECTION
REFERENCED
STANDARD
AISC 360 TABLE N5.6-1
1. PRIOR TO BOLTING, VERIFY AND INSPECT THE FOLLOWING:-
A. MANUFACTURER'S CERTIFICATIONS FOR FASTENER MATERIALS ü N/R -
B. FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS N/R ü -
C. PROPER FASTENER SELECTED FOR JOINT DETAIL N/R ü AISC 360 A3.1
D. PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL N/R ü -
E. CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING
SURFACE CONDITIONS AND HOLE PREPARATION, IF SPECIFIED, MEET
APPLICABLE REQUIREMENTS
N/R ü -
F. PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION
PERSONNEL OBSERVED AND DOCUMENTED FOR FASTENER ASSEMBLIES
AND METHODS USED
ü N/R -
G. PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS, AND
OTHER FASTENER COMPONENTS N/R ü -
AISC 360 TABLE N5.6-2
2. DURING BOLTING, VERIFY AND INSPECT THE FOLLOWING:
A. FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL
HOLES AND WASHERS (IF REQUIRED) ARE POSITIONED AS REQUIRED N/R ü -
B. JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE
PRETENSIONING OPERATION N/R ü -
C. FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED
FROM ROTATING N/R ü -
AISC 360 TABLE N5.6-3
3. AFTER BOLTING, VERIFY AND INSPECT THE FOLLOWING:
A. DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS ü N/R -
15A. REQUIRED SPECIAL INSPECTIONS AND TESTS OF STRUCTURAL STEEL -
CONSTRUCTION INSPECTION OF WELDING
SPECIAL INSPECTION OR TEST TYPE
CONTINUOUS
SPECIAL
INSPECTION
PERIODIC
SPECIAL
INSPECTION
REFERENCED
STANDARD
AISC 360 TABLE N5.4-1
1. PRIOR TO WELDING, VERIFY AND INSPECT THE FOLLOWING:
A. WELDING PROCEDURE SPECIFICATIONS (WPS)ü N/R -
B. MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES ü N/R AISC 360 A3.5
C. MATERIAL IDENTIFICATION OF STRUCTURAL STEEL MEMBERS N/R ü AISC 360 A3.1
D. WELDER IDENTIFICATION SYSTEM N/R ü --
E. FIT-UP OF GROOVE WELDS, INCLUDING JOINT GEOMETRY
N/R ü --
1) JOINT PREPARATION
2) DIMENSIONS: ALIGNMENT, ROOT OPENING, ROOT FACE, BEVEL
3) CLEANLINESS: CONDITION OF STEEL SURFACES
4) TACKING: TACK WELD QUALITY AND LOCATION
5) BACKING TYPE AND FIT (IF APPLICABLE)
F. CONFIGURATION AND FINISH OF ACCESS HOLES N/R ü --
G. FIT-UP OF FILLET WELDS
N/R ü --
1) DIMENSIONS: ALIGNMENT, GAPS AT ROOT
2) CLEANLINESS: CONDITION OF STEEL SURFACES
3) TACKING: TACK WELD QUALITY AND LOCATION
H. CHECK WELDING EQUIPMENT N/R ü --
AISC 360 TABLE N5.4-2
2. DURING WELDING, VERIFY AND INSPECT THE FOLLOWING:
A. USE OF QUALIFIED WELDERS N/R ü -
B. CONTROL AND HANDLING OF WELDING CONSUMABLES
N/R ü -1) PACKAGING
2) EXPOSURE CONTROL
C. NO WELDING OVER CRACKED TACK WELDS N/R ü -
D. ENVIRONMENTAL CONDITIONS
N/R ü -1) WIND SPEED WITHIN LIMITS
2) PRECIPITATION AND TEMPERATURE
E. WELDING PROCEDURE SPECIFICATIONS FOLLOWED
N/R ü -
1) SETTINGS ON WELDING EQUIPMENT
2) TRAVEL SPEED
3) SELECTED WELDED MATERIALS
4) SHIELDING GAS TYPE AND FLOW RATE
5) PREHEAT APPLIED
6) INTERPASS TEMPERATURE MAINTAINED
7) PROPER POSITION
F. WELDING TECHNIQUES
N/R ü -
1) INTERPASS AND FINAL CLEANING
2) EACH PASS WITHIN PROFILE LIMITATIONS
3) EACH PASS MEETS QUALITY REQUIREMENTS
AISC 360 TABLE N5.4-3
3. AFTER WELDING, VERIFY AND INSPECT THE FOLLOWING:
A. WELDS CLEANED N/R ü -
B. SIZE, LENGTH, AND LOCATION OF WELDS ü N/R -
C. WELDS MEET VISUAL ACCEPTANCE CRITERIA
ü N/R -
1) CRACK PROHIBITION
2) WELD TO BASE METAL FUSION
3) CRATER CROSS SECTION
4) WELD PROFILES
5) WELD SIZE
6) UNDERCUT
7) POROSITY
D. ARC STRIKES ü N/R -
E. k-AREA ü N/R -
F. BACKING REMOVED AND WELD TABS REMOVED, IF REQUIRED ü N/R -
G. REPAIR ACTIVITIES ü N/R -
H. DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR
MEMBER ü N/R -
SI =SPECIAL INSPECTION
SO =STRUCTURAL OBSERVATION
ü =ITEM IS REQUIRED
N/R =ITEM IS NOT REQUIRED
SPECIAL INSPECTIONS INDICATED ARE FOR STRUCTURAL ELEMENTS ONLY. SEE ARCH, MECH AND ELEC
DRAWINGS FOR ADDITIONAL SPECIAL INSPECTIONS.
11.1 INSPECTION/TESTING REQUIREMENTS:
SEE DRAWINGS, SPECIFICATIONS, AND IBC SECTIONS 110, AND CHAPTER 17.
11.2 INSPECTIONS BY THE BUILDING OFFICIAL (IBC SECTION 110):
11.2.1 FOOTING AND FOUNDATION INSPECTIONS SHALL BE MADE AFTER EXCAVATIONS ARE COMPLETE
AND ANY REQUIRED REINFORCING IS IN PLACE. ANY REQUIRED FORMS SHALL BE IN PLACE PRIOR
TO INSPECTION.
11.2.2 CONCRETE SLAB AND UNDER FLOOR INSPECTIONS SHALL BE MADE AFTER ALL IN SLAB OR UNDER
FLOOR REINFORCING, CONDUIT, PIPING AND OTHER ANCILLARY EQUIPMENT ITEMS AND
ACCESSORIES ARE IN PLACE BUT PRIOR TO CONCRETE PLACEMENT OR FLOOR SHEATHING
INSTALLATION.
11.2.3 FRAMING INSPECTIONS SHALL BE MADE AFTER ALL SHEATHING, FRAMING, BLOCKING AND BRACING
ARE COMPLETE AND ALL PIPES, DUCTS, ELECTRICAL, PLUMBING, ETC., ARE INSTALLED AND
APPROVED PRIOR TO COVER.
11.2.4 IN ADDITION TO THE INSPECTIONS SPECIFIED ABOVE, THE BUILDING OFFICIAL IS AUTHORIZED TO
MAKE OR REQUIRE OTHER INSPECTIONS OF ANY CONSTRUCTION WORK TO ASCERTAIN
COMPLIANCE WITH THE PROVISIONS OF THE IBC OR OTHER LAWS ENFORCED BY THE BUILDING
OFFICIAL.
11.3 STRUCTURAL TESTS AND SPECIAL INSPECTIONS (IBC CHAPTER 17):
11.3.1 SEE PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS.
11.3.2 STRUCTURAL TESTS AND SPECIAL INSPECTIONS SHALL BE PERFORMED IN ACCORDANCE WITH THE
REQUIREMENTS OF CHAPTER 17 OF THE IBC AS WELL AS ANY ADDITIONAL REQUIREMENTS OF THE
BUILDING OFFICIAL. OMISSION FROM THE LIST BELOW OF TESTING AND INSPECTION
REQUIREMENTS SHALL NOT RELIEVE THE CONTRACTOR FROM PROVIDING TESTING AND
INSPECTION REQUIRED BY THE SPECIFICATIONS, THE IBC AND THE BUILDING OFFICIAL.
11.3.3 TESTING AND SPECIAL INSPECTIONS SHALL BE COMPLETED IN ACCORDANCE WITH THE
REQUIREMENTS OF CHAPTER 17 OF THE IBC FOR THE ITEMS LISTED IN THIS SECTION.
11.4 STRUCTURAL OBSERVATION
11.4.1 STRUCTURAL OBSERVATION SHALL BE PERFORMED DURING CONSTRUCTION IN A MANNER AS
REQUIRED TO BECOME GENERALLY FAMILIAR WITH THE IN PLACE CONSTRUCTION.
11.4.2 STRUCTURAL OBSERVATION EXTENT SHALL BE AS INDICATED ABOVE. TIMING AND DURATION OF
OBSERVATIONS SHALL BE COORDINATED WITH THE GENERAL CONTRACTOR DURING
CONSTRUCTION.
11.4.3 CONSTRUCTION OBSERVATION REPORTS AND FINDINGS SHALL NOT BE VIEWED AS A WARRANTY OR
GUARANTEE BY THE STRUCTURAL ENGINEER.
11.5 SPECIAL INSPECTOR: SHALL BE CURRENTLY WABO CERTIFIED AND UNDER THE SUPERVISION OF A
REGISTERED PROFESSIONAL ENGINEER.
11.5.1 THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH THE
APPROVED DESIGN DRAWINGS AND SPECIFICATIONS.
11.5.2 THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL,
ENGINEER OF RECORD, ARCHITECT OF RECORD, AND OTHER DESIGNATED PERSONS. ALL
DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE GENERAL
CONTRACTOR FOR CORRECTION, THEN, IF NOT IN CONFORMANCE, TO THE PROPER DESIGN
AUTHORITY AND BUILDING OFFICIAL.
11.5.3 THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL REPORT STATING WHETHER THE WORK REQUIRING
SPECIAL INSPECTION WAS IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS
AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE IBC. THE REPORT SHALL BE SEALED BY
A REGISTERED PROFESSIONAL ENGINEER.
15.1 STRUCTURAL STEEL CONSTRUCTION:
SPECIAL INSPECTION AND NONDESTRUCTIVE TESTING OF STRUCTURAL STEEL ELEMENTS SHALL BE IN ACCORDANCE WITH THE
QUALITY CONTROL AND QUALITY ASSURANCE REQUIREMENTS OF AISC 360, AS NOTED IN TABLES 15A, 15B, 15C, AND AWS D1.1,
INCLUDING:
15.1.1 INSPECTION OF ERECTED STEEL SYSTEM.
15.1.2 REVIEW OF MATERIAL TEST REPORTS AND CERTIFICATIONS FOR COMPLIANCE WITH THE CONSTRUCTION DOCUMENTS.
15.1.3 OBSERVATION OF WELDING OPERATIONS AND VISUAL INSPECTION OF IN-PROCESS AND COMPLETED WELDS SHALL BE AS
FOLLOWS:
A.VERIFY THAT WELD FILLER MATERIAL AND MANUFACTURER'S CERTIFICATE OF COMPLIANCE CONFORM TO AWS
SPECIFICATION SPECIFIED. VERIFY WELDERS ARE CERTIFIED BY WABO, THAT PROPER ELECTRODES IN OVEN DRY
CONDITIONS ARE USED, AND THAT PROPER METHODS AND PREPARATIONS ARE USED.
B.PERIODIC SPECIAL INSPECTION OF WELDING SHALL BE PERFORMED FOR SINGLE PASS FILLET WELDS LESS THAN OR
EQUAL TO 5/16" AND FLOOR AND DECK WELDS.
C.CONTINUOUS SPECIAL INSPECTION OF WELDING SHALL BE PERFORMED ON COMPLETE AND PARTIAL PENETRATION
GROOVE WELDS AND FILLET WELDS GREATER THAN 5/16".
D.ALL WELDS SHALL BE CHECKED VISUALLY.
E.ALL SHOP AND FIELD WELDING SHALL BE SUBJECT TO INSPECTION BY A WABO CERTIFIED WELDING INSPECTOR
EMPLOYED BY THE OWNER. THE INSPECTOR SHALL UTILIZE RADIOGRAPHIC, ULTRASONIC, OR MAGNETIC PARTICLE
TESTING AND ANY OTHER AID TO VISUAL INSPECTION THAT MAY BE DEEMED NECESSARY TO ASSURE THE ADEQUACY
OF WELDING. THE OWNER SHALL CARRY OUT TESTING AND INTERPRETATION AT ANY STAGE AFTER WELDING.
F.100% OF ALL COMPLETE PENETRATION WELDS SHALL BE CHECKED BY ULTRASONIC TESTING.
G.ALL WELDS FOUND DEFECTIVE AND REPAIRED SHALL BE REINSPECTED BY THE SAME METHOD ORIGINALLY USED.
THE COST OF REPAIR AND REINSPECTION SHALL BE BORNE BY THE CONTRACTOR.
H.STANDARDS FOR ACCEPTANCE SHALL BE AS GIVEN IN AWS D1.1.
15.1.4 OBSERVATION OF BOLTING OPERATIONS.
15.1.5 CONTINUOUS SPECIAL INSPECTION SHALL BE PERFORMED FOR EACH JOINT OR MEMBER. PERIODIC SPECIAL INSPECTION
SHALL BE PERFORMED ON ITEMS ON A RANDOM BASIS. PERIODIC SPECIAL INSPECTION NEED NOT DELAY FABRICATION OR
ERECTION OPERATIONS.
15.1.7 OPEN-WEB STEEL JOISTS AND JOIST GIRDERS:
SPECIAL INSPECTIONS OF OPEN-WEB STEEL JOISTS AND JOIST GIRDERS SHALL BE IN ACCORDANCE WITH TABLE 15E.
15.1.9 EPOXY ANCHORS: SPECIFIC REQUIREMENTS FOR INSPECTION OF ANCHORS INSTALLED IN HARDENED CONCRETE SHALL BE
AS DESCRIBED IN THE RESEARCH REPORT ISSUED BY AN APPROVED SOURCE (ICC, IAPMO, ETC.).
15.1.10EXPANSION ANCHORS: SPECIFIC REQUIREMENTS FOR INSPECTION OF ANCHORS INSTALLED IN HARDENED CONCRETE SHALL
BE AS DESCRIBED IN THE RESEARCH REPORT ISSUED BY AN APPROVED SOURCE (ICC, IAPMO, ETC.).
12.1 SPECIAL INSPECTIONS AND TESTS FOR EXISTING SITE SOIL CONDITIONS, FILL PLACEMENT, AND LOAD-BEARING REQUIREMENTS PER
IBC 1705.6., AS NOTED IN TABLE 12A.
12.1.1 THE APPROVED GEOTECHNICAL REPORT AND THE CONSTRUCTION DOCUMENTS PREPARED BY THE REGISTERED DESIGN
PROFESSIONALS SHALL BE USED TO DETERMINE COMPLIANCE.
12.2 SPECIAL INSPECTIONS AND TESTS FOR DEEP DRIVEN FOUNDATION ELEMENTS SHALL BE PERFORMED DURING INSTALLATION AND
TESTING PER IBC 1705.7., AS NOTED IN TABLE 12B.
12.2.1 THE APPROVED GEOTECHNICAL REPORT AND CONSTRUCTION DOCUMENTS PREPARED BY THE REGISTERED DESIGN
PROFESSIONALS SHALL BE USED TO DETERMINE COMPLIANCE.
16.1 REQUIRED VERIFICATION AND INSPECTION OF WOOD CONSTRUCTION:
16.1.1 SPECIAL INSPECTION OF THE FABRICATION PROCESS OF PREFABRICATED WOOD STRUCTURAL ELEMENTS AND ASSEMBLIES
SHALL BE IN ACCORDANCE WITH IBC SECTION 1704.2.5.
16.2.1 SPECIAL INSPECTION OF SITE BUILT WOOD ASSEMBLIES SHALL BE AS FOLLOWS:
A.HIGH-LOAD DIAPHRAGMS SHALL BE INSTALLED WITH SPECIAL INSPECTION AS INDICATED IN IBC SECTION 1704.2. THE
SPECIAL INSPECTOR SHALL INSPECT THE WOOD STRUCTURAL PANEL SHEATHING TO ASCERTAIN WHETHER IT IS THE
GRADE AND THICKNESS SHOWN ON THE CONSTRUCTION DOCUMENTS. THE SPECIAL INSPECTOR SHALL VERIFY THE
NOMINAL SIZE OF FRAMING MEMBERS AT ADJOINING PANEL EDGES, NAIL OR STAPLE DIAMETER AND LENGTH, THE
NUMBER OF FASTENER LINES, AND SPACING BETWEEN FASTENERS IS AS SHOWN ON THE CONSTRUCTION
DOCUMENTS.
13. REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION
IBC TABLE 1705.3
SPECIAL INSPECTION OR TEST TYPE
CONTINUOUS
SPECIAL
INSPECTION
PERIODIC
SPECIAL
INSPECTION
REFERENCED
STANDARD IBC REFERENCE
1. INSPECT REINFORCEMENT AND VERIFY PLACEMENT N/R ü
ACI 318: CH. 20,
25.2, 25.3,
26.6.1-26.6.3
1908.4
2. REINFORCING BAR WELDING:
A. VERIFY WELDABILITY OF REINFORCING BARS
OTHER THAN ASTM A706 N/R ü AWS D1.4
ACI 318: 26.6.4 -
B. INSPECT SINGLE-PASS FILLET WELDS, MAXIMUM
5 16"; AND N/R ü AWS D1.4
ACI 318: 26.6.4 -
C. INSPECT ALL OTHER WELDS ü N/R AWS D1.4
ACI 318: 26.6.4 -
3. INSPECT ANCHORS CAST IN CONCRETE N/R ü ACI 318: 17.8.2 -
4. INSPECT ANCHORS POST-INSTALLED IN HARDENED
CONCRETE MEMBERS:
B. MECHANICAL ANCHORS AND ADHESIVE ANCHORS
NOT DEFINED IN 4A N/R ü ACI 318: 17.8.2 -
5. VERIFY USE OF REQUIRED DESIGN MIX N/R ü
ACI 318:
CH. 19, 26.4.3,
26.4.4
1904.1, 1904.2,
1908.2, 1908.3
6. PRIOR TO CONCRETE PLACEMENT, FABRICATE SPECIMENS
FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT
TESTS, AND DETERMINE THE TEMPERATURE OF THE
CONCRETE
ü N/R
ASTM C 172
ASTM C 31
ACI 318: 26.4,
26.12
1908.10
7. INSPECT CONCRETE AND SHOTCRETE PLACEMENT FOR
PROPER APPLICATION TECHNIQUES ü N/R ACI 318: 26.5 1908.6, 1908.7,
1908.8
8. VERIFY MAINTENANCE OF SPECIFIED CURING
TEMPERATURE AND TECHNIQUES N/R ü ACI 318:
26.5.3-26.5.5 1908.9
10. INSPECT ERECTION OF PRECAST CONCRETE MEMBERS N/R ü ACI 318: 26.8 -
12. INSPECT FORMWORK FOR SHAPE, LOCATION AND
DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED N/R ü ACI 318:
26.11.1.2(b)-
13.1 CONCRETE: SPECIAL INSPECTION AND TESTING PER IBC TABLE 1705.3 AS NOTED IN TABLE 13, INCLUDING:
13.1.3 CONTINUOUS SPECIAL INSPECTION OF BOLTS INSTALLED IN CONCRETE PRIOR TO AND DURING PLACEMENT OF CONCRETE.
(BRACED FRAME ANCHOR BOLTS)
13.1.5 SPECIFIC REQUIREMENTS FOR SPECIAL INSPECTION OF ANCHORS INSTALLED IN HARDENED CONCRETE SHALL BE AS
DESCRIBED IN THE RESEARCH REPORT ISSUED BY AN APPROVED SOURCE (ICC, IAPMO, ETC.).
18.1 SPECIAL INSPECTIONS AND TESTING FOR SEISMIC RESISTANCE:
18.1.1 SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE PER IBC 1705.12 SHALL BE REQUIRED FOR SEISMIC FORCE-RESISTING
SYSTEMS IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C, D, E OR F FOR THE FOLLOWING:
A.SPECIAL INSPECTIONS OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE THE QUALITY ASSURANCE
REQUIREMENTS OF AISC 341.
B.PERIODIC SPECIAL INSPECTION OF NAILING, BOLTING, ANCHORING AND OTHER FASTENING OF WOOD COMPONENTS
WITHIN THE SEISMIC FORCE RESISTING SYSTEM, INCLUDING WOOD WOOD DIAPHRAGMS AND TILT PANEL TO
DIAPHRAGM CONNECTIONS.
15E. REQUIRED SPECIAL INSPECTIONS AND TESTS OF OPEN-WEB STEEL JOISTS
AND JOIST GIRDERS
IBC TABLE 1705.2.3
SPECIAL INSPECTION OR TEST TYPE
CONTINUOUS
SPECIAL
INSPECTION
PERIODIC
SPECIAL
INSPECTION
REFERENCED
STANDARD
1. INSTALLATION OF OPEN-WEB STEEL JOISTS AND JOIST GIRDERS
A. END CONNECTIONS - WELDING OR BOLTED N/R ü SJI SPECIFICATIONS
B. BRIDGING - HORIZONTAL OR DIAGONAL N/R ü SJI SPECIFICATIONS
N/R
N/R
N/R
N/R
N/R
05/05/22 - 9:09am2180307S-0.0.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
CITY COMMENTS 8/26/2020
CITY COMMENTS (2)5/5/2022
1
2
Q:\2018\2180307\20_STR\CAD\2180307S-0.0.dwg, 5/5/2022 9:09:08 AM, lhiggins,
DWG To PDF.pc3
AB ANCHOR BOLT
ADDL ADDITIONAL
ADJ ADJACENT
AFF ABOVE FINISH FLOOR
ARCH ARCHITECTURAL, ARCHITECT
ASD ALLOWABLE STRESS DESIGN
BLKG BLOCKING
BM BEAM
BNDY BOUNDARY
BOT BOTTOM
BRG BEARING
BS BOTH SIDES
BTWN BETWEEN
BU BUILT UP
CIP CAST IN PLACE
CJ CONSTRUCTION/CONTROL JOINT
CL CENTERLINE
CLG CEILING
CLR CLEAR
CMU CONCRETE MASONRY UNIT
COL COLUMN
CONC CONCRETE
CONN CONNECT, CONNECTION
CONT CONTINUOUS
CSK COUNTERSINK
CTR CENTER
CVR COVER
DIA DIAMETER
ELEV ELEVATION
EMB EMBEDMENT
ENGR ENGINEER
EQ EQUAL/EQUIVALENT
EQUIV EQUIVALENT
ES EACH SIDE
EW EACH WAY
(E), EX, EXIST EXISTING
EXP EXPANSION
EXT EXTERIOR
FDN FOUNDATION
FF FINISH FLOOR
FFE FINISH FLOOR ELEVATION
FOC FACE OF CONCRETE
FOM FACE OF MASONRY
FOS FACE OF STUD
FS FAR SIDE
FTG FOOTING
GA GAGE
GALV GALVANIZED
GC GENERAL CONTRACTOR
GL GLUE LAMINATED
GLB GLUE LAMINATED BEAM
GWB GYPSUM WALL BOARD
HGR HANGER
HSS HOLLOW STEEL SECTION
HT HEIGHT
I.F.INSIDE FACE
INT INTERIOR
JNT JOINT
JST JOIST
K, KIPS KIPS=1000 LBS
L ANGLE
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
LOC LOCATION
MB MACHINE BOLT
MECH MECHANICAL
MFR MANUFACTURER
MIW MALLEABLE IRON WASHER
NS NEAR SIDE
NTS NOT TO SCALE
NWT NORMAL WEIGHT
O/OVER
OC ON CENTER
O.F.OUTSIDE FACE
OPP OPPOSITE HAND
OSB ORIENTED STRAND BOARD
PC PRE-CAST
PDF POWER DRIVEN FASTENERS, PAF
PAF POWER ACTUATED FASTENERS, PDF
PERP PERPENDICULAR
PL PLATE
PLF POUNDS PER LINEAR FOOT
PNL PANEL
PE, PRE-ENGR PRE-ENGINEERED
PROV PROVIDE
PW PLYWOOD
REF REFERENCE
REINF REINFORCE, REINFORCEMENT
REQ'D REQUIRED
RF ROOF
SCHED SCHEDULE
SHTG SHEATHING
SIM SIMILAR
SIMP SIMPSON STRONG-TIE
SOG SLAB ON GRADE
SPCG SPACING
SQ SQUARE
STIFF STIFFENER
SW SHEARWALL
T&G TONGUE AND GROOVE
THK THICK
THRD THREADED
T.O.TOP OF
TOC TOP OF CONCRETE
TOF TOP OF FOOTING
TOPL TOP OF PLATE
TOS TOP OF STEEL
TOW TOP OF WALL
TRANS, TRANSV TRANSVERSE
TRTD TREATED
TS TUBE STEEL (HSS)
TYP TYPICAL
UNO UNLESS NOTED OTHERWISE
W/WITH
W/O WITHOUT
WF WIDE FLANGE
WHS WELDED HEADED STUD
WTS WELDED THREADED STUD
WWF WELDED WIRE FABRIC
KEY TO ABBREVIATIONS
1
2
NO EXCAVATION FOR PIPE
OR DUCTS PARALLEL TO FTG
BELOW THIS LINE STEP AS
REQ'D
PIPE PARALLEL TO
WALL
PIPE SLEEVEEXCAVATION
6"MIN6"MIN6"MINNO PIPE THRUWALL AT THISLOCATIONTYPICAL DETAIL OF PIPE AT CONCRETE
FOOTING
COMPACTED STRUCTURAL
FILL OR LEAN CONCRETE AT
G.C. OPTION
1 1/2" CLR MIN 180-DEGREE
HOOK - LAP 48 x BAR
DIA HORIZ REINF
48 x BAR DIA (15"
MIN) TYP ALL
CORNER BARS
ACI MIN CLR+ 12 " MAXLAP 24 DIA W/
HORIZ REINF
2" MIN6" MAXTYPPLACE
ALTER-
NATING
CORNER
BARS
AS
SHOWN
48 x BAR DIA
(15" MIN) TYP
SPLICE UNO
NOTES:
1. VERTICAL REINFORCEMENT SHOWN IS ADDITIONAL
IF NORMAL REINFORCEMENT IS NOT IN PROPER
LOCATION.
2. CORNER BARS ARE SAME SIZE AND SPACING AS
HORIZONTAL REINFORCEMENT.
3.90-DEGREE HOOKS MAY BE SUBSTITUTED FOR
CORNER BARS. SEE NOTE #5.
4. REINFORCEMENT AT ALL WALL CORNERS, ENDS,
AND INTERSECTIONS SHALL BE FABRICATED AND
PLACED IN ACCORDANCE WITH APPROPRIATE
DETAIL SHOWN.
5.USE ACI MINIMUM 90-DEGREE HOOK FOR
EMBEDMENT LESS THAN 48 x BAR DIAMETERS
PAST FACE OF WALL.
6.WALL DETAILS SHOWN, FOOTING DETAILS SIMILAR.
PLAN VIEW - TYPICAL
REINFORCEMENT PLACING
DETAIL
EXTERIOR
PAVING PER
ARCH
1'-0"0'-8"0'-8"
PER ARCH
PER ARCH
PERARCHSUB GRADE PREPARATION PER
GEOTECH REPORT
1/8" TOOLED
RADIUS
STAIR DETAIL SHOWN -
RAMP DETAIL SIMILAR
#4 NOSING BAR
#4 AT 12" O.C. EA
WAY 112" CLR TYP11
2" CLR TYP
1'-0"
6
"
M
IN
3
"
C
LR
TYPICAL CONCRETE STAIR CONSTRUCTION
FORM AND GROUT VERT
PANEL JOINT BELOW GRADE
REINFORCING SAME SIZE
AND SPACING AS LONGIT
FOOTING REINF - LAP 2'-0"
MIN W/ LONGITUDINAL
FOOTING REINF
FIRM UNDISTURBED SOIL
MIN DIMENSION SAME AS
FTG THICKNESS
1
2
TILT UP PANEL
2'-3" MAX4'-0" MIN
TYPICAL LONG FTG REINF
3 4" MIN
2" MAX
FOOTING THICKNESS PER
PLAN AND DETAILS
TYPICAL STEPPED FOOTING
AT TILT-UP WALLS
TYPICAL CONTROL JOINT TYPICAL CONSTRUCTION JOINT
18" SAWCUT x 1/5 SLAB THICKNESS - 1 14"
MIN - SAWCUT MUST BE MADE WITHIN 4
TO 12 HOURS AFTER CONCRETE
HARDENS - BLADES SHALL NOT BE BLUNT
AS TO CAUSE CHIPPING OF CONC -
PROVIDE JOINT SEALANT PER
SPECIFICATIONS - INSTALL PER MFR
RECOMMENDATIONS
AT AREAS W/ REINF
STOP REINF AT SLAB
JOINT
TOOLED JOINT R=18 "
MIN 7 8" DIA x 14" AT 12" OC DOWEL
BASKETS OR PNA SQUARE DOWEL
BASKET SYSTEM; TYPICAL AT CONTROL
JOINTS
7 8" DIA x 1'-2" GREASED SMOOTH
DOWEL AT 12" O.C. AT CL SLAB OR
DIAMOND PL 3 8" x 4.5" AT 22" OC
SECTION
NTS
2
SECTION
NTS
3
SECTION
NTS
1
SECTION
NTS
5
SECTION
NTS
4
TYP AREAS OF SLAB
ARE UNREINFORCED.
SEE PLAN FOR AREAS
W/ REINFORCEMENT
05/05/22 - 9:09am2180307S-0.0.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
CITY COMMENTS 8/26/2020
CITY COMMENTS (2)5/5/2022
1
2
Q:\2018\2180307\20_STR\CAD\2180307S-0.0.dwg, 5/5/2022 9:09:10 AM, lhiggins,
DWG To PDF.pc3
F5.5F5.5F5.5F5.5F8.0F8.0F5.5F5.5F5.5F8.0F8.0F5.5F5.5F5.5F8.0F8.0F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F8.0F8.0F5.5F5.5F5.5F8.0F8.0F5.5F5.5F5.5F8.0F8.0F5.5F8.0
F8.0
25'-0"25'-0"F5.0
F5.0
F6.0
F6.0
(3) EQUAL SPACES
(3) EQUAL SPACES
(3) EQUAL SPACES
(3) EQUAL SPACES TYP
(3) EQUAL SPACES TYP
(3) EQUAL SPACES TYP
(3) EQUAL SPACES (3) EQUAL SPACES
(3) EQUAL SPACES (3) EQUAL SPACES
(3) EQUAL SPACES
(3) EQUAL SPACES TYP(3) EQUAL SPACES TYP(3) EQUAL SPACES TYP(3) EQUAL SPACES(3) EQUAL SPACES6'-0" POURSTRIP
6'-0" POURSTRIP
6'-0" POURSTRIP 6'-0" POURSTRIP8'-0" POURSTRIP
8'-0" POURSTRIP8'-0" POURSTRIP
8'-0" POURSTRIP
8'-0" POURSTRIP
8'-0" POURSTRIP
6'-0" POURSTRIP2'-0"2'-0"2'-0"2'-0"
2'-0"
2'-0"2'-0"2'-0"2'-0"2'-0"
2'-0"
2'-0"2'-10"2'-10"2'-10"2'-0"8'-0" POURSTRIP2'-0"3'-0"3'-10"2'-10"2'-10"2'-10"
2'-10"
2'-10"
2'-10"
2'-10"
2'-0"
4'-0"4'-0"HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 7 x 7 x 1/4
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 1/2
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
H
S
S
1
0
x
1
0
x
1
/
2
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 7 x 7 x 1/4
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 8 x 8 x 1/4
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 7 x 7 x 1/4
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 8 x 8 x 1/4
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 7 x 7 x 1/4
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
S1.1
S1.2
S1.2S1.2
S1.1
S1.2
S1.3S1.3
6" CONC SLAB ON GRADE
REINF W/ #4 AT 18" OC EA WAY
AT HATCH
6" CONC SLAB ON GRADE
REINF W/ #4 AT 18" OC EA WAY
AT HATCH
6" CONC SLAB ON GRADE
REINF W/ #4 AT 18" OC EA WAY
AT HATCH
6" CONC SLAB ON GRADE
REINF W/ #4 AT 18" OC EA WAY
AT HATCH
PRE-ENGR STAIR
PER ARCH
PRE-ENGR STAIR
PER ARCH
PRE-ENGR STAIR
PER ARCH
PRE-ENGR STAIR
PER ARCH
PRE-ENGR STAIR
PER ARCH
STEP FTG
- 4'-9"
- 3'-0"
- 3'-0"
- 4'-9"
- 4'-9"
- 3'-0"- 1'-6"
STEP FTG
- 3'-0"
- 4'-9"
- 3'-0"- 1'-6"
VAPOR BARRIER AT FUTURE
OFFICE AREA PER ARCH
VAPOR BARRIER AT FUTURE
OFFICE AREA PER ARCH
- 4'-9"
6
S3.1TYP INT
COL
6
S3.1TYP INT
COL
6
S3.1TYP INT
COL
5
S3.1
5
S3.1
1
S3.1
TYP
1
S3.1
TYP
1
S3.1
TYP
1
S3.1
TYP
1
S3.1
TYP
1
S3.1
TYP
1
S3.1
TYP
1
S3.1
TYP
1
S3.1
TYP
2
S3.1
TYP AT
OPNGS
2
S3.1
TYP AT
OPNGS
2
S3.1
TYP AT
OPNGS
3
S3.1
AT COL
1
S3.2
AT STEPPED
PANELS2
S3.1 AT
OPNGS4'-0"4'-0"
3
S1.0
OPP
- 3'-0"
3
S3.1
AT COL
1
S3.2
AT STEPPED
PANELS
1
S3.2
AT STEPPED
PANELS
1
S3.2
AT STEPPED
PANELS
2
S3.1
TYP AT
OPNGS
2
S3.1
TYP AT
OPNGS
- 3'-0"
- 3'-0"
2
S3.1
TYP AT
OPNGS
3
S3.1
AT COL
- 3'-0"3
S1.0
F4.0
F4.0 F4.0 F4.0
F4.0
F4.0
F4.0
F4.0
F4.0
F5.5
F5.5
F5.5
F5.5F4.0
3'-0"
3'-0"
AT OFFICE
3'-10"
1
S3.2
AT STEPPED
PANELS
1
S3.1
TYP
1
S3.2
AT STEPPED
PANELS
2
S3.1 AT
OPNGS
1
S3.2
AT STEPPED
PANELS
1
S3.1
TYP
1
S3.1
TYP
1
S3.1
TYP
7 1/4"
PNLS
9 1/4"
PNLS
7 1/4"
PNLS
9 1/4"
PNLS
SEWER PER PLUMB
SEWER PER PLUMB
SEWER PER PLUMB
SEWER PER PLUMB
83
82
F4.0F4.0F5.5F4.0 F4.0
F4.0
F5.5
F6.0
6
S3.2
6
S3.2
SIM
6
S3.2
6
S3.2
6
S3.2
2
S3.2
2
S3.2
(2)
H
S
S
1
2
x
6
x
1
/
4
HSS 12 x 6 x 1/4(2) HSS 12 x 6 x 1/4(2) HSS 12 x 6 x 1/4(2) HSS 12 x 6 x 1/4
(2)
H
S
S
1
2
x
6
x
1
/
4
HSS 8 x 8 x 1/4
H
S
S
8
x
8
x
1
/
4
HSS 12 x 6 x 1/42'-0"2'-0"- 1'-6"
- 1'-6"
5
S3.2
OPP
4
S3.2
4
S1.3
5
S3.2
4
S5.5
3/S5.3 AT OPP
3
S5.5
1/S5.4 AT OPP
(2) HSS 8 x 6 x 3/8" FLAT GIRTS
TO MATCH ENTRANCE.EXTEND WALL TO BE 8"
FROM EDGE OF WINDOW
S4.
AT GIRTS
10'-0"5'-0"
10'-0"10'-0"10'-0"1'-3"22'-3"20'-0" 05/05/22 - 9:09am2180307S-1.0.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
CITY COMMENTS 8/26/2020
CITY COMMENTS (2)5/5/2022
1
2
OVERALL FOUNDATION PLAN (FOR REFERENCE ONLY)
NTS
1
FOUNDATION NOTES:
1.SEE SHEET S0.01 FOR GENERAL NOTES. SEE SHEET S0.03 FOR TYPICAL DETAILS. SEE
SHEET S0.02 FOR TESTING AND INSPECTION NOTES. SEE S5.1 FOR PANEL ELEVATIONS.
2.SEE SOILS REPORT FOR ALL FOUNDATION AND SLAB SUPPORT REQUIREMENTS. THIS
INCLUDES ALL EXCAVATION, FILL AND FILL PLACEMENT REQUIREMENTS.
3.SEE ARCHITECTURAL/MECHANICAL DRAWINGS FOR DRAINS, SLOPES, AND OTHER FLOOR
DEPRESSIONS NOT SHOWN.
4.SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS, ELEVATIONS, AND WALLS NOT
SHOWN.
5.VERIFY ALL WINDOW AND DOOR WIDTH AND HEIGHTS WITH ARCHITECTURAL
DRAWINGS.
6.LOCATIONS OF COLUMNS LOCATED IN WALLS ARE SHOWN SCHEMATICALLY ON
STRUCTURAL DRAWINGS. THE CONTRACTOR IS TO COORDINATE LOCATION OF COLUMNS
WITH ARCHITECTURAL DRAWINGS.
7.COLUMNS NOT SPECIFICALLY LOCATED BY DIMENSIONS SHALL BE LOCATED ADJACENT
TO OPENINGS AS DIMENSIONED BY THE ARCHITECT. SEE ARCHITECTURAL DRAWINGS FOR
DETAILS AT ALL WINDOW AND DOOR JAMBS.
8.SEE ARCHITECTURAL DRAWINGS FOR STUD SIZE, SPACING, AND CALLOUTS AT
NON-STRUCTURAL WALLS.
9.FOR TYPICAL CONNECTION OF NON-LOAD BEARING WALLS TO SLAB, USE POWER
ACTUATED FASTENERS AT 16" O.C.
10.PANEL DIMENSIONS SHOWN ARE TO CENTERLINE OF PANEL JOINT. SEE
ARCHITECTURAL DRAWINGS FOR ADDITIONAL PANEL DIMENSIONS.
11.ELEVATIONS OF PANELS ARE SHOWN ON SHEET SX.XX.
12.UNLESS NOTED OTHERWISE, TILT-UP PANEL ELEVATIONS SHOW PANELS VIEWED FROM
INSIDE OF BUILDING LOOKING TOWARDS BUILDING EXTERIOR.
FOOTING SCHEDULE
MARK SIZE REINFORCING REMARKS
F4.0 4'-0" x 4'-0" x 1'-0"(5) #5 EACH WAY AT BOTTOM OF FOOTING
F5.0 5'-0" x 5'-0" x 1'-1"(6) #5 EACH WAY AT BOTTOM OF FOOTING
F5.5 5'-6" x 5'-6" x 1'-2"(7) #5 EACH WAY AT BOTTOM OF FOOTING
F6.0 6'-0" x 6'-0" x 1'-4"(8) #5 EACH WAY AT BOTTOM OF FOOTING
FOOTINGS SCHEDULE NOTES:
1.TOP OF FOOTING ELEVATION = -1'-0" UNLESS NOTED OTHERWISE ON PLAN.
2.FOOTING DESIGN BASED ON 3000 PSF ALLOWABLE SOIL BEARING PRESSURE.
3.EQUALLY SPACE REINFORCING IN EACH DIRECTION.
4.PROVIDE 3" CLEAR TO REINFORCING AT BOTTOM OF FOOTING.
SCHEDULE
NTS
2
ENTRY CANOPY FOUNDATION PLAN
1/4" = 1'-0"
3
1
H
NOTE: BUILDING FINISH FLOOR SLOPES. ROOF ELEVATIONS ARE GIVEN FROM THE PLANE OF THE FINISH FLOOR
F8.0 8'-0" x 8'-0" x 1'-9"(9) #6 EACH WAY AT BOTTOM OF FOOTING
Q:\2018\2180307\20_STR\CAD\2180307S-1.0.dwg, 5/5/2022 9:09:18 AM, lhiggins,
DWG To PDF.pc3
F5.5F5.5F5.5F5.5F8.0F8.0F5.5F5.5F5.5F8.0F8.0F5.5F5.5F5.5F8.0F8.0F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F8.0
25'-0"F5.0
F6.0
(3) EQUAL SPACES
(3) EQUAL SPACES TYP
(3) EQUAL SPACES (3) EQUAL SPACES
(3) EQUAL SPACES TYP(3) EQUAL SPACES6'-0" POURSTRIP 6'-0" POURSTRIP8'-0" POURSTRIP
8'-0" POURSTRIP
2'-0"2'-0"2'-0"2'-0"2'-0"2'-10"2'-10"2'-10"2'-0"8'-0" POURSTRIP2'-10"
2'-10"
2'-0"
4'-0"4'-0"HSS 7 x 7 x 1/4
H
S
S
1
0
x
1
0
x
1
/
2
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 8 x 8 x 1/4
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 7 x 7 x 1/4
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
S1.1
S1.2S1.2
S1.1
6" CONC SLAB ON GRADE
REINF W/ #4 AT 18" OC EA WAY
AT HATCH
PRE-ENGR STAIR
PER ARCH
PRE-ENGR STAIR
PER ARCH
STEP FTG
- 4'-9"
- 3'-0"
- 3'-0"
- 4'-9"
- 4'-9"
- 3'-0"- 1'-6"
VAPOR BARRIER AT FUTURE
OFFICE AREA PER ARCH
6
S3.1TYP INT
COL
5
S3.1
1
S3.1
TYP
1
S3.1
TYP
2
S3.1
TYP AT
OPNGS
1
S3.2
AT STEPPED
PANELS
- 3'-0"
2
S3.1
TYP AT
OPNGS
3
S3.1
AT COL
- 3'-0"3
S1.0
F4.0
F4.0 F4.0 F4.0
F4.0
F5.5
F5.5
1
S3.1
TYP
1
S3.2
AT STEPPED
PANELS
2
S3.1 AT
OPNGS
1
S3.2
AT STEPPED
PANELS
1
S3.1
TYP
1
S3.1
TYP
1
S3.1
TYP
7 1/4"
PNLS
9 1/4"
PNLS
SEWER PER PLUMB
05/05/22 - 9:09am2180307S-1.0.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
CITY COMMENTS 8/26/2020
CITY COMMENTS (2)5/5/2022
1
2
FOUNDATION PLAN NORTH
1/16" = 1'-0"
1
KEY PLAN S1.2S1.1S1.3FOR FOUNDATION NOTES SEE S1.0
NOTE:
BUILDING FINISH FLOOR SLOPES. ELEVATIONS
ARE GIVEN FROM PLANE OF FINISH FLOOR.
NOTE: BUILDING FINISH FLOOR SLOPES. ROOF ELEVATIONS ARE GIVEN FROM THE PLANE OF THE FINISH FLOOR
Q:\2018\2180307\20_STR\CAD\2180307S-1.0.dwg, 5/5/2022 9:09:21 AM, lhiggins,
DWG To PDF.pc3
F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.512
13
14
15
16
17
18
19
20
21
22
23
72
71
70
69
64
59
63
62
61
60
58
65
66
67
68
(3) EQUAL SPACES
(3) EQUAL SPACES TYP
(3) EQUAL SPACES
(3) EQUAL SPACES TYP6'-0" POURSTRIP
8'-0" POURSTRIP
2'-0"
2'-0"
2'-0"
2'-10"
2'-10"
2'-10"
HSS 10 x 10 x 5/16HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16HSS 10 x 10 x 5/16HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16HSS 10 x 10 x 5/16HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16HSS 10 x 10 x 5/16HSS 10 x 10 x 5/16HSS 10 x 10 x 5/16HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16HSS 10 x 10 x 5/16HSS 10 x 10 x 5/16HSS 10 x 10 x 5/16HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16HSS 10 x 10 x 5/16HSS 10 x 10 x 5/16HSS 10 x 10 x 5/16HSS 10 x 10 x 5/16
S1.1
S1.2
S1.2S1.2
S1.1
S1.2
S1.3S1.3
6" CONC SLAB ON GRADE
REINF W/ #4 AT 18" OC EA WAY
AT HATCH
6" CONC SLAB ON GRADE
REINF W/ #4 AT 18" OC EA WAY
AT HATCH
PRE-ENGR STAIR
PER ARCH
PRE-ENGR STAIR
PER ARCH
PRE-ENGR STAIR
PER ARCH
6
S3.1TYP INT
COL
6
S3.1TYP INT
COL
1
S3.1
TYP
1
S3.1
TYP
2
S3.1
TYP AT
OPNGS
2
S3.1
TYP AT
OPNGS
1
S3.2
AT STEPPED
PANELS
2
S3.1
TYP AT
OPNGS
2
S3.1
TYP AT
OPNGS
- 3'-0"
- 3'-0"
SEWER PER PLUMB
SEWER PER PLUMB
SEWER PER PLUMB
05/05/22 - 9:09am2180307S-1.0.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
CITY COMMENTS 8/26/2020
CITY COMMENTS (2)5/5/2022
1
2
FOUNDATION PLAN MIDDLE
1/16" = 1'-0"
1
KEY PLAN S1.2S1.1S1.3FOR FOUNDATION NOTES SEE S1.0
NOTE:
BUILDING FINISH FLOOR SLOPES. ELEVATIONS
ARE GIVEN FROM PLANE OF FINISH FLOOR.
NOTE: BUILDING FINISH FLOOR SLOPES. ROOF ELEVATIONS ARE GIVEN FROM THE PLANE OF THE FINISH FLOOR
Q:\2018\2180307\20_STR\CAD\2180307S-1.0.dwg, 5/5/2022 9:09:22 AM, lhiggins,
DWG To PDF.pc3
F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F5.5F8.0F8.0F5.5F5.5F5.5F8.0F8.0F5.5F5.5F5.5F8.0F8.0F5.5F8.0 25'-0"F5.0
F6.0
(3) EQUAL SPACES
(3) EQUAL SPACES TYP
(3) EQUAL SPACES (3) EQUAL SPACES(3) EQUAL SPACES TYP(3) EQUAL SPACES6'-0" POURSTRIP
8'-0" POURSTRIP8'-0" POURSTRIP
8'-0" POURSTRIP
6'-0" POURSTRIP2'-0"2'-0"2'-0"2'-0"
2'-0"2'-0"3'-0"3'-10"2'-10"2'-10"2'-10"
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 1/2
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16
HSS 10 x 10 x 5/16HSS 10 x 10 x 5/16
HSS 7 x 7 x 1/4
HSS 8 x 8 x 1/4
HSS 7 x 7 x 1/4
S1.2 S1.2
S1.3S1.3
6" CONC SLAB ON GRADE
REINF W/ #4 AT 18" OC EA WAY
AT HATCH
PER ARCH
PRE-ENGR STAIR
PER ARCH
STEP FTG
- 3'-0"
- 4'-9"
- 3'-0"- 1'-6"
VAPOR BARRIER AT FUTURE
OFFICE AREA PER ARCH
- 4'-9"
6
S3.1TYP INT
COL
5
S3.1
1
S3.1
TYP
1
S3.1
TYP
1
S3.1
TYP
1
S3.1
TYP
1
S3.1
TYP
2
S3.1
TYP AT
OPNGS
3
S3.1
AT COL
1
S3.2
AT STEPPED
PANELS2
S3.1 AT
OPNGS4'-0"4'-0"
3
S1.0
OPP
- 3'-0"
3
S3.1
AT COL
1
S3.2
AT STEPPED
PANELS
2
S3.1
TYP AT
OPNGS
- 3'-0"
F4.0
F4.0
F4.0
F4.0
F5.5
F5.5F4.0
3'-0"
3'-0"
AT OFFICE
3'-10"
1
S3.2
AT STEPPED
PANELS
7 1/4"
PNLS
9 1/4"
PNLS
SEWER PER PLUMB
SEWER PER PLUMB
05/05/22 - 9:09am2180307S-1.0.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
CITY COMMENTS 8/26/2020
CITY COMMENTS (2)5/5/2022
1
2
FOUNCATION PLAN SOUTH
1/16" = 1'-0"
1
KEY PLAN S1.2S1.1S1.3FOR FOUNDATION NOTES SEE S1.0
NOTE:
BUILDING FINISH FLOOR SLOPES. ELEVATIONS
ARE GIVEN FROM PLANE OF FINISH FLOOR.
NOTE: BUILDING FINISH FLOOR SLOPES. ROOF ELEVATIONS ARE GIVEN FROM THE PLANE OF THE FINISH FLOOR
Q:\2018\2180307\20_STR\CAD\2180307S-1.0.dwg, 5/5/2022 9:09:23 AM, lhiggins,
DWG To PDF.pc3
25'-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"
6
S4.4
AT BROW
PER ARCH
6
S4.4
AT BROW
PER ARCH
6
S4.4
AT BROW
PER ARCH
6
S4.4
AT BROW
PER ARCH 1
1
1
1
7 1/4"
PNLS
9 1/4"
PNLS
7 1/4"
PNLS
9 1/4"
PNLS
31'-8 1/2"
31'-8 1/2"
34'-10 1/2"
34'-0"
34'-10 1/2"
34'-0"
1
S4.5
TYP 1
S4.5
TYP
1
S4.5
TYP
2
S4.5
2
S4.5 2
S4.5
2
S4.5
1
S4.5
TYP
1
S4.5
TYP
1
S4.5
TYP
2
S4.52
S4.5
1 1 1
111
1
1
1
4
S4.52
4
S4.5
OPP2 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
05/05/22 - 9:09am2180307S-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
CITY COMMENTS 8/26/2020
CITY COMMENTS (2)5/5/2022
1
2
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
Q:\2018\2180307\20_STR\CAD\2180307S-2.0.dwg, 5/5/2022 9:09:31 AM, lhiggins,
DWG To PDF.pc3
1
2
3
6
7
8
9
10
11
12
13
14
45
9998979594939290898887858483
82
86 91 96 100
81
80
79
78
77
76
75
73
72
71
70
74 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"
6
S4.4
AT BROW
PER ARCH
6
S4.4
AT BROW
PER ARCH 1
1
7 1/4"
PNLS
9 1/4"
PNLS
31'-8 1/2"
34'-10 1/2"
34'-0"
1
S4.5
TYP 1
S4.5
TYP
1
S4.5
TYP
2
S4.5
2
S4.5 2
S4.5
111
1
4
S4.52
1
1
1
1 1 1 1
111
1
1
1
2
2
05/05/22 - 9:09am2180307S-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
CITY COMMENTS 8/26/2020
CITY COMMENTS (2)5/5/2022
1
2
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
Q:\2018\2180307\20_STR\CAD\2180307S-2.0.dwg, 5/5/2022 9:09:35 AM, lhiggins,
DWG To PDF.pc3
12
13
14
15
16
17
18
19
20
21
22
23
72
71
70
69
64
59
63
62
61
60
58
65
66
67
68
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
1
1
1
1
1
1 1 1 1
111
1
1
1
2
2
05/05/22 - 9:09am2180307S-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
CITY COMMENTS 8/26/2020
CITY COMMENTS (2)5/5/2022
1
2
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
Q:\2018\2180307\20_STR\CAD\2180307S-2.0.dwg, 5/5/2022 9:09:36 AM, lhiggins,
DWG To PDF.pc3
30
31
32
21
22
23
24
25
26
27
28 29
34353638394041434445464849 33374247
51
59
54
61
60
58
57
56
55
53
52 25'-0"F4.0
F6.0
50
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
6
S4.4
AT BROW
PER ARCH
6
S4.4
AT BROW
PER ARCH
1
1
7 1/4"
PNLS
9 1/4"
PNLS
31'-8 1/2"
34'-10 1/2"
34'-0"
2
S4.5
1
S4.5
TYP
1
S4.5
TYP
1
S4.5
TYP
2
S4.5
2
S4.5
1 1 1
1
4
S4.5
OPP2
1
1
1
1 1 1 1
111
1
1
1
2
2
05/05/22 - 9:09am2180307S-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
CITY COMMENTS 8/26/2020
CITY COMMENTS (2)5/5/2022
1
2
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
Q:\2018\2180307\20_STR\CAD\2180307S-2.0.dwg, 5/5/2022 9:09:38 AM, lhiggins,
DWG To PDF.pc3
SECTION
1" = 1'-0"
1
POUR STRIP PER PLAN W/ #4
AT 18" OC EA WAY -
CONTRACTOR'S OPTION: 6x6
W2.9xW2.9 WWF AT CL OF SLAB
PER PLAN
ELEV
PER PLANVARIES OTHER LOCATIONS2"CLR3"18" MIN48" AT ALL DOCK DOORSSEE SITE PLAN
FOR LOCATIONS
OF APRON
(3) #5 CONTEQEQGRID
GRID OR DIMENSION LINE
TOOLED JNT
R = 18"
LAP REINF 12"
ACROSS JOINT
1 12" CLR
SLAB DOWELS PER
PANEL ELEVATIONS
GALV. L 4x4x 3/8" x 1'-0" AT 5'-0" OC MAX W/ (2) 3 4" DIA
HILTI OR SIMPSON EXP ANCH, HILTI HCA OR
SIMPSON TITAN AB AT 9" OC W/ 5" MIN EMBED - (3)
ANGLES PER PNL MIN - OMIT IF CONC APRON
INSTALLED PRIOR TO BACK FILLING PNL
EXT GRADE
VARIES SEE
CIVIL
COLD JNTS IN CONC TO
BE MADE SMOOTH AND
COVER W/ BLDG PAPER
NOTE:
CONTRACTOR'S OPTION
TO POUR FOOTING AND
SLAB MONOLITHIC
SEE FTG SCHED FOR
REQ'D REINF
1/4
1 1/2"TYPRECESS COL WHERE
INDICATED ON
FOUNDATION PLAN
MIN. 24" DIA BLOCKOUT
IN SLAB - POUR SOLID
WITH NON-SHRINK
GROUT
HSS COL
CL COL & FTG
1
2
SEE FTG SCHED.SEE PLAN
PL 3 4" W/ (4) 3 4" DIA EXP BOLTS -
HILTI HCA OR SIMPSON TITAN AB -
EMBED 5" INTO FOOTING
1" GROUT
TYP
1 1/2"
TYP
CL WALL AND CONT FTG
CL COL AND SPREAD FTG
CLR3"PER SCHEDCLR
1"
ELEVATION VARIES
SEE CIVIL DRAWINGS
8" EMBED
EXP BOLTS W/
PL 3/4" W/ (4) 3/4" DIA
EXPOSED TO SOIL
EMULSION WHERE
COAT W/ ASPHALTIC
1
-
IN COMMON
CALLOUTS
FOR
SEE
1/4
PER SCHEDULE
HSS COLUMN PER PLAN
DASHED LINE INDICATES STRIP
FOOTING BEYOND PER
RUN REINF CONT
THROUGH SPREAD FTG
1
-2"CLRREINF INTERIOR SLAB
PER PLAN
STORE FRONT PER ARCH
(2) #5 CONT
EXT GRADE
PER PLAN
1'-0"
4
-AT SIMAND
SLAB LOCATION PER AT SIM4
-
#5 NOSING BAR
GRID
GRID OR DIMENSION LINE
1" GROUT
1
-
IN COMMON
CALLOUTS
FOR
SEE
SEE SOILS REPORT
COMPACTED FILL
#5 AT PANEL OPENING
FIELD BEND TYP WALL
REINF AS SHOWN
DRAPE TYP POUR
STRIP REINF
2'-6"2"CLR1'-0"GALV 3 x 3 x 3 8"
W/ 3 4" DIA x 0'-7"
WHS AT 18" OC AT
TRUCK DOORS
TILT-UP CONC
PANEL SEE SHT
S3.1 FOR ELEV
EXT GRADE
VARIES SEE
CIVIL
FOOTING DRAINS
AT OFFICE AREAS
SAWCUT JOINT AROUND
FTG - SEE PLAN 1 12" 12"
1" GROUT UNDER
PANEL - TYP
PROVIDE SLAB REINF
AT FIRST BAY FROM
EXT WALL PER PLAN
PROVIDE SLAB REINF
AT FIRST BAY FROM
DOCKS PER PLAN
CONC OR
ASPHALT
PAVING PER
PLAN
CLR3"CLR2"3 3/4"VARIES - 4'-0" MAX1'-0"712"
(2) #5 CONT TOP OF
WALL
3 4" CHAMF
#5 AT 12" OC FOR RETAINED
HEIGHTS UP TO 4'-0" -
INCREASE SPACING TO 18" OC FOR
RETAINED HEIGHTS UP TO 2'-0"
#5 HORIZ AT 16" OC
CONT
2" DIA PVC WEEP HOLE
AT 6'-0" OC
(4) #5 CONT AS SHOWN
#5 AT 16" OC
812" AT 2'-0" HIGH
WALL OR LESS
1'-1112" AT REST
2'-0"x2'-0"x8"
LEVELING PAD
EA END OF PNL
EXTEND PANEL DOWN
AT ENDS TO FORM
FEET FOR LEVELING
TILT PANEL RETAINING
WALL. 25'-0" MAX LENGTH
OF PANEL. CONTRACTOR
COORDINATE JOINT
LOCATIONS
BOTTOM OF PANEL
1" BELOW TOP OF
FOOTING
(2) #5 CONT AT
BOTTOM OF PANEL
#5 CONT
BTWN
FEET
8"
WALL MAY BE
CONVENTIONAL CAST IN
PLACE W/ 712" WALL AND
NO LEVELING PADS.
SEE ARCH FOR CURB
OR HANDRAIL HEIGHT
2'-3"1'-6"6'-0"512" THICK CONCRETE TILT PANEL W/ #4 AT 12"
OC EA WAY, (2) #4 AT EDGES OF PANEL. SEE
ARCH DRAWINGS FOR REVEALS. BRACE
WALLS UNTIL SLAB REACHES 2500PSI
(2) ROWS #4 SLAB DOWELS
AT 24"OC
28"12"3"1'-4"#4 HORIZ AT HOOKS
(2) #4 IN FOOTINGS
6" CONC SLAB ON GRADE W/ THICKENED
EDGE POURED AGAINST TILT PANELS.
6x6 WWF W2.9 x W2.9 AT CL SLAB
CONC LEVELING PADS
AT ENDS OF ALL
PANELS, SIZE AS REQ.
NO SPECIAL INSP REQ
NOTE: REVEALS-MAX 3 4" ON ONE SIDE ONLY
TYPICAL TRASH ENCLOSURE WALL SEE ARCH FOR LOCATION
2'-01
32"
3 4" CHAMFER
1
SECTION
1" = 1'-0"
2 SECTION
1" = 1'-0"
3 SECTION
1" = 1'-0"
4
SECTION
1" = 1'-0"
5 SECTION
1" = 1'-0"
6 SECTION
1" = 1'-0"
7
GALV L 4 x 4 x 3/8 x 4'-0"
W/ 3/4" DIA x 8" WHS AT
18" OC AT OVER HEAD
DOORS ONLY
2
1'-6"MIN12" TYP(14" AT GREATERTHAN 3' WIDE FTG) 05/05/22 - 9:09am2180307S-3.0.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
CITY COMMENTS 8/26/2020
CITY COMMENTS (2)5/5/2022
1
2
Q:\2018\2180307\20_STR\CAD\2180307S-3.0.dwg, 5/5/2022 9:09:44 AM, lhiggins,
DWG To PDF.pc3
SECTION
1" = 1'-0"
1
PER PLAN
ELEV
PER PLAN EQEQGRID
GRID OR DIMENSION LINE
ADD #5 AT FOOTING EXTENSION
MAINTAIN CONT
FOOTING FACE PER
PLAN 1
S3.1
FOR CALLOUTS
IN COMMON
SEE
PANELS OVERLAP AT ENDS,
SEE PNL ELEVATIONS
SECTION
1" = 1'-0"
21'-6"PER PLAN
ELEV
FLOOR
FINISH FINISH GRADE
PER ARCH/CIVIL
(8) #5 J-BARS W/ STD
HOOK SPACE AS
SHOWN. #3 CLOSED
TIES AT 6"OC, (2) AT TOP
1/4
13
4"12"134"13
4"
CL COL PER PLAN
HSS 12x6 COL PER PLAN
6" MINPER SCHEDSIZE AND REINF PER SCHED3"CLRPLAN
1" = 1'-0"
3
B
1"35
8"
PLAN
1" = 1'-0"
4
H
1 15
FOR BASE PL AND FOOTING
CONNECTION SEE 6
S3.1
LOCATE COLUMN FLUSH TO
INSIDE FACE OF PANELS
ABOVE
3
S3.1
1
2
SECTION
1" = 1'-0"
5
GRID
1
SECTION
1" = 1'-0"
6
2
PER PLAN
ELEV
CL COL PER PLAN
PER SCHEDSIZE AND REINF PER SCHED3"CLRALL TRELLIS TO BE GALVANIZED
ALL TRELLIS TO BE GALVANIZED
BASE PL 3
4"xAS REQ W/
(4) 3
4"Ø SS EXP
ANCHORS, EMBED 6"
MIN. ADD (2) 3"Ø VENT
HOLES APPROX AS
SHOWN
1" NON-SHRINK
GROUT
ADD 1
2" WEEP HOLE
AT BASE OF HSS (EA
FACE)
(4) 3
4"Øx2'-6" THRD ROD
DOWELS (2) EA FACE OF
COLUMN
1/4
TYP FOOTING REBAR, STOP
OUTSIDE BARS AT COL
(CORNER BAR NOT
REQIRED)1'-6"2"1'-0"TYP
FOR BASE PL AND FOOTING
CONNECTION SEE 6
S3.1PER SCHEDSIZE AND REINF PER SCHED3"CLRFACE OF
CONC CL
ANGLE
COL
FACE OF ANGLE COL TO
START AT BASE PLATE
1/4
ADD 3" Ø VENT HOLE,
BOTTOM FLUSH TO
ANGLE COLUMN INSIDE
FACE (SO MOISTURE CAN
DRAIN)
2
-
FOR CALLOUTS
IN COMMON
SEE
COL FTG TO RUN UNDER
THICKENED SLAB FOOTING
TILT PANEL
TILT PANEL
TILT SPANDREL PANEL ABOVE
TILT SPANDREL PANEL ABOVE
1'-6"1'-6"2
05/05/22 - 9:09am2180307S-3.0.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
CITY COMMENTS 8/26/2020
CITY COMMENTS (2)5/5/2022
1
2
Q:\2018\2180307\20_STR\CAD\2180307S-3.0.dwg, 5/5/2022 9:09:45 AM, lhiggins,
DWG To PDF.pc3
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 LEDGER ANGLE PER
TYPICAL CHORD SPLICE
USE PL 11
2" x 31
2"x 3'-2"5/16
5/16 12
3/16 4
3"SECTION
1" = 1'-0"
5
5/16 18
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
1
-
2
SEE TABLE 1
-
2
TO EA
CHORD/LDGR
ANGLE
2
05/05/22 - 9:09am2180307S-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
CITY COMMENTS 8/26/2020
CITY COMMENTS (2)5/5/2022
1
2
Q:\2018\2180307\20_STR\CAD\2180307S-4.0.dwg, 5/5/2022 9:09:50 AM, lhiggins,
DWG To PDF.pc3
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
- 05/05/22 - 9:09am2180307S-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
CITY COMMENTS 8/26/2020
CITY COMMENTS (2)5/5/2022
1
2
Q:\2018\2180307\20_STR\CAD\2180307S-4.0.dwg, 5/5/2022 9:09:51 AM, lhiggins,
DWG To PDF.pc3
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
05/05/22 - 9:09am2180307S-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
CITY COMMENTS 8/26/2020
CITY COMMENTS (2)5/5/2022
1
2
Q:\2018\2180307\20_STR\CAD\2180307S-4.0.dwg, 5/5/2022 9:09:53 AM, lhiggins,
DWG To PDF.pc3
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 -2" 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" 05/05/22 - 9:09am2180307S-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
CITY COMMENTS 8/26/2020
CITY COMMENTS (2)5/5/2022
1
2
Q:\2018\2180307\20_STR\CAD\2180307S-4.0.dwg, 5/5/2022 9:09:54 AM, lhiggins,
DWG To PDF.pc3
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
13
4"
L4x4x1/2"x1'-6" AT CL JOIST
W/ (3) 3/4"Øx6" WHS AT 7"
GAGE AND (2) 3/4"Ø x8" AT
MID POINT BETWEEN
HORIZ STUDS
JOIST CONNECTION TO WALL
IS 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
CONDITION BETWEEN
JOIST212"3" FROM CL JNT
OFFSET
CL JST (MAY BE
CONDITION AT PANEL
JOINT
3/16 4
JOIST BEARING PL 3/8 x 3 1/2 x
1'-4" WHERE JOIST OCCURS
WITHIN 8" OF CENTER OF PANEL
JOINT
GRID
1"11
2"3"3"3"3"3"1'-6"
(2) L4x4x1/2"x2'-10 1
2"
ANGLES W/ (3) 3/4"Øx4"
WHS HORIZ AND (3)
3/4"Øx8" WHS VERT AS
SHOWN
ALLOW EMBED AND
PLATE TO COOL BEFORE
WELDING OPP SIDE 3/16 4
SECTION
1" = 1'-0"
2
NEW
1
05/05/22 - 9:09am2180307S-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
CITY COMMENTS 8/26/2020
CITY COMMENTS (2)5/5/2022
1
2
Q:\2018\2180307\20_STR\CAD\2180307S-4.0.dwg, 5/5/2022 9:09:55 AM, lhiggins,
DWG To PDF.pc3
1231 2 3
42'-6"50'-0"
29'-0"
11'-103
4"
7 1/4" THICK 7 1/4" THICK SEE7 1/4" THICK SEE
91
4"
28'-0"28'-0"
12'-0"
AFF
24'-0"
AFF
4 4
1
1
2
5
5
5
4
4 5
88
6
6
3
18
AT 6" OC
3
S5.7
3
S5.7
12'-0"
AFF
24'-0"
AFF 4554
50'-0"
24'-43
4"25'-0"
7 1/4" THICK SEE7 1/4" THICK
12'-0"
AFF
24'-0"
AFF
12'-0"
AFF
24'-0"
AFF
5
5
5
4
85
4
1
4
71
4"71
4"
3
S5.7
4
S5.7 6786 7 8
50'-0"50'-0"
25'-71
4"25'-0"25'-0"
7 1/4" THICK7 1/4" THICK 7 1/4" THICK SEE
2'-41
4"2'-3"5'-8"12'-0"3'-4"
12'-0"
AFF
24'-0"
AFF
2 2
13 20 17
7
7
7
6 5
8
1'-9"9'-0"3'-6"9'-0"1'-9"
2 2
3
6
6
15 15
20
54
S5.7
910111213149 10 11 12 13 14
50'-0"50'-0"50'-0"
25'-0"25'-0"25'-0"25'-0"25'-0"25'-0"
7 1/4" THICK SEE 8 7 1/4" THICK SEE 8 7 1/4" THICK SEE 8 7 1/4" THICK SEE 87 1/4" THICK 7 1/4" THICK SEE OPP10
1'-9"
2 211
8 99
6
6
6
6
13
MATCH SPCG
15
MATCH SPCG
1'-9"3'-4"9'-2"9'-0"1'-9" 05/05/22 - 9:10am2180307S-5.0.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
CITY COMMENTS 8/26/2020
CITY COMMENTS (2)5/5/2022
1
2
EAST INTERIOR PANEL ELEVATION
1/8" = 1'-0"
1 SOUTH INTERIOR PANEL ELEVATION
1/8" = 1'-0"
2 EAST INTERIOR PANEL ELEVATION
1/8" = 1'-0"
3
EAST INTERIOR PANEL ELEVATION
1/8" = 1'-0"
4
GENERAL TILT-UP PANEL NOTE:
1.TOLERANCE ON PANEL THICKNESS SPECIFIED SHALL BE PLUS 14" AND MINUS 0".
PANEL THICKNESS IS BASED ON LUMBER FORMS OF 7 12" OR 9 12". REVEALS
SHALL NOT EXCEED 3 4" DEEP AND SHALL BE PLACED AS SHOWN ON THE ARCH
DRAWINGS.
2.THE REINFORCEMENT SHOWN ON THE PANEL ELEVATIONS IS IN ADDITION TO
TYPICAL BARS AT OPENINGS, EDGES, CORNERS, BASE, ETC. OMIT TYPICAL
VERTICAL REINFORCEMENT WHERE MORE CLOSELY SPACED VERTICAL
REINFORCEMENT IS SPECIFIED IN PIERS.
3.PANEL DIMENSIONS ARE TO CENTERLINE OF JOINT OR EDGE OF PANEL
OPENING, UNLESS NOTED OTHERWISE. ALL PANEL CONNECTOR DIMENSIONS
SHOWN ARE TO CENTER LINES OF CONNECTORS UNLESS NOTED OTHERWISE.
4.PROVIDE ADDITIONAL REINFORCING AS REQUIRED FOR LIFTING AND LIFTING
INSERTS.
5.VERTICAL REINFORCEMENT SHALL RUN FULL HEIGHT UNLESS NOTED
OTHERWISE.
6.VERIFY SIZE AND LOCATION OF ALL OPENINGS WITH ARCH DRAWINGS.
7.DO NOT CUT OR DRILL ANY HOLES IN PANELS WITHOUT APPROVAL OF
ENGINEER UNLESS SHOWN OR INDICATED.
8.REINFORCING SHOP DRAWINGS SHALL BE REVIEWED BY THE ENGINEER PRIOR
TO PLACEMENT.
9.DO NOT SCALE PANEL ELEVATIONS. SEE ARCH DWGS FOR BUILDING
DIMENSIONS.
10.SLOPE TOP OF PANELS WHERE REQUIRED PER ARCH DRAWINGS.
11.SEE FOUNDATION PLAN FOR LOCATIONS OF PANELS.
12.UNLESS NOTED OTHERWISE, TILT-UP PANEL ELEVATIONS SHOW PANELS
VIEWED FROM INSIDE OF BUILDING LOOKING TOWARDS BUILDING EXTERIOR.
#5 SLAB DOWELS AT 24" O.C. SEE FOUNDATION DETAIL FOR REQ'D
OPENINGS (12" HOOK INTO PANEL)
(LEG MAY BE UP OR DOWN IN PANEL)
#5 SLAB DOWELS (PER NOTE 8) AT 8" O.C. AT PIER (3 MIN PER PIER). SEE
FOUNDATION DETAIL FOR REQ'D AT OPENINGS
FUTURE OPENING, RUN REINF ABOVE THRU OPENING.
#5 VERT AT 10" OC, CL PNL AND #5 HORIZ AT 16" OC
#5 VERT AT 8" OC, CL PNL AND #5 HORIZ AT 16"OC
PIER: (3) #5 EACH FACE VERTICAL (6 TOTAL) EQ SPACED
PIER: (4) #5 EACH FACE VERTICAL (8 TOTAL) EQ SPACED
PIER: (5) #5 EA FACE VERTICAL (10 TOTAL) EQ SPACE
PIER: (6) #5 EA FACE VERTICAL (12 TOTAL) EQ SPACE
PIER: (7) #5 EA FACE VERTICAL (14 TOTAL) EQ SPACE
PIER: (8) #5 EA FACE VERTICAL (16 TOTAL) EQ SPACE
PIER: (9) #5 EA FACE VERTICAL (18 TOTAL) EQ SPACE
PIER: (10) #5 EA FACE VERTICAL (20 TOTAL) EQ SPACE
PIER: (11) #5 EA FACE VERTICAL (22 TOTAL) EQ SPACE
PIER: (12) #5 EA FACE VERTICAL (24 TOTAL) EQ SPACE
PIER: (13) #5 EA FACE VERTICAL (26 TOTAL) EQ SPACE
PIER: (14) #5 EA FACE VERTICAL (28 TOTAL) EQ SPACE
PIER: (15) #5 EA FACE VERTICAL (30 TOTAL) EQ SPACE
EF - EACH FACE
FOP-FACE OF PANEL
HK - HOOK
CL - CENTERLINE
PANEL X
1
2
3
24"
24"
12" 36"
4
5
6
7
8
9
11
12
13
14
15
16
18
20
19
17
ABBREVIATIONS AND SYMBOLS
#5 VERT AT 10" O.C. EA FACE AND #5 HORIZ AT 16" O.C. STAGGER INSIDE VERTS
TYP REINF ABOVE AND BELOW OPNG #4 AT 18" O.C. VERT AT CL PNL W/ STD 180
DEG HOOK TOP AND BTM AT OPENINGS AND #5 AT 16" O.C. HORIZ.
(1) #5 x 4'-0" DIAG. (TYP) AT OPENING CORNERS (AT SMALL NARROW PIER, BEND
BAR TO FOLLOW EDGE OF PANEL).
(2) #5 AT BOTTOM CORNER
OF SINGLE MAT PANEL
(2) #5 AT EDGE OF PANEL. (GENERAL REQUIREMENT, IN DOUBLE MAT PIERS DO
NOT ADD EXTRA)
(2) #5 AT EDGE OF OPENINGS. VERTICAL RUN FULL HEIGHT. HORIZ RUN 30"
PAST EDGE OF OPENING, STD HK IF PIER LESS THAN 30"
AT PIERS PROVIDE #3 TIES AT 6" O.C. ADJ TO OPENINGS AND FOR 30" ABOVE
AND BELOW OPENING, 48" O.C. ELSEWHERE AND (1) TOP & BTM OF PIER. SEE
PANEL ELEV FOR TIGHTER TIE SPACING WHERE NOTED ON ELEVATION.
21
22
23
24
KEY NOTES
25
10
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DWG To PDF.pc3
15161718192021222315 16 17 18 19 20 21 22 23
50'-0"50'-0"50'-0"50'-0"50'-0"
25'-0"25'-0"25'-0"25'-0"25'-0"25'-0"25'-0"25'-0"25'-0"
7 1/4" THICK SEE 8 7 1/4" THICK SEE 8 7 1/4" THICK SEE 8 7 1/4" THICK SEE 8 7 1/4" THICK SEE 8 7 1/4" THICK SEE 87 1/4" THICK SEE 10 7 1/4" THICK SEE 10 7 1/4" THICK SEE OPP10
2425262724 25 26 27
50'-0"50'-0"50'-0"
25'-0"25'-0"25'-0"25'-71
4"
7 1/4" THICK SEE 8 7 1/4" THICK SEE 8 7 1/4" THICK SEE 8 7 1/4" THICK SEE OPP6
12'-0"
AFF
24'-0"
AFF
4
S5.7
28 292829
50'-0"
25'-0"24'-43
4"
7 1/4" THICK SEE 4 7 1/4" THICK SEE 5
4'-9"12'-0"
AFF
24'-0"
AFF
71
4"
4
S5.7
3
S5.7
12'-0"
AFF
24'-0"
AFF 303130 31
50'-0"42'-6"
28'-0"28'-0"
11'-10
7 1/4" THICK SEE 4 7 1/4" THICK SEE OPP2 32 7 1/4" THICK SEE
12'-0"
AFF
24'-0"
AFF
3
S5.7
05/05/22 - 9:10am2180307S-5.0.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
CITY COMMENTS 8/26/2020
CITY COMMENTS (2)5/5/2022
1
2
EAST INTERIOR PANEL ELEVATION
1/8" = 1'-0"
1
EAST INT PANEL ELEV
1/8" = 1'-0"
2 NORTH INTERIOR PANEL ELEVATION
1/8" = 1'-0"
3 EAST INTERIOR PANEL ELEVATION
1/8" = 1'-0"
4
Q:\2018\2180307\20_STR\CAD\2180307S-5.0.dwg, 5/5/2022 9:10:07 AM, lhiggins,
DWG To PDF.pc3
34353638394041333734 35 36 38 39 40 413337
50'-0"60'-0"50'-0"
23'-9"23'-9"23'-9"
9'-0"
23'-9"23'-9"23'-9"23'-9"
8'-1"
9 1/4" THICK 9 1/4" THICK 9 1/4" THICK SEE 34 9 1/4" THICK SEE 34 9 1/4" THICK SEE 35 9 1/4" THICK SEE OPP35 9 1/4" THICK SEE 349 1/4"
THICK SEE 34
5
5
5
4
8
5
4
5
5
5
8
4
12 12
2
2
15
MATCH SPCG
7
7
3
6
2'-5"7'-41
2"
9 1/4" THICK
2
6
6
3 77
13
14
5
9 1/4" THICK
SEE
12'-0"
AFF
24'-0"
AFF
3
S5.7
4344454648494247F4.0F4.0F5.5F4.05043 44 45 46 48 49 504247
50'-0"50'-0"50'-0"60'-0"
9'-0"
23'-9"23'-9"23'-9"23'-9"
9'-0"
29'-0"32'-6"
9 1/4" THICK SEE 34 9 1/4" THICK 9 1/4" THICK SEE OPP44 9 1/4" THICK SEE 34 91/4" THICK 9 1/4" THICK SEE 48 9 1/4" THICK
37
9 1/4" THICK
SEE 37
9 1/4" THICK
SEE
91
4"
2 2
2 2
2 2
2'-6"9'-6"5'-0"9'-6"2'-6"
5 8
77 7
5
3
6
6
16 16
22
2 2
2 2
2 2
5 8
77
7
5
3
6
6
16
2822
6" OC
FULL HT
29
55
5
11 5
S4.3
6
S5,7
HSS 8 x 6 x 3/8 FLAT
HSS 8 x 6 x 3/8 FLAT
STEEL COL
9
S5.7
OPP
7
S5.7
7
S5.7
8
S5.7
8
S5.7
2'-6"9'-6"5'-0"9'-6"6'-9"
9"23'-113
4"
9
S5.7
OPP
2'-6"7'-41
2"4'-61
4"6'-4"3'-01
4"
19
5
5
8
2
2
15
7
7
3
6 2
15
6
13
HORIZ 5"OC
13
HORIZ 5"OC
13
HORIZ 5"OC
13
HORIZ 5"OC
7 7 773211'-103
4"
7 1/4" THICK SEE OPP2
91
4"
32 7 1/4" THICK SEE 4
12'-0"
AFF
24'-0"
AFF
3
S5.7
05/05/22 - 9:10am2180307S-5.0.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
CITY COMMENTS 8/26/2020
CITY COMMENTS (2)5/5/2022
1
2
SOUTH INTERIOR PANEL ELEVATION
1/8" = 1'-0"
2
SOUTH INTERIOR PANEL ELEVATION
1/8" = 1'-0"
3
EAST INTERIOR PANEL ELEVATION
1/8" = 1'-0"
1
Q:\2018\2180307\20_STR\CAD\2180307S-5.0.dwg, 5/5/2022 9:10:09 AM, lhiggins,
DWG To PDF.pc3
51545756555352F5.5F4.0F4.0F5.5F51
54 5756555352
42'-6"50'-0"50'-0"50'-0"
38'-6"29'-0"
12'-0"
23'-9"23'-9"23'-9"
9 1/4" THICK SEE OPP50
9 1/4" THICK SEE 9 1/4" THICK SEE 48 9 1/4" THICK SEE 34 9 1/4" THICK SEE 35 9 1/4" THICK SEE OPP35
1
S5.4
6
S5.7
OPP
12'-0"9'-6"5'-0"9'-6"2'-6"
19'-6"
7
FULL HT
16
48
MATCH
SPCG
8
18
FULL HT
4 1/2" OC
19
9 1/4" THICK
SEE OPP37
9"
5
5
11
7
AT 6"OC
14
AT 6"OC
5
S4.3
696459636261605865666768696459636261605865666768
50'-0"50'-0"50'-0"50'-0"50'-0"
23'-9"
9'-0"
23'-9"23'-9"23'-9"23'-9"
9'-0"
23'-9"
9'-0"
23'-9"23'-9"23'-9"
9 1/4" THICK SEE 34 9 1/4" THICK SEE 34 9 1/4" THICK SEE OPP35 9 1/4" THICK SEE 35 9 1/4" THICK SEE 34 9 1/4" THICK SEE 34 9 1/4" THICK SEE 35 9 1/4" THICK SEE OPP35 9 1/4" THICK SEE 34
9 1/4" THICK
SEE
OPP
37
9 1/4" THICK
SEE 37
9 1/4" THICK
SEE 37
HSS 8 x 6 x 3/8 FLAT
HSS 8 x 6 x 3/8 FLAT
STEEL COL
7
S5.7
7
S5.7
7
S5.7
7
S5.751F5.5F4.0F4.0F5.5F1
S5.4
05/05/22 - 9:10am2180307S-5.0.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
CITY COMMENTS 8/26/2020
CITY COMMENTS (2)5/5/2022
1
2
WEST ENTRY FRAMING ELEVATION
1/8" = 1'-0"
1
WEST INTERIOR PANEL ELEVATION
1/8" = 1'-0"
3
WEST INTERIOR PANEL ELEVATION
1/8" = 1'-0"
2
Q:\2018\2180307\20_STR\CAD\2180307S-5.0.dwg, 5/5/2022 9:10:11 AM, lhiggins,
DWG To PDF.pc3
80797877767573727170748079787776757372717074
50'-0"50'-0"50'-0"50'-0"50'-0"
23'-9"23'-9"23'-9"23'-9"
9'-0"
23'-9"23'-9"23'-9"23'-9"
12'-0"
29'-0"
9 1/4" THICK SEE 489 1/4" THICK SEE 34 9 1/4" THICK SEE OPP35 7 1/4" THICK SEE 35 9 1/4" THICK SEE 34 9 1/4" THICK SEE 34 9 1/4" THICK SEE 349 1/4" THICK SEE 35 9 1/4" THICK SEE OPP35
9 1/4" THICK 9 1/4" THICK
SEE 37
9 1/4" THICK
SEE 37
8281F4.0F5.5F82
81
42'-6"
38'-6"
9 1/4" THICK SEE OPP52
9 1/4" THICK SEE51
9"19'-6"
3
S5.5
7
S5.7
HSS 8 x 6 x 3/8 FLAT
HSS 8 x 6 x 3/8 FLAT
7
S5.7
7
S5.7
7
S5.7
6
S5.7
5
S4.3 82F4.0F5.5F82
42'-6"
9 1/4" THICK SEE51
9"19'-6"
3
S5.5
6
S5.7
5
S4.3
8483
F4.0F4.0F5.5F4.0 F4.0
8483
60'-0"
9"32'-6"
9 1/4" THICK SEE OPP50 9 1/4" THICK SEE OPP49
23'-113
4"91
4"
HSS 8 x 6 x 3/8 FLAT
HSS 8 x 6 x 3/8 FLAT
STEEL COL
7
S5.7
7
S5.7
8
S5.7
8
S5.7HSS 8 x 89
S5.7
9
S5.7
6
S5.7
5
S4.3
05/05/22 - 9:10am2180307S-5.0.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
CITY COMMENTS 8/26/2020
CITY COMMENTS (2)5/5/2022
1
2
WEST INTERIOR PANEL ELEVATION
1/8" = 1'-0"
1
WEST INTERIOR PANEL ELEVATION
1/8" = 1'-0"
2 WEST ENTRY FRAMING ELEVATION
1/8" = 1'-0"
3 NORTH INTERIOR PANEL ELEVATION
1/8" = 1'-0"
4
Q:\2018\2180307\20_STR\CAD\2180307S-5.0.dwg, 5/5/2022 9:10:14 AM, lhiggins,
DWG To PDF.pc3
9594939290898887858691 96959493929089888785869196
50'-0"50'-0"50'-0"50'-0"60'-0"
29'-0"
9'-0"
23'-9"23'-9"23'-9"23'-9"
9'-0"
23'-9"23'-9"23'-9"23'-9"
9'-0"
9 1/4" THICK SEE48 9 1/4" THICK SEE34 9 1/4" THICK SEE34 9 1/4" THICK SEE34 9 1/4" THICK SEE349 1/4" THICK SEE35 9 1/4" THICK SEE359 1/4" THICK SEE OPP35 9 1/4" THICK SEE OPP35
9 1/4" THICK
SEE OPP37
9 1/4" THICK
SEE OPP37
9 1/4" THICK
SEE OPP37
999897 100999897100
60'-0"50'-0"
23'-9"23'-9"23'-9"
8'-1"
9 1/4" THICK SEE34 9 1/4" THICK SEE349 1/4" THICK SEE OPP35
9 1/4" THICK
SEE OPP
9 1/4" THICK
SEE 34
12'-0"
AFF
24'-0"
AFF
3
S5.7
05/05/22 - 9:10am2180307S-5.0.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
CITY COMMENTS 8/26/2020
CITY COMMENTS (2)5/5/2022
1
2
NORTH INTERIOR PANEL ELEVATION
1/8" = 1'-0"
1
NORTH INTERIOR PANEL ELEVATION
1/8" = 1'-0"
2
Q:\2018\2180307\20_STR\CAD\2180307S-5.0.dwg, 5/5/2022 9:10:16 AM, lhiggins,
DWG To PDF.pc3
SECTION
1 1/2" = 1'-0"
1 SECTION
1 1/2" = 1'-0"
4SECTION
1 1/2" = 1'-0"
2 SECTION
1 1/2" = 1'-0"
3
3/4" REVEAL, TYP UNO ON PNL ELEV
LOCATE OFFSET FROM REVEAL
(2) MIN PER PANEL EDGE AT CORNERS
4"11
2"
TYP5/16
1
1
PL 3/8" x 6"x 0'-6"
CLR
2"TYPICAL
AND CAULKING
BACKER ROD
6"
51/4
A706 REBAR
W/ #5 x 5'-6"
BAR 3/8 x 2 1/2 x 0'-5"
INTERIOR FACE
TYPICAL OUTSIDE CORNER CONNECTION
["
INSIDE FACE(2) #5 AT PNEL EDGE
45°
3/4" CHAMFER, TYP
IN LIEU OF TYP HORIZ REINF
TIES PER PANEL ELEVATION
1" CLR TO VERTICAL
TYP AT INSIDE FACE
TYPICAL VERTICAL EDGE REINFORCEMENT
AT CL OF WALL
TYP VERT REINF
REINFORCEMENT
TYPICAL HORIZ.
NUMBER OF VERT REINF
BARS PER PANEL ELEV
(2) #5 VERT TYP
AT PANEL EDGE
(1) #5 x4'-0" AT
EA PLATE
UNLESS IN PIER
WITH TIES
1 12" CLR TO VERT BAR
TYP AT REVEAL
(ONCE WELDED, CORNER TILT BRACES MAY BE REMOVED)
PL 3 8" x 4" x 0'6" W/
(2) 12" DIA x 5" W.H.S.
AT 4" O.C.
PANEL CONT AT
SIM
TYPICAL INSIDE CORNER CONNECTION
11
2"
1
1
PL 1/4" x 2" x 0'-5"
45°
A706 REBAR
6"
L 2 x 2 x 3/8 x 0'-6" W/ #5 x 6'-6"
INTERIOR FACE
INTERIOR FACE3/16 4
PANEL TO PANEL CONNECTION
3/4"
6"CL PANEL45°
51/4
L 2 x 2 x 1/4 x 0'-5"
INTERIOR FACE
11
2"
(2) #5 VERT WHERE SHOWN
ON ELEVATION
(2) MIN PER PANEL EDGE AT CORNERS
(ONCE WELDED, CORNER TILT BRACES MAY BE
REMOVED)
5SEE
FOR
CALLOUTS
IN COMMON
5/16 TYP
5/16 TYP
3/4" CHAMFER TYP
AT EXPOSED EXT
CORNERS
BACKER ROD AND
CAULKING TYPICAL
L 2 x 2 x 3/8 x 0'-6" W/ #5 x 3'-6"
A706 REBAR
(2) MIN BETWEEN PANELS ALONG GRIDS
A, AND O TYPICAL
SECTION
1 1/2" = 1'-0"
5
4"4"4"4"
11
2"
3"
5
-
SPACE AT 3'-0"OC
TO ROOF SHTG
1/4
TYP
REBAR
EMBED (2) PL 3
4"x9 1
4"x9 1
4" (BEVEL TO
MATCH EXTERIOR CHAMFER STRIP W/ (3)
#5 x 4'-0" A706 ANGLED BARS AND (2) #5 x
2'6" VERTICAL BARS AT 4" GAGE
5/16
2"2"30°1
2" ELASTAMERIC
BEARING PAD
EMBED (2) PL 3
4"x9 1
4"x9 1
4" (BEVEL TO
MATCH EXTERIOR CHAMFER W/ (3) #5 x
4'0" A706 ANGLED BARS AND (2) #5 x 2'6"
VERTICAL BARS AT 4" GAGE
SECTION
1" = 1'-0"
61'-6"PLAN
1" = 1'-0"
7 PLAN
1" = 1'-0"
8
1/4
TAB TO COL
(FIELD WELD OK)
1
4" CLR
1"TAB PL 5
8"x1 1
2"x0'-6" AT CL COL
COPE BACK TOP OF GIRT 1
2"
AND NOTCH INSIDE FACE TO
ALLOW GIRT TO SLIP OVER
TOP OF TAB
1/4 4
PLAN
1" = 1'-0"
9
FOR CALLOUTS
IN COMMON
SEE 7
-
GIRT TO
TAB
HSS 8x8 CORNER COL PER FDN
PLAN
HSS 8x6 GIRT PER
ELEVATION
HSS 8x6 GIRT PER
ELEVATION
HSS 8x6 GIRT PER
ELEVATION
HSS 10x10 BLDG COL
PER FDN PLAN
(2) KNIFE PL 3
8"x4"x0'6",
CENTER ON FACE OF
GIRT
1/4
3/16
KNIFE TO
COL
EMBED PL 3
4"x6"x0'-9 1
4"
BEVEL EDGE TO
MATCH CHAMFER. (2)
5
8"Øx6" WHS AT 4"
GAGE AT CTR
05/05/22 - 9:10am2180307S-5.0.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
CITY COMMENTS 8/26/2020
CITY COMMENTS (2)5/5/2022
1
2
05/05/22 - 9:10am2180307S-5.0.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
CITY COMMENTS 8/26/2020
CITY COMMENTS (2)5/5/2022
1
2
Q:\2018\2180307\20_STR\CAD\2180307S-5.0.dwg, 5/5/2022 9:10:18 AM, lhiggins,
DWG To PDF.pc3