HomeMy WebLinkAboutR_401304C'7
O
i
O
i
w
7
LO
00
0
N
cli
a)
0
0
c
a)
s=
Y
c�
E
c
a)
0
a�
n3
cv
J
CODES AND STANDARDS
1. 2015 INTERNATIONAL BUILDING CODE (IBC)
2. ASCE 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES
3. ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE
4. ACI 301-10 STRUCTURAL CONCRETE FOR BUILDINGS
5. AISC STEEL CONSTRUCTION MANUAL - 14TH EDITION
6. AISC 360-10 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS
7. AWS D1.1, 2015 STRUCTURAL WELDING CODE - STEEL
8. AWS D1.4, 2011 STRUCTUAL WELDING CODE - REINFORCING STEEL
9. AWS D1.8, 2016 STRUCTURAL WELDING CODE - SEISMIC SUPPLEMENT
10. RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS (RCSC), SPECIFICATION FOR STRUCTURAL JOINTS USING HIGH -STRENGTH
BOLTS
11. WSDOT - 2018 WASHINGTON STATE STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION
GENERAL
1. CONTRACTOR SHALL BE RESPONSIBLE FOR MEANS, METHODS, TECHNIQUES, SEQUENCES, AND PROCEDURES REQUIRED TO
PERFORM THE WORK.
2. CONTRACTOR -INITIATED CHANGES REQUIRE BOTH DESIGNER OF RECORD AND BOEING CONSTRUCTION MANAGER APPROVAL
AND SHALL BE SUBMITTED IN WRITING FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION.
3. DIMENSIONS AND DETAILS SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO FABRICATION AND CONSTRUCTION. THIS
INCLUDES, BUT IS NOT LIMITED TO, COORDINATING WITH THE CONTRACT DRAWINGS ON THE SIZE AND LOCATION OF
OPENINGS THROUGH CONCRETE, VERIFYING SIZE AND LOCATION OF MECHANICAL AND ELECTRICAL OPENINGS WITH THE
RESPECTIVE SUBCONTRACTOR, AS WELL AS COORDINATING INSERTS AND ATTACHMENTS FOR THE USE OF OTHER TRADES.
4. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. TYPICAL DETAILS AND NOTES SHOWN ON DRAWINGS
SHALL APPLY UNLESS NOTED OTHERWISE. TYPICAL DETAILS MAY NOT NECESSARILY BE INDICATED ON THE PLANS BUT
SHALL STILL APPLY AS SHOWN OR DESCRIBED IN THE DETAILS. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO
CHOOSE THE APPROPRIATE TYPICAL DETAIL FROM THOSE PROVIDED. THE CONTRACTOR SHALL SUBMIT PROPOSED
ALTERNATE DETAILS TO THOSE PROVIDED WITH RELATED CALCULATIONS TO THE ENGINEER FOR APPROVAL PRIOR TO
DETAILING OR USE.
5. SHOP DRAWINGS FOR STRUCTURAL STEEL, REINFORCING STEEL, LIGHT GAUGE AND MISCELLANEOUS STEEL SHALL BE
SUBMITTED TO, REVIEWED AND APPROVED BY THE ENGINEER PRIOR TO FABRICATION.
6. SHOP DRAWING REVIEW: BY SUBMITTING THE SHOP DRAWINGS, THE CONTRACTOR REPRESENTS THAT THEY HAVE DETERMINED
AND VERIFIED MATERIALS, FIELD MEASUREMENTS, AND RELATED FIELD CONSTRUCTION CRITERIA (MEANS, METHODS,
TECHNIQUES, SEQUENCES, OPERATIONS OF CONSTRUCTION, AND SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL
THERETO), AND THAT THE CONTRACTOR HAS CHECKED AND COORDINATED THE INFORMATION CONTAINED WITHIN THE
SUBMITTAL WITH THE REQUIREMENTS OF THE WORK AND THE CONTRACT DOCUMENTS. REVIEW BY THE ENGINEER SHALL NOT
RELIEVE THE CONTRACTOR FROM FULL RESPONSIBILITY FOR THE ACCURACY OF DIMENSIONS AND DETAILS. SUCH REVIEW
SHALL NOT CONSTITUTE ACCEPTANCE BY THE ENGINEER OF THE CORRECTNESS OR ADEQUACY OF SUCH SUBMITTALS, NOR
A WARRANTY THAT THE SUBMITTALS SATISFY THE REQUIREMENTS OF THE CONTRACT.
DEMOLITION AND SHORING
1. THE CONTRACTOR SHALL VERIFY EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. THE CONTRACTOR SHALL
VERIFY THE EXTENT AND LOCATIONS OF SITE UTILITIES. LOCATIONS OF EXISTING FOUNDATIONS AND UTILITIES KNOWN TO
THE ENGINEER ARE INDICATED ON THE DRAWINGS. IMMEDIATELY REPORT ANY DISCREPANCIES OR ENCOUNTERED
OBSTRUCTIONS TO THE BOEING CONSTRUCTION MANAGER.
2. THE CONTRACTOR SHALL DESIGN AND INSTALL SHORING TO SUPPORT EXISTING CONSTRUCTION (VERTICALLY AND LATERALLY)
AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCES COORDINATED WITH THE OTHER DISCIPLINES. PRIOR
TO CONSTRUCTION, THE CONTRACTOR SHALL PREPARE A PLAN TO MONITOR DAILY THE SHORING SYSTEMS FOR MOVEMENT
AND SUBMIT IT FOR REVIEW BY THE BOEING CONSTRUCTION MANAGER.
3. EXISTING STRUCTURAL MEMBERS SHALL REMAIN UNLESS NOTED OTHERWISE ON THE PLANS. SAWCUTTING, IF AND WHERE
USED, SHALL NOT CUT EXISTING REINFORCING THAT IS TO REMAIN. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO
DAMAGE OR OVERLOAD THE EXISTING STRUCTURE.
4. OPENINGS THROUGH EXISTING WALLS, SLABS, AND BEAMS SHALL BE ACCOMPLISHED BY SAWCUTTING OR CORING WHEREVER
POSSIBLE AND AS SHOWN. WHEN SAWCUTTING, CORNERS SHALL INITIALLY BE CORED TO PREVENT OVERCUTTING. SMALL
ROUND OPENINGS SHALL BE ACCOMPLISHED BY DRILLING, IF POSSIBLE.
5. THE CONTRACTOR SHALL DESIGN AND INSTALL SHORING TO SUPPORT NEW CONSTRUCTION (VERTICALLY AND LATERALLY)
UNTIL STRUCTURAL COMPONENTS HAVE BEEN CONNECTED AS SHOWN ON THE STRUCTURAL DRAWINGS.
6. THE CONTRACTOR SHALL SUBMIT SHORING DRAWINGS AND CALCULATIONS STAMPED AND SIGNED BY A REGISTERED
STRUCTURAL ENGINEER. DRAWINGS SHALL SHOW SIZE, LAYOUT, CONNECTIONS, MATERIAL DESIGNATION, METHOD OF
INSTALLATION, AND ACCESSORIES OF SHORING MEMBERS. THE TEMPORARY STEEL SHEET PILE WALL SHOWN IN THESE
PLANS WITHIN LAKE WASHINGTON AND THE STEEL SHEET PILE COFFERDAMS SHOWN IN THESE PLANS ARE EXEMPT FROM
THIS REQUIREMENT.
7. THE TEMPORARY STEEL SHEET PILE WALL SHOWN IN THESE SHEETS WITHIN LAKE WASHINGTON SHALL BE CUT 2' BELOW
THE HABITAT SURFACING AT THE END OF THEIR USE.
FOUNDATIONS
1. FOUNDATION DESIGN IS BASED ON FINAL GEOTECHNICAL REPORT, AMENDMENTS OR MEMOS BY PanGEO DATED SEPTEMBER
18, 2017, PROJECT No.15-193, ADDENDUM DATED SEPTEMBER 20, 2018, AND COMMENT RESPONSE LETTER DATED
NOVEMBER 16, 2018.
2. FOUNDATION WORK SHALL BE IN ACCORDANCE WITH THE RECOMMENDATIONS OF THIS REPORT, AND THE CONTRACTOR
SHALL BE FAMILIAR WITH THIS REPORT.
3. FOOTINGS SHALL BEAR ON ENGINEERED FILL OR COMPETENT NATIVE SOILS.
4. SPECIAL INSPECTION SHALL BE PERFORMED DURING SITE EXCAVATION TO CONFIRM THAT EXISTING CONDITIONS COMPLY
WITH CONDITIONS IN THE GEOTECHNICAL REPORT. CONTRACTOR SHALL COORDINATE EXCAVATION SCHEDULE WITH THE
ENGINEER.
5. EXTERIOR FOOTINGS SHALL BEAR AT OR BELOW MINIMUM BEARING DEPTH. MINIMUM BEARING DEPTH IS 18 INCHES BELOW
ADJACENT FINISHED GRADE.
6. SOIL PROPERTIES VARY ACROSS THE PROJECT SITE. SEE GEOTECHNICAL REPORT FOR LOCATION SPECIFIC SOIL PROPERTIES.
7. HELICAL ANCHORS SHALL BE SET TO A MINIMUM ULTIMATE BEARING CAPACITY OF 40 KIPS. (ALLOWABLE BORING = 25
KIPS)
DESIGN LOADS
DEAD LOADS: WEIGHT OF MATERIALS OF CONSTRUCTION
AND PERMANENT EQUIPMENT.
RISK CATEGORY
II
SNOW LOAD
SNOW LOAD IMPORTANCE FACTOR, Is
1.0
GROUND SNOW LOAD
20
PSF
FLAT -ROOF SNOW LOAD, Pf
25
PSF
EXPOSURE FACTOR, Ce
1.0
THERMAL FACTOR, Ct
1.0
ROOF SNOW LOAD
25
PSF
WIND LOADS
WIND LOAD IMPORTANCE FACTOR, Iw
1.0
BASIC WIND SPEED (3-SECOND GUST), Vult
110
MPH
NOMINAL WIND SPEED, Vasd = Vult* sgrt(0.6)
85
MPH
WIND EXPOSURE
D
INTERNAL PRESSURE COEFFICIENT (ENCLOSED)
+/-0.18
SEISMIC LOADS
SEISMIC IMPORTANCE FACTOR, le 1.0
SITE CLASS E
DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS
SHORT PERIOD, Sds 0.87
1 SECOND PERIOD, Sd1 0.87
SEISMIC DESIGN CATEGORY D
WAVE LOAD (TEMPORARY SHEET PILE WALL) - DESIGN WAVE HEIGHT 2.55'
BUILDING 04-401
BASIC SEISMIC -FORCE -RESISTING SYSTEM
A15 -LIGHT FRAMED WALLS W/ WOOD SHEATHING
RESPONSE MODIFICATION FACTOR, R 6.5
OVERSTRENGTH FACTOR, WO 3
DEFLECTION AMPLIFICATION FACTOR, Cd 4
SEISMIC RESPONSE COEFFICIENT, Cs 0.134
DESIGN BASE SHEAR 3.4 KIPS
ANALYSIS PROCEDURE USED EQUIVALENT LATERAL LOAD METHOD
STRUCTURAL CONCRETE
1. CONCRETE WORK SHALL CONFORM TO REQUIREMENTS OF ACI 301, SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR
BUILDING CONCRETE AND WSDOT STANDARD SPECIFICATIONS FOR CONCRETE ON GRADE.
2. DESIGN MIXES SHALL BE PROPORTIONED TO PROVIDE 5,000 PSI COMPRESSIVE STRENGTH (28 DAY)
3. STEEL REINFORCEMENT (DEFORMED BARS) SHALL CONFORM TO ASTM A615, Fy = 60,000 PSI AND SHALL BE EPDXY
COATED IN ACCORDANCE WITH WSDOT SPECIFICATIONS SECTION 9-07.3.
4. DOWEL BARS SHALL CONFORM TO WSDOT SPECIFICATIONS SECTION 9-07.5 (1).
5. TYPICAL DETAILS OF REINFORCEMENT SUCH AS HOOKS, BEND DIAMETERS, ETC. SHALL BE IN ACCORDANCE WITH ACI SP-66
- "ACI DETAILING MANUAL".
6. CONCRETE COVER FOR REINFORCEMENT STEEL IN CAST -IN -PLACE NON -PRESTRESSED CONCRETE MEMBERS SHALL BE AS
FOLLOWS, UNO:
A. CONCRETE CAST AGAINST AND PERMANENTLY IN CONTACT WITH GROUND (UNFORMED): 3 INCHES
B. CONCRETE EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:
#5 BARS AND SMALLER 1-1/2 INCHES
#6 BARS AND LARGER 2 INCHES
7. REINFORCEMENT MARKED "CONT" (CONTINUOUS) SHALL BE SPLICED BY LAPPING OR MECHANICAL CONNECTORS. LAP
SPLICES OF REBAR SHALL HAVE A LENGTH OF LAP EQUAL TO 1.3x BAR DEV LENGTH (CLASS B). UNO MECHANICAL
CONNECTORS SHALL HAVE A MINIMUM CAPACITY OF 1.25x YIELD STRENGTH OF THE BAR. IN MEMBERS DESIGNATED AS
PART OF THE SEISMIC FORCE RESISTING SYSTEM, MECHANICAL CONNECTORS SHALL HAVE A MINIMUM CAPACITY EQUAL TO
THE TENSILE STRENGTH OF THE BAR.
8. CHAMFER ALL CORNERS OF CURBS, WALLS AND EDGES % INCHES.
ANCHORAGE TO CONCRETE
1. EXCEPT WHERE INDICATED ON THE DRAWINGS, POST -INSTALLED ANCHORS SHALL CONSIST OF THE
FOLLOWING ANCHOR TYPES.
• HILTI "HIT-HY 200" ADHESIVE ANCHOR SYSTEM PER ICC ESR-3187
• SIMPSON SET-XP ADHESIVE ANCHORING SYSTEM PER ICC ESR-2508
• DEWALT PE1000+ PER ICC ESR-2583
2. ANCHOR CAPACITY USED IN DESIGN SHALL BE BASED ON THE TECHNICAL DATA PUBLISHED IN THE ICC APPROVAL REPORT.
SUBSTITUTION REQUESTS MUST INCLUDE ICC ESR REPORT SHOWING COMPLIANCE WITH RELEVANT BUILDING CODE AND
INSTALLATION CATEGORY AND BE APPROVED IN WRITING BY THE ENGINEER OF RECORD PRIOR TO USE.
3. INSTALL ANCHORS PER THE MANUFACTURER INSTRUCTIONS, AS INCLUDED IN THE ANCHOR PACKAGING.
4. ANCHOR CAPACITY IS DEPENDENT UPON SPACING BETWEEN ADJACENT ANCHORS AND EDGE DISTANCE. INSTALL ANCHORS
IN ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED ON THE DRAWINGS.
NON -SHRINK GROUT
1. NON -SHRINK GROUT SHALL BE CEMENTITIOUS HIGH PRECISION, NATURAL AGGREGATE, NON-METALLIC, NON -STAINING,
NON -SHRINKABLE GROUT CONFORMING TO ASTM C1107. GROUT SHALL HAVE A SPECIFIED MINIMUM COMPRESSIVE
STRENGTH OF 5,000 PSI AT 5 DAYS.
STRUCTURAL STEEL
1. STEEL CONSTRUCTION SHALL CONFORM TO AISC 360-10 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS AND AISC
341-10 SEISMIC PROVISIONS FOR STRUCTURAL STEEL BUILDINGS.
2. BUILDING STEEL SHALL CONFORM TO THE FOLLOWING:
ANGLE & CHANNEL (UNO) ASTM A36 Fy = 36 KSI
PLATE AND BAR STOCK ASTM A572, GRADE 50 Fy = 50 KSI
PIPE ASTM A53, GRADE B Fy = 35 KSI
STRUCTURAL TUBE (HSS) ASTM A500, GRADE B Fy = 46 KSI
3. EXTERIOR MARINE AND IN -GRADE STEEL SHALL CONFORM TO THE FOLLOWING
a. STRUCTURAL STEEL SHAPES AND PLATES UNLESS NOTED OTHERWISE, SHALL BE ASTM A 709 GRADE 50 AND SHALL
BE COATED IN ACCORDANCE WITH ISO 8501 PA2.
b. BOLTS AND NUTS SHALL CONFORM TO ASTM A 307, UNLESS NOTED OTHERWISE.
c. ANCHOR BOLT OR ANCHOR RODS SHALL CONFORM TO ASTM F 1554, GRADE 105, UNLESS NOTED OTHERWISE.
d. HEADED STUD ANCHORS SHALL CONFORM TO THE REQUIREMENTS OF A 108, Fy min = 50 ksi.
e. ALL MISCELLANEOUS PIPE SHALL CONFORM TO ASTM A 500, GRADE C.
4. WORK SHALL BE IN ACCORDANCE WITH AISC 303, AS MODIFIED PER THE PROJECT SPECIFICATIONS.
5. HOLES IN STEEL CUT IN THE FIELD SHALL BE DRILLED, NOT BURNED.
6. HIGH -STRENGTH BOLTS SHALL BE INSTALLED, TIGHTENED, AND INSPECTED IN ACCORDANCE WITH IBC, RCSC, AND AISC
SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS. THE CRITERIA FOR SNUG -TIGHT
CONNECTIONS SHALL APPLY TO CONNECTIONS.
7. STEEL ANCHORS, TIES AND OTHER MEMBERS EMBEDDED IN CONCRETE SHALL BE LEFT UNPAINTED AT INTERIOR, UNEXPOSED
CONDITIONS.
8. ITEMS EMBEDDED IN CONCRETE AND EXPOSED TO EARTH OR WEATHER SHALL BE HOT -DIPPED GALVANIZED (UNLESS NOTED
OTHERWISE):
a. CONCRETE ACCESSORIES OF FERROUS MATERIAL INCLUDING: INSERTS, EMBEDS, AND BRACKETS.
b. PIPE GUARDS, BOLLARDS AND HARDWARE FOR SAME.
c. WHERE NOTED AS "GALV".
d. GALVANIZED STEEL EXPOSED TO STORMWATER SHALL BE PAINTED OR COATED.
9. LOCATIONS OF EMBEDDED ITEMS SHALL BE COORDINATED WITH VENDOR'S SHOP DRAWINGS.
10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION AIDS THAT INCLUDE, BUT ARE NOT LIMITED TO, ERECTION
ANGLES, LIFT HOLES, AND OTHER AIDS. REMOVE ERECTION AIDS, INCLUDING ERECTION BOLTS. PLUG WELD HOLES AND
GRIND SMOOTH.
11. MEANS AND METHODS OF ERECTION ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR AND CONNECTIONS AND DETAILS
DO NOT NECESSARILY SHOW ERECTION AIDS REQUIRED.
STRUCTURAL STEEL WELDING
1. WELDING SHALL BE DONE BY CERTIFIED WELDERS AND IN ACCORDANCE WITH AWS D1.1 AND D1.8.
2. WELD SIZES SHOWN ON THE DRAWINGS ARE MINIMUM AND EFFECTIVE SIZES. INCREASE WELD SIZE TO AWS/AISC MINIMUM
SIZES AS REQUIRED FOR CONNECTION MATERIAL. THE MINIMUM WELD SIZE SHALL BE 3/16 INCHES (EFFECTIVE).
3. FIELD WELDING SYMBOLS HAVE NOT NECESSARILY BEEN INDICATED ON THE DRAWINGS. WHERE NO FIELD WELDING IS
DETAILED ON THE DRAWINGS, IT IS THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THE USE OF SHOP AND FIELD
WELDS.
4. WELDS SHALL BE MADE USING LOW HYDROGEN ELECTRODES WITH TENSILE STRENGTH PER AWS D1.1 AND D1.8 (MINIMUM
70 KSI).
5. WELDING SHALL BE PERFORMED IN STRICT ADHERENCE TO A WRITTEN WELDING PROCEDURE SPECIFICATION (WPS) PER AWS
D1.1 AND D1.8. WELDING PROCEDURES SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW BEFORE STARTING
FABRICATION OR ERECTION. COPIES OF THE WPS SHALL BE ON SITE AND AVAILABLE TO WELDERS AND THE SPECIAL
INSPECTOR.
6. WELDS THAT ARE PART OF THE SEISMIC FORCE -RESISTING SYSTEM SHALL HAVE A MINIMUM CHARPY V-NOTCH TOUGHNESS
OF 20 FOOT-POUNDS AT 0 DEGREES FAHRENHEIT.
BOEING COORDINATION
1. CONTRACTOR SHALL COORDINATE WITH THE BOEING CONSTRUCTION MANAGER REGARDING AIRPLANE MOVEMENTS AND
PRODUCTION NEEDS. THIS MAY INCLUDE TEMPORARY SHUTDOWNS AND MOVEMENT OF EQUIPMENT TO ALLOW PLANE
MOVEMENTS.
2. CONTRACTOR SHALL MAINTAIN NINE ACTIVE PLANE STALL LOCATIONS AT ALL TIMES. STALL LOCATIONS INCLUDE THREE AT
THE NORTH GATE, THREE IN THE CI STALLS, FOUR ALONG THE LAKE NORTH OF THE 4-20 BLDG, AND THREE IN THE NE
CORNER NORTH OF THE 4-82 BLDG.
3. CONTRACTOR SHALL COORDINATE ALL TRENCHING ACTIVITIES WITH THE BOEING SHUTDOWN COMMITTEE, WHO WILL NEEDS 5
DAYS TO REVIEW BEFORE THE PLANNED WORK MAY PROCEED.
4. CONTRACTOR SHALL COORDINATE ALL TRENCHING WITH BOEING ENVIROMENTAL HEALTH SERVICES FOR SOIL SAMPLING PRIOR
TO WORK.
5. CONTRACTOR SHALL COORDINATE WITH THE BOEING CONSTRUCTION MANAGER TO INSURE ALL MAJOR SITE CHANGES AND
DETOURS ARE ADVERTISED IN THE BOEING NEWSLETTER TWO WEEKS IN ADVANCE OF THE CHANGE.
6. EXISTING PAVING INCLUDING PILE SUPPORTED STRUCTURES IS RATED BY BOEING FOR DESIGN LOADS 2A, 2B, 2C, AND 2D
AS WELL AS A UNIFORM LIVE LOAD OF 450 PSF. LARGER POINT OR UNIFORM LOADS PROPOSED BY THE CONTRACTOR
SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER AND BOEING FOR REVIEW BEFORE THE PLANNED WORK MAY
PROCEED.
i BergerABAM
33301 9th Avenue South, Suite 300
Federal Way, Washington 98003-2600
(206) 431-2300 Fax:(206) 431-2250
DESIGN LOAD DIAGRAMS
1. DEAD LOADS:
ACTUAL WEIGHT OF MATERIALS OF CONSTRUCTION AND PERMANENT EQUIPMENT.
2. VERTICAL LIVE LOAD: (LOADS A, B, C, AND D ARE ALLOWED ON ALL EXISTING PAVED AREAS UNLESS NOTED
OTHERWISE, SEE BOEING COORDINATION NOTE 6)
A. ULL - UNIFORM LIVE LOAD
PEDESTRIAN ONLY
100 PSF TYPICAL
125 PSF LIGHT STORAGE
VEHICLE OTHER
250 PSF TYPICAL
B. LL - VEHICULAR LIVE LOAD
HL-93
C. BR - VEHICULAR BRAKING FORCE
25% DESIGN TRUCK OR TANDEM
5% DESIGN TRUCK OR TANDEM
+ 5% DESIGN LANE LOAD
DESIGN TRUCK
32k 32k L8k
4- 1
WHFFI I nAD 4k
U. Wwj
LANE LOAD = 640 PSF
5F'-4" 7.�7-MAXA 7.37-wFR
F. 140 TON MOBILE CRANE (NOT ALLOWED ON STORM VAULTS)
CRANE TRAVELING - BOOM OVER FRONT
C
CORNER
DESIGN TANDEM
25k 25k
12.5k 12.5k
12.5 12.5k
FORKLIFT (LINDE H 180)
OPERATING LOAD 66K
7' 2"
79K
FRONT AXLE
i
26K
REAR AXLE
NER
Ie4n, olo
FLOAT
CORNER AREA F
E I� B �I CORNER
f 1
CRANE TRAVELING - WHEEL
LOADS WITH
BOOM OVER FRONT
CRANE DIMENSIONS
CRANE
TOTAL
FRONT AXLE
REAR AXLE LOAD
A (FT)
B (FT)
C (FT)
D (FT)
E (FT)
F (FT)
CAPACITY
WEIGHT (Ibs)
LOAD (Ibs)
(Ibs)
140 TON
200,000
44,000
156,000
23 TO
20 TO
19 TO
9.5
4 TO
560 TO
27
27
24
TO 11
5.5
910
OUTRIGGER FLOAT LOADS
CAPACITY
(TONS)
RADIUS
(ft)
BOOM OVER CORNER (Ibs)
TBOOM
OVER BACK OR SIDE (EA)
(Ibs)
20 AND
MORE
232,000
207,000
30
222,000
176,000
140 TON
40
211,000
164,000
50
198,000
150,000
60 AND
MORE
187,000
142,000
3. MOORING LOAD: 15 TONS HORIZONTAL f 30° VERTICAL APPLIED AT THE HORN.
CIVIL PERMIT
R-401304
IN COMPLIANCE WITH CITY OF RENTON STANDARDS
DEVELOPMENT ENGINEERING SURFACE WATER UTILITY
afowler 12/20/2018 i Irstraka 12/20/2018
SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE UNAWN UAI E SUBTITLE CURRENT REVISION SYMBOL DATE
�L G. HSC ESIGNB D/ R JKM CHECKED 06 08 18 GENERAL STRUCTURAL NOTES W4700331 B 11/15/18
APRON R INFRASTRUCTURE W4700331 ABAM MGW 06/21 /18 �� of WAs�,,� SPECIFICATION IS APPROVED LEH 06 08 18 SHEET
A CITY OF RENTON COMMENTS W4700331 ABAM MGW 10/01/18 APPROVED BY DEPT. DATE BEMNEER 06 08 18 TITLE APRON R INFRASTRUCTURE
CHECKED G 3 G03
B REID MIDDLETON COMMENTS W4700331 ABAM MGW 11/15/18 �G RENTON SITE
Cp 28710
�s GRAL e� Gw APPROVED JOB No. W4700331 COMP N0.
AL
APPROVED STRUCTURAL MASTER SITE RENTON, WA DWG NO. 4-APRON-R-G3