HomeMy WebLinkAboutR-401412Q
N
O
O
co
0
N
U
O
0
0
E
am
0
ca
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 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 PonGEO DATED MARCH 9,
2017, PROJECT No.15-193 AND SUPPLEMENT DATED XX/XX/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.
DESIGN LOADS
SEISMIC DESIGN CATEGORY D
WAVE LOAD (TEMPORARY SHEET PILE WALL) - DESIGN WAVE HEIGHT 2.55'
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
• POWERS 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. 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.
DEAD LOADS: WEIGHT OF MATERIALS OF CONSTRUCTION AND
PERMANENT EQUIPMENT.
STRUCTURAL STEEL WELDING
RISK CATEGORY
II
1.
WELDING SHALL BE DONE BY CERTIFIED WELDERS AND IN ACCORDANCE WITH AWS D1.1 AND D1.8.
SEISMIC LOADS
2.
WELD SIZES SHOWN ON THE DRAWINGS ARE MINIMUM AND EFFECTIVE SIZES. INCREASE WELD SIZE TO AWS/AISC MINIMUM
SEISMIC IMPORTANCE FACTOR, le
1.0
SIZES AS REQUIRED FOR CONNECTION MATERIAL. THE MINIMUM WELD SIZE SHALL BE 3/16 INCHES (EFFECTIVE).
SITE CLASS
E
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
DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS
WELDS.
SHORT PERIOD, Sds
0.87
4.
WELDS SHALL BE MADE USING LOW HYDROGEN ELECTRODES WITH TENSILE STRENGTH PER AWS D1.1 AND D1.8 (MINIMUM
1 SECOND PERIOD, Shc
0.87
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.
0), Ber erABAM
CALL 48 HOURS �
BEFORE YOU DIG 33301 9th Avenue South, Suite 300
1-800-424-5555 Federal Way, Washington 98003-2600
(206) 431-2300 Fax:(206) 431-2250
SYM REVISION BY APPROVED DATE SYM REVISION BY APPROVED DATE
ORIG MITIGATION HANGAR C180242 ABAM SPT 10/09/18
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.
1]*•y[e]101[11:01091r:Tll:1:1A,1
1. DEAD LOADS:
ACTUAL WEIGHT OF MATERIALS OF CONSTRUCTION AND PERMANENT EQUIPMENT.
2. VERTICAL LIVE LOAD: (LOADS A,B, AND C ALLOWED ON ALL EXISTING PAVED AREAS UNLESS NOTED OTHERWISE)
A. ULL - UNIFORM LIVE LOAD DESIGN TRUCK DESIGN TANDEM
PEDESTRIAN ONLY
100 PSF TYPICAL 25k 25k
125 PSF LIGHT STORAGE 32k 32k 8k
VEHICLE OTHER 1 L4
250 PSF TYPICAL
WHEEL LOAD 4k 12.5 12.5k
B. LL - VEHICULAR LIVE LOAD 6k 16k
HL-93 16k 16k 12.5k 12.5k
12
C. BR - VEHICULAR BRAKING FORCE 14' 14'
25% DESIGN TRUCK OR TANDEM TO 30'
5% DESIGN TRUCK OR TANDEM
+ 5% DESIGN LANE LOAD
LANE LOAD = 640 PSF
59'-8" (737-MAX10)
56'-4" (737-MAX9. 737-900ER)
F. 140 TON MOBILE CRANE (NOT ALLOWED ON STORM VAULTS)
0
CRANE TRAVELING - BOOM OVER FRONT
FORKLIFT (LINDE H 180)
OPERATING LOAD 66K
7 2"
79K
FRONT AXLE
i
26K
REAR AXLE
I B 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)
BOOM 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
L G.
OV WAS
BOE//V�
a
�✓j l'C'1, 28710
GRAi '.,
�s1�NALG
CIVIL PERMIT SET
V3
DESIGN BY: BERGERABAM DATE 10/22/2018
ACCEPTABILITY IHL
THIS DESIGN AND/OR CHE
SPECIFICATION IS APPROVED SPT
ENG
APPROVED BY DEPT. I DATE BEE
ATE SUBTITLE
10/09/18
10/09/18
10/09/18 TITLE
3. LATERAL LOADS:
A. ACTIVE AND PASSIVE SOIL PERSSURES ON SHORING
i. ACTIVE SOIL PRESSURE: 45 PCF, EQUIVALENT FLUID DENSITY, ABOVE GROUNDWATER TABLE
ii. ACTIVE SOIL PRESSURE: 20 PCF, EQUIVALENT FLUID DENSITY, BELOW GROUNDWATER TABLE
iii. PASSIVE SOIL PRESSURE: 200 PCF, EQUIVALENT FLUID DENSITY, ABOVE GROUND WATER TABLE (INCLUDE 1.5
SAFETY FACTOR)
iiii. PASSIVE SOIL PRESSURE: 80 PCF, EQUIVALENT FLUID DENSITY, BELOW GROUNDWATER TABLE (INCLUDE 1.5
SAFETY FACTOR)
IMBALANCED HYDROSTATIC PRESSURE SHOULD BE ADDED TO THE ACTIVE SIDE. THE PRESSURE WILL DEPND ON
THE TYPE OF DEWATERING METHOD. A 2 FEET OVER -EXCAVATION AT HTE PASSIVE SIDE SHOULD BE CONSIDERED
IN THE DESIGN.
B. ACTIVE, PASSIVE, SURCHARGE AND SEISMIC ON PERMANENT STRUCTURES
LATERAL EARTHE PRESSURES ON RETAINING WALLS OR PERMANENE SUBSURFACE WALLS, AND RESISTANCE TO LATERAL
LOADS MAY BE ESTIMATED USING THE FOLLOWING RECOMMENDED SOIL PARAMETERS:
Soil Density
Equivalent Fluid Unit Weight (PCF)
Coefficient
(PCF)
of
Friction
Active
At -rest
Passive
125
40
50
200
0.5
Note: 1) Hydrostatic pressures are not included in the above lateral earth pressures. A 50% reduction
should apply to the passive pressure for below groundwater table condition.
2) Lateral earth pressures are appropriate for level structural fill placed behind and in front of walls.
THE ACTIVE CASE APPLIES TO WALLS THAT ARE PERMITTED TO ROTATE OR TRANSLATE AWAY FROM THE RETAINED
SOIL BY APPROXIMATELY 0.002H, WHERE H IS THE HEIGHT OF THE WALL. THIS WOULD BE APPROPRIATE FOR A
CANTILEVER RETAINING WALL. THE AT -REST CASE APPLIES TO UNYIELDING WALLS, AND WOULD BE APPROPRIATE
FOR WALLS THAT ARE STRUCTURALLY RESTRAINED FROM LATERAL DEFLECTION SUCH AS BASEMENT WALLS, UTILITY
TRENCHES OR PITS.
SURCHARGE INDUCED LATERAL LOADS:
ADDITIONAL LATERAL EARTH PRESSURES WILL RESULT FROM SURCHARGE LOADS FROM FLOOR SLABS OR PAVEMENTS FOR
PARKING THAT ARE LOCATED IMMEDIATELY ADJACENT TO THE WALLS. THE SURCHARGE -INDUCED LATERAL EARTH
PRESSURES ARE UNIFORM OVER THE DEPTH OF THE WALL. SURCHARGE -INDUCED LATERAL PRESSURES FOR THE
"ACTIVE" CASE MAY BE CALCULATED BY MULTIPLYING THE APPLIED VERTICAL PRESSURE (IN PSF) BY THE ACTIVE EARTH
PRESSURE COEFFICIENT (Ka). THE VALUE OF Ka MAY BE TAKEN AS 0.4. THE SURCHARGE -INDUCED LATERAL
PRESSURES FOR THE "AT -REST" CASE ARE SIMILARLY CALCULATED USING AN AT -REST EARTH PRESSURE COEFFICIENT
(Ko) OF 0.6.
SEISMIC INDUCED LATERAL LOADS:
FOR SEISMIC INDUCED LATERAL LOADS, THE DYNAMIC FORCE CAN BE ASSUMED TO ACT AT 0.6H ABOVE THE WALL BASE
AND THE MAGNITUDE CAN BE CALCULATED USING THE FOLLOWING EQUATION:
Pe = 14H
WHERE Pe = SEISMIC -INDUCED LATERAL LOAD
H = WALL HEIGHT
GENERAL SITE STRUCTURAL NOTES
R-401412
I IN COMPLIANCE WITH CITY OF RENTON STANDARDS
C180242 J'IV'UVLO R I Q v^ L 10/09/18
MITIGATION HANGAR C501-1 C CO3
RENTON SITE JOB NO. C180242 COMP NO.
SITE RENTON, WA DWG No. RTN-YD-0501-1 C
Cfl
O
Lf-)
co
O
O
00
X,
u
I
H
00
Q
J
CIVIL MASTER