USACE_SPIRIT_LAKE_LOG_BARRIER_DESIGN-_ISSUED_FOR_CONSTRUCTION_-_9_19_17.pdf

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SHEET 1 OF 6

SPIRIT LAKE LOG BARRIER DESIGN

MOUNT ST. HELENS NATIONAL VOLCANIC MONUMENT, WASHINGTON, U.S.

ISSUED FOR CONSTRUCTION

CONTRACT NO.: W9128F-14-D-0023

DISCIPLINE

DIRECTION

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GRATING AND WIRE RING

NETTING

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SCALE: 1:25,000

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SITE VICINITY MAP

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PROJECT LOCATION

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SHEET 2 OF 6

STRUCTURAL NOTES

DESIGN CRITERIA:

APPLICABLE CODES:

UFC 1-200-01 DESIGN: GENERAL BUILDING REQUIREMENTS

UFC 3-301-01 DESIGN: STRUCTURAL ENGINEERING

IBC-2015 2015 INTERNATIONAL BUILDING CODE

AISC 303-10 CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES

AISC 360-10 SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS

ASCE 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

ACI 318-14 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE

AWS D1.1-2010 STRUCTURAL WELDING CODE - STEEL

DESIGN LIFE 15 TO 20 YEARS

DESIGN GRAVITY LOADS:

STRUCTURAL STEEL, ETC. SELF WEIGHT

CONNECTIONS AND MISC. METALS 10% OF STRUCTURAL STEEL TOTAL WEIGHT

3 INCH STEEL GRATING 20.5 PSF

DESIGN LIVE LOADS:

BASED ON A COMPREHENSIVE KNOWLEDGE OF SPIRIT LAKE, THE LOADING CONDITIONS IMPOSED BY THE

FLOATING AND SUBMERGED DEBRIS PRESENT AT THE SITE, AS WELL AS ENVIRONMENTAL FACTORS, THE

UNITED STATES ARMY CORPS OF ENGINEERS HAS PRESCRIBED THE FOLLOWING LOADING CRITERIA FOR

THE STRUCTURE TO SUPERCEDE OTHER LOADING CRITERIA:

TABLE NOTES:

* CRITERIA: IMPACT FROM A SINGLE 36" DIAMETER, 40' LONG LOG WITH A DENSITY EQUAL TO 40PCF

MOVING AT A VELOCITY OF 1 FT/ SEC.

** UNIFORM DISTRIBUTED LOAD AND CONCENTRATED LOADS APPLIED TO SPECIFIED LEVELS

INDEPENDENTLY OF OTHER LEVELS. BARRIER HAS NOT BEEN DESIGNED FOR LEVELS TO BE

LOADED SIMULTANEOUSLY.

WIND LOADS:

WIND SPEED 110 MPH

EXPOSURE CATEGORY D

WIND IMPORTANCE FACTOR 1.0

OCCUPANCY CATEGORY II

GENERAL REQUIREMENTS

1. PROVIDE NECESSARY EQUIPMENT, MATERIALS, AND LABOR REQUIRED TO PROVIDE AND INSTALL THE

STRUCTURAL STEEL SUPERSTRUCTURE AS SHOWN HEREIN ON SPIRIT LAKE OUTLET TUNNEL INTAKE

CHANNEL, LOCATED NEAR MOUNT ST. HELENS IN WASHINGTON STATE.

2. THE SCOPE OF WORK INDICATED ON THESE DRAWINGS GENERALLY INCLUDES INSTALLATION OF NEW

ROCK ANCHORS, CONNECTION PLATE AND LOG BARRIER STEEL FRAME IN GENERAL ACCORDANCE WITH

THE ATTACHED DOCUMENTS.

3. COORDINATE WORK ACTIVITIES WITH USACE AND USFS PERSONNEL.

4. CONTRACTOR SHALL OBTAIN ALL NECESSARY LICENSES AND PERMITS REQUIRED TO COMPLETE THE

WORK INCLUDED IN THE CONTRACT DOCUMENTS AT THE CONTRACTOR'S EXPENSE.

5. DIMENSIONS, ELEVATIONS, AND OTHER PERTINENT ITEMS SHOWN ON THE DRAWINGS WERE OBTAINED

FROM PRELIMINARY SURVEY INFORMATION. THE CONTRACTOR SHALL FIELD VERIFY DIMENSIONS PRIOR

TO FABRICATION, ERECTION, AND RELATED WORK.

6. NO PROVISION OF ANY REFERENCED STANDARD SPECIFICATION, MANUAL, OR CODE (WHETHER OR NOT

SPECIFICALLY INCORPORATED BY REFERENCE IN THE CONTRACT DOCUMENTS) SHALL BE EFFECTIVE

TO CHANGE THE DUTIES AND RESPONSIBILITIES OF CONTRACTING OFFICER, CONTRACTOR, ENGINEER, SUPPLIER, OR ANY OF THEIR CONSULTANTS, AGENTS, OR EMPLOYEES FROM THOSE SET FORTH IN THE

CONTRACT DOCUMENTS. NOR SHALL IT BE EFFECTIVE TO ASSIGN TO THE ENGINEER OR ANY OF THE

ENGINEER'S CONSULTANTS, AGENTS, OR EMPLOYEES ANY DUTY OR AUTHORITY TO SUPERVISE OR

DIRECT THE FURNISHING OR PERFORMANCE OF THE WORK OR ANY DUTY OR AUTHORITY TO

UNDERTAKE RESPONSIBILITIES CONTRARY TO THE PROVISIONS OF THE CONTRACT DOCUMENTS.

7. CONTRACT DOCUMENTS INCLUDE, BUT ARE NOT LIMITED TO, THE STRUCTURAL DOCUMENTS

(DRAWINGS), BUT DO NOT INCLUDE SHOP DRAWINGS, VENDOR DRAWINGS, OR MATERIAL PREPARED

AND SUBMITTED BY THE CONTRACTOR.

8. REFERENCE TO STANDARD SPECIFICATIONS OF ANY TECHNICAL SOCIETY, ORGANIZATION OR

ASSOCIATION OR TO CODES OF LOCAL OR STATE AUTHORITIES, SHALL MEAN THE LATEST STANDARD, CODE, SPECIFICATION OR TENTATIVE SPECIFICATION ADOPTED AT THE CONTRACT DATE, UNLESS

SPECIFICALLY STATED OTHERWISE.

9. CONTRACT DOCUMENTS SHALL GOVERN IN THE EVENT OF A CONFLICT WITH THE CODE OF PRACTICE

OR SPECIFICATIONS OF AISC, ASTM, AWS, OR OTHER STANDARDS. WHERE A CONFLICT OCCURS WITHIN

THE CONTRACT DOCUMENTS, THE STRICTEST REQUIREMENT SHALL GOVERN.

10. WHERE A SECTION OR DETAIL IS SHOWN OR DETAILED FOR ONE CONDITION, IT SHALL APPLY TO SIMILAR

AND LIKE CONDITIONS. DETAILS LABELED “TYPICAL” ON THE STRUCTURAL DRAWINGS APPLY TO

SITUATIONS OCCURRING ON THE PROJECT THAT ARE THE SAME OR SIMILAR. THE CONTRACTOR SHALL

CONSIDER ALL OF THE CONTRACT DOCUMENTS IN DETERMINING SIMILAR AND LIKE CONDITIONS.

11. ENGINEER IS NOT RESPONSIBLE FOR THE DESIGN OF TEMPORARY WORK PLATFORMS, SHORING, BRACING, LIFTING PROCEDURES, LIFTING DEVICES, OR OTHER RELATED ITEMS THAT MAY BE REQUIRED

TO ACCOMPLISH THE WORK OR OTHER SYSTEMS NOT SHOWN IN THE STRUCTURAL DOCUMENTS. THE

DESIGN OF SUCH SYSTEMS, MATERIALS, AND INSTALLATION SHALL BE THE RESPONSIBILITY OF THE

CONTRACTOR.

12. CONTRACTOR HAS SOLE RESPONSIBILITY FOR MEANS, METHODS, SAFETY, TECHNIQUES, SEQUENCES, AND PROCEDURES OF CONSTRUCTION.

13. THE CONTRACTOR SHALL ADHERE TO ALL SAFETY REQUIREMENTS OF THE USACE, OSHA, AND OTHER

APPLICABLE AGENCIES.

14. THE CONTRACTING OFFICER HAS FINAL AUTHORITY OVER THE DESIGN AND CONSTRUCTION OF THIS

STRUCTURE.

ROCK ANCHORS

GENERAL:

THE CONTRACTOR SHALL FURNISH ALL LABOR, TOOLS, SUPERVISION, TRANSPORTATION, INSTALLATION

EQUIPMENT, AND INCIDENTALS NECESSARY TO COMPLETE THE WORK SPECIFIED HEREIN AND SHOWN ON

THE CONTRACT DRAWINGS. THE ANCHOR ASSEMBLIES SHALL BE FURNISHED BY THE OWNER. THE WORK

SHALL INCLUDE BUT NOT BE LIMITED TO MOBILIZATION, SURVEYING, DRILLING, INSERTING, TORQUEING, LOAD TESTING, AND GROUTING OF MECHANICAL ROCK ANCHORS AT THE APPROPRIATE LOCATIONS.

MATERIALS:

ANCHOR BOLTS FOR USE IN ROCK STABILIZATION, SLOPE PROTECTION OR AS CONCRETE ANCHORS SHALL

BE 1” DIAMETER SOLID DEFORMED BAR, HIGH STRENGTH ANCHOR BOLTS, EQUAL TO WILLIAMS

R7S-08-16-13200 DEFORMED BAR ANCHOR BOLT AS MANUFACTURED BY WILLIAMS FORM ENGINEERING

CORPORATION OF GRAND RAPIDS, MICHIGAN 49504, AND SHALL BE COMPLETE WITH EXPANSION SHELL AND

CONE (FOR 2” DRILL HOLE), SLIP AND THRUST RINGS, BEARING PLATE, HARDENED WASHER, BEVELED

WASHERS AS NECESSARY, AND HEAVY DUTY HEX NUT.

1. THE BOLT ROD FOR ANCHOR BOLTS SHALL BE HIGH STRENGTH WITH ROLLED DEFORMATIONS

COMPLYING WITH ASTM A-722 WITH 1”- 8UNC NOMINAL THREADED ENDS. THE BOLT RODS SHALL BE

SOLID BARS HAVING A WORKING LOAD VALUE OF NOT LESS THAN OR EQUAL TO 73,000 POUNDS, AND AN

ULTIMATE TENSILE STRENGTH VALUE OF NOT LESS THAN 90,000 POUNDS.

2. ANCHORS FOR ROCK BOLTS SHALL BE AN ANCHOR CONSISTING OF:

A. A WILLIAMS CONE OF A LENGTH SPECIFIED BY THE ENGINEERS AND IN THREADED

ENGAGEMENT WITH THE INNER END OF THE BOLT ROD. THE CONE SHALL HAVE AN

EXTERIOR CONICAL SURFACE CONTINUOUS IN CROSS SECTION THROUGHOUT A SECTOR OF

AT LEAST 360 DEGREES TO DELIVER BEARING PRESSURE RADIALLY WITH RESPECT TO THE

AXIS OF THE BOLT ROD, AND SHALL ALSO HAVE A RAISED AXIS KEY TO STOP ROTATION OF

THE CONE IN THE SHELL.

B. A WILLIAMS EXPANSION SHELL OF A LENGTH SPECIFIED BY THE ENGINEERS WITH A

CONICAL INNER SURFACE BEARING ON THE CONE, THE OUTER SURFACE OF THE SHELL

BEING INITIALLY OF CYLINDRICAL CURVATURE AND CONTINUOUS IN CROSS SECTION OVER

A SECTOR OF AT LEAST 300 DEGREES THROUGHOUT THE LENGTH OF THE SHELL.

C. A THRUST RING IN THREADED ENGAGEMENT WITH THE BOLT ROD.

D. TWO SLIP RINGS (AS RECOMMENDED BY WILLIAMS FORM ENGINEERING CORPORATION)

BETWEEN THE THRUST RING AND THE SHELL.

3. A SURFACE BEARING PLATE SHALL HAVE A PUNCHED OR DRILLED HOLE, SIZED TO RECEIVE THE BOLT

ROD. THE PLATE SHALL BE OF SUFFICIENT STRENGTH TO WITHSTAND THE APPLICATION OF THE

WORKING LOAD ON THE BOLT (ASTM A-36). THE BEARING PLATE SHALL BE A PLAIN 1” X 8” X 8” PLATE

WITH 1-1/8-INCH DIAMETER KEYHOLE TO RECEIVE GROUT TUBE.

4. WASHERS (FLAT HARDENED) SHALL CONFORM TO ASTM F-436, QUENCHED AND TEMPERED.

5. WASHERS (BEVELED), IF REQUIRED, SHALL BE MALLEABLE GRADE IRON. (ASTM A-47)

6. HEXAGON NUTS (2H) SHALL CONFORM TO ASTM A-194.

7. STOP TYPE COUPLING SHALL BE THREADED TUBULAR COUPLINGS OF SUFFICIENT STRENGTH AND

THREADED ENGAGEMENT WITH THE BOLT ROD SECTIONS TO TRANSFER THE FULL WORKING LOAD OF

THE ROCK BOLT.

8. THREAD LUBRICANT SHALL BE SIMILAR AND EQUAL TO MOLY KOTE AS MANUFACTURED BY ALPHA MOLY

KOTE CORP., 65 HARVARD AVE., STAMFORD, CT.

9. THE “OR EQUAL” OPTION STATED ABOVE SHALL REFER EXCLUSIVELY TO MATTERS OF QUALITY AND

SHALL NOT PERMIT DEVIATION IN THE CONSTRUCTION OF ANY OF THE COMPONENTS OF THE COMPLETE

ROCK BOLT ASSEMBLY.

A. CEMENT GROUT: SHALL BE S5Z WIL - X- CEMENT GROUT AS PROVIDED BY WILLIAMS FORM

ENGINEERING OR APPROVED EQUAL. THE GROUT SHALL BE A PUMPABLE NEAT MIXTURE OF

CEMENT AND WATER AND SHALL BE STABLE, FLUID, AND PROVIDE A MINIMUM 28-DAY

COMPRESSIVE STRENGTH OF AT LEAST 3000 PSI MEASURED IN ACCORDANCE WITH ASTM C

109.

B. GROUT TUBES: GROUT TUBES SHALL HAVE AN ADEQUATE INSIDE DIAMETER TO ENABLE THE

GROUT TO BE PUMPED TO THE TOP OF THE EXPANDED CONE AT THE BOTTOM OF THE DRILL

HOLES. GROUT TUBES SHALL BE STRONG ENOUGH TO WITHSTAND POST GROUTING

PRESSURES.

C. SETTING TOOLS: SETTING TOOLS SHALL BE: THE S6Z ROCK BOLT SETTING TOOL FOR 1”

NATIONAL COARSE DIAMETER ROCK BOLT, RIGHT HANDED TAPPED STANDARD; THE T1Z

LONG FITTING TOOL FOR 1” BOLT, 1' SQUARE DRIVE; AND THE T8Z TORQUE WRENCH (200 TO

1,000 FOOT-POUNDS) HAND WITH 1” SQUARE DRIVE OUTPUT RATCHET ADAPTER, AS

PROVIDED BY WILLIAMS FORM ENGINEERING.

INSTALLATION OF ANCHORS

INSTALLING THE PROPOSED SPIN-LOCK ANCHORS SHALL BE AS FOLLOWS:

STEP 1 - DRILLING:

THE CONTRACTOR SHALL BE RESPONSIBLE FOR USING A DRILLING METHOD TO ESTABLISH A STABLE HOLE

OF ADEQUATE DIMENSIONS, WITHIN THE TOLERANCES SPECIFIED. DRILLING METHOD SHALL BE ROTARY

PERCUSSION DRILLING, OR APPROVED ALTERNATIVE.

HOLES FOR ANCHORS SHALL BE DRILLED AT THE LOCATIONS AND TO THE MINIMUM LENGTH, INCLINATION

AND MINIMUM DIAMETER SHOWN ON THE CONTRACT DRAWINGS OR THE APPROVED WORKING DRAWINGS.

AT THE GROUND SURFACE THE DRILL HOLE SHALL BE LOCATED WITHIN 1 INCH OF THE LOCATION SHOWN

ON THE CONTRACT DRAWINGS OR THE APPROVED WORKING DRAWINGS. THE DRILL HOLE SHALL BE

LOCATED SO THAT THE LONGITUDINAL AXIS OF THE DRILL HOLE AND THE LONGITUDINAL AXIS OF THE BOLT

ARE PARALLEL. IN PARTICULAR, THE ROCK ANCHOR HOLE SHALL NOT BE DRILLED IN A LOCATION THAT

REQUIRES THE BOLT TO BE BENT IN ORDER TO ENABLE THE CONNECTION PLATE TO BE CONNECTED TO

THE SUPPORTED STRUCTURE. AT THE POINT OF ENTRY THE ANCHOR SHALL BE INSTALLED WITHIN

PLUS/MINUS THREE DEGREES OF THE INCLINATION FROM HORIZONTAL SHOWN ON THE CONTRACT

DRAWINGS OR THE APPROVED WORKING DRAWINGS.

STEP 2 - BOLT PLACEMENT:

THE ROCK BOLT INCLUDING CONE, SHELL, SLIP RINGS, THRUST RINGS, KEYHOLE BEARING PLATE, WASHER(S), AND NUT SHALL FIRST BE ASSEMBLED. THE ROCK BOLT ASSEMBLY SHALL BE PUSHED INTO THE

HOLE TO THE SPECIFIED EMBEDMENT DEPTH, SO THAT AT LEAST 6 INCHES OF THREADED BOLT EXTENDS

OUT PAST THE ROCK SURFACE. AT THE DIRECTION OF THE ENGINEER, IF THE BOLT BECOMES STUCK IN THE

HOLE, ATTACH A SETTING TOOL TO THE END OF THE BOLT AND DRIVE IT INTO THE HOLE WITH A SLEDGE

HAMMER.

EACH ROCK BOLT ASSEMBLY SHALL BE INSPECTED BY FIELD PERSONNEL DURING INSTALLATION INTO THE

DRILL HOLE. DAMAGE SHALL BE REPAIRED, OR THE BOLT REMOVED AND REPLACED IF NOT REPAIRABLE.

STEP 3 - ANCHOR SETTING:

INSTALL SETTING TOOL FULLY ONTO THE EXPOSED THREADED END. PROVIDE SPACE BETWEEN THE

SETTING TOOL AND THE HEX NUT.

THE KEYHOLE BEARING PLATE SHALL BE MAINTAINED SUCH THAT THE KEYHOLE IS LOCATED AT THE TOP OF

THE BEARING PLATE.

INITIALLY TORQUE THE BOLT TO THE REQUIRED TORQUE OF 500 FT-LBS WITH AN IMPACT GUN, PNEUMATIC, OR HYDRAULIC TORQUE WRENCH. THIS ACTION MIGRATES THE CONE INTO THE SHELL, THUS EXPANDING

THE MECHANICAL ANCHOR INTO THE ROCK. FINAL TORQUE CAN BE CHECKED AND ADJUSTED WITH A

MANUAL OR HYDRAULIC TORQUE WRENCH. REMOVE THE SETTING TOOL BY RESTRAINING THE LOWER PART

WHILE ROTATING ITS UPPER SECTION UNTIL THE SETTING TOOL IS LOOSE. PREPARE COLLAR AREA WITH

FAST SETTING GROUT TO ENSURE FULL BEARING UNDER THE PLATE.

STEP 4 - ANCHOR BOLT PROOF TESTING :

PLACE A HYDRAULIC JACK AND FRAME OVER THE BOLT AND ATTACH THE TEST ROD AND COUPLINGS TO

THE BOLT. ATTACH THE TEST NUT AND TEST PLATE OVER THE TEST ROD ON TOP OF THE JACK. TEST THE

ROCK BOLT BY TENSIONING THE JACK TO THE REQUIRED TEST LOAD (100 PERCENT OF THE DESIGN LOAD)

BUT NEVER TO EXCEED 80 PERCENT OF THE YIELD STRENGTH OF THE ANCHOR. THE DESIGN LOAD (DL) FOR

THE LOG BARRIER ANCHORS WILL BE 24 KIPS. ADJUST THE LOADING OF THE JACK TO THE REQUIRED FINAL

TENSION AND LOCK IN THE FINAL PRE-STRESS LOAD. THIS IS DONE BY TIGHTENING THE ROCK BOLT HEX

NUT WITH A KNOCKER WRENCH (THROUGH THE FRAME OPENING) UNTIL A SLIGHT REDUCTION IS NOTICED

ON THE JACK GAUGE. THE FULL PRE-STRESS LOAD WILL BE TRANSFERRED TO THE ANCHOR BOLT ONCE

THE TENSION IN THE TEST JACK HAS BEEN RELEASED AND TEST COMPONENTS REMOVED.

EACH ROCK ANCHOR SHALL BE TESTED. THE TESTING EQUIPMENT SHALL CONSIST OF:

1. A DIAL GAUGE OR VERNIER SCALE CAPABLE OF MEASURING TO THE NEAREST 0.01 INCH SHALL BE USED

TO MEASURE THE ROCK ANCHOR MOVEMENT. THE MOVEMENT-MEASURING DEVICE SHALL HAVE A

MINIMUM TRAVEL EQUAL TO THE THEORETICAL ELASTIC ELONGATION OF THE TOTAL ANCHOR LENGTH

AT THE MAXIMUM TEST LOAD AND IT SHALL HAVE ADEQUATE TRAVEL SO THE ROCK ANCHOR MOVEMENT

CAN BE MEASURED WITHOUT RESETTING THE DEVICE AT AN INTERIM POINT.

2. A HYDRAULIC JACK AND PUMP SHALL BE USED TO APPLY THE TEST LOAD. THE JACK AND A CALIBRATED

PRIMARY PRESSURE GAUGE SHALL BE USED TO MEASURE THE APPLIED LOAD. THE JACK AND PRIMARY

PRESSURE GAUGE SHALL BE CALIBRATED BY AN INDEPENDENT FIRM AS A UNIT. THE CALIBRATION

SHALL HAVE BEEN PERFORMED WITHIN 45 WORKING DAYS OF THE DATE WHEN THE CALIBRATION

SUBMITTALS ARE PROVIDED TO THE RESIDENT ENGINEER. THE PRIMARY PRESSURE GAUGE SHALL BE

GRADUATED IN 100 PSI INCREMENTS OR LESS. THE RAM TRAVEL SHALL BE AT LEAST 6 INCHES AND

PREFERABLY NOT BE LESS THAN THE THEORETICAL ELONGATION OF THE BOLT AT THE MAXIMUM TEST

LOAD. IF ELONGATIONS GREATER THAN 6 INCHES ARE REQUIRED, RESTROKING CAN BE ALLOWED.

3. THE STRESSING EQUIPMENT SHALL BE PLACED OVER THE ANCHOR BOLT IN SUCH A MANNER THAT THE

JACK, BEARING PLATES, LOAD CELLS AND STRESSING ANCHORAGE ARE AXIALLY ALIGNED WITH THE

BOLT AND THE BOLT IS CENTERED WITHIN THE EQUIPMENT.

4. THE EQUIPMENT SHALL PERMIT THE BOLT TO BE STRESSED IN INCREMENTS SO THAT THE LOAD IN THE

BOLT CAN BE RAISED OR LOWERED IN ACCORDANCE WITH THE TEST SPECIFICATIONS, AND ALLOW THE

ANCHOR TO BE LIFT-OFF TESTED TO CONFIRM THE LOCK-OFF LOAD.

LOAD TESTING SETUP

1. ONE OR MORE DIAL GAUGES SHALL BEAR ON THE PULLING HEAD OF THE JACK AND THEIR STEMS SHALL

BE COAXIAL WITH THE BOLT DIRECTION. THE GAUGE(S) SHALL BE SUPPORTED ON AN INDEPENDENT, FIXED FRAME, SUCH AS A TRIPOD, WHICH WILL NOT MOVE AS A RESULT OF STRESSING OR OTHER

CONSTRUCTION ACTIVITIES DURING THE OPERATION

2. PRIOR TO SETTING THE DIAL GAUGES, THE ALIGNMENT LOAD (AL) SHALL BE ACCURATELY PLACED ON

THE BOLT. THE MAGNITUDE OF AL DEPENDS ON THE TYPE AND LENGTH OF THE BOLT.

3. THE DESIGN LOAD (DL) FOR THE SPECIFIED ANCHOR IS 24 KIPS.

PROOF TEST

1. THE PROOF TEST SHALL BE PERFORMED ON EVERY ANCHOR BY INCREMENTALLY LOADING THE

ANCHOR IN ACCORDANCE WITH THE FOLLOWING SCHEDULE. THE LOAD SHALL BE RAISED FROM ONE

INCREMENT TO ANOTHER IMMEDIATELY AFTER RECORDING THE ROCK ANCHOR MOVEMENT. THE ROCK

ANCHOR MOVEMENT SHALL BE MEASURED AND RECORDED TO THE NEAREST 0.01 INCH WITH RESPECT

TO AN INDEPENDENT FIXED REFERENCE POINT AT THE ALIGNMENT LOAD AND AT EACH INCREMENT OF

LOAD. THE LOAD SHALL BE MONITORED WITH A PRIMARY PRESSURE GAUGE. AT LOAD INCREMENTS

OTHER THAN THE MAXIMUM TEST LOAD, THE LOAD SHALL BE HELD JUST LONG ENOUGH TO OBTAIN THE

MOVEMENT READING.

AL:ALIGNMENT LOAD

DL:DESIGN LOAD

2. THE MAXIMUM TEST LOAD IN A PROOF TEST SHALL BE HELD FOR 5 MINUTES.

3. A PROOF-TESTED ROCK ANCHOR WITH A 5 MINUTE LOAD HOLD SHALL BE ACCEPTABLE IF THE: (1) ROCK

ANCHOR RESISTS THE MAXIMUM TEST LOAD WITH LESS THAN 0.1 INCH OF MOVEMENT.

4. IF GREATER THAN 0.1 INCH MOVEMENT IS DETECTED DURING PROOF TESTING, LOADING WILL STOP AND

ANCHOR WILL BE GROUTED FULLY. ONCE GROUT HAS TIME TO SET (3 DAYS) ANCHOR WILL BE TESTED

AND LOCKED OFF AT DESIGN LOAD.

STEP 5 - ANCHOR GROUTING :

ONCE ANCHOR PASSES THE PROOF TEST, AS DESCRIBED ABOVE, INSTALL THE GROUT TUBE THROUGH THE

KEYHOLE IN THE BEARING PLATE, TO THE BASE OF THE HOLE (ABOVE THE EXPANDED CONE). ALWAYS

GROUT FROM THE LOWEST GRAVITATION POINT ON THE ANCHOR BOLT UNTIL A STEADY STREAM OF PURE

GROUT IS SEEN COMING OUT AROUND THE BEARING PLATE OR GROUT TUBE, AND/OR FROM THE DE-AIR

TUBE. WHEN THE GROUTING IS COMPLETE, ALL STANDING WATER SHALL BE REMOVED FROM THE DRILL

HOLE BY DISPLACEMENT AND ALL CRACKS AND VOIDS IN THE ANCHOR AREA FILLED WITH CEMENT GROUT.

STRUCTURAL STEEL

1. THE STRUCTURAL FRAMING IS STABLE ONLY IN ITS COMPLETED FORM. TEMPORARY SUPPORTS FOR

STABILITY DURING ALL INTERMEDIATE STAGES OF CONSTRUCTION SHALL BE DESIGNED, FURNISHED, AND INSTALLED BY THE CONTRACTOR AS NEEDED. CONTRACTOR IS RESPONSIBLE FOR

CONSTRUCTIBILITY ANALYSIS, AND ERECTION PROCEDURES, INCLUDING DESIGN AND ERECTION OF

FALSEWORK, TEMPORARY BRACING, ETC.

2. ALL STRUCTURAL STEEL SHALL MEET THE REQUIREMENTS OF AISC 360-10 AND SHALL BE FABRICATED

AND ERECTED PER THE REQUIREMENTS OF AISC 303-10.

3. STRUCTURAL STEEL MATERIAL SHALL MEET THE FOLLOWING PARAMETERS UNLESS NOTED OTHERWISE

ON THE DRAWINGS:

PLATE MATERIAL ASTM A572, GR. 50

ROLLED W & WT SHAPES ASTM A992

OTHER ROLLED SHAPES (ANGLES, CHANNELS, BAR) ASTM A36

4. ALL STEEL TO BE HOT DIP GALVANIZED (EXCLUDING ROCK ANCHORS). THE GALVANIZATION SHALL BE

PERFORMED IN A MANNER TO PREVENT ANY WARPING IN THE STEEL.

5. ANY STEEL DAMAGED DURING CONSTRUCTION SHALL BE PAINTED WITH ZINC RICH PAINT.

6. BOLTED CONNECTIONS SHALL BE HOT DIPPED GALVANIZED ASTM A325 HIGH STRENGTH BOLTS WITH

NUTS AND WASHERS AS REQUIRED. ALL BOLTED CONNECTIONS TO BE PRETENSIONED, U.N.O.

7. "SAW”, “SMAW”, AND “FCAW” WELDING PROCESSES SHALL BE PERMITTED USING 70 KSI LOW HYDROGEN

ELECTRODES.

8. WORKMANSHIP SHALL CONFORM TO AWS D1.1. INSPECTION REQUIREMENTS SHALL CONFORM TO AWS

D1.1 AND SPECIFICATIONS.

9. WELDING SYMBOLS SHOWN ARE THOSE ADOPTED BY AWS AND INDICATE ONLY SIZE AND TYPE OF

WELDS REQUIRED. DETAIL INFORMATION (WPS, PQR, AND WELDER CERTIFICATIONS) SHALL BE

SUBMITTED BY THE CONTRACTOR FOR APPROVAL.

10. CONTRACTOR'S SPECIFICATIONS ACCOMPANYING WORKING DRAWINGS SHALL BE SPECIFIC WITH

REGARD TO FILLER METAL AND OTHER FEATURES OF THE TECHNIQUE.

11. WELDING SHALL BE DONE IN ACCORDANCE WITH A WELDING SEQUENCE PLAN DESIGNED TO MINIMIZE

RESIDUAL STRESSES AND DISTORTION.

12. SHOP DRAWINGS SHALL CLEARLY DISTINGUISH BETWEEN SHOP AND FIELD WELDS. LENGTH OF WELD

CALLED FOR ON THE DRAWINGS SHALL BE THE EFFECTIVE LENGTH.

13. GROUT USED AT CONNECTION AND BEARING PLATES SHALL BE SIKAGROUT 328 - HIGH PERFORMANCE

OR APPROVED EQUIVALENT. GROUT SHALL CONFORM TO ASTM C1107. CONTRACTOR TO ENSURE THAT

GROUT IS OF THE PROPER CONSISTENCY, SO THAT ALL VOIDS IN THE PIER ARE FILLED WITH GROUT

AND FULL CONTACT WITH THE PLATE IS ACHIEVED. FOLLOW MANUFACTURER'S INSTRUCTIONS FOR

MIXING, INSTALLATION, AND CURING. PROVIDE FORMING FOR GROUT AS REQUIRED AND PER

MANUFACTURER'S RECOMMENDATIONS. SEE MANUFACTURER'S REQUIREMENT FOR STONE WHEN

GROUT IS OVER MANUFACTURER'S SPECIFIED THICKNESS.

RING NET CHANNEL BARRIER SYSTEM

1. THE CONTRACTOR SHALL DESIGN AND PROVIDE A COMPLETE RING NET CHANNEL BARRIER SYSTEM

CONSISTING OF:

A. A RING NET BARRIER SUPPORTED BY AN INTEGRAL WIRE ROPE SYSTEM.

B. A WIRE ROPE SYSTEM WHICH SHALL SPAN THE ENTIRE BREADTH OF THE CHANNEL

UNSUPPORTED AND DISTRIBUTE THE REQUIRED LOADING TO ROCK ANCHORS.

C. ROCK ANCHORS WHICH SHALL BE EMBEDDED ON EACH SIDE OF THE ROCK CHANNEL.

D. ALL CONNECTIONS AND APPURTENANCES REQUIRED FOR PROPER OPERATION OF THE

SYSTEM.

2. THE CONTRACTOR SHALL DESIGN THE ENTIRE SYSTEM TO SUPPORT A 500 LB. PER LINEAR FOOT OVER A 4'-0"

DEPTH, OR FOR 125 LBS./ SQ. FT.

3. THE CONTRACTOR WILL PROVIDE PLANS, SPECIFICATIONS AND CALCULATIONS FOR THE ENTIRE RING

NET BARRIER SYSTEM FOR REVIEW AND CONSTRUCTION.

4. THE CONTRACTOR SHALL DESIGN THE SYSTEM TO BE ANCHORED INTO THE BEDROCK WITH ROCK

ANCHORS AT THE INTAKE CHANNEL ROCK SLOPE TO RESIST THE APPLIED LOADING. AS PART OF THE

PLANS/ SPECIFICATIONS AND CALCULATIONS FOR THE RING NET BARRIER SYSTEM, THE CONTRACTOR

WILL PROVIDE THE FOLLOWING:

A. DESIGN OF THE ROCK ANCHORS

B. REQUIRED QUANTITY OF ANCHORS

C. LOCATION OF ANCHORS

D. ANCHOR DRILL HOLE DIAMETER AND DEPTH

E. WORKING LOAD PER ANCHOR; AND REQUIRED PROOF TESTING

F. SPECIFICATION INFORMATION ON THE ANCHORS

G. INSTALLATION INFORMATION FOR THE SPECIFIED ROCK ANCHORS.

6. THE CONTRACTOR SHALL DESIGN THE BARRIER SYSTEM FOR A 15 TO 20-YEAR LIFE EXPECTANCY.

7. THE RING NET BARRIER SYSTEM WILL BE SUBMERGED DURING ITS LIFE SPAN IN SPIRIT LAKE AND WILL

BE EXPOSED TO THE PREVAILING ENVIRONMENT. THE CONTRACTOR SHALL DESIGN THE SYSTEM TO

INCORPORATE PROVISIONS FOR CORROSION PROTECTIONS FOR A 15 TO 20-YEAR LIFE.

8. THE BARRIER SHALL BE DESIGNED TO ACCOMMODATE ICE AND FREEZING CONDITIONS.

9. THE OPENINGS IN THE SYSTEM SHALL BE 8” OR LESS AND SHALL ACCOMMODATE PROVISIONS TO FILL

THE GAPS AT THE SIDES AND BOTTOM OF THE BARRIER TO A MAXIMUM OF 8” OPENING.

10. THE CONTRACTOR WILL PROVIDE DETAILS FOR THE RING NET BARRIER SYSTEM TO THE RIGID STEEL

FRAME BELOW AS PART OF THE DRAWING SUBMISSION.

11. THE CABLE CLAMPS, CABLE CONNECTIONS, AND CABLES NEED TO BE GALVANIZED. IF THE

CONNECTIONS ARE NOT GALVANIZED, THE CABLE AND NET SYSTEM MAY NOT BE DETACHABLE BY THE

FOREST SERVICE FOR MAINTENANCE OR DEBRIS REMOVAL (RUST MAY PREVENT THE CONNECTIONS

FROM BEING TAKEN APART AND PUT BACK TOGETHER).

GRATING

1. GRATING SHALL BE GALVANIZED STEEL (FY= 36KSI) RECTANGULAR TYPE WELDED TYPE HEAVY DUTY

METAL BAR GRATING TYPE 114 W-7 MANUFACTURED AND SUPPLIED IN ACCORDANCE WITH THE

NATIONAL ASSOCIATION OF ARCHITECTURAL METAL MANUFACTURERS(NAAMM) STANDARD MBG 532-09

ENTITLED "HEAVY DUTY METAL BAR GRATING MANUAL, FIFTH EDITION". THE BEARING BARS SHALL BE 5”

X 3/8”, SPACED AT 7 -1/8” CENTERS WITH 1"X3/8" CROSS BARS SPACED AT 7” ON CENTER. EDGES OF

GRATING SHALL BE BANDED EXCEPT WERE INDICATED TO BE FIELD CUT. THE MANUFACTURER SHALL

VERIFY THE GRATING CAN WITHSTAND A 500 PLF LOAD OVER A 4'-0" DEPTH (125PSF) AND A 6300 LB

POINT LOAD AT MID-SPAN OF GRATING (NOT ACTING SIMULTANEOUSLY) AND SUBMIT CALCULATIONS

FOR ENGINEER REVIEW PRIOR TO FABRICATION.

2. CONNECTIONS: METAL GRATING SHALL BE FULLY AFFIXED TO THE STEEL FRAME WITH BOLTED

CONNECTIONS AT WELDING LUGS SPACED AS INDICATED ON THE DRAWINGS. WELDING LUGS SHALL BE

A MINIMUM OF 1/4" X 2' X2 " STEEL PLATES. PROVIDE SNUG TIGHT 5/8" DIAMETER A325 BOLTED

CONNECTIONS AT EACH WELDING LUG.

3. THE CONTRACTOR SHALL PROVIDE THE GOVERNMENT WITH 3 PIECES OF 2 FOOT WIDE BY 24 FEET LONG

SPECIFIED GRATING WITH WELD LUGS ATTACHED AT ONE END AND ADDITIONAL LOOSE WELD LUGS AND

FASTENERS.

SHOP DRAWINGS

1. SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE STRUCTURAL ELEMENTS AND CONNECTIONS

SHOWN IN THE CONTRACT DOCUMENTS.

2. REPRODUCTION OF STRUCTURAL DRAWINGS FOR SHOP DRAWINGS IS NOT PERMITTED. AN

ELECTRONIC SET OF DRAWING FILES CAN BE PROVIDED TO THE CONTRACTOR UPON REQUEST.

3. EXISTING DIMENSIONS SHOWN ON THE DRAWINGS ARE BASED UPON PRELIMINARY SURVEY DATA.

CONTRACTOR SHALL VERIFY EXISTING DIMENSIONS PRIOR TO FABRICATION OF STRUCTURAL STEEL.

4. CONTRACTOR SHALL REVIEW AND STAMP ALL SHOP DRAWINGS BEFORE SUBMITTAL FOR APPROVAL.

SHOP DRAWINGS REVIEWED BY THE CONTRACTOR SHALL BE SUBMITTED TO THE ENGINEER OF RECORD

AND A STAMPED REVIEWED SET RECEIVED PRIOR TO FABRICATION. FABRICATION AND INSTALLATION

SHALL BE MADE FROM APPROVED SHOP DRAWINGS ONLY. SHOP DRAWINGS SHALL INCLUDE THE

FOLLOWING:

STEEL SHOP DRAWINGS

METAL GRATING SUBMITTAL AND SHOP DRAWINGS

GROUT SUBMITTAL

RING NET CHANNEL BARRIER SYSTEM CALCULATIONS AND SHOP DRAWINGS

APPLICABLE WELD PROCEDURE SPECIFICATIONS (WPS)

APPLICABLE WELDER PERFORMANCE QUALIFICATION RECORDS TO WPSs

ROCK ANCHOR SUBMITTAL

SUBMITTAL OF PROPOSED MATERIAL

DESCRIPTION OF MEANS AND METHODS

5. FABRICATOR SHALL HIGHLIGHT CHANGES MADE IN SHOP DRAWINGS WHICH DEVIATE WITH THE DESIGN

DRAWINGS AND RECEIVE APPROVAL FROM THE ENGINEER OF RECORD PRIOR TO COMMENCING WITH

FABRICATION OF SAID ITEMS.

6. REVIEW OF SHOP DRAWINGS SHALL BE FOR CONFORMANCE WITH THE CONTRACT DOCUMENTS

REGARDING ARRANGEMENT, SIZES OF MEMBERS, MATERIAL PARAMETERS, THE CONTRACTOR'S

INTERPRETATION OF THE DESIGN LOADS, AND CONTRACT DOCUMENT DETAILS. CONTRACTOR IS

RESPONSIBLE FOR DIMENSIONS AND QUANTITIES ASSOCIATED WITH THE FABRICATION OF MATERIAL.

MEANS AND METHODS ASSOCIATED WITH FABRICATION OF MATERIAL SHALL REMAIN THE

RESPONSIBILITY OF THE CONTRACTOR AS SHALL THE RESPONSIBILITY FOR THE COORDINATION AND

SEQUENCING OF THE INSTALLATION.

7. SHOP DRAWING APPROVAL SHALL NOT CONSTITUTE ACCEPTANCE OF FABRICATOR CHANGES TO THE

CONTRACT DOCUMENTS. FABRICATOR CHANGES THAT RESULT IN MODIFICATIONS TO THE CONTRACT

SCOPE MUST BE APPROVED IN ACCORDANCE WITH PROVISIONS CONTAINED IN THE

OWNER-CONTRACTOR AGREEMENT.

8. SHOP DRAWINGS MARKED “APPROVED” OR “APPROVED AS NOTED” MAYBE RELEASED FOR FABRICATION.

SHOP DRAWINGS WITH ANY OTHER MARKINGS MUST BE REVISED ACCORDINGLY AND AN APPROVED

COPY RECEIVED BY THE FABRICATOR PRIOR TO FABRICATION. MATERIAL FABRICATED WITHOUT

PROPER APPROVAL IS SUBJECT TO REJECTION.

9. CONTRACTOR SHALL MAINTAIN A MASTER SET OF APPROVED DESIGN DRAWINGS, SHOP DRAWINGS, AND PROJECT SPECIFICATIONS. MAINTAIN A SET OF APPROVED DOCUMENTS FOR RECORD KEEPING OF

AS-BUILT FIELD CONDITIONS THROUGHOUT THE EXECUTION OF THE PROJECT. RETURN AS-BUILTS

DRAWINGS TO THE ENGINEER UPON COMPLETION OF THE PROJECT.

LOADING

CATEGORY

UNIFORMLY

DISTRIBUTED LOADS

CONCENTRATED

LOADS

ELEVATIONS WHERE

LOADING IS

IMPOSED **

HEAD DIFFERENCE

ACROSS RACK

500 LBS/FT

(DISTRIBUTED

OVER

4' OF DEPTH)

DEBRIS/ ICE

LOADING

80 LBS/FT

(DISTRIBUTED OVER

5' OF DEPTH)

SOURCE

NOT APPLICABLE

USACE

STRUCTURAL

ENGINEERING

CALCULATIONS,

DATED 6/13/17

NOT APPLICABLE

3460'

3455'

3450'

3444'

3438'

3432'

3450'

3444'

3438'

3432'

USACE

STRUCTURAL

ENGINEERING

CALCULATIONS,

DATED 6/13/17

WIND ON LOG

RAFT

40 LBS/FT

(DISTRIBUTED OVER

3' OF DEPTH)

NOT APPLICABLE

3460'

3455'

3450'

3444'

3438'

3432'

USACE

STRUCTURAL

ENGINEERING

CALCULATIONS,

DATED 5/1/17

NOT APPLICABLE

TIMBER IMPACT

LOADING

ON HORIZONTAL

STEEL WIDE FLANGES

2200 LBS

APPLIED AT

MID-SPAN

USACE

PROVIDED CRITERIA

WITH 1"

ASSUMED STEEL

DEFLECTION @

MID-SPAN

* SEE NOTES

3460'

3455'

3450'

3444'

3438'

3432'

PROOF TEST SCHEDULE

STEP LOAD

1 AL

2 0.25DL

3 0.50DL

4 0.75DL

5 1.0DL

1.00DL (LOCK-OFF LOAD)

ADJUST THE BOLT HEX NUT UNTIL A

SLIGHT REDUCTION IS NOTICED ON

THE JACK GAGE (LOCK-OFF LOAD)

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V-101

SURFACE MAPPING OF ROCK FACE AT LOG BARRIER

SCALE: 3/16" = 1'-0"

N

SOURCE: AMEC FOSTER WHEELER SURVEY, DATED 15 SEPTEMBER 2017, USED THE FOLLOWING DATA:

GPS COORDINATE 100: 348382.8610,1220076.4120,3468.9128

GPS COORDINATE 110: 348274.3030,1220023.5560,3468.0780

HORIZONTAL COORDINATES: LATITUDE AND LONGITUDE NAD 83 (CORS96) WASHINGTON SOUTH STATE PLANE COORDINATES

VERTICAL COORDINATES: VERTICAL DATUM BASED ON USACE CALCULATION FROM NAVD88 TO NGVD29

UNIT OF MEASUREMENT: US SURVEY FEET

CROSS-SECTION OF ROCK FACE AT LOG BARRIER

SCALE: 1/8" = 1'-0"

V-101

S-201

S-203

V-101 V-101

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ELEVATION OF LOG BARRIER

SCALE: 1/4" = 1'-0"

CROSS SECTION OF LOG BARRIER

SCALE: 1/4" = 1'-0"

ELEVATION NOTES:

1. ALL DIMENSIONS ARE APPROXIMATE. CONTRACTOR FIELD VERIFY BEFORE

FABRICATION.

2. M.C. DENOTES FULL MOMENT CONNECTION. ALL CONNECTIONS NOT

DESIGNATED ARE SHEAR CONNECTIONS.

3. GRATING NOT SHOWN FOR CLARITY. SEE SHEET S-203 FOR GRATING.

4. CONTRACTOR TO COORDINATE LOCATION OF HELICOPTER PICK POINTS

WITH FABRICATOR AND HELICOPTER RIGGER FOR SEQUENCE 1 AND 2.

5. VERTICAL DATUM BASED ON USACE CALCULATION FROM NAVD88 TO

NGVD29.

CONTRACTOR SEQUENCING:

STEP 1 - INSTALL SEQUENCE 1 WITH GRATING ATTACHED PRIOR TO

ERECTION (INSTALLED WT: 11,000 LBS).

STEP 2 - INSTALL SEQUENCE 2 WITH GRATING ATTACHED (INSTALLED WT:

9,500 LBS).

STEP 3 - CONNECT SEQUENCE 1 TO SEQUENCE 2.

STEP 4 - ATTACHED BLOCKED OUT GRATING AT MC.

A DOUBLE ANGLE FRAMING BETWEEN 3444' AND 3448' CAN BE REMOVED AFTER

INSTALLATION OF ENTIRE FRAME.

CONTRACTOR TO COORDINATE INSTALLATION OF 5'-0" X 4'-0" WIDE ACCESS

GATE (SEE SHEET S-203).

CONTRACTOR TO PROVIDE LIFTING POINTS FOR EACH SEQUENCE FOR

RIGGING AT 7' FROM CENTER LINE. CONTRACTOR SHALL ACCOUNT FOR

WEIGHT DISTRIBUTION CAUSED BY GRATING WEIGHT DURING LIFTS. SEE

DETAIL 13/2-202.

CONTRACTOR PROVIDE WEEP HOLES AT 48" ON CENTER FOR HORIZONTAL

MEMBERS AT ELEVATIONS 3438', 3444', AND 3450'.

CODED KEYNOTES:

B

C

D

CONTRACTOR NOTE:

1. ALL FLANGE FACES OF WIDE FLANGE MEMBERS ARE FLUSH ON GRATING

SIDE.

N

V-101 S-201

S-201 S-201

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DETAIL AT WF CONNECTION TO ROCK FACE (ELEV. 3450')

SCALE: 3/4" = 1'-0"

DETAIL AT WF CONNECTION TO ROCK FACE (ELEV. 3444')

SCALE: 3/4" = 1'-0"

VIEW FROM BOTTOM OF WF CONNECTION TO ROCK FACE (ELEV. 3450')

SCALE: 3/4" = 1'-0"

DETAIL OF TRUSS CONNECTION

SCALE: 3/4" = 1'-0"

DETAIL OF TRUSS CONNECTION

SCALE: 3/4" = 1'-0"

DETAIL OF TYPICAL SHEAR CONNECTION

SCALE: 3/4" = 1'-0"

SECTION OF TYPICAL SHEAR CONNECTION

SCALE: 3/4" = 1'-0"

DETAIL OF ROCK ANCHOR TYPICAL CONNECTION PLATE

SCALE: 3/4" = 1'-0"

DETAIL OF TYPICAL MOMENT CONNECTION

SCALE: 3/4" = 1'-0"

DETAIL OF ROCK ANCHOR

SCALE: 1-1/2" = 1'-0"

W24 TO W18 CONNECTION AT SLOPE

SCALE: 3/4" = 1'-0"

S-201 S-202

S-201 S-202

S-202 S-202

S-201 S-202

S-202 S-202

S-202 S-202

S-201 S-202

S-201 S-202

S-202 S-202

S-202 S-202

S-202 S-202

NOTES:

1. THE LOCATIONS FOR FIELD WELDING NEED TO BE CLEAR OF

GALVANIZING SO THAT REMOVAL OF GALVANIZING PRIOR TO WELDING

IS NOT REQUIRED.

2. ALL FIELD WELD LOCATIONS NEED TO BE CLEANED AND PAINTED WITH

COLD GALVANIZING (OR ZINC RICH) PAINT AFTER WELDING.

DOUBLE ANGLE CONNECTION

SCALE: 3" = 1'-0"

S-202 S-202

DOUBLE ANGLE CONNECTION

SCALE: 3" = 1'-0"

S-202 S-202

CONTRACTOR NOTE: TEST LIFT

AT SHOP TO VERIFY FRAMING

HANGS VERTICAL.

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ELEVATION OF LOG BARRIER (GRATING LAYOUT)

SCALE: 1/4" = 1'-0"

GRATING ATTACHMENT DETAIL

SCALE: 3/4" = 1'-0"

GRATING ATTACHMENT SECTION

SCALE: 3/4" = 1'-0"

GRATING ATTACHMENT SECTION

SCALE: 3/4" = 1'-0"

GRATING GATE DETAIL

SCALE: 3/4" = 1'-0"

DETAIL OF WELD LUGS

SCALE: 6" = 1'-0"

NOTES:

1. FOR GRATING INSTALLATION SEQUENCE, REFER TO SEQUENCE PLAN ON

SHEET S-201.

DETAIL OF GRATING ATTACHMENT AT CONNECTION TO ROCK FACE

SCALE: 3/4" = 1'-0"

DETAIL OF GRATING ATTACHMENT AT CONNECTION TO ROCK FACE

SCALE: 3/4" = 1'-0"

A

ABANDON GUSSET PLATES FOR TEMPORARY BRACING IN PLACE.

FABRICATOR BLOCK OUT GRATING AT MC LOCATIONS FOR FIELD WELDING.

AFTER FIELD WELDING IS COMPLETE, WELD GRATING IN BLOCKED OUT AREA

(3 LOCATIONS). TRIM GRATING BARS AT MC PLATES SO GRATING LAYS FLUSH

AT WIDE FLANGE.

CODED KEYNOTES:

S-203 S-203

S-203 S-203

S-203 S-203

S-203 S-203

S-203 S-203

S-201 S-203

S-203 S-203

B

CONTRACTOR NOTE:

1. ALL FLANGE FACES OF WIDE FLANGE MEMBERS ARE FLUSH ON GRATING

SIDE.

GATE LATCH DETAIL

SCALE: 3/4" = 1'-0"

S-203 S-203

N

V-101 S-203